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0104-260 (SFD) Structural Calcs & Truss CalcsB.G. STRUCTURAL ENGINEERING ' BRIAN GOTTLIEB - CIVIL ENGINEER - Lic. No. C33047 45-535 Via Corona Indian WeI1s, CA 92210 (760) 568-3553 (760) 568-5681 Fax Mr. &'Mrs. Aamela Wesley Residence Andrzej W. Weber 74-133 El Paseo, Suite A ^� Palm Desert, Ca. 92260�1�����,1\ i CITY OF LA QUINTA Job Number: 874.01 BUILDING & SAFETY DEP APPROVE® May 22, 2001 FOR CONSTRUCTION Plan Check DATE ' 6 BY VALID ONLY _ IGNED • IN RED PROJECT SHEET NO. B.G. STRUCTURAL JOB N .ITEM PATE ENGINEERING ENGINEER B.G. Structural Engineering, Inc. Title: Wesley Residence Job # 874.01 45-535 Via Corona Dsgnr: BG Date: 2:23PM, 20 MAY 01 ihdian Wells, CA 92210 Description (760) 568-3553 Scope (760) 568-5681 FAX Rev. 510300 Use.. KW -0603989, Ver 5.1.3. 22Ju IM, Wh32 Rectangular Concrete Column Page 1 (c) 198.199 ENERCALC c:\ec\weber 874-01.ecw:lateral Description Frame 1 - Concrete Column General Information Calculations are designed to ACI 318.95 and 1997 UBC Requirements Width - 24.000 in Pc 3,000.0 psi Total Height 6.000 ft Depth 22.856 k -ft 30.000 in Fy 60,000.0 psi Unbraced Length 6.000 ft Rebar. 2.97 k Seismic Zone 4 Eff. Length Factor 1.000 0.623 k 3 - # 8 d = 3.000 in LL & ST Loads Act Separately Column is BRACED k ft 35.74 k -ft 3 - # 8 d = 27.000 in Combined Eccentricity 14.012 in 99.246 in 2 - # 8 d= 11.000 in Magnification Factor r 1.00 1.00 2- # 8 d= 19.000 in Design Eccentricity 14.012 in Loads 268.812 in Magnified Design Moment 7.91 k -ft 35.74 k -ft 34.41 k -ft Dead Load Live Load Short Term Eccentricity Axial Loads 1,831.88 k 2.709 k 1.753 k 0.378 k in Applied Moments... 24.00 x.30.00in Column, Rebar: 348 @ 3.00in, 348 @ 27.00in, 248 @ 11.00in, 248 @ 19.00in @ Top 2.675 k -ft 2.449 k -ft 22.856 k -ft @ Bottom k -ft k -ft k -ft Lateral Point Loads 2.97 k Location # 1 0.680k 0.623 k 0.927 k 6.000 ft #2 k k k ft Column is OK 24.00 x.30.00in Column, Rebar: 348 @ 3.00in, 348 @ 27.00in, 248 @ 11.00in, 248 @ 19.00in ACI 9-1 ACI 9-2 ACI 9-3 Applied: Pu : Marc Factored 6.77 k 4.32 k 2.97 k Allowable : Pn' Phi @ Design Ecc. 514.32 k 29.51 k 20.58 k M -critical 7.91 k -ft 35.74 k -ft 34.41 k -ft Combined Eccentricity 14.012 in 99.246 in 139.140 in Magnification Factor r 1.00 1.00 1:00 Design Eccentricity 14.012 in 188.277 in 268.812 in Magnified Design Moment 7.91 k -ft 35.74 k -ft 34.41 k -ft Po ' .80 1,831.88 k 1,831.88 k 1,831.88 k P: Balanced 838.04 k 838.04 k 838.04 k Ecc: Balanced 12.437 in 12.437 in 12.437 in Slenderness per AC1318-95 Section 10.12 & 10.13 Actual k Lu /. r 8.000 Elastic Modulus 3,122.0 ksi Beta 0.850 ACI Ea. 9-1 ACI Ea. 9-2 ACI Ea. 9-3 Neutral Axis Distance 14.5000 in 5.3850 in 5.2450 in Phi 0.7000 0.8782 0.8849 Max Limit kl/r 34.0000 34.0000 34.0000 Beta = M:sustained/M:max 0.5600 0.8776 0.8217 Cm 1.0000 1.0000 1.0000 EI / 1000 0.00 0.00 0.00 Pc: piA2 E I / (k Lu)A2 0.00 0.00 0.00 alpha: MaxPu / (.75 Pc) 0.0000 0.0000 0.0000 Delta 1.0000 1.0000 1.0000 Ecc: Ecc Loads + Moments 14.0121 99.2459 139.1402 in Design Ecc = Ecc' Delta 14.0121 188.2770 268.8118 in ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7 "1.4" Factor 1.400 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic = ST' : 1.100 B.G. Structural Engineering, Inc. 45-535 Via Corona 'Indian Wells, CA 92210 (760)568-3553 (760) 568-5681 FAX Rer. 510300 User. KW -%03989, Ver5.1.3.22Jun1999, Win32 (c)1983-99 ENERCALC Title : Wesley Residence Dsgnr: BG Description Scope: General Footing Analysis & Design Description Frame 1 - Pad Footing Job # 874.01 Date: 2:26PM, 20 MAY 01 1 Page 1 General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Allowable Soil Bearing 1,500.0 psf Dimensions... 6.50ft x 6.50ft Footing, Short Term Increase 1.330 Width along X -X Axis 6.500 ft Base Pedestal Height 0.000 in Length along Y -Y Axis 6.500 ft Seismic Zone 4 Footing Thickness 24.00 in Overburden Weight 0.00 psf Col Dim. Along X -X Axis 24.00 in Live & Short Term Combined 0.72 psi Col Dim. Along Y -Y Axis 30.00 in fc 3,000.0 psi Biaxial Applied Loads 1.34 psi Fy 60,000.0 psi Min Steel % 0.0014 Concrete Weight 145.00 pcf Rebar Center To Edge Distance 3.50 in Loads 93.113 psi X -X Min. Stability Ratio 3.070 1.500 :1 Applied Vertical Load... 2.314 186.226 psi Y -Y Min. Stability Ratio Dead Load 7.209 k ...ecc along X -X Axis 0.000 in Live Load 1.753 k ...ecc along Y -Y Axis 0.000 in _ Short Term Load 0.378 k 4.9 psi, Mu @ Bottom Applied Moments... Dead Load Live Load Short Term' Applied Shears... Dead Load Live Load Short Term Creates Rotation about Y -Y Axis (pressures @ left'& right) 2.675 k -ft 2.449 k -ft 8.164 k -ft ti Creates Rotation about Y -Y Axis (pressures @ left & right) -0.680 k -0.623 k -0.927 k Creates Rotation about X -X Axis (pressures @ top & bot) k -ft k -ft 22.$56 k -ft Creates Rotation about X -X Axis (pressures @ top & bot) k k k Footing Design OK 6.50ft x 6.50ft Footing, .24.Oin Thick, w/ Column Support 24.00 x 30.00in x O.Oin high ACI 9-2 6.50ft x 6.50ft Footing, 24.Oin Thick, w/ Column Suppo Two -Way Shear 1.18 psi 2.31 psi 1.25 psi DL+LL DL+LL+ST One -Way Shears... Actual Allowable Max Soil Pressure 557.1 1,244.3 psf Max Mu 1.844 k -ft per ft Allowable 1,500.0 1,995.0 psf Required Steel Area 0.72 psi 0.344 in2 per ft "X' Ecc, of Resultant 1.424 in 4.906 in Vu @ Top 0.42 psi 1.34 psi "Y' Ecc, of Resultant 0.000 in 12.702 in Shear Stresses.... Vu Vn ' Phi -0.24 psi 93.11 psi 1 -Way 1.337 93.113 psi X -X Min. Stability Ratio 3.070 1.500 :1 2 -Way 2.314 186.226 psi Y -Y Min. Stability Ratio 7.949 Mu @ Right 0.94 k -ft 1.40 k -ft Footing Desi Shear Forces ACI 9-1 ACI 9-2 ACI 9-3 Vn' Phi Two -Way Shear 1.18 psi 2.31 psi 1.25 psi 186.23 psi One -Way Shears... Vu @ Left 0.60 psi 1.00 psi . 0.56 psi 93.11 psi Vu @ Right 0.72 psi 0.37 psi 0.18 psi 93.11 psi Vu @ Top 0.42 psi 1.34 psi 0.78 psi 93.11 psi Vu @ Bottom 0.42 psi -0.37 psi -0.24 psi 93.11 psi Moments ACI 9-1 ACI 9-2 ACI 9-3 Ru / Phi Mu @ Left 0.63 k -ft 0.33 k -ft 0.15 k -ft 1.7 psi Mu @ Right 0.94 k -ft 1.40 k -ft 0.79 k -ft 3.7 psi Mu @ Top 0.62 k -ft 1.84 k -ft 1.06 k -ft 4.9 psi, Mu @ Bottom 0.62 k -ft -0.46 k -ft -0.31 k -ft 1.6 psi As Read 0.34 in2 per ft 0.34 in2 per ft 0.34 in2 per ft 0.34 in2 per ft B.G. Structural Engineering, Inc. Title: Wesley Residence Job # 874.01 45-535 Via Corona Dsgnr: BG Date: 2:26PM, 20 MAY 01 Indian Wells, CA 92210 Description (760) 568-3553 Scope (760) 568-5681 FAX Rev: 510300 User.KW-0603999. VcS.1.3,22Juo-1999,WW2 ENERCALC ' General Footing Analysis &Design Page 2 (c)198399 c:\ec\weber 874-01.ecw:Lateral Description Frame' 1 - Pad Footing Soil Pressure Summary Service Load Soil Pressures Bottom- Top -Rig Bottom- Top-Lef DL + LL 557.13 557.13 447.11 447.11 psf DL + LL + ST 211.54' 1,244.25 0.00 845.37 psf Factored Load Soil Pressures ACI Eq. 9-1 793.80 793.80 .637.03 637.03 psf ACI Eq. 9-2 296.16 1,741.95 0.00 1,183.52 psf ACI Eq. 9-3 176.78 1,039.80 0.00 706.47'psf ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921:2.7 "1.4" Factor 1.400 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900' UBC 1921.2.7 "0.9" Factor. 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic = ST' : 1.100 " Wesley Residence 874.01 LATERAL LOADING WIND Wind Speed (MPH)= 70 Ce= 12.6 Wind Exposure= C Pressure Coeff. (Qs)= 1.3 Importance Factor- 1 (PSF) Ht. Abv 0-15 P= 17.36 Ground 15-20 P= 18.51 (ft) 20-25 P= 19.49 25-30 P= 20.15 3040 P= 21.46 SEISMIC TABLE FOR Na 19.25 seismic source seismic source I<krn 15 km 1>10km A 1 1.5 1.2 1.0 B I ' 1.3 1.0 1.0 - C 1 1.0 1.0 1.0 TABLE FOR Nv 19.25 seismic source <2km 5 km 10km >15km A 2.0 1.6 12 1.0 B 1.6 1.2 1.0 1.0 C 1.0 1.0 1.0 1.0 Ht. Abv.Gnd.(Ft) = 19.25 Period (T) = 0.1838 Zone= 4 Z= 0.4 Soil Profile Type= Sd Cv= 0.704 Seismic Source Type = A Na= 1.00 Nv= 1.10 ' Dist. to Source (km) = 12.0 Ca= 0.44 "R" Factor = 4.5 Base Shear Per Eq. 30-4 V = 0.851 Not to exceed - Per Eq. 30-5 V= 7 0.244 GOVERNS 0.244 STRENGTH DESIGN Not less than- USE 0.175 WORKING STRENGTH DESIGN (DIVIDE BY 1.4) Per Eq. 30-6 V= 0.048 Per Eq. 30-7 V= 0.078 Use- 0.078 .May -17-01 10:38 Andrzej Weber Architect 760,340 9502 P.02 nSV Li ul uy:4ea P-1 WSladden Engineering 6782 Stanton Ave., Suite E, Suma hark. CA 90MI (9112) 864.4121 (714) 523 0952 Fax (714) 523-1369. 39-725 Garand 1 n , Stnte (i, tatm Desert, CA 9221 1 (750).772-5893 Fax(760)T72-3896 January 11, 2000' Project No, 544.7029 00-01-009 KSL Nvelopment Corporation 55-920 PGA Boulevard La Quiata, California 92253 Attention: Ms. Cindy Zainorez Prvjvvi: PGA .West - Weiskopf Private Coarse Ls Quinia, California Suhjcet: Gcx.itechnic:al. Update Rcf: Geotechnical Investigation Report prepared Buena Lngineers, lnc. dated April 17, 1986, Job No, A -14413-P3, Report No. 86-04-209. Report of Observations and Testing during (trading prepared by earth Systems Consultants dated August 16. 1995, Job No. 137.1639-P3,.Report No. 95-08-780. As reques1W, we have mviewecl the above referenced Gootcchnical E %ineering Report as it relate, to the proposed residential development along the Weiskopf Golf Course at PGA West. The project. site is located on the north side of Avenue 58 east of Madison Street in the City of La `uinta, California. In addition, we have visited the site w observe: the present amditions- The - lots arc located along the Weiskopf Private Golf Course. 111c lots were rougb graded during the initial grading of the Weiskopf Course. Rough grading included overexcavation .and recompaction of the native surface soils along with the placement of engtnec r6d fill material to construct the building pads. Uvureacavation extended to a depth of at least 3 feet below natural grade or 4 feet heltlw pad grade as recommended in the referenced Geotechnical investigation Report.. Fill soils consisting prirnarily of native silly sands*were obtained from the nearby golf course cut areas. Observations and Ibc results of compaction tests performed during rough grading are summarized in the refertateed Report of Observations and Teslhig During Grading. Based upon om- review, it is our opinion that the recommendations included within the. referenced Geotechnical lnvcs6gation report remain applicable for the design and construction of the single family residerrees proposed for this phase of the project. The structural. values (including, hearing pressures and lateral pressures) reC43Mmanded Within the referenced Geabcchnical lnvestigatium report, remain valid for the design or the residential Airucture foundations and the related site improvements. PrrWivat 197, U13C Seismic design criteria is included with this memo. s 2 May -17-01 10:38 Andrzej Weber Architect 760340 9502 nay 1 1 U1` U5:42a JAnuary 11, 2000' =2- Project No. 544-7029 00-01-009 Because the lots have been previtmsiy rough gradeil. the tcwedial grading necc4sary ut this time should be minimal. In our opinion; the OVercx0SVA1io11 performed during the initial rough grading has adtxjuately addfeRsed remedial grading criteria and additional overexcavation is not warranted providcd•that the proMwd buildings fall withia the previously established building pad areas. The existing pad surb om should be cleared of wards, glass and loose soils mounds prior to grading. The exposed surface should be scarift4 moisture conditioned and compacted W at lea -S-190 pement relative compaction. Any till material should be placed in thin lifts at near optimum moisture content 'and compacted to ar loam 90 percent relative compaction. Compaction should be verified by testing. we amcciate the opportunity to provide service w you on this project. If you have any questions regarding this lettc, or the rc&ztnc cd sport& please cont= the undersigned. Respectfully submitted, SLA.DDF.N ENGIN1LEKING �P Brett 1,. Anderson PrincilZil Fngincer No. C4SX9 EW M2M2 LL'1tcr/pe Copies: 2/KSL Development Corporation 4/MDS Consulting, Inc.. 3 P-03 P.2 1 May -17-01 10:38 Andrzej Weber Architect 760 340,9502 May 17 01 09,:428 Jauuuiy 11, 2000 -3- Project No. 544-7029. 00-01-009 1997 UNIFORM BUTLDTNG CODE WTSMIC IIFSIGN INFORMATION Rec'entlY the lulcuw6uual CuallcmWe of Building Officials issued the, 1997 Uniform Ruildirib Code containing substantial revixions and additions to the earthquake engineering section in Chapter 16. Ncw concepts contained in the updated code that will likely he relevant to construction of the proposed structures are summarized below. Ground shaking is expected to be the printery huard most likely to affect the site, based upon proximity to significant faults capah1c of generating large earthquakes. Major fault zones ' considerrcl to be must likely to create strong around shakiiig at lbc bite are libled below., Fault Zone Approximate Distance From Site]99? Fault Type - - 11 San And;vA% 12.0 km A ..__.. _ Sail Jacinto 27.5 km A Based on our Geld observations and understathding of local geologic conditions, the soil profile type judged applicable to this site is.%, generally described as stiff or dense soil. The site is located within URC %imnic Zone 4. The following table presents additional coefficients and factors relevant to Seismic mitigation for new construction upon adoption of The 1997 code. Near -Source Near -Source Seismic Seismic Seismic Acceleration Velocity Codreicut I Coefficient Suurce Factor, Na Factor, Nv Cs _ _ --- San Andreas - - -_—_ 1.0 — - 1.1 0.44 Na San Jacinto 1.0 . 1.0 0.44 N� 0.64 N, P_04 P-3 PROJECT / p i� SHEET NO. B.G. STR U CTU RAL oB NO. $;�. o, ITEM DATE ,��,, S ENGINE ERING ENGINEER S:.i 3 . t- '$v %ear l �A-vLtj-3 5-01 'r73?� 1 S;.ev .. I �� Ifo3 r Beam B14 Revised TJ -Beam"' v5.55 Serial Number: 700109817 5.25 x 11.875 2.OE Parallam® PSL BEAMUSA .1111 5/20/2001 4:23:25 PM Page 1 of 1 Build Code: 146 • THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0 Roof Slope: 0 ° FI n2 18' All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis for Beam Member Supporting ROOF Application: Tributary Load Width: 1' Loads(pso: 20 Live at 125% duration; 18 Dead -,and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Tapered(plf) Roof(1.25) 100 to 160 90 to 144 0 to 10'9" Replaces Tapered(plo Roof(1.25). 160 to 60 144 to 54 10' 9" to 1'8' Replaces Point(lbs.) Roof(1.25) 958 933 10' 9" Adds to SUPPORTS: INPUT BEARING REACTIONS(lbs.) . ' WIDTH LENGTH LIVE/DEADrrOT. PLY DEPTH DETAIL OTHER 1 Beam. 5.50" 5.5" 1517 /•1569 / 3085 1 11.9" Detail R1 SB Shear Blocking 2 Beam 5.50" 5.5" 1636 / 1691 / 3327. 1 11.9" Detail R1 SB Shear Blocking - See TJ SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1. DESIGN CONTROLS: ` MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 3281 310615066, Passed(21 %) Rt. end Span 1 under Roof. loading Moment(ft-Ib) 17848 17848 37317 Passed(48%) MID Span 1 under Roof loading Live Defl.(in) 0.318 0.578 Passed(U655) MID Span 1 under Roof loading Total Defl.(in) 0.641 0.867 Passed(U325) MID Span 1 under Roof loading - Deflection Criteria: STANDARD(LL: U360, TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve'member stability. - Design assumes adequate continuous lateral support of the compression edge. .ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated_ dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the TJ Residential product listed above. PROJECT INFORMATION Wesley Residence 874.01 OPERATOR INFORMATION: . B.G. Structural Engineering, Inc. Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 760-568-3553 760-568-5681. Copyright ® 2000 by Tris Joist, a Weyerhaeuser Business. TJ-BeamT Is a trademark of Trus Joist. Parallam® is a registered trademark of Trus Joist . C:\1-DATA\BG-STRU\Jobs\Weber\Wesley Residence 874.01\B14.Bm ® MiTek Industries, Inca 3033 GOLD CANAL DRIVE . ' SUITE 200. RANCHO CORDOVA CA 95670 M i Te k USA FAX (916) 631 8225 TELEPHONE (916) 631 7811 ' Re: wesle y The truss drawing(s) referenced below have been prepared by MiTek Industries,--Inc. under my direct supervision ' based on the parameters, provided by Yuma Truss-Ca _ Pages or sheets covered by this seal: R6060458 thru R6060631 ' My license renewal date for,the state of California is September 30, 2004. 1 t - 3 _ NO. C04991 fXP 9-3004 ' al CIVIL ��.OF CA1 t�R May 21,2001 The seal on these drawings 'mdicateacceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-1995 Sec. "2.. , l: May 21,2001 Job Truss Truss Type Qty Ply ' WESLEY A ROOF TRUSS 2 - 1 CHANGED (optional) Yuma Truss - California Division, La Quinta; CA 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Mon May -21 14:36:04 2001 Page.1 -1-6-0 4-11-10 9-7-12 14-3-14 19-M 20-9-8 1-6-0 411-10 48 2 4-8-2 411-10 1-6-0 ' J Scale = 1:38.5 4.00 12 4x4 = 10x14 4 3 _ 2 1 5 10x14 6 8 '9 � "54 rTT- 5x5 6x8 11 13 12 11 10 6x8 11 ' 1.5x4 11 3x8 = 3x6 = 1.5x4 11 - l �• 411-10 9-7-12 14-3-14 • 19-3-8 411-10 4-8-2 4-8-2 411-10 Plate Offsets MY): [2:0-0-15,Edge],[4:0-3-12,0-3-61,[6:0-3-12,0-3-61,[8:0-0-15,Edgej LOADING (psf) SPACING 240-0 CSI DEFL in (loc) Udefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) -0.03 12 >999 M1120 197/144 TCDL 26.0 Lumber' Increase 1.25 BC 0.38 Vert(TL) -0.1010-12 >999 BCLL 0.0 Rep Stress Incr YES .. WB 0.27 Horz(TL) 0.05 8 n/a BCDL 10.0 Code • UBC97/ANSI95, 1st LC LL Min Udefl = 360 Weight: 122 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF I AE *Except* TOP CHORD Sheathed or 5-8-6 oc purlins. 1-4 2 X 12 OF No.2, 6-9 2 X 12 OF No.2 ' BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. BOT CHORD 2 X 4 SPF 1650F 1.4E ' WEBS 2 X 4 SPF Std SLIDER Left 2 X 4 SPF Std 2-5-12, Right 2 X 4 SPF Std 2-5-12 REACTIONS (Ib/size) 2=1232/0.5-8, 8=1232/0-5-8 ' FORCES (lb) - First Load Case Only , TOP CHORD 1-2=-6, 2-3=-1787, 3-4=-1787, 4-5=-1309, 5-6=-1309, 6-7=-1787-, 7-8=-1787, 8-9=-6 ° BOT CHORD 2-13--1582.12-13--1588,11-12=1588;10-11=1588,8-10=1582 WEBS 413=97, 412=-404, 5-12=461, 6-12=404* 6-10=97 ' NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97, ' riteria: 3) This truss has been designed with ANSUTPI 1-1995 criteria.- LOAD LOAD CASE(S) Standard ' M OQ�QfE$A,- �pONGNo' 04. _3 May 21,2001 May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/, ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in Inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. /8,/8+ C2 J5 2. Cut members to bear tightly against each 0 other. �, 0 3. Place plates on each face of truss at each O v 3DC.6 ZC7 joint and embed fully. Avoid knots and wane p'v at joint locations. 4 x 2 orientation, locate aFor 4. Unless otherwise noted, location chord splices Ce 0 plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. - 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE J preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and *For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. 40" WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. BEARINM!TM 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or after truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. - prior approval of a professional engineer. 15. Care should be exercised in handling, erection a and installation of trusses. TM HYDRO A/R ® PANCLIPEL ©1993 Mitek Holdings, Inc. GANG -NAIL Job Truss Truss Type ,Qty Ply WESLEY Al ROOF TRUSS 9 1 �. (optional) CHANGED Yuma Truss - California Division, La Quinta, CA. 4.201 SR1 's Nov 16 2000 MiTek Industries; Inc. Mon May 21 14:36:332001 Page.1 -0,-5184-6-2 9-2-4 13-10-6 ! 18-10-0 20A-0 , 0-5-8 46-2 4.8-2 4-8-2 411-10 1-6-0 Scale= 1:52.0 Job Truss Truss Type ,Qty Ply WESLEY Al ROOF TRUSS 9 1 �. (optional) CHANGED 4.00 12 4x4 = �. 12 11 10 9 8 6x811 1.5x4 11 4x8 = 3x8 = 3x6 = 1.5x4 11 ' -Or5,8 4-6-2 9-2-4 13-10.6 18-10-0 0-5-84-6-2 4-8-2 4-8-2' 411-10 Plate Offsets (X,Y): 12:0-1-4,0-3AL f4:0-4-3,0.3-6),16:0-0-15,Edge) LOADING (psi) SPACING 2-0-0 CSI DEFL in (Ioc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) -0.03 8-10 >999 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.37 Vert(TL) -0.09 8-10 >999 , BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(rL) 0.03 6 n/a ' BCDL 10.0 Code UBC97/ANS195 " 1st LC LL Min Vdefl = 360 Weight: 99 Ib ' LUMBER BRACING . TOP CHORD 2 X 4 SPF 1650F 1.4E *Except. TOP CHORD Sheathed or 5-4-0 oc purlins. 47 2 X 12 DF No.2 , BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 4 SPF 165OF 1.4E WEBS 2 X 4 SPF Std 1 SLIDER Right 2 X 4 SPF Std 2-5-12 REACTIONS (Ib/size) 12=1047/Mechanical, 6=1198/0-5-8 _ FORCES (lb) - First Load Case Only TOP CHORD 1-2=-1386, 2-3=-1213, 3-4=-1227, 45=-1713, 5-6-=1713, 6-7=-6 BOT CHORD 11-12=-0,10-11=1299,9-10=1521,8-9=1521,6-8--1516 WEBS 2-11=-281, 2-10=-169, 3-10=364, 410=-416, 4-8=97, 1-12=-1003, 1-11=1366 NOTES r 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, ' UBC -97. , ' 3) Refer to girder(s) for truss to truss connections. 4) This truss has been designed with ANSVTPI 1-1995 criteria. ` - r Qao�Es,4 LOAD CASE(S) Standard t NO. 4919 EXP -3a•Ua May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/' ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. V8� C C3 J5 2• Cut members to bear tightly against each 0 other. O 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane Q_ " at joint locations. ` For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C8 C, C6 0 plates 1/8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19go at time of `This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. among TM 13. Do not overload roof or floor trusses with stacks BEARING MR of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. N TM HYDRO A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL May 21,2001 Job russ russ Type - •, y •. _ • , R6060464 WESLEY A10 ROOF TRUSS 3 1 (optional) uma _russ -California ivision, a um , s ay M!Tek Industries,Inc. on May age -1-6-0 5-11-11 l F i 1-" 0 :1 I 5-11-11 4 1 r `. Scale = 1:19.0 4.00 j�T2- s 3 fr) 2 00 ' 5x5 5x6 11 , 5x5 5 ' 5-11-11 5-11-11 Plate e - LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.10 - " Vert LL -0.07 2- >969 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.29 : "V-0.15 2-5 >484 BCLL 0.0 Rep Stress Incr' YES WB 0.00 t_ Horz(TL) . 0.00 4 n/a BCDL 10.0 Code ` UBC97/ANSI95 (Matrix) �� 1 st LC LL Min Udefl = 360 Weight: 46 Ib LUMBER BRACING TOP CHORD 2 X 12 DF No.2 ' �,� ' . TOP CHORD Sheathed or 5-11-11 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.4E t BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2'X 4 SPF Std 3}1-1 REACTIONS (Ib/size) 4--251 /Mechanical, 2=504/0-5-8, 5=59/Mechanical ' Max Grav 4--251 (load case 1), 2=5040oad case 1), 5=1-18(load case 2) T FORCES 0b) - First Load Case Only TOP CHORD 1-2=-13, 2-3=-147, 3-4=60 CHORD 2-5=0 r 'BOT NOTES , 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. •- , 2) Refer to girders) for truss to truss connections. 3) This truss has been designed with ANSUTPI 1-1995 criteria. r ' v LOAD CASE(S) Standard , ' Y J. tSo NO. 9919 ' EXP -30-04 F • t . CAL1f0� May 21,2001 May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. Va /8+ C2 J5 2. Cut members to bear tightly against each 0 other. ZC3 a o �. LC.6 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. For 4 x 2 orientation, locate 4. Unless otherwise noted, location chord splices C8 plates 1/8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol Indicates the fabrication. required direction of slots In connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. .Camber is a non-structural consideration and *For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nall Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 x 4 to slots. Second all respects, equal to or better than the grade perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension Is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. 40" WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. !TM M14. BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at Do not cut or after truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses. w TM HYDRO -AIR CLIP /R ® PANEL ©1993 Mitek Holdings, Inc. GANG -NAIL 1 f Job cuss russ Type .. - y R6060465 WESLEY A10A ROOF TRUSS (optional) Yuma Truss - California Division, La Quinta, CA 4.ZU1 5K1 s N ay 16 2UU1 MiTekjndustries-,�Inc. Mon May age • 5-11-11 �* 5-11=11 21- r i 4.00 FTZ Scale = 1:18.8 LOADING (psf) . SPACING 2-0-0 . CSI DEFL 'in (loc) Udefl PLATES .GRIP TCLL .20.0 Plates Increase, 1.25 TC 0.63 ..Vert(LL) -0.07 3-4 >999 MI120 ;197/144 •� TCDL 26.0 Lumber Increase 1.25_ BC 0.27 > Vert(TL)0.13 3-4 >522 i BCLL 0.0 Rep Stress Incr . 'YES WB 0.00.Horz(TL) -0.00 2 n/a BCDL 10.0 Code ' UBC97/ANSI95 ,.(Matrix) 1 st LC LL Min Udefl = 360 Weight: 22 Ib s LUMBER BRACING `. TOP CHORD 2 X 4 SPF 165OF 1.4E. TOP CHORD Sheathed or 5-11-11 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.4E { BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing. WEBS 2 X 4 SPF Std REACTIONS (Ib/size) 2=265/Mechanical, 4=323/0-5-8, 3=58/Mechanical Max Grav 2=265(load case 1), 4=3230oad case 1),�3=115(load case 2) FORCES(Ib) - First Load Case Only TOP CHORD 1-2=67,14=-265 BOT CHORD 34=0 - WEBS 1-3=0 ; ' NOTES 1) This truss has been designed for a 10.0 psf bottom chord live•load nonconcurrent with any other We loads per Table No. 116-13, UBC -97. 2 Refer to girder's) for truss to truss connections. 3) This truss has been designed with ANSVTPI 1-1995 criteria. ' LOAD CASE(S) Standard r May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. C2 C3 J5 2. Cut members to bear tightly against each 0 other. O U , 3 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. ' For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C8 C7 C6 0 plates 1/8" from outside edge of at 1/4 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19`Yo at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and *For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width all respects, equal to or better than the grade 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ff. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted, continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. M� ® TM HYORO ASR ® PANEL 01993 Mitek Holdings, Inc. CLIP GANG -NAIL uma russ -California Division; La Quinta, CA ' M Job russ russ ype y R6060466 WESLEY At OB -t.cu r, on 1 s rvidy 10 cuu i nu I eR inuusuies, mu. mvn rviay:z i i o.00:[ r cuu I -r-age, i Scale = 1:13.9 • ROOF TRUSS 2 1 3 (optional) uma russ -California Division; La Quinta, CA ' M Job russ russ ype y R6060466 WESLEY At OB -t.cu r, on 1 s rvidy 10 cuu i nu I eR inuusuies, mu. mvn rviay:z i i o.00:[ r cuu I -r-age, i Scale = 1:13.9 'LUMBER BRACING' TOP CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 5-11-11 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing. REACTIONS Qb/size) 1=318/0-5-8, 2=261 /Mechanical, 3=57/Mechanical Max Grav 1=318(load case 1), 2=2610oad case -1), 3=114(load case 2) FORCES (lb) - First Load Case Only . TOP CHORD 1-2=69 BOT CHORD 1-3=0 NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any'other live loads per Table No. 16-13, + UBC -97. 2) Refer to girder(s) for truss to truss connections. 3 This truss has been designed with ANSVTPI 1-1995 criteria. , ' LOAD CASE(S) Standard o • 3x4 3 5-11-11 I 5-11-11 LOADING (PS'L SPACING 2-0-0 , CSI DEFL in (loc) Udefl 'PLATES GRIP TCLL 20.0 Plates Increase 1.25 ` TC 0.61 Vert(LL) -0.06 1- >999 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 j BC 0.27 Vert(TL) -0.13 1-3 >545 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 - n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) :' 1st LC LL Min Udefl = 360 Weight: 141b 'LUMBER BRACING' TOP CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 5-11-11 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing. REACTIONS Qb/size) 1=318/0-5-8, 2=261 /Mechanical, 3=57/Mechanical Max Grav 1=318(load case 1), 2=2610oad case -1), 3=114(load case 2) FORCES (lb) - First Load Case Only . TOP CHORD 1-2=69 BOT CHORD 1-3=0 NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any'other live loads per Table No. 16-13, + UBC -97. 2) Refer to girder(s) for truss to truss connections. 3 This truss has been designed with ANSVTPI 1-1995 criteria. , ' LOAD CASE(S) Standard o Beam B15 Revised H Ile_ TJ-Beamn v5.55 Serial Number. 700109817 5.25 x 14 2.0E Parallam® PSL BEAMUSA x111 520/2001 4:31:54 PM Page 1 of•1 Build Code: 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0 Roof Slope: 0 All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis for Beam Member Supporting ROOF Application. Tributary Load Width: 1' Loads(psf): 20 Live at 125% duration; 18 Dead; and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Tapered(plf) Roof(1.25) 60 to 280 54 to 252 0 to 6' Replaces Tapered(plf) Roof(1.25) 280 to 220 252 to 198 6't6 11'6" Replaces Uniform(plf) Roof(1.25) 60 54 11'6" to 18' Replaces Point(lbs.) Roof(1.25) 1257 1204 11-6" Adds to SUPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH LIVE/DEAD/TOT. PLY DEPTH DETAIL OTHER 1 2x6 Stud Wall 5.50" 5.5" 2054 / 2081 / 4135 1 14.0" Detail R1 SB Shear Blocking 2 2x6 Stud Wall . 5.50" 5.5" 1988 / 2043 / 4031 1 14.0" Detail R1 SB Shear Blocking - See TJ SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 4086 3820 17762 Passed(22%) Lt. end Span 1 under Roof loading . Moment(ft-Ib) 22484 22484 50928 Passed(44%) MID Span 1 under Roof loading Live Defl.(in) 0.263 0.578 Passed(U791) MID Span 1 under Roof loading Total Defl.(in) 0.526 0.867 Passed(U396) MID Span 1 under Roof loading - Deflection Criteria:•STANDARD(LL: U360, TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria. and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the TJ Residential product listed above. PROJECT INFORMATION Wesley Residence 874.01 OPERATOR INFORMATION: B.G. Structural Engineering, Inc. Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 760-568-3553 760-568-5681 Copyright O 2000 by Trus Joist, a Weyerhaeuser Business. TJ -Beam"' is a trademark of Trus Joist. Parallam® is a registered trademark of Trus Joist. C:11-DATA\BGSTRU\Jobs\WebeAWesley Residence 874.01\615.Bm B.G. Structural Engineering, Inc. 45-535 Via Corona Indian Wells, CA 92210 (760) 568-3553 (760) 568-5681 FAX Rer. 510300 User. KW4)603989, Ver 5.1.3, 22Jun1999, Wh32 (c) 1983.99 ENERCALC Description Beam B41 Title: Wesley Residence Dsgnr: BG Description Scope: General Timber Beam Job # 874.01 Date: 4:15PM, 20 MAY 01 c:\ec\weber Page 1 General Information Dead Load Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x12 Max Stress Ratio Center Span 9.50 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .:...Lu 0.00 ft Beam Depth 11.500 in Right Cantilever ft ......Lu 0.00 ft Member Type Sawn Douglas Fir - Larch (North), No.1 Bm Wt. Added to Loads End Loc Fb Base Allow 1,300.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000pcf E 1,600.0 ksi Trapezoidal Loads Dead Load Total Load Left Cantilever... Max Stress Ratio 0.516 : 1 #1 DL @ Left 126.00 #/ft LL @ Left 140.00 #/ft Start Loc 0.000 ft DL @ Right 162.00 #/ft LL @ Right 180.00 #/ft End Loc 5.500 ft #2 DL @ Left 162.00 #/ft LL @ Left 180.00 #/ft Start Loc 5.500 ft DL @ Right 54.00 #/ft LL @ Right 60.00 #/11 End Loc 9.500 ft Point Loads ueaa Loaa It 1.0 IDS IDS IDS lbs lbs lbs lbs Live Load 856.0 lbs lbs lbs lbs lbs lbs lbs ...distance 7.000 It 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Beam Design OK Span= 9.5011, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin Dead Load Total Load Left Cantilever... Max Stress Ratio 0.516 : 1 Deflection -0.041 in -0.083 in Deflection Maximum Moment 0.000 in 5.8 k -ft Maximum Shear * 1.5 3.5 k Allowable 0..0 16.4 k -ft 2,799.5 Allowable Right Cantilever... 6.7 k Max. Positive Moment 5.79 k -ft at 5.890 ft Shear: @ Left 1.89 k Max. Negative Moment 0.00 k -ft at 0.000 It 0.0 @ Right 2.46 k Max @ Left Support 0.00 k -ft 0.550 in Max. Right Reaction Camber. @ Left 0.000 in Max @ Right Support 0.00 k -ft Ck 25.448 @ Center 0.061 in Max. M allow 16.42 Reactions... Rb 0.000 @ Right 0.000 in fb 573.58 psi tv 54.87 psi Left DL 0.93 k Max 1.89 k Fb 1,625.00 psi Fv 106.25 psi Right DL 1.20 k Max 2.46k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.041 in -0.083 in Deflection 0.000 in 0.000 in ...Location 4.940 ft 4.940 ft ...Length/Defl 0.0 0..0 ...Length/Defl 2,799.5 1,369.64 Right Cantilever... 3.47 k Area Required 22.840 in2 32.665 in2 Deflection 0.000 in 0.000 in 1.06.25 psi Bearing @ Supports ....Length/Defl 0.0 0.0 Stress Calcs 1.89 k Bearing Length Req'd 0.550 in Max. Right Reaction 2.46 k Bending Analysis 0.716 in Ck 25.448 Le 0.000 ft : Sxx 121.229 in3 Area 63.250 in2 Cf 1.000 Rb 0.000 Cl 0.000 ;W-)' Max Moment Sxx Read Allowable lb @ Center 5.79 k -ft 42.79 in3 1,625.00 psi @ Left Support 0.00 k -ft 0.00 in3 1,625.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,625.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.43 k 3.47 k Area Required 22.840 in2 32.665 in2 Fv: Allowable 106.25 psi 1.06.25 psi Bearing @ Supports Max. Left Reaction 1.89 k Bearing Length Req'd 0.550 in Max. Right Reaction 2.46 k Bearing Length Req'd 0.716 in ;W-)' Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause -Property 13/' ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 A building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. 1/8" -0' V8+ c2 J5 2. Cut members to bear tightly against each a other. Place 0 �. Let 3. plates on each face of truss at each joint and embed fully. Avoid knots and wane O. v at joint locations, For 4 x 2 orientation, locate 4. Unless otherwise noted, location chord splices 4 plates 1/8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS Jl J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and *For tabular plating format refer to the is the responsibility of truss fabricator, General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8, Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 x 4 to slots. Second all respects, equal to or better than the grade perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING (CBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. 40" WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or after truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. M� ® TM HYDRO A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL ® • Job russ- russ ype - - y �. • R6060467 WESLEY A11 ROOF -TRUSS 2 1 • (optional) uma russ = a i omia roiston,a wn s ay t eIndustries,:Inc. on May age A {-1-6-0 3-1T-1 1 1-" t 3-11-11 4 1 4.00 FT2- - Scale = 1:14.6 3 2 N • ;b M1 I 5x6 11 5x5 3-11-11 5 l' 3-11-11 Plate e (psf) SPACING 2-0-0 ' CSI DEFL ` in (I oc) . Udefl 'PLATES GRIP 'LOADING TCLL 20.0 Plates Increase • 1.25 TC 0.04 Vert(LL) -0.01 2-55 >999 M1120 197/144 TCDL 26.0 Lumber Increase' 1.25 BC w 0113 Vert(TL) '-0.03. 2-5 >999. ,. BCLL 0.0 Rep Stress Incr YES WB 0,00 Horz(TL) ' 0.00 4 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) f' 1 st LC LL Min Udefl = 360 ' Weight: 33 Ib 'LUMBER BRACING TOP CHORD 2 X 12 DF No.2 3 TOP CHORD Sheathed or 3-11-11 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1,4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2 X 4 SPF Std 2-0 6 s :. REACTIONS (Ib/size) 4=148/Mechanical, 2=403/0-5-8, 5=39/Mechanical Max Grav 4=148(load case 1), 2=403(load case 1), 5=78Qoad case 2); t FORCES(lb) - First Load Case Only TOP CHORD l -2= -l3,2 -3---l24,3-4--33 L BOT CHORD 2-5=0 NOTES l 1) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrentwith any other live loads per Table No. 16-B, UBC -97. 2) Refer to girder(s) for truss to truss connections. ' 3) This truss has been designed with ANSVTPI 1-1995 criteria. LOAD CASE(S) Standard ` • t op 1F * IVO. 9919 ' EXP -30-04 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/, ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. �/8, - ► V8+ C2 CJ J5 2. Cut members to bear tightly against each 0 other. 0 Place plates on each face of truss at each 3. joint and embed fully. Avoid knots and wane v at joint locations. For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C, C, O plates 1/8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of `This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. m^ BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at i�Y 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. TM HYDRO A/R ® PANEL CLIP 01993 Mitek Holdings, Inc. GANG -NAIL May 21,2001 Job russ russ type .. y R6060468 onal WESLEY A11A ROOF TRUSS 2 1 ' o ti russ - a i torn sion, a' um ' - uma rvi s ay a Industries,Inc. on " May age- r , 3-11-11 • 3-11-11 2 4.00 FTT .. Scale = 1:14.6 cro 5x5 1 t r� ' ' .5x4 II 3 3-11-11- 3x4 = l 3-11-11 LOADING (psf) SPACING, 2-0-0" CSI DEFL in (loc) Udefl • %PLATES GRIP 20.0 Plates Increase :1.25 TC 0.27 Vert(LL) ;0.01 3-4 >999 MI120, r 197/.144 - 'TCLL TCDL '26:0 LumbeHricrease ` 1:25 BC 0.12 Vert L -0.02 3-4 >999 BCLL 0.0 Rep Stress Incr, , YES WB 0.00 Horz(TL) -0.00 .2 n/a BCDL 10.0 Code ' UBC97/ANSI95 (Matrix) 1 st LC LL Min Udefl = 360. Weight: 15 Ib . LUMBER ` BRACING CHORD 2 X 4 SPF 165OF 1.4E TOP CHORD Sheathed or 3-11-11 oc purlins, except end verticals. 'TOP BOT CHORD 2 X 4 SPF 1650F 1.4E . " BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ^ { WEBS 2 X 4 SPF Std REACTIONS (Ib/size) 2=173/Mechanical, 4=211/0-5-8, 3=38/Mechanical t' Max Grav 2=173(load case 1), 4--211 (load case 1), 3=75(load case 2) s FORCES 0b) - First Load Case Only TOP CHORD 1-2=44,1-4=-173 -4= BOT CHORD 30 WEBS 1-3=-0 tNOTES 1) This truss has been designed for a 10.0 psf bottom chord, live load nonconcurrent with any other live loads per Table No. 16-B, ' UBC -97. 2) Refer to girder's) for truss to truss connections. 3) This truss has been designed with ANSt/TPI-1-1995 criteria. LOAD CASE(S) Standard �pONG * NO. 9919 EXP -30-04 ■ - r T r CAtIF��� May 21,2001 onal May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1 3/, ` Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in Inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. '/s/s+ C2 C3 J5 2. Cut members to bear tightly against each 0 other, Jt 0�., 3 0 L. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane " v 0 at joint locations. `For 4 x 2 orientation, locate CL 4. Unless otherwise noted, location chord splices C8 C, C, D plates 1/8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 199'6 at time of `This symbol indicates the fabrication, required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and `For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 x 4 to slots. Second all respects, equal to or better than the grade perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension Is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MITek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses, v� ® TM HYDRO A/R 0 PANEL ©1993 Mitek Holdings, Inc. CLIP GANG -NAIL Job russ •russ ype - y - a R 3-11-11 LOADING (psf) R6060469 WESLEY A118 ROOF TRUSS � 2 1 TCLL -20.0 Plates Increase 1.25 TC 0.26 • Vert(LL) -0.01 1-3 >999 M1120... (optional) TCDL `26.0 Lumber Increase 1.25. BC 0.11 Vert -0.02 1-3 >999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a uma russ -California BCOL 10:0 Division, a' um , s• ay MiTek Industries,Inc.. on ay: age Weight: 9 Ib 3-11-11 — Job russ •russ ype - y - a R 3-11-11 LOADING (psf) R6060469 WESLEY A118 ROOF TRUSS � 2 1 TCLL -20.0 Plates Increase 1.25 TC 0.26 • Vert(LL) -0.01 1-3 >999 M1120... (optional) Max Grav 1=206(load case 1), 2=169(load case 1), 3=74(load case 2) FORCES (lb) - First Load Case Only ; TOP CHORD 1-2=46 BOT CHORD 1-3=0 NOTES , ' 1) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 1&B, UBC -97. 2) Refer to girder(s) for truss to truss connections. 3 This truss has been designed with ANSVTPI 1-1995, criteria. - LOAD CASE(S) Standard , Scale = 1:10.0 May 21,2001 . 3-11-11 4.00 (i'£ , ` 3-11-11 a R 3-11-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc): I/defl i PLATES r> TCLL -20.0 Plates Increase 1.25 TC 0.26 Vert(LL) -0.01 1-3 >999 M1120... TCDL `26.0 Lumber Increase 1.25. BC 0.11 Vert -0.02 1-3 >999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Max Grav 1=206(load case 1), 2=169(load case 1), 3=74(load case 2) FORCES (lb) - First Load Case Only ; TOP CHORD 1-2=46 BOT CHORD 1-3=0 NOTES , ' 1) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 1&B, UBC -97. 2) Refer to girder(s) for truss to truss connections. 3 This truss has been designed with ANSVTPI 1-1995, criteria. - LOAD CASE(S) Standard , Scale = 1:10.0 May 21,2001 . 3-11-11 3-11-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc): I/defl i PLATES TCLL -20.0 Plates Increase 1.25 TC 0.26 Vert(LL) -0.01 1-3 >999 M1120... TCDL `26.0 Lumber Increase 1.25. BC 0.11 Vert -0.02 1-3 >999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a BCOL 10:0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 9 Ib BRACING ' TOP CHORD 2 X 4 SPF t165OF 1.4E TOP CHORD Sheathed or 3-11-11 oc purlins. 'LUMBER BOT CHORD 2 X 4 SPF 165OF 1.4E BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing. REACTIONS (Ib/size) 1=206/0-5-6, 2=169/Mechanical, 3=37/Mechanical Max Grav 1=206(load case 1), 2=169(load case 1), 3=74(load case 2) FORCES (lb) - First Load Case Only ; TOP CHORD 1-2=46 BOT CHORD 1-3=0 NOTES , ' 1) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 1&B, UBC -97. 2) Refer to girder(s) for truss to truss connections. 3 This truss has been designed with ANSVTPI 1-1995, criteria. - LOAD CASE(S) Standard , Scale = 1:10.0 May 21,2001 . Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure t0 FOIIOW Could Cause Property 13/' ' Center plate on joint unless Damage Or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. C73 J5 2. Cut members to bear tightly against each c other. 0�� 3 0 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane 0 at joint locations. — — For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C, D plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. �! �^^ M14. BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. M�® TM HYDRO A/R o PANEL CLIP ©1993 Mitek Holdings, Inc. GANG-NAILQP Job runs russ Type Plate e -. •. LOADING.( psf) SPACING 2-0-0 CSI �DEFL ` . in .Qoc) ,: Udefl PLATES •GRIP 146060470• WESLEY Al2 ROOF TRUSS 2 1 Lumber Increase 1.25 BC 0.03 Vert(TL) '-0.00 .2-4 >999 , BCLL 0.0' Rep Stress Incr ' YES ; (optional) Yuma Truss -California ivision; a um , ' M Ln ' M -1-6-0 1-6-0 v 1 _ a 1v1ay Iv avv 1 1v111 cn 111—ut—, 11-. Ivwllavlay 41 IJ.J.7.Z0'LUV 1,rage 1 1 � 1-11-11 3 Scale =1:11.5 9-2-9 5x8 11 1-11-11 0-2-4 1-9-7 1 TOP CHORD 1-2=-13,2-3---87 = BOT CHORD 2-4=0 • 7: NOTES 1) This truss has been designed for a 10.0 •psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. ' 2) A plate rating reduction of 20% has been applied for the green lumber members. '3 Refer to girder(s) for truss to truss connections. > 4 This truss has been designed with ANSVTPI 1-1995 criteria. LOAD CASE(S) Standard Plate e LOADING.( psf) SPACING 2-0-0 CSI �DEFL ` . in .Qoc) ,: Udefl PLATES •GRIP TCLL 20.0 Plates Increase 1.25 TC 0.04 . Vert(LL) -0.00 2 >999 MI120 . 497/144 TCDL . 26.0. Lumber Increase 1.25 BC 0.03 Vert(TL) '-0.00 .2-4 >999 , BCLL 0.0' Rep Stress Incr ' YES ; WB '0.00 Horz(TL) -0.00 3 nhi BCDL 10.0 Code • UBC97/ANSI95 (Matra) 1 st LC LL Min Udefl = 360 Weight: 24 Ib. LUMBER - BRACING - TOP CHORD 2 X 12 DF No.2 TOP CHORD Sheathed or 1-11-11 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 10-G-0 oc bracing. . SLIDER Left 2 X 6 DF No.2 1-10-8 REACTIONS (Ib/size) 3=27/Mechanical, 2=325/0-7-12, 4=20/Mechanical t '. Max Grav 3=27(load case 1), 2=325(load case 1), 4=39(load case 2) FORCES(Ib) - First Load Case Only TOP CHORD 1-2=-13,2-3---87 = BOT CHORD 2-4=0 • 7: NOTES 1) This truss has been designed for a 10.0 •psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. ' 2) A plate rating reduction of 20% has been applied for the green lumber members. '3 Refer to girder(s) for truss to truss connections. > 4 This truss has been designed with ANSVTPI 1-1995 criteria. LOAD CASE(S) Standard Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/' ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. `Z C3 J5 2. Cut members to bear tightly against each 0 other. 0 �L 0 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane O�" U at joint locations. For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices ca C, 0 plates 1/8" from outside edge of at 1/4 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of `This symbol Indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and *For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 x 4 to slots. Second all respects, equal to or better than the grade perpendicular BOCA 86.93, 85.75; 21.28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. TM HYDRO A/R 0 PANEL CLIP ©1993 Mitek Holdings, Inc. GANG-NAIL ® ' Job Truss - California Division, La Quinta, CA 4.201 SRI s Nov 16 2000 MiTek Industries, Inc. Mon May 21 13:24:58 2001 Page 1 -. s � • 1-K11-11 ' 4.00 12 • --V iScale: V' 2 5x5 J 1 , 5K • 3 1 1.5x4 11 . 3x4 = `1-11-11 LOADING (psl) SPACING 2-0-0 CSI DEFL, in (loc) Udefl PLATES GRIP TCLL 20.0 Plates Increase '1.25 TC 0.06 Vert(LL) -0.00 4 >999 M1120 197/144 TCDL 26.0 Lumber Increase 1.25. BC 0.03 Vert(TL) -0.00 3-4 >999 BCLL 0.0 Rep Stress,lncr YES WB 0.00 Horz(TL) -0.00 2 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 8 Ib ' LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.4E TOP CHORD Sheathed or, 1-11-11 oc purlins, except end verticals: BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std , REACTIONS Ob/size) 2=84/Mechanical, 4=101/05-8, 3=18/Mechanical Max Grav2=84(load case 1), 4=101(load case 1), 3=35(load case 2) FORCES Qb) - First Load Case Only ' TOP CHORD 1-2=21,1-4=-84 BOT CHORD 3-4=0 WEBS 1-3=0 NOTES 1) This truss has been designed for a 10.0 psf bottom chord'live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. 2) Refer to girder(s) for truss to truss connections. 3) This truss has been designed with ANSVTPI 1-1995 criteria. ~ ' LOAD CASE(S) Standard - Qap�fESS�fO ' NO. 4919 * EXP -3aQ4 Truss Type TrussYuma Qty ply WESLEY Al2A . :.I;. ROOF TRUSS ' o tional Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/' ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 A J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. /8•/a+ C3 2. Cut members to beartightly against each 0 other. ZXbJ5 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane v at joint locations. For 4 x 2 orientation, locate 4. Unless otherwise noted, location chord splices C8 C70 plates 1/8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 191Y. at time of 'This symbol Indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MITek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade X perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design, LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise no edif continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. im Ell BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MITek Inclusl Ds, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. M� ® TM HYDRO A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL Job Truss Truss Type Qty Ply ' WESLEY Al2AA ROOF TRUSS 1 1 r o tional r Yuma Truss - California. Division. La Quinta, CA 4.201 SRI s Nov 16 2000 MiTek Industries, Inc. Mon May 21 13:25:08 2001 Page 1 - y 1-G-3.. ( 4.00 12- i- 2 Scale: V' --V 5x5 r Ll 1.5x4 11, 3x4 = 1-6-3 ` 1-6-3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl PLATES GRIP TCLL 20.0 Plates Increase .25 °'1 TC 0.03 Vert(LL) -0.00 4 >999 ;, M1120 197/144 TCDL 26.0 Lumber Increase .' 1.25 BC 0.01 Vert(TL) -0.00 4 >999 �. BCLL 0.0 Rep Stress Incr `.YES - WB 0.00 Horz(TL) -0.00 2 n/a t BCDL 10.0 Code " UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 7 Ib f 1 LUMBER BRACING TOP CHORD 2 X 4 SPF 16511F 1.4E TOP CHORD Sheathed or 1-6-3 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.- WEBS 2 X 4 SPF Std ` ' REACTIONS Ob/size) 2=62/Mechanical, 4=76/0-5-8, 3=13/Mechanical o r Max Grav 2=620oad case 1), 4=76(load case 1), 3=26(load case 2) _ FORCES (lb) - First Load Case Only TOP CHORD 1-2=16,14=-62 ' BOT CHORD 3-4=-O WEBS 1-3=0 NOTES 1) This truss has been designed fora 10.0 psf:bottom chord live load nonconcurrent with'any other live loads per Table No. 16-B, ' UBC -97. 2) Refer to girder(s) for truss to truss connections.. 3) This truss has been designed with ANSVTPI 1-1995 criteria. ' LOAD CASE(S) Standard ` - t s - . OPaO�EOkgC NO. 4419 EXP -30-04 r CAL►f��� Job Truss Truss Type Qty Ply ' WESLEY Al2AA ROOF TRUSS 1 1 o tional r May 21,2001 Symbols PLATE LOCATION AND ORIENTATION 13/, Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. rientation, locate " from outside edge of truss and vertical web. 'This symbol Indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MiTek/Gang-Nail Joint/Plate Placement Chart 0 CL O x U a O Numbering System J2 J3 J4 TOP CHORDS C2 ca J5 C8 c7 ca BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE CONNECTOR PLATE CODE APPROVALS The first dimension is the width 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 dimension is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 4011" continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at . which bearings (supports) occur. MiTek Indus! -.s, Inc. TM HYDRO A/R ® LIP CPANEL GANG -NAIL A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. . 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss members or plate without prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses. ©1993 Mitek Holdings, Inc. Job cuss cuss ype 1-11-11 LOADING (psQ SPACING 2-0-0 CSI DEFL in poc) Udefl ; PLATES 20.0 R6060473 WESLEY Al2B ROOiiy F TRUSS J2 M1120 1 Lumber Increase 1.25 BC 0.03 -.Vert(TL) . -0.00 1-3 >999 BCLL 0.0 (optional) Yuma Truss - a omia vision, a wn , CA , M r ' � O i M O nmy v w� iru cn n �uwu i w, m1-11 may c 1 i.a.ws 1 cvv i rays i Scale = 1:6.9 ' - 3x4 1-11-11 LOADING (psQ SPACING 2-0-0 CSI DEFL in poc) Udefl ; PLATES 20.0 Plates Increase 1.25 TC 0.07 Vert(LL) -0.00 1 >999 M1120 'TCLL TCDL 26.0 Lumber Increase 1.25 BC 0.03 -.Vert(TL) . -0.00 1-3 >999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a_ BCDL 10.0 Code oUBC97/ANSI95 (Matra) 1st LC LL Min Udefl = 360 + Weight: 5 l LUMBER • x BRACING CHORD 2 X 4 SPF 1650E 1.4E TOP CHORD Sheathed or 1-11-11 oc purlins. 'TOP BOT CHORD 2 X 4 SPF 165OF 1.4E, �, BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS Qb/size) 1=107/0-5-8, 2=88/Mechanical, 3=19/Mechanical Max Grav 1=107(load case 1); 2=88(load case 1), 3=38(load case 2) J FORCES (lb) - First Load Case Only ; TOP CHORD 1-2=24 BOT CHORD 1-3=0 ' NOTES ' 1) This truss has been designed for a 10.0 Psf, bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 2) Refer to girder(s) for truss to truss connections. 3) This truss has been designed with ANSVTPI 1-1995 criteria. ' LOAD CASE(S) Standard GRIP 197/144 e' 0 -. . . Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/, ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in Inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. ` C3 J5 2. Cut members to bear tightly against each 0 other. 0 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. "For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C8 C, C, D plates 1 /8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 1996 at time of 'This symbol Indicates the fabrication. required direction of slots In connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS. indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85.75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. 40�1 WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. M_!TM BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or after truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. v� ® TM HYDRO -A ® PANEL ©1993 Mitek Holdings, Inc. CLIP GANG -NAIL 1 uma cuss -California Division, a um ; s ay MiTek Industries,Inc.,Mon-May age i 6-0-8 6060474 Job runs cuss Type R WESLEY A13 ROOF TRUSS 1 1 (optional) 6-0-8 3 4.00 r1T Scale = 1:17.3 N 2 N 1 i 0 i 3x4 4 3x10 II i l 6-M 6-0-8 ae e (psf) SPACING 2-0-0 CSI— DEFL in (loc) Udefl . ,, PLATES GRIP iLOADING TCLL 20.0 Plates Increase 1.25 TC 0.68 Vert(LL) -0.08 14 >936 M1120 A97/144 . TCDL .26.0 Lumber Increase 1.25 BC 0.30 Vert(TL) -0.15 14 >468 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.07 3 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1 st LC LL Min Udefl = 360 Weight: 22 Ib w, LUMBER i BRACING " TOP CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.4E BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. SLIDER Left 2 X 8 DF No.2 2-8-7 r i REACTIONS (Ib/size) 1=335/0-5-8, 3=275/Mechanical, 4=60/Mechanical Max Grav 1=335(load case 1), 3=275(load case 1), 4=1200oad case 2) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-117, 2-3=68 BOT CHORD 1-4=0 ' . , i NOTES} 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 2 Refer to girder(s) for truss to truss connections. — s ' 3� This truss has been designed with ANSUTPI 1-1995 criteria. LOAD CASE(S) Standard { May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Proper/ 13/, ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in Inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. /18 C2 C3nC6 2. Cut members to bear tightly against each other. 053 '�.,0 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane pv at joint locations. For 4 x 2 orientation, locate 4. Unless otherwise noted, location chord splices C6 C,0 plates 1/8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19`Ya at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and *For tabular plating format refer to the is the responsibility of truss fabricator. General MITek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 X 4 to slots. Second all respects, equal to or better than the grade perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. !TM M14. BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at Do not cut or after truss members or plate without which bearings (supports) occur. MITek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. N� ® TM HYDRO A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG-NAIL uma • russ - a i ornia ivision; a uin ; s ay i e nus ies; nc. , on, ay , age 1. 4-0-8. 475 o cuss cuss Type - y - - R6060 WESLEY A14 • � •` ROOF TRUSS 1 1 •. (optional) N 3 4.0-8 3x4 T 4-0-8 Scale = 1:16.2 LOADING (psf) SPACING ;; 2-04 CSI DEFL in (loc) Vdefl - PLATES GRIP.,* TCLL 20.0 Plates Increase 1.25 4TC 0.28 Vert(LL) -0.01. 3-4 >999 M1120 197/144 TCDL ' 26.0 Lumber Increase 1.25 uma • russ - a i ornia ivision; a uin ; s ay i e nus ies; nc. , on, ay , age 1. 4-0-8. 475 o cuss cuss Type - y - - R6060 WESLEY A14 • � •` ROOF TRUSS 1 1 •. (optional) N 3 4.0-8 3x4 T 4-0-8 Scale = 1:16.2 LOADING (psf) SPACING ;; 2-04 CSI DEFL in (loc) Vdefl - PLATES GRIP.,* TCLL 20.0 Plates Increase 1.25 4TC 0.28 Vert(LL) -0.01. 3-4 >999 M1120 197/144 TCDL ' 26.0 Lumber Increase 1.25 'BC 0.13 Vert(TL) -0.03 34 >999 LOAD CASE(S) Standard , BCLL ' 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a BCDL 10.0 Code UBC97/ANSI95 ....(Matrix) 1st LC LL Min Vdefl = 360 _ Weight: 15 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 4-0-8 oc purlins, except end verticals. ' BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std REACTIONS (Ib/size) 2=176/Mechanical, 4=215/05-8, 3=39/Mechanical Grav 2=1760oad case 1.), 4=215(load case 1), 3=78(load case 2)' 'Max FORCES (lb) - First Load Case Only > TOP CHORD 1-2=45,1-4--176 , BOT CHORD 34=0 WEBS 1-3=-0 'NOTES - 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. .. 2) Refer to girder(s) for truss to truss connections. 3 This truss has been designed with ANSVTPI 1-1995 criteria. LOAD CASE(S) Standard , PaOFES �pON * - EXP Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in Inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. 1/8" J5 2• Cut members to bear tightly against each c other. 0 �. 0 Z LC.6 3. Place plates on each face of truss at each v O joint and embed fully. Avoid knots and wane ov at joint locations. For 4 x 2 orientation, locate 4. Unless otherwise noted, location chord splices c8 C, 0 plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MITek/Gang-Nall Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to Second all respects, equal to or better than the grade x perpendicular slots. BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12, Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. TM BEARING Do not overload roof or floor trusses with stacks of construction materials, Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MITek Industries, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. ® TM HYDRO -A/R ® PANELCLIP ©1993 Mitek Holdings, Inc. GANG -NAIL May 21,2001 Job runs cuss Type _. R6060476 WESLEY A15 ROOF-TRUSS (optional) ' .,Yuma Truss - a i omia ivision, a wn , s ay MiTek Industries,Inc. on ay - - age 2-0-8' 4.00 5x5 2-0-8 2 rT7- ', Scale = 1:16.2 Ln 17 .. CNN N r 3 2-0-8 3x4 2-" LOADING( SPACING , 2-0-0 CSI DEFL in Doc) Udefl �; PLATES, :GRIP 20.0 Plates Increase •1.25 TC 0.06 VertLL) -0.00 4 >999 MII20 "; 197/144- 'TCLL.... TCDL 26.0 Lumberincrease 1.25 ' BC 0.03 Veit�TL). 0.00 3-4 >999 BCLL 0.0 Rep Stress Incr . YES WB 0:00 Horz(TL) . -0.00 2 n/a BCDL , `.10.0 ' Code' 'UBC97/ANS195 (Matrix) 1 sf LC LL Min Udefl = 360 Weight: 10 lb. ' LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.4E ` TOP CHORD Sheathed or 2-0-8 oc purlins, except end verticals. - BOT CHORD '2 X 4 SPF 165OF 1.4E BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing. WEBS 2 X 4 SPF Std REACTIONS (Ib/size) 2=84/Mechanical, 4=103/0-5-8, 3=19/Mechanical _ Max Grav 2=840oad case 1), 4=1030oad case 1), 3=38(load case 2) ' FORCES (lb) -First Load Case Only TOP CHORD 1-2=21,1-4=-84 BOT CHORD 3-4=0 WEBS 1-3-0 ' NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-97. f 2 Refer to girders) for truss to truss connections. 3� This truss has been designed with ANSVTPI 1-1995 criteria. .LOAD CASE(S) Standard , oPaOfES,�p/{� �pONG yG * NO. 9919 EXP -30 04 May 21,2001 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/, " Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in Inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. `Z QJ5 2. Cut members to bear tightly against each 0 0 other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. ' For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices �, C" 0 plates 1/8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 1996 at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MITek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 x 4 to slots. Second all respects, equal to or better than the grade perpendicular BOCA 86-93, 85-75, 91-28 specified. - dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unlessotherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. TM BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or after truss members or plate without which bearings (supports) occur. MITek Indus, Ds, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. v� ® TM HYDRO A/R ® PANEL ©1993 Mitek Holdings, Inc. CLIP GANG -NAIL Job Truss Truss Type- Qty Ply CSI WESLEY .; Al -DRAG t ROOF TRUSS TCLL 20.0 Plates Increase 1.25 • . TC 0.31 Vert(LL) -0.04 10-11 >999 M1120 197/144 TCDL 26.0 o tions CHANGED Tuma i russ - cagrorma Limsion, La wumia, t m 4.Lu1 )K1 s NOV io zuuu mi I ex mausrnes,Inc. Mon May Z1 14:3/:ZO Zo01 Page 1 0;-58 4-6-2 9-24 13-10-6 18-10-0 204-0 0-5-8 .S 4-6-2 4-8-2 4-8-2 4-11-10 1-6-0 ; Scale= 1:52.0 4.00 12 4x4 = i 3 -0; 51E� 4-6-2• 9-2-4 13-10-6 18-10-0 0-5� 4-6-2 4-8-2 4-8-2 4-11-10 Plate Offsets (X,Y): [2:0-1-0,0-04], [4:0-3-12,0-3-6], [6:0-2-15,0-3-5] LOADING (psf) SPACING 24)-01 CSI DEFL in (loc) Vdefl PLATES, GRIP TCLL 20.0 Plates Increase 1.25 • TC 0.31 Vert(LL) -0.04 10-11 >999 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.57 Verl(TL) -0.10 8-10 ` >999 BCLL 0.0 Rep Stress Incr YES`' WB 0.37 Horz(TL) 0.04 6 n/a BCDL 10.0 Code UBC97/ANSI95' (Matrix) 1st LC LL Min Udefl = 360 Weight: 99 lb ' LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.4E *Except* TOP CHORD Sheathed or 4-0-11 oc purlins. 4-7 2 X 12 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except:- ' BOT CHORD 2 X 4 SPF 1650F 1.4E i 10-0-0 oc bracing: 8-10. WEBS 2 X 4 SPF Std *Except* 1-112 X 4 SPF 165OF 1.4E SLIDER Right 2 X 4 SPF Std 2-5-12 REACTIONS (Ib/size) 12=1040/Mechanical, 6=1205/0.5-8 Max Horz 12=27(load case 3) Max Grav 12=1746(load case 4), 6=21360oad case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-1488,2-3=-1324, 3-4=-1342, 4-5=-1721, 5-6---1806,6-7=-13 BOT CHORD 11-12=-0, 11-13--1360,10-13--1360,9-10--1541, 8-9=1541, 8-14=1536,6-14=1536 WEBS 2-11=-297,2-10=-193,3-10=374,4-10=-393,4-8=82,1-12=-1001, 1-11=1430 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed fora 10.0 Dsf bottom chord live load nonconcurrent with anv other live loads oar Table No. 16-8— I 1 '. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1 3/4 ` Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. C2 CM3 J5 2. Cut members to bear tightly against each 0 other. 17-1 r �3 0 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane O8 v at joint locations. For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C8 C7 CA 0 plates 1/8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19go at time of `This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MITek/Gang-Nall Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type., size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width all respects, equal to or better than the grade 4 X 4 perpendicular to slots. Second BOCA 86-93,85-75,91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unlessotherwise Indicates location of required SBCCI 87206, 86217, 9190 noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12, Anchorage and/or load transfemng connections to trusses are the responsibility of others unless shown. ,M BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MITek Inclusl T s, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. TM HYDRO -A/R 0 PANEL CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL 1 ' N M M ' r 1.5x4 II 3x4 — 3x8 - Job i cuss toss ype 5-4-7 I 11-3-0 I 1-9-1 3-7-6 5-10-9 LOADING(psf) R6060462 WESLEY Al -HIP ROOF TRUSS 1 1 1. Plates Increase 1.25 ' 0.73 Vert(LL) -0.03 7-8 >999 (optional) TCDL 26.0 Lumber Increase 1.25 BC 0.38 Vert(TL) -0.11 7-8 >999 BCLL 0.0 Rep Stress Incr NO WB 0.51 Horz(TL) -0.00 7 n/a BCDL 10.0 Code UBC97/ANSI95 1 st LC LL Min Udefl = 360 '. Weight: 50 Ib Yuma Truss - a omia ivision, a um ,. s ay MiTek Industries,Inc; on May , age ' -2-1-7 I I 5-4-7 I 11-3-0 'LUMBER' BOT CHORD 3 X 4 SPF 1650F 1 AE` 2-1-7 5-4-7. 5-10-9 WEBS 2 X 4 SPF Std - 5x5 ; Scale = 1:26.6 + 5 .6 . 1 ' N M M ' r 1.5x4 II 3x4 — 3x8 - Job i cuss toss ype 5-4-7 I 11-3-0 I 1-9-1 3-7-6 5-10-9 LOADING(psf) R6060462 WESLEY Al -HIP ROOF TRUSS 1 1 1. Plates Increase 1.25 ' 0.73 Vert(LL) -0.03 7-8 >999 (optional) 1.5x4 11 ' - I 1-9-1 I 5-4-7 I 11-3-0 I 1-9-1 3-7-6 5-10-9 LOADING(psf) SPACING 2-0-0 ' '� CSI DEFL in (loc) Udefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) -0.03 7-8 >999 M1120' 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.38 Vert(TL) -0.11 7-8 >999 BCLL 0.0 Rep Stress Incr NO WB 0.51 Horz(TL) -0.00 7 n/a BCDL 10.0 Code UBC97/ANSI95 1 st LC LL Min Udefl = 360 '. Weight: 50 Ib BRACING "- TOP CHORD 2 X 4 SPF 165OF 1.4E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals: 'LUMBER' BOT CHORD 3 X 4 SPF 1650F 1 AE` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF Std - REACTIONS (Ib/size) 7=893/Mechanical, 9=917/0-5-8 ; 'FORCES(Ib) -First Load Case Only _ ` TOP CHORD 1-2=24, 2-3=269, 3-4=-607, 4-5=-602, 5-6=-5, 5-7=-762, 2-10=2 BOT CHORD 9-10=0, 8-9=-261, 7-8=0 WEBS 4-8---569.5-8--707,3-8--917.3-9---705,2-9---318 NOTES 1) This truss has been designed for 10.0 psi bottom chord. live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 2 Refer to girder(s) for truss to truss connections. 3 This truss has been designed with ANSI/TPI 1-1995 criteria. 'LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-92.0 ' Trapezoidal Loads (pIf) Vert: 2= -32.0 -to -5=-197.7, 5= -197.7 -to -6=-200.8, 10=0.0 -to -7=-56.3 May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/' ' Center plate on joint unless Damage or Personal Injury dimensions Indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. 1/8, V1.+C2 "b 2. Cut members to bear tightly against each c a 5 �. of other. 3. Place plates on each face of truss at each U O joint and embed fully. Avoid knots and wane ov at joint locations. For 4 x 2 orientation, locate 4. Unless otherwise noted, location chord splices C6 C7O plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19911. at time of 'This symbol Indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 x 4 to slots. Second all respects, equal to or better than the grade perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBG 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. BEARINM!TM 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or after truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. r� ® TM HYDRO A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL Job Truss Truss Type Qty Ply 70 WESLEY A2 ROOF TRUSS -30-04Vert: Concentrated Loads (Ib). ' . 1 r q CAL1F��� o tions :CHANGED ' Yuma Truss - California Division, La Quints, CA 4.201 SRI s Nov 16 2000 MiTek Industries,, Inc. Mon May 21 14:37:50 2001 Page 1 q�TB 4-6-2 6-2-4- 11-4-6 , 13-10-6. 18-10-0 20-4-0 0-5-8 4-6-2 4-8-2, 2-2-2 2-6-0 4-11-10 1-6-0 ' Scale = 1:54.3 - 4.00 12 4.4— ' 3 3x4 6x6 0. 2 5 ' 6 1 N - 7 8 rt AQI.. I� 14 1 3x4 = 14 1 1.5x4 II 5x5 11 10 9 6x8 II 3x8 = 6x8 = 3x4 = ' r � �-►'7 To P 1.5x4 11 - ' -V18 4-6-2 9-2-4 13-10-6' 18-10-0 0-5 8 4-6-2 4-8-2 + '4-8-2 ,` 4-11-10 Plate Offsets MY):[2:0-1-0,0-3.01,[5:0-4-3,0-3-71,[7:0-0-15,Edgel,[12:0-5-8,0-4-0] [ LOADING (psQ SPACING 2-0-0 CSI DEFL in 9oc) 11defl PLATES GRIP. TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.02 13-14 >999 M1120 197/1'44: - TCDL 26.0 Lumber Increase 1.25 BC 0.22 ' Vert(TL) -0.0413-14 >999 BCLL 0.0 Rep Stress Incr NO WB 0.38 Horz(TL) 0.01 7 n/a BCDL 10.0 Code . UBC97/ANSI95 LL 1st LC Min Vdefl = 360 Weight: 100 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1656F 1.4E 'Except' TOP CHORD Sheathed or 6-0-0 oc purlins. a 5-8 2 X 12 OF No.2 , BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 4 SPF 165OF 1.4E r ' WEBS 2 X 4 SPF Std ' SLIDER Right 2 X 4 SPF Std 2-5-12 REACTIONS 9b/size) 7=565/0.5-8, 13=1504/0-5-8;1=354MIechanical ' Max Grav 7=592(load case 4), 13=15040oad case 1), 1=3760oad case 3) FORCES (lb) - First Load Case Only ' TOP CHORD 1-2=-327,2-3--431,3-4--431,4-5---10.5-6---328,6-7=-328,7-8=-6 BOT CHORD 10-11=0,9-10--0,7-9=277,1-14--305,13-14--313,12-13--9 ' WEBS 2-14=90, 2-13=-762, 5-12=-294, 5-9=-68, 9-12=307, 10-12=66, 4-12=363, 3.13=-745, 4-13=-611 NOTES 1) This truss has been checked for unbalanced loading conditions. <<• 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) Refer to girder(s) for truss to truss connections. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) Special hanger(s) or connection(s) required to support concentrated load(s) 144.01b down at 9-7-12 on lop chord. Design for QaQfESS�tp unspecified connections) is delegated to the building designer. a '1[ Job Truss Truss Type Qty Ply 70 WESLEY A2 ROOF TRUSS -30-04Vert: Concentrated Loads (Ib). ' . 1 r q CAL1F��� o tions :CHANGED ' �QONG yG FA LOAD CASE(S) Standard cr 1) Regular: Lumber Increase=1.25; Plate Increase=1.25 70 Uniform Loads (,IQ t Vert: 1-3=-92.0, 3-8=-92.0, 7-11=-20.0, 1-12=-20.0 NO. 9919 A ' -30-04Vert: Concentrated Loads (Ib). 3-7144.0 4 1 r q CAL1F��� May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure t0 FOIIOW Could Cause Property 13/' ' Center plate on joint unless Damage Or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. C2 C5 J5 2. Cut members to bear tightly against each 0 �., 3 0 L. other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane O " v at joint locations. ' For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C, C, O plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 199'. at time of 'This symbol Indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 X 4 to slots. Second all respects, equal to or better than the grade perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ff. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown, �� �^^ BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. TM HYORO A/R PANEL CLIP ©1993 Mitek Holdings, Inc. GANG-NAIL Job cuss russ Type • CSI y in . (loc Udefl :+ •PLATES GRIP ti 20.0 R6060477 WESLEY A2 -HIP -ROOF TRUSS 1 1 • M1120 . 197/144, 'TCLL TCDL 26.0 Lumber Increase 1.25 (optional) .-Vert(TL) -0.08 5-6 >999 'LOAD CASE(S) Standard BCLL 0.0 Rep Stress Incr NO WB 0.50 Horz(TL) 0.00 5 n/a uma russ- a orma Division, a um s ay i e nus es; nc: on May age - Min Udefl= 360 5-3-10 10-7-4 Job cuss russ Type • CSI y in . (loc Udefl :+ •PLATES GRIP ti 20.0 R6060477 WESLEY A2 -HIP -ROOF TRUSS 1 1 • M1120 . 197/144, 'TCLL TCDL 26.0 Lumber Increase 1.25 (optional) 5-3-10 5-3-10 • 5x5 — Scale = 1.25.2 s 2.83 FT2_ 3 4 ' 1.5x4 1 2 5x5 ; ' N r Lh Int UA 7 6 5 ' 1.5x4 II _ _ _ 3x10 - _ 1.5x4 II 5-3-10 I 10-7-4 5-3-10 5-3-10 LOADING (psf) SPACING. 2-0-0 CSI DEFL in . (loc Udefl :+ •PLATES GRIP ti 20.0 Plates Increase 1.25 TC 0.81 ' VertLL) -0.02 6-7 >999 M1120 . 197/144, 'TCLL TCDL 26.0 Lumber Increase 1.25 BC 0.37 .-Vert(TL) -0.08 5-6 >999 'LOAD CASE(S) Standard BCLL 0.0 Rep Stress Incr NO WB 0.50 Horz(TL) 0.00 5 n/a BCDL 10.0 Code UBC97/ANSI95 ' 1st LC LL Min Udefl= 360 Weight 44 Ib LUMBER BRACING CHORD 2 X'4 SPF 1650F 1.4E , TOP CHORD Sheathed or 5-2-7 oc purlins,• except end verticals: 'TOP BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. . WEBS ': 2 X 4 SPF Std REACTIONS (Ib/size) 5=917/Mechanical, 7=5.21 /Mechanical ti ' FORCES (lb) - First Load.Case Only x; TOP CHORD 1-2=-750,2-3---750.34---5,3-5---805,1-7=498 . BOT CHORD 6-7=0, 5-6=0 WEBS 2-6=-564, 3-6=906,1-6=757 i NOTES ' 1) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, ; UBC -97. , 2 Refer to girder(s) for truss to truss connections. 3) This truss has been designed with ANSUTPI 1-1 995criteria. , 'LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase= 1.25 , Trapezoidal Loads (plf) Vert: 1= -32.0 -to -3=-187.9, 3= -187.9 -to -4=-191.1, 7=0.0 -to -5=-53.0 A ` r O. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to FOIIOW Could Cause Property 13/, ' Center plate on joint unless Damage Or Personal Injury dimensions Indicate otherwise. Dimensions are in Inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. T/8+ C2 �' 2. Cut members to bear tightly against each 0 0 �ZbJ5 other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane v at joint locations. 'For 4 x 2 orientation, locate 4. Unless otherwise noted, location chord splices C,D plates 1/8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19961 at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and *For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nall Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension Is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. im BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or after truss members or plate without which bearings (supports) occur. MiTek Inclusl s, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. N� ® TM HYDRO A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL ® . 1 ' Yuma Truss - California Division, La Quinta,.CA' 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Mon May 21 14:38:19.2001 Page 1 d)-5r8 4-6-2 9-2-4 1.1 4 6 13-10-6 18-10-0 20-4-0, n _ 0-5-8 '4-6-2 4-8-2 2-2-2 2-6-0 4-11-10 1-6-0 Scale = 1:54.3 4.00 12 4x4 = 1 3 3x4 6x6 cc 6 2 5 , N 1 8 � . l� l 4�. 3x4 = 13• 127x81� i7,R 1.5x4 11 3x8 = 10 9 6x8 II 1.5x4 11 3x4 = 6x6 ' Q Sr8 4-6-2 9-2-4 �- ;10-10-14, 13-10-6 18-10-0 0-" 4-6-2 4-8-2 1-8-10 2-11-8 4-11-10 Plate Offsets (X,Y): [2:0-1-4,0-3-4),[5:0-3-2;0-3-7],[7:0.0-15,Edge);[11:0-5-8,0.4-0] t LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 _ TC 0.35 Vert(LL) -0.02 12-13 >999 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.30 Vert(TL) -0.06 12-13• >999 BCLL 0.0 Rep Stress Incr ' NO WB 0.49 Horz(TL) 0.01 11 n/a I � ' BCDL 10.0 Code UBC97/ANS195 1st LC LL Min Vdefl = 360 Weight: 97 Ib 'V LUMBER BRACING t TOP CHORD 2 X 4 SPF:165OF II AE *Except* t TOP CHORD Sheathed or 640-0 oc purlins. 5 8 2 X 12 OF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing..' r ' BOT CHORD 2 X 4 SPF 165OF 1 AE WEBS 2 X 4 SPF Std SLIDER Right 2 X 4 SPF Std 2-5-12 REACTIONS (Ib/size) 7=452/0-5-8,,11=1337/0-5-8, 1=590Mfechanical ' Max Grav 7=4840oad case 4),11=1337(load case 1),1=5900oad case 1) ` FORCES (lb) - First Load Case Only 'TOP CHORD 1-2=-971, 2-3=-258, 3-4=-258,•45=384, 5-6=-82, 6-7=-82, 7-8=-6 BOT CHORD 9-10=0, 7-9=56.1-13--903,12-13--911,11-12=-358 WEBS 2-13=90,2-12=-703, 5-11=-464,5-9=43,9-11=66, 10-11=24,4-11=-1085,3-12=-310,4-12=877 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, ' UBC-97. - 3) Refer to girder(s) for truss to truss connections.' 4) This truss has been designed with ANSVTPI 1-1995 criteria. 5) Special hanger(s) or connection(s) required to support concentrated load(s) 144.01b down at 9-7-12 on top chord. Design for QaOfESS�Ip unspecified connection(s) is delegated to the building designer, `O�O0 '•1C� NG LOAD CASE(S) Standard ' 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) NO. 9919 ` ' Vert:1-3=-92.0, 3-8=-92.0, 7-10=-20.0, 1-11=-20.0 `X Concentrated Loads (Ib) EXP -3Q04 Vert: 3=-144.0. Job Truss Truss Type Qty Ply WESLEY - A3 ROOF TRUSS 1 - 1 `-•� +CHANGED`' (optional) May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/a ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. V Cz " J5 2. Cut members to bear tightly against each c other. , 3 0 0NC8 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane p " U at joint locations. ' For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C, C6 O plates 1/8" from outside edge of at 1/4 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 190/. at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber, AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements, 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. TM BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or after truss members or plate without which bearings (supports) occur. MiTek Inclu5l 1 s, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. N� ® TM HYDRO A/R ® PANCLIPEL ©1993 Mitek Holdings, Inc. GANG -NAIL ® . May 21,2001 Job russ - russ Type - • R6060480 • WESLEY A4 ROOF TRUSS 1 1 -7u--m—a7—russ (optional) -California Division, a wn , s , ay MiTek Industries,Inc: on May ' Q-518 ,y 46-2 l 9-2-4 9-�4- 6 13-4-6 1 -101-6 18-10-0 20-4-0' 0-5-8 4-6-2. _ 4-8-2 0-2-2 A 4-0-0"' 0-6-0 i 4-11-10 4.00 Fff 4x4 -` ' Scale =1:39.1 3 9-5-10 6x6 ' 2 4 C9 5 (1) v 1 N 6 7 0 9) 3x4 - 12 11 1.5x4 II 3x10 = 3x6 — 7x8 ; 9 8 6x8 11 1.5x4 II ' Y-54 4-6-2 - 9-2-4 1 13-4-0 17-1 q 6 18-10-0 0-5-8 4-6-2 4-8-2 4-2-2 0-6-0 4-11-10 Plate e ge , ge (psf) SPACING ` . 2-0-0 CSI DEFL in (loc) Udefl r ;',, PLATES GRIP , 'LOADING TCLL 20.0 Plates Increase 1.25 TC 0.38 i Vert(LL) -0.03 12 >999 M1120 197/144 TCDL 26.0. Lumber Increase 1.25 BC 0.35 Vert(TL) -0.09 11-12 >999 BCLL 0.0 Rep Stress Incr NO WB 0.64 Horz(TL) . 0.02 10 n/a c BCDL. 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Udefl = 360'Weight: 941b ; 'LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F II AE *Except' TOP CHORD Sheathed or 5-2-3 oc purlins. 47 2 X 12 DF No.2 I BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2 X 4 SPF 16501-1.4E _ WEBS 2X 4 SPF Std *Except. ` 4-8 2 X 6 DF No.2-G ' SLIDER Right 2 X 4 SPF Std 2-5-4 - Y REACTIONS (Ib/size) 6=382/0-5-8,1=787/Mechanical, 10=1220/0-5-8 r" Max Grav 6=393(load case 4),1=787(load case 1), 10=1220(Ioad case 1) ;=• :, :. 'FORCES (1b) - First Load Case Only TOP CHORD 1-2=-1668,2-3---968,34---1008.4-5--117,5-6---64,6-7=-13 BOT CHORD 8.9=0, 6=8=-35,1-12=1494,11-12=1502,10-11=-267 WEBS 2-12=97, 2-11=-685, 411=1158, 8.10=49, 410=-1157; 3-11=39 NOTES 1 This truss has been checked for unbalanced loading conditions. : ••; . ; 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, r- -• UBC-97. 3 A plate rating reduction of 20% has been applied for the,green lumber members. 4 Refer to girder(s) for truss to truss connections. This truss has been designed with ANSUTPI 1-1995 criteria. ' 6 Special hanger(s) or connection(s) required to support concentrated load(s) 144.01b down at 9-7-12 on top chord. Design for unspecified connection(s) is delegated to the building designer. LOAD.CASE(S) Standard ' 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3---92.0,3-7=-92.0,6-9=-20.0,1-10---20.0 Concentrated Loads (lb) Vert: 3=-144.0 QFES�1p "Ick. OQa NO., 9919' * EXP -30.04 CAW May 21,2001 • • May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/, ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 , building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. t/8 -► �/8� C2 C3 J5 2. Cut members to bear tightly against each 0 Place 0�. 3 0 �, other. 3. plates on each face of truss at each joint and embed fully. Avoid knots and wane 0 0 at joint locations. ' For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices �, �, D plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19911. at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nall Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 x 4 to slots. Second all respects, equal to or better than the grade perpendicular BOCA 86-93, 85-75, 91-28 specified, dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12, Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. TM HYDRO -A/R ® PANEL ©1993 Mitek Holdings, Inc. CLIP GANG -NAIL Job REACTIONS Ob/size) 7=-59/0-5-8, 1=821/Mechanical, 10=1618/0-5-8 Max Uplifi7=4200oad case 3) FORCES Ob) -First Load Case Only TOP CHORD 1-2=-1757, 2-3=-1070, 3-4=-1089, 45=-505, 5-6=136, 6-7=212, 7-8=-13 BOT CHORD 7-9=44.1-13--1576,12-13--1585,11-12=101, 10-11=95 WEBS 2-13=97, 2-12=-668, 412=889, 411=66, 3-12=61, 9-10=20, 5-10=-1590 NOTES• ' 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) Refer to girder(s) for truss to truss connections. , 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 120 Ib uplift at joint 7.' _ 5) This truss has been designed with ANSUTPI 1-1995 criteria, 6) Special hanger(s) or connection(s) required to support concentrated load(s) 144.OIb down at 9-7-12 on top chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard • - 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-92.0, 3-8=-92.0, 7-9=-20.0,1-10=-20.0 ' Concentrated Loads (Ib) Vert Truss Truss Type Qty Pty WESLEY AS , ROOF TRUSS p:0-0-15,Edgej, [10:0-6-7,0-0421 CHANGED ' SPACING 2-0-0, CSI o tions r DEFL in (loc) I/defl PLATES GRIP TCLL 20.0. Plates Increase 1.25 TC 0.52 Vert(LL) -0.04 13 >999 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.36 Vert(TL) -0.1012-13 ' >999 BCLL 0.0 Rep Stress Incr NO WB 0.49 Horz(TL) 0.03 7 Na ' Yuma Truss - California Division, La Quinta, CA .4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Mon May 21 14:54:23 2001 Page 1 1st LC LL Min l/de11= 360 Weight: 89 Ib -Q-5,8 4- -2'e 9-2.4 9-A-6 13-10-6 ,15-4-6 , 18-10-0 ,20-4-0, i TOP CHORD 2 X 4 SPF 165OF IiAE'Except- 0-5-8 45-2 4-8-2 0-2-2 4-6-0 1-6-0 3-5-10 1-6-0 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc.bracing. 'Scale= ti WEBS 2 X 4 SPF Std 1:54.3 SLIDER . Right 2 X 4 SPF Std 1-7-6 4.00 12 4x4 = 3 ' 6x6 0. 2 4 5 1 6 ^' 7 a ql 3x4 = 13 12 11 1^14 ' 1.5x4 I I 3x8 = 1.5x4 II 9 6x8 II 1.5x4 II 7x8 10x10WBll Job REACTIONS Ob/size) 7=-59/0-5-8, 1=821/Mechanical, 10=1618/0-5-8 Max Uplifi7=4200oad case 3) FORCES Ob) -First Load Case Only TOP CHORD 1-2=-1757, 2-3=-1070, 3-4=-1089, 45=-505, 5-6=136, 6-7=212, 7-8=-13 BOT CHORD 7-9=44.1-13--1576,12-13--1585,11-12=101, 10-11=95 WEBS 2-13=97, 2-12=-668, 412=889, 411=66, 3-12=61, 9-10=20, 5-10=-1590 NOTES• ' 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) Refer to girder(s) for truss to truss connections. , 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 120 Ib uplift at joint 7.' _ 5) This truss has been designed with ANSUTPI 1-1995 criteria, 6) Special hanger(s) or connection(s) required to support concentrated load(s) 144.OIb down at 9-7-12 on top chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard • - 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-92.0, 3-8=-92.0, 7-9=-20.0,1-10=-20.0 ' Concentrated Loads (Ib) Vert Truss Truss Type Qty Pty WESLEY AS , ROOF TRUSS p:0-0-15,Edgej, [10:0-6-7,0-0421 CHANGED ' SPACING 2-0-0, CSI o tions r 4 .1-50 4-6-2 9-2-4 13-10-6 ,15-4-6 , 18-10-0. 6-5-8 4-6-2 4-8-2 4-8-2 1 6-0. 3-5-10 Plate Offsets (X,Y): [2:0-1-0,0-3-0], [4:0-3-7,Edgej, p:0-0-15,Edgej, [10:0-6-7,0-0421 t LOADING (psf) SPACING 2-0-0, CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0. Plates Increase 1.25 TC 0.52 Vert(LL) -0.04 13 >999 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.36 Vert(TL) -0.1012-13 ' >999 BCLL 0.0 Rep Stress Incr NO WB 0.49 Horz(TL) 0.03 7 Na ' BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min l/de11= 360 Weight: 89 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF IiAE'Except- TOP CHORD Sheathed or 5-0-7 oc purlins. 4-8 2 X 12 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc.bracing. BOT CHORD 2 X 4 SPF 1650F 1.4E ti WEBS 2 X 4 SPF Std SLIDER . Right 2 X 4 SPF Std 1-7-6 : 3=-144.0 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property -� 13/' ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. 1/8. 1/8� cZ J5 2. Cut members to bear tightly against each 0 other. J7 Z of 0 0 L 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane " " 0 O at joint locations. For 4 x 2 orientation, locatece a 4. Unless otherwise noted, location chord splices c, C 0 plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 191Y. at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 X 4 to slots. Second all respects, equal to or better than the grade perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. • WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or after truss members or late without p which bearings (supports) occur. g ( pp ) MiTek Industries, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. Y� ® TM HYDRO A/R ® PANEL ©1993 Mitek Holdings, Inc. CLIP GANG -NAIL Job russ I russ Type Qty ly in (loc) Udell _ � PLATES GRIP 'LOADING TCLL 20.0 Plates Increase 1.25 R6060482 WESLEY �A6 QUEENPOST 1 1 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.20. 6.7 >999 (optional) I YIIIO I IY» - �+a111 VIIIIa LJIVIi1V 11, LG VYII Ila, VI1 Y.GV 1 JR 1 J Ivldy 10 LVV 1 Ivll l CR Illuu�ulub' Iris. Ivlurl'IVlay%L 1'- 1, rage 1 p-5 4-9-4 1 9-2-4 1 13-7-4 18-10-0 ` 0-5-8 4-9-4 4-5-0 4-5-0 5-2-12 , Scale: 3/8"=1' 4x4 — 4.00 FT£ a- 3, -p-5-P- e� 9-2-4 I 16-10-14 18-10.0----, ;. 0-5-8 92-4 7-8-10 1-11-2 e ge ge . U) 0 (psQ SPACING 2-0-0 CSI f DEFL in (loc) Udell _ � PLATES GRIP 'LOADING TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) -0.07 7 >999 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.20. 6.7 >999 BCLL 0.0 Rep Stress Incr NO WB 0.32 Horz(TL) 0.07 5 n/a BCDL • 10.0 Code . UBC97/ANS195 1 st LC LL Min Well = 360 , Weight: 64 Ib 1 LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.4E TOP CHORD Sheathed or 4-1-0 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing: WEBS 2 X 4 SPF Std WEDGE 'Right: 2 X 6 DF No.2 - REACTIONS (Ib/size) 1=1103/0-5-8, 5=1099/0-5-8,5=1099/0-5-8 Y FORCES (lb) - First Load Case Only TOP CHORD l-2--"-2335,2-3---1710,3-4=-1750,4-5---2453 BOT CHORD 1-8--2175,7-8--2175,6-7=2312,5-6=2312, ; WEBS 2-7=-555, 3-7=556,4-7=-702, 4-6=94, 2-8=90 NOTES 1) This truss has been checked for unbalanced loading conditions. ' 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, i UBC -97. 3 A plate rating reduction of 20% has been applied for the green lumber members. 4 This truss has been designed with ANSUTPI 1-1995 criteria. Special hanger(s) or connection(s) required to support concentrated load(s} 144.0Ib down at 9-7-12 on top chord. Design for unspecified connection(s) is delegated to the building designer. ' LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads f If) ' Vert: 1- ----20.0,1-3--92.0.3-S--92.0 Concentrated Loads (lb) Vert: 3=-144.0 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/ • Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in Inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. /8• 1/e" C2 CJJ5 2. Cut members to bear tightly against each. 0 � 5 �. �, 3 0 other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane O�y " at joint locations. For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C8 C, C, 0 plates 1/8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol Indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and *For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted, continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. im Ell BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Indust as, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. v� ® TM HYDRO AIm ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL cuss russ ype - Job ly R6060483 WESLEY A7 QUEENPOST 2 1 o tional uma cuss -California Division, a uin s ay i e nus ies,Inc., on. ay. age ' p-5 ✓� 49A 9-2-4 ' 13-7-4 . 18-10-0 0-5 8 4-9-4, 4-5-0, 475-0 5-2-12 Scale: 3/8"=1' 4x4 3 4.00 3x4 � 3x4 ' 2 4 c co 1 5 N to O ' 4x4 - 8 7 6 4x4 - 1.5x4 II 5x8 - 1.5x4 II '-9-5:r j-/��ti �` ^, 9-2A I 18-10-0 0-5-8 9-2-,4 9-7-12 ae e LOADING (psf)= SPACING 2-" CSI DEFL in poc� Udefl �), PLATES t "GRIP. TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) -0.07 >999 M1120 •.197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.20 6-7 >999 BCLL 0.0 Rep Stress Incr . NO WB 0.32 Horz(TL) 0.07 5 ' n/a - BCDL 10.0 Code UBC97/ANSI95 1 st LC LL Min Udefl = 360 Weight: 61 Ib 'LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.4E TOP CHORD Sheathed or 4-1-0 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std REACTIONS (Ib/size) 1=1103/0-5-8,5--1099/0-5-8 FORCES (lb) -First Load Case Only TOP CHORD 1-2=-2335,2-3---1750,3-4---1750,4-5---2453 BOT CHORD 1-8--2175,7-8--2175,6-7=2312,5-6--2312 WEBS 2-7=-555,3-7=556,4-7=-702,4-6--94,2-8--90 ' NOTES 1 This truss has been checked for unbalanced loading conditions. 2; This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) This truss has been designed with ANSI/TPI 1-1995 criteria. ' 4) Special hanger(s) or connection(s) required to support concentrated load(s) unspecified connection(s) is delegated to the building designer. 144.O1b down at 9-7-12 on top chord. Design for LOAD CASES) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads T.10 Vert: 1- =-20.0,1-3=-92.0, 3-5=-92.0 Concentrated Loads (lb) Vert: 3=-144.0 ' OPa�E QyoONG • , y - ��� * 1 _9 cuss russ ype - R6060483 WESLEY A7 QUEENPOST 2 1 o tional Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1 3/, ' Center plate on joint unless Damage or Personal Injury dimensions. indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 A building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. /8• 1/8" C2 J5 2. Cut members to bear tightly against each 0 other. Zr_3 �. 3 0 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. ' For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C7 Cb D plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 191Y. at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBG 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown, Im BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or after truss members or plate without which bearings (supports) occur. MiTek Inclusfi 1@S, Inc. prior approval of a professional engineer, 15. Care should be exercised in handling, erection ® and installation of trusses. TM HYDRO A/R o PANEL CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL Job Truss Truss Type Oty Ply TOLL 20.0 WESLEY A8-GRDR 4, ROOF TRUSS 1 1 Lumber Increase 1.25 BC 0.81 Vert(TL) -0.33 9 >665 . BCLL 0.0 Rep Stress Incr NO o tional TUma I russ - l:alliomla uivision, La uumia, GA_ - 4.ZU1 bill s NOV lb zuuu MI I ex inoUS[nes, Inc. Mon May zl 73:zb:3b 2oul Page 1 4-4-14 8-M 13-5-0 18-10-0 4-4-14 3-7-2 .5-5-0 5-5-0 Scale = 1:33.3 6x8ti = 3x4 11 7x8 = 3 4 5 iu a is i s 3x4 II 5x5 = 5x6 = 6x10 = 3x4 II " 4-4-14. 8=0-0 ' 135-0.. 18-10-0 � i • 4-4-14 3-7-2 i 5-5-0 55-0• ; ate Offsets MY): [1:0-3-13,0-1-81,P:0-1-'12,0-3-121,[7:0-44,0-3-8]; [9:0-2-8,0-2-121 LOADING (psf) SPACING. 2-0-0 CSI DEFL in (loc) Well PLATES .. GRIP TOLL 20.0 Plates Increase 1.25' TC 0.96 Vert(LL) -0.15 9 >999 M1120 :.. 197/144, TCDL 26.0 Lumber Increase 1.25 BC 0.81 Vert(TL) -0.33 9 >665 . BCLL 0.0 Rep Stress Incr NO WB 0.68 Horz(TL) 0.06 6 n/a BCDL 10.0 Code UBC97/ANS195 +• 1st LC LL Min Well = 360 Weight: 98 Ib - LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.4E -Except' TOP CHORD Sheathed or 1-10-13 oc purlins, except end verticals." 3.5 2 X 6 DF No.2-G :' BOT CHORD Rigid ceiling directly applied or 10.0-0 oc. bracing. I BOT CHORD 2 X 6 DF No.2-G WEBS 2 X 4 SPF Std *Except* ' 5-7 2 X 4 SPF 165OF 1.4E REACTIONS (Ib/size) 1=2035/0-5,-8,6 =2748/Mechanical i FORCES (lb) -'first Load Case Only " TOP CHORD 1-2=-5616,2-3---5060,34--4096,4-5--4096,5-6---2622 BOT CHORD 1-10--5320.9-10=5320.8-9=4875,7-8--4875.6-7=0 WEBS 2-10=79,2-9=-539,3-9--1049,3-7=-863,4-7---1349,5-7=4545 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. - 6) This truss has been designed with ANSVTPI 1-1995 criteria. 7) Special hanger(s) or connection(s) required to support concentrated load(s) 72.Olb down at 8.0.0 on top chord, and 693.31b down at 8-0-0 on bottom chord. Design for unspecified connections) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) I Vert: 1-3=-92.0, 3-5-247.11,1-9=20.0,6-9=47.7 Concentrated Loads (Ib) Vert: 3=-72.0 9=-693.3 N May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/, ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. C2 C3 J5 2. Cut members to bear tightly against each 0 other. c OU 3. Place plates on each face of truss at each Q joint and embed fully. Avoid knots and wane at joint locations. ' For 4 x 2 orientation, locate a PC, 4. Unless otherwise noted, location chord splices C, O plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19911. at time of 'This symbol Indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. TM BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or atter truss members or plate without which bearings (supports) occur. MiTek IndUslTles, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses, TM HYDRO -A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL May 21,2001 Job toss toss ype .- - y .-.. R6060485 WESLEY A9 ROOF TRUSS 3 1 (optional) Yuma Truss -California Division, um , s ay MiTek Industries,Inc. on May age I 8-0-0 1-" 8-M 3x6 II Scale = 1:25.6 4.00 rTT 4 c%) A 5x5 -5::5x5 5 5x6 11 1.5x4 11 8-0-0 I 8-0-0 ae e - (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl PLATES GRIP t 'LOADING TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.15 2-55 >627 M1120 --197/144-, TCDL 26.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.30 2-5 >313 BCLL 0.0 Rep Stress Incr • YES WB 0.08 Horz(TL) 0.00 5 n/a BCDL 10.0 Code UBC97/ANS195 1 st LC LL Min Udefl = 360 , Weight 62 Ib 'LUMBER , BRACING TOP CHORD 2 X 12 DF No.2 . TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.4E BOT CHORD • Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std SLIDER Left 2 X 4 SPF Std 4-0 0 REACTIONS Ob/size) 2=591/0-5-8, 5=440/Mech nical •" FORCES 0b) -First Load Case Only TOP CHORD 1-2=-6,2-3---27,3-4---27 BOT CHORD 2-5=0 'WEBS 4-5=-361 NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-97. Refer to girder(s) for truss to truss connections. . '2) 3 This truss has been designed with ANSVTPI 1-1995 criteria. LOAD CASES) Standard �QONG U * NO. 9919 ' EXP -3004 • - - ,.,,,,Foy May 21,2001 May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. y8/s+ C2 J5 2. Cut members to bear tightly against each 47 ZC3 0 F �.0 Mjoint LC.6 other. 3. Place plates on each face of truss at each and embed fully. Avoid knots and wane Oat joint locations. For 4 x 2 orientation, locate 4. Unless otherwise noted, location chord splices C8 plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 190/. at time of *This symbol Indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and *For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. TM BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MITek Indus 1Tl m, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. TM HYDRO A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG-NAIL May 21,2001 Job russ russ ype ' Y R6060486 WESLEY A9A ROOF TRUSS 3 1 (optional) Yuma russ -California"Division, a wn ,, s ay MiTek Industries,Inc. on May age 8-0 0 . • t . '- 8-0-0 3x4 ; Scale =1:25.1 3 1 4.00 FT£ '" 1.5x4 11 2 . r;� 5x5 1 5 4 1.5x4 11 -3x8 - 1.5x4 11 I 1 8-0-0 I 8-0-0 " LOADING (psf) SPACING 2-0-0 CSI < DEFL in (loc)) Udell ;'PLATES GRIP,, TCLL 20.0 Plates Increase 1.25 TC 0.23 Vert(LL) -0.01 5-6, . >999 M1120 ?. 197/144 TCDL 26.0 1 Lumber Increase 1.25 BC 0.12 - Vert(TL) -0.02 5-6 >999 BCLL 0.0 Rep Stress Incr YES WB 0.27 o' Horz(TL) 0.00. 4 n/a BCDL 10.0 ` Code . UBC97/ANS195 1 st LC LL Min Udefl = 360 Weight: 36 Ib F LUMBER ' BRACING TOP CHORD 2 X 4 SPF 165OF 1.4E TOP CHORD Sheathed or 6-0-0 oc purlins; except end verticals: BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied;or 10-0-0 oo bracing. WEBS ., 2 X 4 SPF Std REACTIONS (Ib/size) 6--432/0-5-8,4--432/Mechanical FORCESVb) - First Load Case Only. TOP CHORD 1-2=-371, 2-3=-371,1-6=-393 BOT CHORD 5-6=0, 4-5=0 WEBS . _ 1-5--366,3-4---393,2-5---355,3-5--485 NOTES r' 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per -table No. 16-B, " UBC -97. 3) Refer to girders) for truss to truss connections` 4 This truss has been designed with ANSI/TPI 1-1995 criteria. 1 LOAD CASE(S) Standard ' • i * NO. 9919 -30.04 May 21,2001 Y May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/' ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. /a/a+ C2 C3 J5 2. Cut members to bear tightly against each 0 other. 0 0 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane 0 at joint locations. ' For 4 x 2 orientation, locate O_ 4. Unless otherwise noted, location chord splices t7fC8 C, C, D plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and *For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 05-75, 91-28 3pccified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. !TM M14. BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at Do not cut or after truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. TM HYDRO Al ® PANELCLIP ©1993 Mitek. Holdings, Inc. GANG -NAIL .ype , R6060487 3x4 - TOP CHORD 2 X 4 SPF 1650E 1.4E . TOP CHORD Sheathed or 6-0-0 oc puriiris.1 , Job runs 1.5x4 11 russ REACTIONS (Ib/size) 1=427/0-5-8, 4=427/Mechanical WESLEY A9B RO° umauss:California r OFTRUSS ivision, uin , 1 8-M NOTES 1) This truss has been designed fora 10:0 psf bottom chord live load nonconcun'ent with h SPACING•. 2-0-0 ', o tional. DEFL in (lo c) Udefl . N TCLL ;., 20.0 Plates,lncrease 1.25 1 O v.cv 1 JR 1 5 IVIBy 10 4uu 1Ivll 1 eF Inuu3ule5, InG: IVIun may 41 - 1*0 aD;J7 LVU I rage -I 8-0-0 . 8-0-0, _ 3x4 Scale = 1:19.01 3 V 3x4 - TOP CHORD 2 X 4 SPF 1650E 1.4E . TOP CHORD Sheathed or 6-0-0 oc puriiris.1 , 'LUMBER BOT CHORD 2 X 4 SPF 165OF 1.4E ^ i BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1.5x4 11 ' REACTIONS (Ib/size) 1=427/0-5-8, 4=427/Mechanical 8-0-0 TOP CHORD 1-2=-613.2-3---608 ; t i OFTRUSS 3 1 8-M NOTES 1) This truss has been designed fora 10:0 psf bottom chord live load nonconcun'ent with LOADING (pso SPACING•. 2-0-0 ', o tional. v.cv 1 JR 1 5 IVIBy 10 4uu 1Ivll 1 eF Inuu3ule5, InG: IVIun may 41 - 1*0 aD;J7 LVU I rage -I 8-0-0 . 8-0-0, _ 3x4 Scale = 1:19.01 3 V . 3x4 - TOP CHORD 2 X 4 SPF 1650E 1.4E . TOP CHORD Sheathed or 6-0-0 oc puriiris.1 , 'LUMBER BOT CHORD 2 X 4 SPF 165OF 1.4E ^ i BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1.5x4 11 ' REACTIONS (Ib/size) 1=427/0-5-8, 4=427/Mechanical 8-0-0 TOP CHORD 1-2=-613.2-3---608 ; t i BOT CHORD 1-5=577,4-5---O WEBS 34---390,2-5---335,3-5--708 8-M NOTES 1) This truss has been designed fora 10:0 psf bottom chord live load nonconcun'ent with LOADING (pso SPACING•. 2-0-0 ', CSI DEFL in (lo c) Udefl . + lla;"PLATES GRIP TCLL ;., 20.0 Plates,lncrease 1.25 TC 0.22 Vert(LL) 0.01 $$ >999 M1120. :1 197/144 ' TCDL 26.0 Lumber Increase ' 1:25 BC -0.18 Vert(TL) -0.03 5 >999 BCLL 0.0 Rep Stress Incr YES WB 0.39 'Hbrz(TL) 0.00 4 n/a BCDL •. 10.0 Code UBC97/ANSI95 1 st LC LL Min Udefl =: 360 Weight: 28 Ib . BRACING TOP CHORD 2 X 4 SPF 1650E 1.4E . TOP CHORD Sheathed or 6-0-0 oc puriiris.1 , 'LUMBER BOT CHORD 2 X 4 SPF 165OF 1.4E ^ i BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std REACTIONS (Ib/size) 1=427/0-5-8, 4=427/Mechanical ' FORCES (lb) - First Load Case Only TOP CHORD 1-2=-613.2-3---608 ; t i BOT CHORD 1-5=577,4-5---O WEBS 34---390,2-5---335,3-5--708 NOTES 1) This truss has been designed fora 10:0 psf bottom chord live load nonconcun'ent with any other live loads per Table No. 16-B, ; UBC -97. 2) Refer to girders) for truss to truss connections. 3 This truss has been designed with ANSUTPI 1-1995 criteria. ' LOAD CASE(S) Standard Is r � • ` r**rNO. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property -� 13/' * Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. /8, V8+ C2 � J5 2. Cut members to bear tightly against each 0 other. 0 �. 3 0 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane ov at joint locations. For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices ce c, r6 0 plates 1/8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 1996 at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. 40" WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc, prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. v� ® TM HYORO-A/R PANEL ©1993 Mitek Holdings, Inc. CLIP GANG -NAIL Job Truss Truss Type Qty Ply WESLEY.. A-GRDR ROOF TRUSS (optional) • CHANGED Tuma I cuss - uainomla uIVISIOn, La 6 tuna, uA 4.ZU7 bill S NOV 16 2000 MI I ex industries, Inc. Mon May 21 14:39:38 2001 Page 1 -1 6-0 4-1-12 8-0-0 11-3-8 15-1-12 19-3-8 20-9-8 1-6-0 4-1-12 3-10-4 3-3-8, 3-10-4 4-1-12 1-6-0 Scale = 1:39.2 4x8 = 4x4 = a 5 6 1.5x4 II 5x5 = 6x8 =3x6 = 1.5x4 11 4-1-12 8-M 11-3-8 15-1-12 19-3-8 4-1-12 3-10-4 3-3-8- 3-10-4 4-1-12 Plate Offsets (X,Y): [2:0 -1 -11,0 -3 -131,[4:0.4 -5,0.3 -61,[5:0 -5-4,0-2-01:[7:04-12,0-3-71,[9:0-1-11,0-3-131',[14:0-2-8,0-3-% ' LOADING (psi) SPACING 2-0-0 - CSI DEFL in Ooc) Well ,. P.LATES GRIP TOLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) -0.08 14 >999 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 • BC 0.64 Vert(TL) -0.20 13-14 >999 BCLL 0.0 Rep Stress lnci NO WB 0.42 Horz(1-L) 0.10 9 n/a ' BCDL 10.0 Code UBC97/ANSI95 1st LC LL Min Well = 360 Weight: 121 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.4E 'Except TOP CHORD Sheathed or 3-2-12 oc pudins. ' 14 2 X 12 OF No.2, 7-10 2 X 12 DF No.2 BOT CHORD Rigid ceiling directly applied or 104-0-oc bracing. BOT CHORD 2 X 4 SPF 165OF 1.4E WEBS 2 X 4 SPF Std SLIDER Left 2 X 4 SPF Std 2-0-9, Right 2 X 4 SPF Std 2-0-9 REACTIONS (Ib/size) 2=2104/0-5-8; 9=2104/0-5-8 FORCES (Ib) - First Load Case Only TOP CHORD 1-2=-6, 2-3=-3587, 3-4=-3587, 4-5=-3477, 5.6=-3283, 6-7=-3477, 7-8=-3587, 8-9=-3587, 9-10= 6 BOT CHORD 2-15=3151, 14-15=3157, 13-14=3283, 12-13=3157, 11-12=3157, 9-11=3151 ' WEBS 4 -15--82,4-14--109,5-14--754,5-13=-0,6-13=754,1-13--109,7-11=82 NOTES 1) This truss has been checked for unbalanced loading conditions. - 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) This truss has been designed with ANSVTPI 1-1995 criteria. 5) Special hanger(s) or connection(s) required to support concentrated load(s) 693.31b down at 11-3-8, and 693.31b down at 8-0-0 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. L13An CASPIS1 Sfn 1'-1 cn A Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Proper/ 1 3/Q ` Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. Cz C3 J5 2. Cut members to bear tightly against each /8•/a+ 0 other. 17-71 0 �., 0 3. Place plates on each face of truss at each 3 joint and embed fully. Avoid knots and wane O�y v at joint locations. For 4 x 2 orientation; locate a 4. Unless otherwise noted, location chord splices ca C7 D plates 1/8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of -truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width all respects, equal to or better than the grade 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is Installed, unless I Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. 401, WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. im BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. TM HYDRO A/R PANEL CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL Job russ I russ I ype 5-10-9 mate unsets LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) Udefl s -PLATES GRIP R6060459 WESLEY A -HIP ROOF TRUSS 1 1 Lumber Increase 1.25 BC 0.39 VeR(TL) -0.15 5-6 >879 BCLL. 0.0 Rep Stress Incr NO (optional) Horz(TL) 0.01 5 n/a BCDL 10.0 Code UBC97/ANSI95 1st LC LL Min Udefl = 360 Weight: 37 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.4E TOP CHORD Sheathed or 2-6-7 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4SPF Std 'REACTIONS Ob/size) 1=568/0-7-12,5--1006/Mechanical FORCES (lb) - First Load Case Only TOP. CHORD 1-2=-1594,2-3---1585.34---5,3-5---874 Yuma Truss - a i omia rlwviswon, La Quinta,,CA 4.ZU1 ZFH 'i 1V ay 1 a 20 J1 MiTeknus es,Inc: on. ay age ' UBC -97. Y 11-3-0 LOAD CASE(S) Standard _. 54-7 5-10-9 ` Trapezoidal Loads (plf) Vert: 1= -32.0 -to -3=-197.6, 3=-197.6-to-4=-200.8,1=-0.0•to-5=-56.3 Scale = 1:20.9 4x12 ; ' • 2.83 FIT Y 3 4 N_ 1.5x4 I I 2 r o C? 64x8 _ 5. o. 3x4 = 1.5x4 II ' 547 113-0 Job russ I russ I ype 5-10-9 mate unsets LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) Udefl s -PLATES GRIP R6060459 WESLEY A -HIP ROOF TRUSS 1 1 Lumber Increase 1.25 BC 0.39 VeR(TL) -0.15 5-6 >879 BCLL. 0.0 Rep Stress Incr NO (optional) 1 ` 5-4-7 5-10-9 mate unsets LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) Udefl s -PLATES GRIP TCLL 20.0 Plates Increase , 1.25 TC 0.96 Vert -0.05 6 >999 M1120 197/144 " TCDL 26.0 Lumber Increase 1.25 BC 0.39 VeR(TL) -0.15 5-6 >879 BCLL. 0.0 Rep Stress Incr NO WB 0.95 Horz(TL) 0.01 5 n/a BCDL 10.0 Code UBC97/ANSI95 1st LC LL Min Udefl = 360 Weight: 37 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.4E TOP CHORD Sheathed or 2-6-7 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4SPF Std 'REACTIONS Ob/size) 1=568/0-7-12,5--1006/Mechanical FORCES (lb) - First Load Case Only TOP. CHORD 1-2=-1594,2-3---1585.34---5,3-5---874 BOT CHORD 1-6--1552.5-6--0 WEBS 2-6=-573, 3-6=1711 ' NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 2) Refer to girder(s) for truss to truss connections: 3 This truss has been designed with ANSUTPI 1-1995 criteria.. - LOAD CASE(S) Standard _. 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 . Trapezoidal Loads (plf) Vert: 1= -32.0 -to -3=-197.6, 3=-197.6-to-4=-200.8,1=-0.0•to-5=-56.3 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property —► 13/' ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. V8+ `2 J5 2. Cut members to bear tightly against each 0 other, ZQ3 0 �.0 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4 x 2 orientation, locate aFor 4. Unless otherwise noted, location chord splices c8 C D plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol Indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and *For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 x 4 to slots. Second all respects, equal to or better than the grade perpendicular BOCA 86-93, 85-75, 91-28 specified, dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11, Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown, BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. TM HYDRO Al ® PANEL ©1993 Mitek Holdings, Inc. CLIP GANG -NAIL Job Truss Truss Type Qty Ply , WESLEY B ;, SLOPING FLAT 3 2. TCLL 20.0 ' Plates Increase 1.25 TC 0.24 Vert(LL) -0.07 8 >999 ,•,MI120 197/144 (optional) Tuma I russ - uamomla ulvlslon, ua uulma, uH -4.zu I bK1 s NOV 1b zuuu MI I ex Industries, Inc. Mon May 21 13:26:38 2001 Page 1 1-2-12 2-9-0 • 7-8-1 12-P-2 15-4-2 1-212 1-6-4 4-11-1 4-11-1 2-9-0 Scale = 1:27.3 0.25 12 3x6 = _ = 5x10 = 3x6 — 4 4 5x8 5 10 9 8 7 6 1.5x4 11 3x6 = 3x6 = 3x4 = 1.5x4 11 I 14-1-0 , 0-9-4 1-2-12 5-2-9 10-1-9 15-4-2. 0-9-4 05-8 3-11-13,. 4-11-1 5-2-9 . . Hale vnse�s ln,T/: Ic:u-cro,u-c-Icl,lo:u-c-u,irc--IcL flI:u-�-g,v-rub ' LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl PLATES GRIP TCLL 20.0 ' Plates Increase 1.25 TC 0.24 Vert(LL) -0.07 8 >999 ,•,MI120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.18 7-8 + >884 BCLL 0.0 Rep Stress Incr NO WB 0.57. •, Horz(TL) 0.01 11 n/a ' " BCDL 10.0 Code UBC97/ANSI95 r' (Matrix) 1st LC LL Min I/defl = 360 103 Ib LUMBER I ".Weight: BRACING TOP CHORD 2 X 4 SPF 165OF 1.4E TOP CHORD Sheathed or 6-0-0 oc purlins;' except end verticals. BOT CHORD _2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing,- Except: WEBS 2 X 4 SPF Std *Except* 6-0-0 oc bracing: 9-10. ' 5-6 2 X 4 SPF 1650F 1.4E OTHERS 2 X 4 SPF Std `Except 2-12 2 X 6 DF No.2-G ' REACTIONS Ob/size) 11=1154/Mechanical, 12=1316/0-5-8 ,. + r FORCES (Ib) - First Load Case Only TOP CHORD _ 1-2=3,2-3---1661, 34=4090, 4-5=-2091, 6-11=82, 5-11=-1023, 10-12=53, 2-12=-1203 BOT CHORD 9-10---20,8-9=3723,7-8=3835.6-7=199 WEBS 2-9--1859,3-9=-2180,3-8--379,4-8--265,4-7=-1868,5-7=2042 NOTES - 1) Provide adequate drainage to prevent water ponding. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) A plate rating reduction of 20% has been applied for the green lumber members. >lo Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 ' Center plate on joint unless Damage or Personal Injury dimensions Indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. y8• /e+ C2 C3 J5 2. Cut members to bear tightly against each 0 other. 5 3. Place plates on each face of truss at each U 3 3 O joint and embed fully. Avoid knots and wane at joint locations. For 4 x 2 orientation, locateC8 a 4. Unless otherwise noted, location chord splices C, �, 0 plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol Indicates the fabrication, required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MITek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. . WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. im BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or after truss members or plate without which bearings (supports) occur. MITek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. N ® TM HYDRO A/R o PANEL CLIP ©1993 Mitek Holdings, Inc. GANG-NAIL May 21,2001 Job Truss Truss Type Qty Ply _ .• - WESLEY 61 SLOPING FLAT 1 1 (optional) Yuma Truss - California Division, La.Quinta, CA 4.201 SRI s Nov 16 2000 MiTek Industries, Inc. Mon May 21 13:26:13 2001 Page 1 ' jr -2-12 2-9-0 1r' 7-8-1 9-7-4 15-4-2 1-2-12 1-6-4 1-11-3 5-8-14 i r -,4:11-1 Scale = 1:25.5 0.25 12 5x10 = 3x6 = 3x4 = 4 1 2 3 - inl• 0 g d ' 8 7 6 5 1.5x4 11 3x6 = 3x6 = 1.5x4 II i 1 - 14-1-6 ' 0-9-4 1-2=1$ 5-2-9 9-7-4 15-4-2 0-9-4 0-5-8 3-11-13 y 4-4-11 5-8-14 Plate Offsets (X,Y): f2:0-2-8,0-2-121 ' LOADING (psf) SPACING 2-0-0 CSI DEFL in Qoc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) -0.03 6-7 >999 M1120 197/144 ' TCDL 26.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.08 6-7 >999 BCLL 0.0 Rep Stress Incr NO WB 0.55 Horz(TL) _ 0.01 5 n/a ' BCDL 10.0 Code , UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 32 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 6-0-0 oc,purlins, except end Verticals. BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD, Rigid ceiling directly applied or 6-0-0 oc bracing.•• ' WEBS 2 X 4 SPF Std ' OTHERS 2 X 6 OF No.2-G + - REACTIONS Ob/size) 5=664/Mechanical, 9=872/0-5-8 „ FORCES (lb) - First Load Case Only ' TOP CHORD 1-2=3,2-3---864,3-4---886,8-9--17,2-9=-821 y BOT CHORD 7-8=-36,6-7=1700,5-6--O WEBS 2-7=993,3-7=-887,3-6---865,4-6--986,4-5--45O.. NOTES ' 1) This truss has been checked for unbalanced loading conditions. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. ' 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 9 considers parallel to grain value using ANSVTPI 1-1995 angle to grain formula. Building designer should verity capacity of bearing surface. PaQfE$ N-- 7) This truss has been designed with ANSVTPI 1-1995 criteria; w �pONG y 1 - LOAD CASE(S) Standard 1*` 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 5-8---44.0,1-2=-124.0,2-4---124.0,2-9=52.0 y N. 7� ' E)(P May 21,2001 _ .• - ' May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure t0 FOIIOW Cork! Cause Property -r 13/ '-Center plate on joint unless Damage Or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. y8• /8� C2 C3 J5 2. Cut members to bear tightly against each 0 other. O 3c0 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C, C, O plates 1/8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of `This symbol indicates the fabrication. required direction of slots in connector plates. 6. 'Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. . 9. Lumber shall be of the species and size, and in The first dimension is the width all respects, equal to or better than the grade 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. "HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12, Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. �� BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at rl 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. w� ® TM HYDRO -A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL Job Truss Truss Type' Qty Ply WESLEY , B2 SLOPING FLAT 1 1 PLATES GRIP TCLL 20.0 r. TC 0.32 Vert(LL) -0.02 5-6 >999 (optional) ruma 1 russ - t•alnomla UIVI510n,:La wumta, t m q.[ul JK1 s Nov 1b z000 MI I ex Inausines, Inc. .Mon.May 21 13:26:542001 Page 1 1-2-12 I - 2-9-0 1 7-7-4 1-2-12 1-6-4 4-10-4 Scale = 1:20.1 I ' 0.25 12 3x6 = 1.5x4 II 5x10 = 3 I 4 7 6 5 1.5x4 11 3x6 = 3x4 = 4-1-6 I 0.9-4 ,1-2-12, 5-2-9 7-74 0-94 0-5-8 3-11-13 2-4-11 ; Plate Offsets (X,Y): [2:0-2-8,0-2-12) LOADING (psi) SPACING 24)-0 t CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 - TC 0.32 Vert(LL) -0.02 5-6 >999 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.06 5-6 >999 BCLL 0.0 Rep Stress lncr ' NO WB 0.36 k Horz(TL) , 0.00 5 n/a BCDL 10.0 Code - UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weight: 25 Ib LUMBER BRACING TOP CHORD :2 X 4 SPF 165OF 1.4E TOP CHORD Sheathed or 6.0-0 oc purlins; except end verticals. BOT CHORD,2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF Std , OTHERS 2 X 6 DF No.2-G REACTIONS Ob/size) 5=492/Mechanical, 8=708/0-5-8 ;y FORCES (lb) - First Load Case Only F = TOP CHORD 1-2=3,2-3=-586,3-4=4,7-8---12,-2-8---678 , BOT CHORD 6-7=13,5-6--829 WEBS 2-6=629,3-6=-262,3-5---882,,4L5---101 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. t 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 8 considers parallel to grain value using ANSVTPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 7) This truss has been designed with ANSUTPI 1-1995 criteria. QESS�Ip `QONG y� F LOAD CASE(S) Standard iF 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 5-7=44.0, 1-2=-124.0, 2-4=-124.0, 24=52.0 y NO. 4919 7r; Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in Inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. `2 J5 2. Cut members to bear tightly against each ZC3L 0 �c other. 3. Place plates on each face of truss at each O O joint and embed fully. Avoid knots and wane at joint locations. For 4 x 2 orientation, locate 4. Unless otherwise noted, location chord splices 0 plates 1/8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 191/o at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and *For tabular plating format refer to the is the responsibility of truss fabricator. General MITek/Gang-Nall Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade X perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. . WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. TM BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or after truss members or plate without which bearings (supports) occur. MITek Industries, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. N ® TM HYDRO A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL May 21,2001 Job Truss Truss Type Qty Ply . WESLEY 83 .•. SLOPING FLAT - (optional) Yuma Truss - California Division, La Quinta, CA 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Mon May 21 13:27:14 2001 Page 1 1-2-12 2-9-0 5-7-4 1-2-12 1-6-4 2-10-4 ' I _ Scale = 1:14.7 r 0.25 12 , 3x6 ' r 2 :5x10 = 3 1 y NI 7 C 6 10 FR C r 5� — 4 1.5x4 II 1.5x4 11 • +' i ' 0-9-4 .1-2-1 , 5-2-9 5-7-4 , ". 0-9-4 0-5-8 3-11-13 0-4-11 Offsets Plate (X,Y): f2:0-2-8,0-2-121 ' LOADING(psf) SPACING 2-0-0 CSI DEFL in Qoc) Udefl PLATES GRIP.'- TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.00 4-5 >999 M1120 197/144 TCDL 26.0 Lumber Increase' 1.25 BC 0.08 Vert(TL) -0.01 4-5 >999 BCLL 0.0 Rep Stress Incr- NO WB 0.13 Horz(TL) -0.00 4 n/a ' BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st,LC LL Min Udefl = 360 Weight: 18 lb ` LUMBER BRACING TOP CHORD 2 X 41 SPF 1650F 1.4E TOP CHORD Sheathed or 6-0-0 oc purlins;`. except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied'or 10-0=0 oc bracing. WEBS 2 X 4 SPF Std ' OTHERS 2 X 6 OF No.2-G REACTIONS (lb/size) 4=314/Mechanical, 7=55010=5-81 FORCES Qb) - First Load Case Only TOP CHORD 1-2=3,24-222,15-7=27,24=448 BOT CHORD 5-6--146,4-5--0 WEBS 2-5--77,34-260,3-5--M NOTES 1) This truss has been checked for unbalanced loading conditions. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -97, rating reduction of 20% has been applied for the green lumber r 4) A plateter members. . 5) Refer to girder(s) for truss to truss connections. - 6) Bearing at joint(s) 7 considers parallel to grain value using'ANSUTPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 7) This truss has been designed apiESS�Ip with ANSUTPI 1-1995 criteria. . �pONG YG LOAD CASES) Standard irFr 1) Regular: Lumber Increase=,1.25, Plate Increase=1.25 1p Uniform Loads (plf)'NO. Vert: 4-6---44.0,1-2=-124.0,2-3---124.0, 2-7=52:0 t� 9919 EXP =30-04 CAW May 21,2001 May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/, • Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. 1/g' C2 Q J5 2. Cut members to bear tightly against each c other. �., 3 0 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane 0 �'' " v at joint locations. For For 4 x 2 orientation, locateC7 0- 4. Unless otherwise noted, location chord splices C, D plates 1/8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nall Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 x 4 to slots. Second all respects, equal to or better than the grade perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ff. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown, BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. N MiTek Industries, Inc. prior approval of a professional engineer. 0 15. Care should be exercised in handling, erection and installation of trusses. v� ® TM HYDRO A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG-NAILQD May 21,2001 Job Truss Truss Type Qty Pty WESLEY B4 SLOPING FLAT 1 1 . • • ' (optional) Yuma Truss - California Division, La Quinta, CA 4.201 SRI s Nov 16 2000 MiTek Industries, Inc. Mon May 21 13:27:30 2001 Page 1 ' r b 1-2-12 2-9-0 3-7-4 1-2-12' 1-6-4 0-10-4 ' 0.25 12 Scale= 1:9.5 3x4 = 2: 5x8 = 3 - o r FE 61 , 5 3x4 = 4 1.5x4 II • 0-9-4 1'-2-12' '� 3-7-4 0-9-4 0-5-8 4 r 2 8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udell PLATES GRIP' ' TCLL 20.0 Plates Increase •1.25 ' TC 0.18 Vert(LL) -0.00 4-5 >999 M1120 197/144 TCDL• 26.0 Lumber Increase 1.25 BC 0.07 Vert(TL) 0.01 1-2 >999 ' BCLL 0.0 Rep Stress Incr NO WB 0.02 Horz(TL) -0.00 4 n/a ' BCDL 10.0 Code �_UBC97/ANS195,, (Matrix) ' 1s1 LC LL Min l/defl= 360 Weight: 11 Ib r ' LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.4E TOP CHORD Sheathed or 6.0-0 oc purlins, except end verticals. _ BOT CHORD 2 X 4 SPF 1650F 1.4E ' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS ;` 2 X 4 SPF Std n OTHERS ` - 2 X 6 OF No.2-G ' REACTIONS (Ib/size) 4=145/Mechanical, 2=390/0-5-8 FORCES (lb) - First Load Case Only TOP CHORD 1-2=3,2-3---12,2-5--62 , ' BOT CHORD 4-5=-1 WEBS 3-4=-106,3-5--9 " t r NOTES t 1) This truss has been checked for unbalanced loading conditions. ' 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 7) This truss has been designed with ANSUTPI 1-1995 cri ,O feria.! 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Qi ' O G yG F LOAD CASE(S) Standard Vi� 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) No. 9919 Vert: 4-5---44.0,1-2=-124.0,2-3---124.0,2-5---52.0 ' EXP -30-04 May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/' ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. C2 Q J5 2. Cut members to bear tightly against each other. , 0 oNC8 3. Place plates on each face of truss at each 3 joint and embed fully. Avoid knots and wane p v at joint locations. ' For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C7 0 plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19911. at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. TM BEARING 13. Do not overload roof or floor'trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Indus, as, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. TM HYDRO A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG-NAILQD � Job - russ - -I russ Type WESLEY 8-GRDR SLOPING -FLAT 2 R6060488 o tional Yuma russ -California Division, a urn , s ay MiTek ; nc: on ay age: , ' 1-2-12' 2-9-0 ' 7=8-1 12-7-2 15-4-2 1-2-12 1-6-4 4-11-1 r 4-11-1 2-9-0. ' Scale =1:26.4 ' 0.25 (T'£ 3x6 = 4x10 — 3x6 - 3x4 - 4x8 - 5 3 4 1 2 � O N 12 11? 0 10 9 8 7 6 1.5x4 11 3x6 - - 3x6 r4-1-6 4x4 = 1.5x4 1I l r 0-9-41-2-13 5-2-9 I 10-1-9 I 15-4-2 0-9-4 0-5-8 3-11-13 4-11-1 r 5-2-9 ae a 'LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl PLATES - GRIP TCLL 20.0 Plates Increase '11.25 TC : 0.28 'Vert(LL) -0.07 8' >999 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.19 7-8 >872 BCLL 0.0 Rep Stress Incr NO WB 0.64 Horz(fL) 0.01 11 n/a BCDL .10.0 Code UBC97/ANSl95 (Matrix). 1st LC LL Min Udefl = 360 Weight: 103 Ib 'LUMBER , ' _ BRACING TOP CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 6-0-0 oc purlins. .. BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or-6-0-0 oc bracing.:.: R` WEBS 2 X 4 SPF Std 'Except'. • ., 5-6 2 X 4 SPF .1650E I AE, 2-10 2 X 4 SPF. 1650F 1.4E - ' OTHERS 2 X 4 SPF Std'ExcePY 2-122 X6 DFNo.2G REACTIONS(lb/size) 11=1.146/Mechanical,12=1316/0-5-8, r FORCES (lb) - First Load Case Only v TOP CHORD 1-2=3, 2-3=-1586, 3-4=-4122, 4-5=-1998 ' t BOT CHORD 9-10=-261,8-9=3732.7-8--3910,6-7=-158, . WEBS 2-9=2044, 3-9=-2267, 3-8=404; 4-8=220, 4-7=-2049, 5-7=2326, 6-11=40, 5-11=-1116,10-12=3, 2-12=-1327 ' NOTES 1 Provide adequate drainage to prevent water Ponding. 2) This truss has been designed fora 10.0 bottom live load live loads Table No. psf chord nonconcurrent with any other per 16-B,' UBC-97. 3 A plate rating reduction of 20% has been applied for the green lumber members. 4 Refer to girder(s) for truss to truss connections. '5 Bearing at loint(s)12 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 6) This truss has been designed with ANSVTPI 1-1995 criteria. ` 7) 2-ply truss to be connected together with 10d Common(.148"x3') Nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 4:- 1 row at 0-9-0 oc. ' Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 f Uniform Loads OQak`i( 10 Vert: 6-10=-44.0,1-5=-124.0 ., DONG ���� * NO. 9919 16, ' Exp •21G a Cnu4°� JAWARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE BEFORE USE May 21,2001' k � y • WESLEY 8-GRDR SLOPING -FLAT 2 R6060488 o tional Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1 3/, ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. �/8 - ►/s+ C2 C3 J5 2. Cut members to bear tightly against each 0 other. 0 & �., 3 0 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C, C, O plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19911. at time of *This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nall Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 9300137N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Indusliles, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. TM HYDRO A/R ® PANEL CLIP 01993 Mitek Holdings, Inc. GANG -NAIL May 21,2001 Job russ russ Type y - R6060496 WESLEY C ROOF TRUSS 3 1 .. ' (optional) uma .russ - a i omia Division, a wn 1 s ay MiTek Industries;Inc.. on ay age 1 6-10-13 12-11-15. 19-4-8 6-10-13 n s 6-1-1 6-4-9 ' 3x4 � Scale = 1:43.8 4.00 (iT 6 ' 3x6 ; 5 Y 3x4 3x6 1.5x4 11 4 3 co 2 u) 1 o 3x4 - 11 10 9 8 7 3x8 11 1.5x4 11 3x8 - 3x6 - 3x4 — 1.5x4 II ' P-94 11-4-1 1 15-3-4 1 19-4-8 1 0-9-4 10-6-13 3-11-3 4-1-4 Plate e ge 'LOADING(psf) SPACING 2-0-0 CSI DEFL in Qoc) ,'Udefl -c PLATES ;:GRIP' TCLL . .20.0 Plates Increase 1.25 TC - 0.55 Vert(LL) -0.06 1-11 >999 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0:15 1-11 '>999 - BCLL 0.0 Rep Stress Incr NO WB 0.71 Horz(TL) 0.01 - 8 n/a BCDL -10.0 • Code UBC97/ANS195 1st LC LL Min Udefl = 360 Weight: 86 Ib 'LUMBER BRACING " TOP CHORD 2 X 4 SPF 1650F,1.4E ` TOP CHORD Sheathed or 4-10-10 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.4E ; BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing: WEBS 2 X 4 SPF Std WEDGE Left: 2 X 4 SPF Std REACTIONS (Ib/size) 1=965/0-5-8, 8=1524/0-5-8,•7=0/Mechanical Max Horz 1=8200oad case 1); 7=-8200oad case 1) (1b) - First Load Case Only 'FORCES TOP CHORD 1-2=-1550, 2-3=-644; 3-4=-644, 4-5=-644, 5-6=180 .. BOT CHORD 1-11=643,10-11=643, 9-10=-991, 8-9=-991, 7-8=-820 _. WEBS 4-10=-385, 5-10=1283, 5-8=-1119, 6-7=40, 6-8=-327, 2-11=24412-1 0=-963 , NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, ` :• +: UBC -97. 2) Refer to girder(s) for truss to truss connections. + . 3 This truss has been designed with ANSVTPI 1-1995 criteria. 'LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-92.0,1-8=-44.0, 7-8=-20.0 yG �• �pONG • - tib �o * NO. 9919. ' EXP -30.04 May 21,2001 May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/' ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. 1/18 C2 C3 J5 2. Cut members to bear tightly against each 0 other, 0 0 3. Place plates on each face of truss at each joint and embed fully, Avoid knots and wane at joint locations. `For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C8 C7 C6 0 plates 1/8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MITek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBG 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MITek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. TM HYDRO Arm G PANEL CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL I Job russ I russ I ype y R6060498 WESLEY C1 ROOF TRUSS 2 1 (optional) May 21,2001 uma russ - California Division, La Quinta, CA 4.201 ISR1 s IV ay 15 ZOUI Mi I eK Industries,. nc:on ay age 1, ' 6-0-3 11-8-3 16.8-7 . 6-0-3 5 8-0 5-04 1.5x4 I I 'Scale = 1:41.9 3x4 5 4.00 FfT , 3ic4 1 N 1.5x4 �� 3 r LO 2 .. L2 1C4 UN 6 3x4 — 8 7 6 3x8 11 3x4 - 1.5x4 II ' p-941 8-2-14 l 15=34 616=8-7 b-9-4 7-5-10 7-0-6 1-5-3 Plate 011sets KYJ: [1:U-Z-14,U-U-Zj, L1:1-3-4,Eag-eT-- LOADING (psf) SPACING 2-0-0 -CSI -., DEFL in (loc) Udefl ; r • PLATES r. GRIP' TCLL - t-20.0 Plates Increase • 1.25 TC 0.55 Vert(LL) -0.13 1-8 >999 MII20 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.82 -.Vert(TL) -0.29 ` •1-8 >618 BCLL 0.0 Rep Stress Incr NO WB 0.55 Horz(TL) '0.00 7 n/a • BCDL •- 10.0 Code UBC97/ANS195 1st LC LL Min Udefl= 360 Weight: 73 lb 'LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.4E TOP CHORD Sheathed or 4-7-3 oc purlins... BOT CHORD 2 X 4 SPF -1650F 1.4E. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF. Std WEDGE •. Left: 2 X 4 SPF Std REACTIONS (Ib/size) 1=1017/0-5-8, 6=0/Mechanical, 7=1173/0-5-8 ' . Max Horz 1=1079(load case 1); 6=-1079(load case 1) (lb) - First Load Case Only ! 'FORCES TOP CHORD 1-2=-1750.2-3---1294,34--19,4-5--19 BOT CHORD 1-8--571,7-8--454,6-7=-1079 WEBS 2-8---552,3-8--913,3-7=-953,4-7=-224,5-7=-80,5-6--13 NOTES • 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B,, UBC -97. I ' 2) Refer to girder(s) for truss to truss connections. 3) .This truss has been designed with ANSVTPI 1-1995 criteria. . LOAD CASE(S) Standard ' 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (PIf) Vert: 1-5=92.0,14=44.0i 6-7=-20.0 • " OQaOFES,S�lp� �pONG * 9 ' May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Proper/ 13/ ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. 1/8, ­0� 1/18" C2 J5 2. Cut members to bear tightly against each 0 other. 0 �.0 ZC7 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane 0 at joint locations. For 4 x 2 orientation, locate 4. Unless otherwise noted, location chord splices C8CA 0 plates 1/8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol Indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N,930013-N, 910080-N 12, Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. IM13. BEARING Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or after truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses, N�® TM HYDRO A/R PANEL CLIP 01993 Mitek Holdings, Inc. GANG-NAILQD Job LOADING (psf) SPACING 2 0 0 CSI DEFL in:r, (loc) Udefl ::: e�PLATES GRIP f TCLL 20.0 Plates Increase . 1.25 TC 0.57 Vert(LL) : -0.04- 111. >999 M1120 -197/144 TCDL 26.0 Lumber Increase ., 1.25 BC" 0.51 :': . ' Vert(TL) -0.09 ':. 1-5 : >999 BCLL 0.0 Rep Stress Incr ` NO WB 0.60 Horz(fL) 0.02 4 , n/a 1 .. BCDL '•10.0' Code UBC97/ANSI95 r 1st LC LL Min Udefl= 360 - . ;+ Weight: 39 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF J AE, 1 TOP CHORD Sheathed or 5-7-10 oc purlins. BOT: CHORD 2 X 4,SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std WEDGE 'Left: 2 X 4 SPF Std REACTIONS (Ib/size) 1=739/0-5-8,4--739/Mechanical c FORCES (lb) - First Load Case Only " TOP.CHORD 1-2=-1015,2 -3=0 1-5--958,4-5--958, BOT CHORD WEBS 2-5--239,24-1039,34-228 ; « NOTES 1) This truss has been designed for a 1.0.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, ' •UBC97. 2 Refer to girder(s) for truss to truss connections. ! 3) This truss has been designed with ANSVTPI 1-1995 criteria. LOAD CASE'S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-3=-92.0,1-4=-44.0 OQa�Ek1[ �QONa; * -�9 cuss, cuss Type Y: R6060499 WESLEY C10 ROOF TRUSS 2 1 '• ' (optional) • Yuma - a i orma ivision,• a um s ay MiTek Industries;Inc.-on May age 6-1-12 r.. + 11-2-14 6-1-12 t 5-1-2. 1.5x4 11 Scale = 1:26.0 a 4.00FTT v 3x4 2 o ' 1 0 5 4 3x4 - 3x8 11 1.5x4 11 3x4 - 0-9-4 6-1-12 11-2-14 0-9-4 5-4-8 5-1-2 Plate a 9e .�. May 29,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in Inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. `2 J5 2. Cut members to bear tightly against each 0 other. 0 ZC7 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane Oat joint locations. For 4 x 2 orientation, locate 4. Unless otherwise noted, location chord splices C8 C6 0 plates 1/8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 1996 at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 x 4 to slots. Second all respects, equal to or better than the grade perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12, Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. TM BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or after truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. TM HYDRO-A/R ® PANELCLIP ©1993 Mitek Holdings, Inc. GANG-NAIL • May. 21,2001 1 Job Truss Truss Type Qty Ply " WESLEY . C11 ROOF TRUSS 1 '�� optional) ' Yuma Truss - California Division, La Quinta: CA 4.201 SRI s Nov 16 2000 MiTek Industries, Inc. Mon May 21 13:27:50 2001 Page 1 w " 6-5-0 650 ' 4.00 12 Scale= 1:12.8 2 1 1 3x4 = 3x6 11 �. .l . •' 0-9 4 3 6-5-0 0-9 4 5-7-12 Offsets Plate ()(,Y): I1:0-2-14,0-0-21,[1:1-3-4,0-1-41 ' LOADING(psl), SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP TCLL 20.0, Plates Increase 1.25 TC 0.82 Vert(LL) -0.11` 1-3 >669 M1120 197/144 TCDL 26,0 Lumber Increase 1.25 BC 0.52 Vert(TL) -0.25 1-3 >300 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 2 n/a - BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 ' , Weight: 16 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.4E TOP CHORD Sheathed or 6-5-0 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1,4E BOT CHORD Rigid ceiling directly applied or•10-0-0 oc, bracing.' WEDGE s Left: 2 X 4 SPF Std REACTIONS (Ib/size) 1=417/0-5-8; 2=282M1echanical, 3=135/Mechanical ' Max Grav 1=417(load case 1), 2=282(load case 1), 3=1780oad case 2) FORCES (lb) - First Load Case Only TOP CHORD 1-2=75 BOT CHORD 1-3=0 ' NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 2) Refer to girder(s) for truss to truss connections. 3) This truss has been designed with ANSVTPI 1-1995 criteria. LOAD CASE(S) Standard - 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Vert:1-2=-92.0, QaOFES�Ip �7[%, ' Uniform Loads (plf) 1-3=-44.0 Q �QNG OyG 4 ih * NO. 9919 ' EXP -30.04 CA* • May. 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property -� 13/' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. `2 J5 2. Cut members to bear tightly against each 0 other. 7C,3 '�. 0 3. Place plates on each face of truss at each 3 joint and embed fully. Avoid knots and wane p�'' " at joint locations. For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices c8 C, C.6 O plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol Indicates the fabrication. required direction of slots in connector plates.. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT . FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator, General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 x 4 to slots. Second all respects, equal to or better than the grade perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. 40" WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. �N 13. Do not overload roof or floor trusses with stacks BEARING�P of construction materials. location of joints at MILIndicates M 14. Do not cut or after truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. TM HYDROA 0 PANEL CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL • LUMBER BRACING :•' 'TOP CHORD 2 X 4 SPF 1650E 1.4E � - TOP CHORD Sheathed or 1-7-1 oc purlins: •i '• .' BOT CHORD 2 X 4 SPF 1650E 1.4E. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. ' REACTIONS (Ib/size) 1=86/0-5-8, 2=70/Mechanical, 3=15/Mechanical ' • + • Max Grav 1=86(load case 1), 2=70(load case 1), 3--31 (load case 2) ' • 'FORCES(Ib) -First Load Case Only TOP CHORD 1-2=19 • - BOT CHORD 1-3=0 ` • : • NOTES • 1) This truss has been designed fora 10.0 psf bottom chord live load nonconcun-ent with any other live loads per Table No. 16-13, UBC -97. t 2) Refer to girder(s) for truss to russ connections. 3 This truss has been designed with ANSUTPI 1-1995, criteria. •• •• ' LOAD CASE(S) tONG Job cuss cuss •ype .. _ y R6060501 WESLEY C12 ROOF TRUSS 1 1 ' (optional Yuma Truss -California Division, a um , s ay MiTek Industries;Inc. on May . age 1-7-1 2 1 r - Scale =1:6.3 4.00 1-7-1 rT2- u1 • C5 r • ,n • • f • C5 3x4 - 3 ' 0-9-4 — 1-7-1 0-9-4 0-9-13 LOADING (psf) SPACING. 2-0-0 CSI f, DEFL in poc) Udefl PLATES GRIP; 20.0 Plates Increase 1.25 TC 0.04 Vert(LL) -0.00 , 1 .. >999 M1120 197/144 •• 'TCLL TCDL 26.0 Lumber Increase 1.25 BC 0.02 Vert(TL) -0.00 1 >999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a BCDL 10.0 Code . UBC97/ANS195 (Matrix) 1 st LC LL Min Udefl = 360 Weight: 4 Ib • LUMBER BRACING :•' 'TOP CHORD 2 X 4 SPF 1650E 1.4E � - TOP CHORD Sheathed or 1-7-1 oc purlins: •i '• .' BOT CHORD 2 X 4 SPF 1650E 1.4E. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. ' REACTIONS (Ib/size) 1=86/0-5-8, 2=70/Mechanical, 3=15/Mechanical ' • + • Max Grav 1=86(load case 1), 2=70(load case 1), 3--31 (load case 2) ' • 'FORCES(Ib) -First Load Case Only TOP CHORD 1-2=19 • - BOT CHORD 1-3=0 ` • : • NOTES • 1) This truss has been designed fora 10.0 psf bottom chord live load nonconcun-ent with any other live loads per Table No. 16-13, UBC -97. t 2) Refer to girder(s) for truss to russ connections. 3 This truss has been designed with ANSUTPI 1-1995, criteria. •• •• ' LOAD CASE(S) tONG Standard . • _, ' ,t - .. Q�OFES�O NO: 9919 EXP -30.04 ' May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1 3/4 ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in Inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. /8+ cz C3 J5 2. Cut members to bear tightly against each J7 f °a 0 c NCe other. 3. Place plates on each face of truss at each O 3 O joint and embed fully. Avoid knots and wane o�y 8 v at joint locations. For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C, O plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS Jl J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 1 Who at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 x 4 to slots. Second all respects, equal to or better than the grade perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. TM BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. Y� ® TM HYDRO_ IR ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL Job Truss Truss Type Qty Pty PLATES GRIP WESLEY C1 -HIP • ROOF TRUSS 1 1 ' M1120 197/144 TCDL 26.0 Lumber Increase 1.25' BC 0.88 Vert(TL) -0.12 12-13 >999 (optional) Yuma Truss - California Division, La Quinta, CA 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Mon May 21,13:28:112001 Page 1 5-8-13 10-7-2 155-7 20-7-4 - 5-8-13 4-10-5 4-10-5 5-1-13 Scale = 1:47.1 3x4 ; i 3.70 12 7 5x8 = 13 14 12 15 11 10 9 8 3x10 II 8x8 = 4x6 = 8x8 WB= 3x6 11 5x8 = q-9-11 5-8-13 10-M 14-1-6'r 17-2-9 20-7-4 0-9-11 4-11-1 4-3-9 4-1-0 3-1-3 34-11 Plate Offsets (X,Y): [1:0-4-0,0-2-91,[10:0-3-13,0.0-111, it 2:0-4-0,0-6-01 LOADING (psl) SPACING 24)-0 CSI DEFL r in poc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) -0.05 12-13 >999 M1120 197/144 TCDL 26.0 Lumber Increase 1.25' BC 0.88 Vert(TL) -0.12 12-13 >999 BCLL 0.0 Rep Stress Ince NO' WB 0.85 Horz(TL) 0.01 11 We BCDL 10.0 Code UBC97/ANSI95 (Matrbc) 1st LC LL Min Well = 360 Weight: 141 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 4-6-3 oc purlins. BOT CHORD 2 X 10 DF No.2 'Except' BOT CHORD Rigid ceiling directly applied or 4-4-14 oc.bracing. � . 8-10 2 X 8 OF No.2 WEBS 1 Row at midpt 411 WEBS 2 X 4 SPF Sid *Except* 412 2 X 4 SPF 165OF II AE, 5-112 X 6 DF No.2-G 5.9 2 X 4 SPF 165OF 1.4E REACTIONS (Ib/size) 7=-0/Mechan'ical,1=848/0-5-15,11=6643/0-7-12, 8=0/Mechanical Max Horz 7=341 (load case 2), 1=786(load case 1), 8=-947(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-2269.2-3---635,3-4---599i4-5=1830.5-6--628,6-7=628 BOT CHORD 1-13=1371,13-14--1371,12-14--11371,12-15=-198,11-15---198, 10-11=-2473,9-10=-2515,8-9---947 WEBS 2-13--855,2-12=-1669,4-12=2216,4-11=-2835, 5-11=-2036.5-9--1923,7-8--592,6-9=-95,7-9---924 NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads,per Table No. 16-13, UBC -97. 2) A plate rating reduction of 20% has been applied for the preen lumber membeis. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/' ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. y8' C2 C' J5 2. Cut members to bear tightly against each o other. c 0 �c 3. Place plates on each face of truss at each v 3 O joint and embed fully. Avoid knots and wane at joint locations. * For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C, C, O plates 1/8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol Indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. 4010 WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or after truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. N�® TM HYDRO AIR O PANEL ©1993 Mitek Holdings, Inc. CLIP GANG -NAIL May 21,2001 Job russ russ type y R6060503 WESLEY C2 ROOF TRUSS 2 1 (optional) uma r-California ivision, a wn uss s ay i e nus ies,Inc: on ay. age ' 6-10-11 11-10-8 6-10-11 4-11-13 r f,.. 1.5x4 11 Scale = 1:27.4 • 4.00 (TT _ 3 a r 3x4 2 v in 3x4 - 3x8 11 5 4 1.5x4 11 3x4 - ' 0-9-4 I 6-10-11 11-10-8 0-9-4 6-1-7 4-11-13 Plate e ge LOADING (psf) SPACING 2-0-0 CSI DEFL ' in (loc)) Udefl �. PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.64 ; Vert(LL) -0.06 1-5 >999 M1120 , 197/144• TCDL 26.0 Lumber Increase 1.25 BC . 0.58 Vert(TL) -0.14 1-5 >988 BCLL 0.0. Rep Stress Incr NO WB 0.60 Horz(TL) 0.02 4 . n/a r BCDL, 10.0 Code UBC97/ANSI95 1st LC LL Min Udefl = 360 Weight 41 Ib 'LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 5-4-12 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std ` WEDGE Left: 2 X 4 SPF Std ' ) REACTIONS (Ib/size) 1=782/0-5-8,4--782/Mechanical FORCES(Ib) - First Load Case Only CHORD 1-2=-999.2-3---O 'TOP BOT CHORD 1-5=943, 4-5=943 r WEBS 2-5--253.2-4---1046,3-4---223 NOTES 1) This truss has been designed for a 10.0 psf bottom'chord live load nonconcurrent with any other live loads per Table No, 16-B, UBC-97. ' 2 Refer to girder(s) for truss to truss connections. r 3) This truss has been designed with ANSUTPI 1-1995 criteria. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 ' Uniform Loads (plf) Vert: 1-3=-92.0,1-4=-44.0 - s ONG * NO. 9419 ' EXP -30-04 CAUfC��T May 21,2001 May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Clause Property 13/' ' Center plate on joint unless . Damage or Personal Injury dimensions indicate otherwise. Dimensions are in Inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. 1/8, /a+ C2 C3 3J5 2. Cut members to bear tightly against each 0 O 03. U X�" other. Place plates on each face of truss at each O a O joint and embed fully. Avoid knots and wane at joint locations. ' For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C8 C, O • plates 1/8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nall Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 x 4 to slots. Second all respects, equal to or better than the grade perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted, continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. BEARING 13. Do not overload roof or floor trusses with stacks of construction materials, Indicates location of joints at 14. Do not cut or atter truss members or plate without which bearings (supports) occur. MITek Industries, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. TM HYDRO-A/R o PANEL CLIP ©1993 Mitek Holdings, Inc. • GANG-NAILQD 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurentwith any other live loads per Table No. 16-B, UBC -97. 2 A plate rating reduction of 20% has been applied for the green lumber members.. 3 Refer to girder s) for truss to truss connections. 4 Refer to girder s) for truss to truss connections. This truss has een designed with ANSUfPI 1-1995 criteria. ' 6) Special hangers) or connections) required to support concentrated loads) 576.01b down at 7-7-0, and 897.Olb down at 12-10-0 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Trapezoidal Loads (plf) vew• i -n in --n n_r..e_-_nn -i Job russ cuss I ype y ' R6060502 WESLEY C2 -HIP ROOF TRUSS 1 1 (optional) uma , russ - a i ormav ivision, a um s ay i e IndustriesInc. on: ay age 78-6-10 2-0-8 6-10-13 12-0-10 I I 8-6-10. • 2-" '' 4-10-5 5-1-13 4x6 s - Scale - 1:46.6 ' 3.70 r12 5 1:5x4 11 3x4 4 ' } 5x5 3 3x4 2 7 1 co , ' 10 9 11 8 7 6 3x4 II 6x6 - 5x8 = 3x4 II 7x8 - ' -8-6-10 5-6-12 I 8-7-15 12-0-10 11-5-12 I I I I "A0 1-5-12 4-1-0 3-1-3 3-4-11 ae offsets. •'LOADING (psf) SPACING 2-0-0 CSIDEFL in (loc) ik .: • : t PLATES GRIP.' TCLL • • . - 20.0 Plates Increase • 1.25 , TC 0.43 >9Udefl ?*VertLL . -0.02 8- 99 M1120 197/144 TCDL : .26.0 Lumber Increase 1.25 BC 0.67 Vert(TL) -0.09 =8-9 '>999 BCLL 0.0 Rep Stress Ince NO WB 0.99 : Horz(TL) .'0.01 6 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1 st LC LL Min Udefl'= 360 Weight: 84 Ib LUMBER BRACING ' TOP CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 5-10-5 oc purlins. :. BOT CHORD 2 X 6 OF No.2-G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std *Except* WEBS 1 Row at midpt 5-6 5-7 2 X 4 SPF 1650F 1.4E r REACTIONS (Ib/size) 5=-0/Mechanical, 10=601/0-5-8, 6=1383/Mechanical_ Max Horz 5=257(oad case 2);10=-257(load case 2) Max Grav 10=2070(load case 2), 6--2161 (load case 2) (lb) -First Load Case Only + TOP CHORD 1-2=-279,2-3---675,3-4---524,4-5---590 'FORCES BOT CHORD 9-10--114,9-1 1=394, 8-11=394, 7-8--726,6-7=0 WEBS 1-9=618, 2-9=-534, 2-8=414, 3-8=-125, 3-7=-288, 5-6=-1280, 4-7=-735, 5-7=1208, 1-10=-592 NOTES ' 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurentwith any other live loads per Table No. 16-B, UBC -97. 2 A plate rating reduction of 20% has been applied for the green lumber members.. 3 Refer to girder s) for truss to truss connections. 4 Refer to girder s) for truss to truss connections. This truss has een designed with ANSUfPI 1-1995 criteria. ' 6) Special hangers) or connections) required to support concentrated loads) 576.01b down at 7-7-0, and 897.Olb down at 12-10-0 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Trapezoidal Loads (plf) vew• i -n in --n n_r..e_-_nn -i Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/ ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. c C3 2. Cut members to bear tightly against each °cother. 0 5 �.ZbJ5 0 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane OU at joint locations. 4 x 2 orientation, locate aFor 4. Unless otherwise noted, location chord splices C C,D plates 1/8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 1996 at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 x 4 to slots. Second all respects, equal to or better than the grade perpendicular DOCA 136=93, 8;=75, 91-28 spocifiod. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBG 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. TM 13. Do not overload roof or floor trusses with stacks BEARING of construction materials, Indicates location of joints at mai 14. Do not cut or atter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. ® TM HYDRO A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. - GANG-NAIL cuss cuss. Type CSI DEFL in., (loc •,Udefl• j:' - ;, -PLATES GRIP 'LOADING.(psf) TCLL • - 20.0 Plates Increase 1.25 TC ' 0.91 Vert(LL) -0.11 -1-3- - >747 1 R6060504 WESLEY C3 ROOF TRUSS 2 1y BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 n/a (optional) • uma cuss -California Division, a um , CA Job Y.LV 1- JM 1 a Iv1ay 10 cvV I Ivn I -nn muuaulns, Inc. MOF14Vlay c 1 w.oa.wV [w I raga 1 7-0-9 7-0-9 r " 1.5x4 11 Scale = 1:17.5 { 2 04 1 ' 1.5x4 11 1 0-94 1 7-0-9 1 0-94 6-3-5 ae e SPACING 2-0-0 CSI DEFL in., (loc •,Udefl• j:' - ;, -PLATES GRIP 'LOADING.(psf) TCLL • - 20.0 Plates Increase 1.25 TC ' 0.91 Vert(LL) -0.11 -1-3- - >747 1 M1120 - 197/144 TCDL . - 26.0 Lumber Increase 1.25 BC 0.57 - Vert(TL) -0.24 1-3 >335 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 n/a BCDL 10.0 Code UBC97/ANSI95 1st LC LL Min Vdefl = 360 Weight: 20 Ib 'LUMBER BRACING ' TOP CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 740-9 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std - WEDGE Left: 2 X 4 SPF Std REACTIONS (Ib/size) 1=454/0-5-8, 3=454/Mechanical FORCES(lb) - First Load Case Only , 'TOP CHORD 1-2=0 BOT CHORD 1-3=0 WEBS 2-3=-307 NOTES ` 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcuirent with any other live loads per Table No. 16-13, UBC -97. 2) Refer to girder(s) for truss to truss connections. 3) This truss has been designed with ANSUTPI 1-1995 criteria. ' LOAD CASE'S) Standard 1) Regular: Lumber Increase=1.25; Plate Increase --1.25 Uniform Loads (plf) Vert: 1-2=-92.0, 1-3=44.0 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/, ` Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in Inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. Cz Q J5 2. Cut members to bear tightly against each 0 other. 3r a: 5�. ix 3. Place plates on each face of truss at each O 3 O joint and embed fully. Avoid knots and wane 8 v at joint locations. For 4 x 2 orientation, locateC8 a 4. Unless otherwise noted, location chord splices C7 O plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots In connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MITek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MITek Industries, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. M� ® TM HYDROA ® PANCLIP EL ©1993 Mitek Holdings, Inc. GANG -NAIL May' 21,2001 Job russ russ ype - y •, Y R6060505 WESLEY C4 -ROOF TRUSS 2 1 .. . (optional) Yuma -T. russ -California Division, a uin ,S ay M!Tek nus ies,: nc. on ay 2-2710 r age -1-6-0 1-6-0 T - 4.00 � 1 . d r ., M O 1 2-2-10' FTT j - • - f / Scale =1:7.3' 3x4 — >< 1 I 0.9.4 I 3x6 II 3 2-2_10 0-9-4 1-5-6 ae e LOADING (psf) SPACING 2-0-0 ` CSI DEFL in- (locp Udefl ; . - T'PLATES ;.,GRIP'. TCLL- - • .•'.20.0 Plates Increase 1.25 TC 0.01 Vert(LL) -0.00 1 >999 MII20, .197/144 :• TCDL ` 26.0 Lumber Increase „ .1.25 BC .-0.03 Vert(TL) -0.00 1-& >999 BCLL 0.0 Rep Stress Incr >'!YES WB `0.00 Horz(TL) -0.00 2 n/a BCDL , 10.0 '• Code UBC97/ANSI95 (Matrix) ". 1st LC LL Min Udefl = 360 Weight: 6 -lb 'LUMBER BRACING " TOP CHORD 2 X'4 SPF 165OF 1.4E ' TOP CHORD Sheathed or 2-2-10 oc purlins. + BOT CHORD 2 X 4 SPF 1650F 1.4E ..BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2 X 4 SPF Std ' REACTIONS (Ib/size) 1=108/0-5-8, 2=89/Mechanical, 3=19/Mechanical Max Grav 1=108(load case 1), 2=89(load case 1), 3=39(load case.2) + e FORCES(Ib) - First Load Case Only i TOP CHORD 1-2=26 'BOT CHORD 1-3=0 * , NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 116-13, UBC -97. I Refer to girder(s) for truss to truss connections. ' '2) 3 This truss has n designed with ANSVTPI 1-1995 criteria. LOAD CASE(S) Standard10 ' * NO. 9419 ' EXP -30-04 t CA* May' 21,2001 May' 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. 1/8+ C2 C3 J5 2. Cut members to bear tightly against each 0 other. �., 3 0 L. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane p " v at joint locations. For 4 x 2 orientation, locate a 4. Unless otherwise noted, location.chord splices C7 CG O plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol Indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MITek/Gang-Nall Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements, 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. BEARING 13. Do not overload roof or floor trusses with stacks © of construction materials. Indicates location of joints at 14. Do not cut or after truss members or plate without which bearings (supports) occur. MITek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses. r� ® TM 'HYDRO ® PANEL ©1993 Mitek Holdings, Inc. A/R CLIP GANG -NAIL May, russ russ ype ., Job y :. R6060506 WESLEY CS ROOF TRUSS 2 1 �t o tional uma russ - a i ornia iwsion, a' um ,. s ay i e nus nes; nc. on ay: age . • . 6-3-4 10-2-2 17-5-11 6-3-4 3-10-14 7-3-9 I ti 5x6 Scale =1:39.6 ' 3x4 4.00 FT2- 4 P 5 3x4 ' 3 1.5x4 ui 2 • U) 1 0 3x4 8 7 6 = 3x8 II 3x4 = 3x4 - 3x4 - ' �0-9-4� 7-8-2 14-2-12 17-5-0 17- -11 I 0-9-4 6-10-14 6-6-10 3-2-4 0-0-11 Plate e gel, ge (psf) SPACING 2-0-0 CSI -DEFL in (loc) Udefl !vt PLATES - GRIP. 'LOADING TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) . -0.09 1-8 >999 M1120 :. 197/144 TCDL :26.0 Lumber Increase , 1.25 BC . '0.72 ; > Vert L -0.21 1-8 >801 f BCLL 0.0 Rep Stress Incr NO WB 0.56 -•Horz( I-) 0.00 -7 • n/a BCDL .10.0 Code UBC97/ANSI95 1 st LC LL Min Udefl = 360 Weight: 73 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT,CHORD. 2 X 4 SPF 1650171.4E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF Std _ WEDGE ' Left: 2 X 4 SPF Std REACTIONS (Ib/size) 1=713/0.5-8, 5=0/Mechanical, 6=-0/Mechanical, 7=1538/0-7-12 . Max Horz 1=231 oad case 1), 5=4830oad case 1), 6=-714(load case 1) Max Grav 1=713�1oad case 1), 7=1538(load case 1) ' FORCES 0b) - First Load Case Only f. TOP CHORD 1-2=-833.2-3---557,34--738,4-5--509 BOT CHORD 1-8=555, 7-8=-190, 6-7=-932 WEBS 2-8=-441, 3-8=825, 3-7=-971, 4-7=-736, 5-6=-304, 4-6=399 ' NOTES ' 1) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent.witti any other live loads per Table No. 16-B, UBC-97. 2) Refer to girder(s) for truss to truss connections. 3) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 y Uniform Loads (If) Vert: 1-5=-92.0.1-7=44.0.6-7=-20.0 rz O19 [ QOONG - O�� ` * NO. 9919 ' EXP -30.04 May, russ russ ype ., y :. R6060506 WESLEY CS ROOF TRUSS 2 1 �t o tional 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Proper/ 13/' ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. C2 C3 J5 2. Cut members to bear tightly against each 0 other. 0N, 3 0 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane 0 v at joint locations. For 4 x 2 orientation, locate O 4. Unless otherwise noted, location chord splices - ce C7 plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS Jl J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 1910 at time of *This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and *For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade X perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. �"^ BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. v� ® TM HYDRO A/R O PANEL CLIP ©1993 Mitek Holdings, Inc. GANG-NAILQD May 21,2001 Job russ russ Type ' .ROOF R6060507 WESLEY ■ TRUSS 2 1 o tional • -Tu----,T— russ - a i ornia ivision, a uin s ay i e nus es, nc. on ay. age . • 6-7-0 12-7-12 6-7-0 t ,° 6-0-12 - 1.5x4 11 Scale =1:29.0 �. 3 3x4 � 2 • ■ 1 in ' n 0 3x4 = 3x8 11 5 4 1.5x4 II 3x4 - ' 0-9-4 6-7-0 12-7-12 0-9-4 5-9-12 6-0-12 Plate a 9e: ' 'LOADING (psf) SPACING 2-0-0 CSI ~ '.` DEFL in. (loc) - Udefl .•!..: > t?'PLATES ,. GRIP . TCLL - •- 20.0 Plates Increase 1.25 TC 0:77 .VertLL -0.06 455 >999 M1120 197/144, - TCDL 26.0 Lumber Increase 1.25 BC 0.64 ,.Vert(TL) . -0.14 °'45 >999 .. - • .-- BCLL 0.0 Rep Stress lncr NO :WB 0.98 " Hod(rL) 0.02 4 n/a BCOL .- 10.0: Code UBC97/ANSI95 , 1st LC LL Min Udefl = 360 Weight: 44 Ib 'LUMBER t BRACING TOP CHORD 2 X 4 SPF 1650E 1.4E : - TOP CHORD Sheathed or 4-4-7 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.4E ... _ BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing. WEBS 2 X 4 SPF Std WEDGE l F 2 X 4 SPF Std 4 ■Left: REACTIONS Ob/size) 1=834/0-5-8,4--&-34/Mechanical FORCESQb) - First Load Case Only CHORD 1-2=-1218, 2-3=0 'TOP BOT CHORD 1-5=1150, 45=1150 WEBS 2-5--270,24-11229,34-272 -NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.16-B, UBC -97. ' 2) Refer to girder(s) for truss to truss connections. f 3 ..This truss has been designed with ANSVTPI 1-1995 criteria. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 - ' Uniform Loads (plf) �1) Vert: 1-3=-92.0, 1-4=-44.0 �00NG yG F• " * NO. 4419 ' EXP -30.04 ■ cat* May 21,2001 y - ' .ROOF R6060507 WESLEY C6 TRUSS 2 1 o tional May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. /8 /8" C2 C3 J5 2. Cut members to bear tightly against each c other. �, 3 0 3. Place plates on each face of truss at each N joint and embed fully. Avoid knots and wane p" v at joint locations. ' For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices �, �, O plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 191Y. at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and *For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nall Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 x 4 to slots. Second all respects, equal to or better than the grade perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted, continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12, Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer, ® 15. Care should be exercised in handling, erection and installation of trusses. N� TM HYDRO-A/R 0 PANEL CLIP ©1993 Mitek Holdings, Inc. GANG-NAIL Job runs cuss ype y __ ._ N R6060508 WESLEY C7 ROOF•TRUSS 2 1 o tional ' 7: uma cuss - a i omia ivision, a um , s ay i e nus es;Inc; on; ay age ' 7913 .. ," 7-9-13 � 1.5x4 11 Scale =1:19.0 t� 3 Job runs cuss ype y __ ._ N R6060508 WESLEY C7 ROOF•TRUSS 2 1 o tional ' 3x6 11 1.5x4 11 3x4 - 0-9-4 ! 7-9-13 0-9-4 7-0-9 �• a e e • LOADING (psf) SPACING 24)-0 CSI DE in Qoc) Udefl, PLATES :GRIP ' TCLL � 20.0 Plates Increase 1.25 TC 0.24 VertLL) • =0.01 5 >999 M1120 197/144• TCDL 26.0 Lumber Increase 1.25 BC, 0.26 Vert(TL) -0.03 5 >999 3 BCLL 0.0 Rep Stress Incr' NO WB 0.21 Horz(TL) 0.01 4 n/a BCDL 10.0 ! Code UBC97/ANS195 1st LC LL Min Udefl = 360 Weight: 27 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or.10-0-0 oc bracing. 4 WEBS 2 X 4 SPF Std 'WEDGE " Left: 2 X 4 SPF Std REACTIONS Ob/size) 1=506/0-5-8, 4=506/Mechanical FORCES 0b) - First Load Case Only TOP CHORD 1-2=-708, 2-3=-0 BOT CHORD 1-5=666, 4-5=666 WEBS 3-4-162,2-5--164,24-717 NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, ' UBC -97. .2) Refer to girder(s) for truss to truss connections. 3) This truss has been designed with ANSUTPI 1-1995 criteria. LOAD CASE(S) Standard ' 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-92.0, 1-4=-44.0 r C? N u') 0 ' 3x6 11 1.5x4 11 3x4 - 0-9-4 ! 7-9-13 0-9-4 7-0-9 �• a e e • LOADING (psf) SPACING 24)-0 CSI DE in Qoc) Udefl, PLATES :GRIP ' TCLL � 20.0 Plates Increase 1.25 TC 0.24 VertLL) • =0.01 5 >999 M1120 197/144• TCDL 26.0 Lumber Increase 1.25 BC, 0.26 Vert(TL) -0.03 5 >999 3 BCLL 0.0 Rep Stress Incr' NO WB 0.21 Horz(TL) 0.01 4 n/a BCDL 10.0 ! Code UBC97/ANS195 1st LC LL Min Udefl = 360 Weight: 27 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or.10-0-0 oc bracing. 4 WEBS 2 X 4 SPF Std 'WEDGE " Left: 2 X 4 SPF Std REACTIONS Ob/size) 1=506/0-5-8, 4=506/Mechanical FORCES 0b) - First Load Case Only TOP CHORD 1-2=-708, 2-3=-0 BOT CHORD 1-5=666, 4-5=666 WEBS 3-4-162,2-5--164,24-717 NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, ' UBC -97. .2) Refer to girder(s) for truss to truss connections. 3) This truss has been designed with ANSUTPI 1-1995 criteria. LOAD CASE(S) Standard ' 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-92.0, 1-4=-44.0 r Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1,3/' ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in Inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. C2 �' J5 2. Cut members to bear tightly against each c other. 0 3 0 3. Place plates on each face of truss at each L, joint and embed fully. Avoid knots and wane 0 v at joint locations, ' For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C, . 0 plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 1991. at time of 'This symbol indicates the fabrication, required direction of slots In connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and *For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBG 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. TM BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or after truss members or plate without which bearings (supports) occur. MiTek Indus, Ds, Inc. prior approval of a professional engineer, 15, Care should be exercised in handling, erection ® and installation of trusses. N� ® TM HYDRO A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL Job cuss tossI ype - -•Uty Fly 1 C* ' � 1 1 ' M• w R6060509 WESLEY uma cuss -Californiaw Division, a, n , CA y. Job cuss tossI ype - -•Uty Fly 1 C* ' � 1 1 ' M• w R6060509 WESLEY C8 ROOF TRUSS 2 1 I (optional) -w 1 IQ IYlar It! LUV 1 IVII l CIS IIIUUJV IV4� IIIV:IYIVII IYIdy L I 1 • Scale = 1:8.5 1 C* ' � 1 1 M• w • - I 1 3x4 - 3x6 >< 3 11 ' 0-94 2-11-14 0-94 2-2-10 a e, e 'LOADING (psfl SPACING 2-0-0 CSI " DEFL in.. (loc) Udefl -• PLATES GRIP • TCLL • • • � 20. Plates,increase 1.25 TC 0.14 VertLL -0.00 1 >999 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC _ 0.06 :Vert(TQ -0.01 1-3 >999 , BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL), 0.00 2 . n/a BCDL • 10.0 Code ' UBC97/ANSI95 (Matrix) 1 st LC LL Min Udefl = 360 Weight: 8 Ib 'LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.4E s '. ' ' • TOP CHORD Sheathed or 2-11-14 oc purlins. BOT CHORD 2 X 4 SPF 1650F II AE ' z BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEDGE Left: 2 X 4 SPF Std ' ' REACTIONS (Ib/size) 1=151/0-5-8,2=124/Mechanical, 3=27/Mechanical Max Grav 1=151(load case 1), 2=1240oad case 1), 3=54(load case 2) FORCES (lb) - First Load Case Only, TOP CHORD 1-2=35 BOT CHORD 1-3=0 NOTES 1) This truss has been designed for 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. .. 1 2) Refer to girder(s) for truss to truss connections. 3 This truss has been designed with ANSUTPI 1-1995 criteria. rr LOAD CASE(S) Standard w �pONG NO. 9419 ` EXP -30.04 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property .� 13/' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 A building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. `Z J5 2. Cut members to bear tightly against each 0 other. 03. ZC7 Place plates on each face of truss at each joint and embed fully. Avoid knots and wane Oat joint locations. For 4 x 2 orientation, locateC8 4. Unless otherwise noted, location chord splices 4 plates 1 /8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 190/6 at time of 'This symbol Indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 x 4 to slots. Second all respects, equal to or better than the grade perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. �g ��F 13. Do not overload roof or floor trusses with stacks BEARING of construction materials. Indicates location of joints at M 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. v� ® TM HYDRO -A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL Job russ russ Type sa-a 5-3-6 Y. , i 1.5x4 II Scale = 1:36.9 ' R6060510 WESLEY C9 ROOF TRUSS 2 1 - 3x4 2 co o tional Y uma . russ - acomia mesion;. a um ,. s ay i e nus ies;Inc.- on: ay „age+ 6 0 1 t 3x4 - 7 6 5 1 5-2-3 I 10-9-7, <; I 16-0-13 Job russ russ Type sa-a 5-3-6 Y. , i 1.5x4 II Scale = 1:36.9 ' R6060510 WESLEY C9 ROOF TRUSS 2 1 - 3x4 2 co o tional WEBS 2-6=-1055.4-5---181,3-6---820,3-5--441i 2-7=259 , NOTES 1) This truss has been designed.for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, ' UBC -97. 2) Refer to girder(s) for truss to truss connections: w . 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 Ib uplift at joint 5. 4 This truss has been designed with ANSUTPI 1-1.995 criteria. , 'LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 114-92.0.1-15--44.0,5-6-20'10 oQa°`Es�°'�r ONG f r *, NO. 9419 ' EXP -30.04 May 21,2001 5-2-3 , sa-a 5-3-6 i. i 1.5x4 II Scale = 1:36.9 ' ` x 4 .3x4 4.00 FTT 3 M .. 3x4 2 co Y 6 0 3x4 - 7 6 5 3x8 II 1.5x4 II 3x4 - 3x4 = ' 10-9-4� -8-3-8 11-10-0 16-0-13 0-9-4 7-6-4 I 1 3-6-8 4-2-13 I e e ge (psf) SPACING 2-0-0 CSI DEFL in (lo Udefl .PLATES GRIP. 'LOADING TCLL 20.0 Plates Increase 1.25 TC 0.64 VertLL -0.07 1-) >999 M1120 197/144 - TCDL 26.0 Lumber Increase ' .1.25 BC 0.58 VertL -0.16 1-7 >886 • BCLL 0.0 Rep Stress Incr • NO, WB 0.61 . HorzR�) ' 0.01 6 . •n/a BCDL 10.0'.- Code UBC97/ANSI95 1st LC LL Min Udefl = 360 Weight: -63 Ib 'LUMBER - BRACING ". TOP CHORD 2 X 4 SPF 165OF 1.4E TOP CHORD Sheathed or 6-0-0oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.4E, - BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF Std , WEDGE 'Left: 2 X 4 SPF Std t REACTIONS Ob/size) 1=693/0-5-8, 5=-94/Mechanical, 6=1441/0-5-8 Max Uplift 5=-94(load case 1) (lb) - First Load Case Only TOP CHORD 1-2=-670,2-3--326,3-4--O 'FORCES BOT CHORD 1-7=633 6-7=633 5-6=-309 WEBS 2-6=-1055.4-5---181,3-6---820,3-5--441i 2-7=259 , NOTES 1) This truss has been designed.for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, ' UBC -97. 2) Refer to girder(s) for truss to truss connections: w . 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 Ib uplift at joint 5. 4 This truss has been designed with ANSUTPI 1-1.995 criteria. , 'LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 114-92.0.1-15--44.0,5-6-20'10 oQa°`Es�°'�r ONG f r *, NO. 9419 ' EXP -30.04 May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property --go, 13/' _' Center plate on joint unless . Damage or Personal Injury dimensions indicate otherwise. Dimensions are in Inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. C2 C3 J5 2. Cut members to bear tightly against each 0 other. 5 0 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. For 4 x 2 orientation, locateCe a 4. Unless otherwise noted, location chord splices C7 plates 1/8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator, General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8, Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 x 4 to slots. Second all respects, equal to or better than the grade perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension Is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted, continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. M� TM HYDRO A/R ® PANEL CLIP X ©1993 Mitek Holdings, Inc. Job Truss Truss Type Qty Ply 19-0-1 215-10 WESLEY . , C-GRDR.,, ROOF TRUSS 1 3 M1120 197/144 TCDL 26.0 Scale = 1:51.5 4.00 12 "• 10x10= - 3x6 II 10x10 = o tiona Yuma 1 cuss - Galnomla UIviston, La uumia, UA 4.Lul JKl s Nov lb zuuu mi I eK Inausmes, Inc. Mon May Ll 73:za:jz zuul Nage 7 1-11-12 6-8-7 9-8-10 12-8-14 . 17-4-1 19-0-1 215-10 1-11-12 4-8-11 3-0-3 3-0-3 4-7-3 1-8-0 2.6-9 Vert(LL) -0.08 15-16 >999 M1120 197/144 TCDL 26.0 Scale = 1:51.5 4.00 12 "• 10x10= - 3x6 II 10x10 = BCLL 0.0 Rep Stress Incr NO 5x5 4 5 6 5x5 • .' BCDL 10.0 5x5 3 1st LC LL Min Vdefl = 360 Weight: 848 Ib 7 5x5 6x6 2 8 6x6 1 9 6x6 10 n CP m 13 cn 0 m I� 18 17 16 15 14 19 C, 6x6 = 6x8 = 6x8 = 5x8 = 5x5 = 10x10 12x12 . 3x6 /i 12.00 12 12 11 20 3x4 11 1-10-0 8x8 4 'Opt 6-8-7 9-8-10 12-&14 17- 5, 5-13 18-10- 21-6-10 .0-54 ;. 4-10-7 3-0-3 , 3-0-3 4-8-15 14-8 2-85 1-4-8 0 Plate Offsets (X,Y): [4:0-1-12,0-5-121.[6:0-2-12,0.5-121,[12:0-2-4,Edge],[13:0-6-0,0-6-4];[14:0-2-4,0-3-0],[15:0-3.4,0-3-OL [17:0 -2 -4,0 -3 -OL [19:0.5-0,0-5.121 LOADING (pso SPACING 2-0-0 Plate Offsets (X,Y): [4:0-1-12,0-5-121.[6:0-2-12,0.5-121,[12:0-2-4,Edge],[13:0-6-0,0-6-4];[14:0-2-4,0-3-0],[15:0-3.4,0-3-OL [17:0 -2 -4,0 -3 -OL [19:0.5-0,0-5.121 LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) 11defl PLATES GRIP TCLL 20.0 _ Plates Increase 1.25 TC 0.32 Vert(LL) -0.08 15-16 >999 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.75 Vert(TL) 70.16 15-16 >999 BCLL 0.0 Rep Stress Incr NO WB 0.54 Horz(TL) 0.12 11 n/a • .' BCDL 10.0 Code UBC97/ANSI95 . (Matrix) 1st LC LL Min Vdefl = 360 Weight: 848 Ib LUMBER 1 1. .1 BRACING TOP CHORD 2 X 12 DF No.2 TOP CHORD Sheathed or 6.0-0 oc purlins. BOT CHORD 2 X 8 DF No.2 `Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 13-19 2 X 12 DF No.2, 12-13 2 X 10 DF No.2,11-12 2 X 6 DF No.2-G 6-0-0 oc bracing: 19.20,11-12. WEBS 2 X 4 SPF 165OF 1.4E *Except* 1-20 2 X 6 DF No.2-G, 10-112 X 6 DF No.2-G, 6-15 2 X 10 DF No.2 4.17 2 X 12 DF No.2 REACTIONS (Ib/size) 20=11227/0-t-8,11=10022/0-5-8 Max Horz 20=43(load case 4) Max Grav 20=115860oad case 4),.11=10451(load;case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-6340, 2-3=-12185, 3-4=-15546, 4-5=-17077, 5-6=-17077, 6-7=-18366, 7-8=-16795, 8-9---11799,9-10=-6448 BOT CHORD 19 -20= -233,18 -19=6323,17 -18=11416,16 -17=14911,15-16=17500,14-15=15936,13-14=11686,12-13=5595, 11-12=18 WEBS 1 -19=10341,2 -19= -8591,2 -18=8265,4 -16=3874,5-16=-1823,6-16=-756,8-14=6749,8-13=-7402,9-13=10852, 9-12=-9441, 1-20=-10875, 10-11=-10260, 10-12=9133, 3-18=-5471, 3-17=6195, 7-14=-3077, 7-15=3007, 6.15=-3081, 4-17=-5292 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1,3/' ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. C2 C' J5 2. Cut members to bear tightly against each other. Q: 5 �. , 3 0 3. plates on each face of truss at each Place joint and embed fully. Avoid knots and wane Ov at joint locations. For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C7 C6 D plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication, required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transfemng connections to trusses are the responsibility of others unless shown. �r 13. Do not overload roof or floor trusses with stacks BEARING r of construction materials. Indicates location of joints at !MR 14. Do not cut or atter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc, prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. TM HYDRO A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG-NAIL Jo .Truss Ply " Truss Type Qty C-GRDR ; ROOF TRUSS -'. o tional Yuma Truss - California Division, La Quinta, _-4:201 CA - SRI Nov 16 2000 MiTek Industries, Inc: Mon May 21 13:28:32 2001 Page.2 : , �s LOAD CASE(S) Standard j "�' 1 '' • ' - 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 ' Uniform Loads (pIQ C, f ` I Vert: 1-4=-92.0, 4-6=-956.0, 6-10=-92.0, 19-20=-149.6, 13-19=-149.6, 12-13=.-20:0, 11-12=:20.0 ' Concentrated Loads:(Ib) +' Vert: 4=-4200.0 6=-7236.0 - •� • . . j • ?: i }• i WARN/NC'- Verify,dehgn, parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE.USE ,A Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual ' r' building component to be installed and loaded vertically. Applicability of design parameters -and'proper •incorporation of component is responsibility of building designer — not truss designer. Bracing shown is for lateral support of iiidi5idual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance . t regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST-88 Quality Standard, DSB- 89 Bracing Specification, and HIB-91 Handling Installation and Bracing Recommendation available from Truss , Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719 •, _ MiTek Industries, Inc. Ply " r, WESLEY C-GRDR ; ROOF TRUSS -'. o tional Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure t0 Follow Could Cause Property -► 1 s/Q ' Center plate on joint unless Damage Or Personal Injury dimensions indicate otherwise. Dimensions are in Inches. Apply 1, Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. �/8 iA" J5 C2 C3DC.6 2. Cut members to bear tightly against each Q 0 �., 0 other. 3. Place plates on each face of truss at each joint and. embed fully. Avoid knots and wane o8 U at joint locations. For 4 x 2 orientation, locate 4. Unless otherwise noted, location chord splices C8 C, 0 plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 190/6 at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade X perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. !TM BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. TM HYDRO -A/R PANELCLIP ©1993 Mitek Holdings, Inc. GANG -NAIL Job cuss russ- ype 12x12 = 6x8 - 3x6 II 4x6 - y , 0-9-11 6-1-9 5-1-0 4-5-13 4-4-15 Plate e - LOADING (psf) R6060495 WESLEY C -HIP ROOF TRUSS 2 1 Plates Increase 1.25 TC 0.57 Vert(LL) -0.07 10-11 >999 M1120 197/144- TCDL 26.0 optional) BC 0.93 Vert(TL) -0.19 10-11 >999 BCLL 0.0 Rep Stress Incr NO WB 0.88 Horz(TL) .0.01 8 - n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1 st LC LL Min Udefl = 360 Weight: 140 Ib 'LUMBER _ BRACING' TOP CHORD 2 X 4 SPF 165OF 1.4E TOP CHORD Sheathed or 4-4-3 oc purlins. BOT CHORD 2 X 10 DF No.2 BOT CHORD Rigid ceiling directly applied or 3-10-14 oc bracing. uma russ - a.- orma -vision, a um , s , ay MiTek nus -es; nc. ona : y age ' REACTIONS (Ib/size) 6-0/Mechanical,1=930/0-5-15; 8=6700/0-8-8, 7=0/Mechanical 6-11-4- 12-0-4 15-8-4 20-11-0 6-11 -4 I 5-1-0 3-8-0 5-2-12 4x4 — Scale =1:44.4 1 zn ra 6 Job cuss russ- ype 12x12 = 6x8 - 3x6 II 4x6 - y , 0-9-11 6-1-9 5-1-0 4-5-13 4-4-15 Plate e - LOADING (psf) R6060495 WESLEY C -HIP ROOF TRUSS 2 1 Plates Increase 1.25 TC 0.57 Vert(LL) -0.07 10-11 >999 M1120 197/144- TCDL 26.0 optional) U-)4 6 5x8 = 11 12. 10 13 9 8 7 3x10 II 12x12 = 6x8 - 3x6 II 4x6 - 6-11-4' ? 12-0-4' ' 16-6-1 20-11-0 0-9-11 6-1-9 5-1-0 4-5-13 4-4-15 Plate e - LOADING (psf) SPACING 24)-0 CSI DEFL in poc) Udefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) -0.07 10-11 >999 M1120 197/144- TCDL 26.0 Lumber Increase 1.25 BC 0.93 Vert(TL) -0.19 10-11 >999 BCLL 0.0 Rep Stress Incr NO WB 0.88 Horz(TL) .0.01 8 - n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1 st LC LL Min Udefl = 360 Weight: 140 Ib 'LUMBER _ BRACING' TOP CHORD 2 X 4 SPF 165OF 1.4E TOP CHORD Sheathed or 4-4-3 oc purlins. BOT CHORD 2 X 10 DF No.2 BOT CHORD Rigid ceiling directly applied or 3-10-14 oc bracing. WEBS 2 X 4 SPF Std 'Except WEBS 1 Row at m-dpt 2-10 5-10 2 X 4 SPF 1650F 1 AE, 5-8 2 X 6 DF No,2-G 5-7 2 X 4 SPF 1650F 1 AE ' REACTIONS (Ib/size) 6-0/Mechanical,1=930/0-5-15; 8=6700/0-8-8, 7=0/Mechanical Max Horz 6=2399(load case 1), 1=-159(load case 1), 7=-2240(load case 1) Max Grav 1=930(load case 1), 8=6700(load case_1) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-2374,2-3--162,3-4--206,4-5--210,5-6--2519 BOT CHORD 1-11=2410,11-12=2410,10-12=2410,10-13---3241, 9-13=-3241, 8-9=-3241, 7-8=-3241 WEBS 2-11=1433, 2-10=-2595, 410=-129; 5-10=4762, 5-8=-4144, 5-7=1519, 6-7=-782 NOTES f . 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 2 A plate rating reduction of 20% has been applied for the green lumber members. + 3 Refer to girder(s) for truss to truss connections. , 4 This truss has been designed with ANSVTPI 1-1995 criteria. ' Special hanger(s) or connection(s) required to support concentrated load(s) 101 2.01b down at 7-9-0, and 1668.OIb down at 12-10-0 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=l 25 Uniform Loads (plf) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/, ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are In inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. /8- '/a+ C2 C3 J5 2• Cut members to bear tightly against each 0 other. �� 0 c 3. Place plates on each face of truss at each v ` 3 O joint and embed fully. Avoid knots and wane at joint locations. ' For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices CB C7 C6 0 plates 1/8" from outside edge of at 1/4 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol Indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nall Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension Is the width 4 X 4 to slots. Second all respects, equal to or better than the grade perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension Is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBG 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. �r nn BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at IL 14. Do not cut or after truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. Y� ® TM HYDRO A/R ® PANEL CLIP 01993 Mitek Holdings, Inc. GANG-NAILQD Job Truss Truss Type Qty Ply WESLEY . D1,,.: SLOPING FLAT ' , ^ 7 1 ,. ` r (optional) Yuma Truss - California Division, La Quinta, CA 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Mon May 21.1329:03 2001 Page,1 . ' +i -2-1-13 5-10-6 `: 8-8-0 .` 2-1-13 3-8-9 -= 2-9-10 Scale = 1:23.0 s i 0.25 12 ' 3x4 _ 3x4 = 1.5x4 II 2 5x5 = ; 3 4 5 1 •<o 6 0. ao ' 4 9 8 7 6 1.5x4 11 3x4 = 3x4 = 3x4 = 0.8-6 , 4-0-1 r 7-8-11. , 8-8-0 . 0-8-6 3-3-11 3-6-9 0-11-5 Plate Offsets (X,Y): f2:0-2-4,0-2-121 ' LOADING (psl) SPACING 2-0-0 CSI DEFL in Qoc) Well PLATES GRIP TCLL , 20.0 Plates Increase. 1.25 .� a TC 0.16 Vert(LL) 0.01 7-8 >999 MII20 197/144 TCDL 26.0 Lumber Increase' 1.25 t BC 0.18 Vert(TL)• -0.02 7-8 ` >999 BCLL 0.0 Rep Stress Incr ' ';YES'-' WB 0.21 Horz(TL) •0.00 6 n/a ' BCDL 10.0 Code IJBC97/ANSI95 • 1st LC LL Min Vdefl = 360 • Weight: 28 Ib - LUMBER BRACING,. TOP CHORD 2 X 4 SPF 1650E 1.4E TOP CHORD Sheathed or 6.0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650E 1.4E BOT CHORD Rigid ceiling directly applied or 10-" oc bracing! ' WEBS 2 X 4 SPF Std F REACTIONS (Ib/size) 6=396/Mechanical, 2=529/0-7-4 FORCES (Ib) - First Load Case Only " TOP CHORD 1-2=1,2-3--266,3-4--628 , 4-5=0, 5-6=-37, 2-9=7 ' BOT CHORD 8-9=0,7-&-811.6-7=319 ' WEBS 2-8=376, 3-8=-589, 3-7=-198, 4-7=338, 4-Fr---461 ' NOTES 1) Provide adequate drainage to prevent water ponding. ' 2) This truss has been designed for a:10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, �. UBC-97. . 3) Refer to girder(s) for truss to truss connections. 4) This truss has, been designed with ANSVTPI 1-1995: criteria. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASES) , Standard ' Q�QfES�p kq�F nip pONG - * NO. 9419 ' EXP -30-04 ' , ^ Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/, ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in Inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. y8 -.0. C2 C3 J5 2. Cut members to bear tightly against each 0 '�., 3 0 L. other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane O " U at joint locations. Forx 2 orientation, locate a 4. Unless otherwise noted, location chord splices C8 C7 C, 0 t4 plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 x 4 to slots. Second all respects, equal to or better than the grade perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBG 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. im BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or after truss members or plate without which bearings (supports) occur. MiTek Inclus Ds, Inc. prior approval of a professional engineer, ® 15. Care should be exercised in handling, erection and installation of trusses. TM HYDRO -A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL Job Truss Truss Type Qty Ply 7-8-11 WESLEY D1-GRDR SLOPING FLAT 2 _Plate Offsets (X,Y): [2:0-2-4,0-2-12) t ' LOADING (psl) • CSI • (optional),. ' Yuma Truss - Caldorma Division, La Quetta,I( CA 4.201 SRI s Nov 16 2000 MITeIndusines, mc. mon may zn is:zaay zuul rage 1 2-1-13 5-10-6 8-8-0 2-1-13 3-8-9 �' 2-9-10 i •- Scale = 1:23.0 0.25 12 .4 = ' 3x4 = 1.5x4 II 5x5 = . 3 4 5 1 m of ' 9 8 7 1.5x4 11 3x4 = 3x4 = 6 3x4 = May 21,2001 ' 0-8-6' , 4-0-1 � � 7-8-11 8-" 0-8-6 3-3-11 r 3-8-9 0-11-5 _Plate Offsets (X,Y): [2:0-2-4,0-2-12) t ' LOADING (psl) SPACING 2-0-0 CSI DEFL in (loc) Udell PLATES GRIP' TCLL 20.0 Plates Increase 1.25 TC 0.12 - Vert(LL) -6.01 7-8 >999 M1120 197/144 TCDL 26.0 Lumber Increase '1.25 BC 0.14 Vert(TL) -0.02 7=8 >999 i BCLL 0.0 Rep Stress Incr ,' - NO WB 0.18 f Horz(TL) 0.00 6 n/a ' ' BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Well = 360 Weight: 55 Ib LUMBER BRACING - TOP CHORD 2.X 4 SPF 165OF 1.4E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2•X 4 SPF.1650F 1.4E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. ' WEBS 2 X 4 SPF Std t t REACTIONS (lb/size) 6=573Alechanical, 2=788/0.7-4 FORCES (Ib) - First Load Case Only TOP CHORD 1-2=4,2-3--424,34---1040,4-5--47,5-6--92,2-9=-33 ' BOT CHORD 8-9=48,7-8--1193,6-7=617 WEBS 2-8=662,3-8=-834,3-7=-171,4-7=458,4-6=-829 NOTES 1) Provide adequate drainage to prevent water ponding. 2) This truss has been designed for a 10.0.psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, i UBC -97: 3) Refer to girder(s) for truss to truss connections. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) 2 -ply truss to be"connected together with 10d Common(. 148"x3') Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X'4 -1 row at 0-9-0 oc.. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. QaQ�ESS�fp 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.Oft LOAD CASE(S) Standard IF 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 •-" �A Uniform Loads (pll) Vert: 6-9=-44.0, 1-2=-123.2, 2-5=-123.2 NO. 4419 -30-04r` EXP _04 May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/, ' Center plate on joint unless Damage or Personal Injury dimensions Indicate otherwise. Dimensions are In inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. '/a+ O2 J5 2. Cut members to bear tightly against each ZC3L �0 other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane U at joint locations. For 4 x 2 orientation, locate D 4. Unless otherwise noted, location chord splices 6 plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint,) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 1996 at time of 'This symbol Indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and *For tabular plating format refer to the is the responsibility of truss fabricator. General MITek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 x 4 to slots. Second all respects, equal to or better than the grade perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190. spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown, TM BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MITek Industries, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. TM HYDRO A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL Job Truss Truss Type Qty Ply TCLL 20.0 WESLEY D2 SLOPING FLAT 5. - 1, Lumber Increase 1.25 BC 0.88 Vert(TL) -0.82 14-15 >307 BCLL 0.0 Rep Stress Incr NO (optional) ' Yuma I russ - L;aworma UIVISIOn, La uumia,;UA 4.Zu1 1K1 s NOV 10 Zuuu mi I eK maustnes, Inc. mon may Zl 73:Z9:39 zuui. rage i. 2-1-13 5-10-6 9-6-15 13-3-9 17-0-2 + 20-8-11 22-10-8 2-1-13 3.8-9 3-8-9 3.8-9 3-8-9 3-8-9 2-1-13 'Scale= 1:41.1 0.25 12 3x4 = 5x5 = 4x6 = 3x6 = 3x4 3x4 = 2 3 4 5 6 7 18 17 16 15 14 13 12 1.5x4 II 4x6 = 3x4 = 3x4 = 5x5 WB= 3x4 = 3x4 = 3x6 = 3x4 = 5x8 = 8 9 Ul Tr 19Im 0 11 10 4x4 = 1.5x4 II 9-8-6, 4-0-1 7.8-11 11-54 15-1-13 18-10-7 22-10.8 0-8-6 3-3-11 3-8-9 3-8-9 3--9 3-8-9 ` "A ' Plate Offsets (X Y): I2:0-240-2-12LR.0-2-0,0-2-12]L[19:0 1-4,03-0] LOADING (psi) SPACING 14)-0 CSI DEFL s in taoc) Udefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.33 14-15 >768 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.88 Vert(TL) -0.82 14-15 >307 BCLL 0.0 Rep Stress Incr NO WB 0.75 Horz(TL) -0.00 19 n/a ' BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Udefl = 360 Weight: 78 Ib t . LUMBER r BRACING TOP CHORD 2 X 4 SPF 165OF 1.4E , TOP CHORD Sheathed or 2-11-10 oc purfins, except end verticals. BOT CHORD 2 X 4,SPF 1650F 1.4E BOT CHORD Rigid ceffing directly applied or.10-" oc bracing, Except: WEBS 2 X 4 SPF Std 6-0-0 oo bracing: 10-11. ' OTHERS 2 X 4 SPF Std + REACTIONS (lb/size) 2=908/0-74'19=848/Mechanical FORCES (lb) - First Load Case Only ' TOP CHORD 1-2=1, 2-3=-800, 3-4=-3469,4-5=-3467, 5.6=-4602, 6-7=-4410, 7-8=-32048-9=-1165, 10.19=55, 9-19=-782, 2-18=6 .. BOT CHORD 17 18=72 16 17-2339 15 16=4250 14 15=4667 13 14=3943 12 13=3943 11 12-2284 1011-9 WEBS 2 -17=1027,3 -17= -1663,3 -16=1218,5 -16= -858,5 -15=383,6 -15= -75,6-14=-289,7-14=527,7-12=-839,8-12=1059,8-11=-1291,9-11=1355 NOTES , 1) Provide adequate drainage to prevent water ponding. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) Refer to girder(s) for truss to truss connections. 4) This truss has been designed with ANSUTPI 1-1995 criteria. 51 Gao between inside of too chord bearina and first diaaonal or vertical web shall not exceed 0.500in. Symbols PLATE LOCATION AND ORIENTATION 1,3/' " Center plate on joint unless dimensions indicate otherwise. ZC3J5 L. Dimensions are in Inches. Apply �C8 plates to both sides of truss and securely seat. 1/8� 0 Q: O x U a O For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MITek/Gang-Nall Joint/Plate Placement Chart Numbering System J2 J3 J4 TOP CHORDS C2 u ZC3J5 L. �C8 BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE CONNECTOR PLATE CODE APPROVALS The first dimension is the width 4 X 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 dimension is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 4010 continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N �� TM BEARING mi Indicates location of Joints at which bearings (supports) occur. MITek Inclus 'I Ds, Inc. TM HYDRO -A/R ® PANEL CLIP GANG -NAIL A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, location chord splices at 1/4 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 1 W. at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or after truss members or plate without prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses. ©1993 Mitek Holdings, Inc. Job Truss Truss Type Qty Ply PLATES f GRIP WESLEY D2-GRDR SLOPING FLAT 2 2 M1120 197/144 TCDL 26.0 Lumber Increase - 1.25 BC 0.91 ° - Vert(TL) -0.85 14-15 >295 (optional) Yuma Truss - California Division, La Quinta, CA 2, 2� V 5-10-6- 2-1-13 -10-0- 2-1-13 3-8-9' 9-69-6-15 3-8-9 r. 3x4 = 3x6 = 5x5 = 4x6 = _ 4.201 5R1 s Nov 16 2000 MiTeK Industries, Inc. Mon May 21 13.29:57 2001 -Page 1 13-3-9 .17-0-2 20-8-11 22-10-8 3-8-9 3-8-9 3-8-9 2-1-13 Scale = 1:41.1 0.25 12 +` 3x6 = 3x4 = 3x4 = 84 = 5x10 — 18 17 16 15 14 13 12 11 10 1.5x4 II 4x6 = 3x4 = 3x4 = 5x5 WB= 3x4 = 3x6 = 1.5x4 II 3x6 — 9-8-61 4-0-1 7-8-11 11-54 15-1-13 18=10-7 22-10-8 0-8.8 3-3-11 3-8-9. 3-8-9 3-8-9 3-8-9 4.0-1 lf—f¢ 1Y h• D-M9-dn-7-171 M-rj-"n-9-171NQ-n-1-d M -1-M ' LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Vdefl PLATES f GRIP TCLL- 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) -0.3414-15 >731 M1120 197/144 TCDL 26.0 Lumber Increase - 1.25 BC 0.91 ° - Vert(TL) -0.85 14-15 >295 BCLL 0.0 Rep Stress Incr NO WB 0.76 Horz(TL) 70.00 19 n/a - i BCDL - 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 156 Ib LUMBER r , BRACING TOP CHORD 2 X 4 SPF 165OF 1.4E TOP CHORD Sheathed or 4-4-5 oc purlins, except end verticals. - BOT CHORD 2•X 4 SPF 165OF 1.4E BOT CHORD Rigid ceiling directly applied -or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std ' OTHERS 2 X 4 SPF Std ° REACTIONS Ob/size) 2=1939/0-7-4,19=1774/Mechanical FORCES (lb) - First Load Case Only ., • ' TOP CHORD 11-2=41,2-3-1603,34=41160, 4-5=-7154,.5-6=-9547,6-7=-9157;7-8---6643, 8-9---2398,10-19=107, 9-19=-1643: 2-18=37 BOT CHORD 17-18--134,16-17=4910,15-16--8918,14-15--9790 13-14--827i,12-13--8277,11-12=4815,'10.11=44 WEBS 2-17=2071, 3-17=-3575, 3-.16=2423, 5-16=-1932, 5-15=683, 6-15=-277, 6-14=-711, 7-14-990, 7-12=-1857, 8.12=2101, 8-11=-2792, 9-11=2758 NOTES ' 1) Provide adequate drainage to prevent water ponding. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. , 3) Refer to girder(s) for truss to truss connections. 4) This truss has been designed with ANSUTPI 1-1995 criteria. ' 5) 2 -ply truss to be connected together with 10d Common(.148"x3') Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc.- Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc.6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. rNO. LOAD CASES) Standard 1) Regular: Lumber Increase=1.25, Plate Incrase=1.25 Uniform Loads (pit) > EXP Vert: 10-18=44.0,1-2=-123.2, 2-9=1123.2,9=19=-52.0 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1 3/4 ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. /8- -♦ /e+ C2 Q J5 2. Cut members to bear tightly against each c other. 3r MN 3 0 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane O�� " v at joint locations. For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C7 C, plates 1 /8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of "This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width all respects, equal to or better than the grade 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12, Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks BEARING of construction materials. Indicates location of joints at` 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. N� TM HYORO A/R G PANEL CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL Job russ russ I ype . 2 y 4.00 rT2- ' 3 R6060515 WESLEY E1 ROOF TRUSS 1 1 1(optional) • ' 1 5x5 3-11-13 5 1.5x4 I I 5x6 11 uma russ - California Division, La Quinta, CA, 4.201 SR1 s IV ay 18 2001 MiTekIndustries, Inc. Mon May 21 1age `' a e e -1-5A 1 3-11-13 4X6 Jl 3 1-5-0 3-11-13 4 SPACING 2-0-0 CSI DEFL Scale =1:14.7 Job russ russ I ype . 2 y 4.00 rT2- ' 3 R6060515 WESLEY E1 ROOF TRUSS 1 1 1(optional) • 1 r- 1 2 4.00 rT2- ' 3 r� • ' 1 5x5 3-11-13 5 1.5x4 I I 5x6 11 3-11-13 a e e (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl PLATES GRIP.' 'LOADING TCLL 20.0 Plates Increase 1.25 TC 0.03 Vert(LL) -0.01 2-5 >999 ;. M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.12 Vert(TL) -0.03 2-5 >999 BCLL 0 0 Rep Stress Incr YES WB 0.02 Horz(TL) 000 5 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1 st LC LL Min Udefl = 360 Weight: 34 lb 'LUMBER 4 BRACING • TOP CHORD 2 X 12 DF No.2 ri TOP CHORD Sheathed or 3-11-13 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. y WEBS 2 X 4 SPF Std + SLIDER • Left2 X 4 SPF Std 1-10-10 REACTIONS (Ib/size) 2=38810-5-8,5--185/Mechanical j FORCES (lb) - First Load Case Only TOP CHORD 1-2=45,2-3--.124,3-4=33 71 BOT CHORD 2-5=0 r t V WEBS 4-5=-147 NOTES' 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, - UBC -97. 2? Refer to girder(s) for truss to truss connections. 3) This truss has been designed with ANSUTPI 1-1995 criteria. LOAD CASE(S) Standard + Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1 3/4 ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in Inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. /8• 1/8+ C2 C3 J5 2• Cut members to bear tightly against each 0 other. 0 �., L 0 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane pat joint locations. For 4 x 2 orientation, locate 4. Unless otherwise noted, location chord splices � C, 0 plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol Indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nall Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots, Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown, BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MITek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. v� ® TM HYDRO -A/R ® PANEL ©1993 Mitek Holdings, Inc. CLIP GANG -NAIL Job runs russ Type y • R6060516 WESLEY E10 ROOF TRUSS 1 1 . ` o ti uma cuss -California ivision, a um , s ay MiTek Industries;Inc. on may age S� 6-11-14• 1 13-8-4 21-9-3 29-0-2 I �0-2-0 36-11-9 � 6-11-14 6-8-6 7-7-15 7-7-15 , 1-1-14 6-9-9 ' 0.25 FT2- Scale= 1:61.4 3x4 11 5x8 ' 3x10 = 4.00 (TT `j- 14 4 5x5 = 5 6 3x4 2 a 5x5 o ' 1 � LL rM ' 13 12 11 10 9 8 7 1.5x4 ii 4x4 = 3x10 = 3x6 = 1.5x4 11 1.5x4 II 3x8 = ' I 6-11-14 I 13-8-4 1 21-4-3 29-0-2 �0-2-4 36-11-9 6-11-14 6-8-6 7-7-15 7-7-15 1-1-14 6-9-9 Plate e ge. {z LOADING (psf)' ; SPACING t,.:2 O 0 CSI DEFL in (loc) •.Vdefl ... ,' :;; , PLATES GRIP TCLL 20.0 Plates Increase -;... 1.25. TC 0.55 Vert(LL) -0.11 8-9 >929 M1120- 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.67 Vert(TL) -0.23 8-9 , >460' BCLL 0.0 Rep Stress Incr NO WB 0.83 Horz(TL) 0.02 9 n/a BCDL 10.0 Code UBC97/ANSI95 1st LC LL Min Udefl = 360. Weight: 173 lb 'LUMBER BRACING TOP CHORD 2 X 6 DF No.2-G TOP CHORD Sheathed or 5-0-8 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F IIAE * BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF Std 'Except . - WEBS 1 Row at midpt 4-9 2 X 4 SPF 1650E 1 AE,1-12 2 X 4 SPF 165OF 1.4E '6-8 REACTIONS (Ib/size) 7=370/Mechanical, 13=1149/0-5.8,,9=1899/0-5-8 FORCES (lb) - First Load Case Only e TOP CHORD 1-2=-1688.2-3---998,34---948,4-5---54:5-6---54,6-7=-360, 1-13=-1080 CHORD 12-13---0,11-12=1602,10-11=-197,9-10=-197,8-9--197,7-8--O ; 'BOT WEBS 2-12=-95, 2-11=-724, 3-11=-432, 3-14-0, 411=1448, 5-8=-408, 6-8=319,1-12=1618,;49=-1748, 4-8=310 NOTES 1 Provide adequate drainage to prevent water ponding. •• 2� This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live load_ s per Table No. 16-13, -97. 'UBC 3 A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. S�) This truss has been designed with ANSI/TPI 1-1995 criteria. 6 Special hanger(s) or connection(s) required to support concentrated load(s) 72.01b down at 13-10-0 on top chord. Design for unspecified is delegated to the building designer. ' connection(s) ' LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) • Vert: 1-3=-92.0, 3-6=-92.0, 7-13=-20 0 ' Concentrated Loads (lb) Vert: 3=-72.0 t - OQa�E11 '00t4c yG NO. 9419 EXP -30-04 onal Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/, ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide. copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. � /s+ C2 J5 2. Cut members to bear tightly against each ZC3L 0 c �0 other. 3. Place plates on each face of truss at each v joint and embed fully. Avoid knots and wane at joint locations. For 4 x 2 orientation, locate 4. Unless otherwise noted, location chord splices C8 0 plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol Indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. PIatP type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. TM �� BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at� 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. TM HYDRO-A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG-NAIL Job russ russ ype 8 y �. ' 1.5x4 II 4x4 = 3x8 - 3x6 - 7 uma russ - a i omia ivision, a . R6060517 WESLEY E11 ROOF TRUSS 1 1 13-8-4 21-4-3 28-2-0 I 36-11-9 5-3-15 6-11-14 " (optional) 11 10 9 8 7 6 ' 1.5x4 II 4x4 = 3x8 - 3x6 - 7 uma russ - a i omia ivision, a wn , s ay MiTek Industries,Inc. on May age, . , 19-0-3 1 21-4-3 28-2-0 13-8-4 21-4-3 28-2-0 I 36-11-9 5-3-15 6-11-14 " 6-8-6 7-7-15 6-9-13 8-9-9 1 0.25 FT2- = • SPACING 2-0-0 Scale =1:61.2 CSI. 5x8 DEFL in (loc� Udefl , PLATES GRIP TCLL 20.0 Plates Increase: 1:25 4x4 — 5x5 = 11 10 9 8 7 6 ' 1.5x4 II 4x4 = 3x8 - 3x6 - 3x4 - 1.5x4 II ' 6-11-14 ( 13-8-4 19-0-3 1 21-4-3 28-2-0 I 36-11-9 I 6-11-14 6-8-6 5-3-15 2-4-0 6-9-13 8-9-9 Plate e ge, - _ 'LOADING (psf) = • SPACING 2-0-0 CSI. DEFL in (loc� Udefl , PLATES GRIP TCLL 20.0 Plates Increase: 1:25 TC 0.69. VertLL -0.18 6- >575 M1120 • •197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.64 '. Vert(TL) -0.37 6-7 >288 r . BCLL 0.0 Rep Stress Incr . NO WB' 0.99 Horz(TL) 0.01 6 , n/a BCDL 10.0 Code UBC97/ANSI95 1st LC LL Min Udefl = 360 Weight 153 Ib 'LUMBER BRACING TOP CHORD 2 X 6 DF No.2-G TOP CHORD Sheathed or 5-8-9 oc purlins, except end verticals. . BOT CHORD 2 X 4 SPF 165OF 1.4E BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing, Except: WEBS 2 X 4 SPF Std *Except* 6-" oc bracing: 7-9. . '1-10 2 X 4 SPF 1650F 1.4E REACTIONS (Ib/size) 6=280/Mechanical,11=984/00.5-8; 7=1930/0-5=8 ; WEBS 1 Row at midpt 5-7. FORCES (lb) - First Load Case Only TOP CHORD 1-2=-1326,2-3---568,34---540,4-5--341.5-6---191,1-11=-916" : 'BOT CHORD 10-11=-0, 9-10=1258, 8-9=-341, 7-8=-341, 6-7=0 WEBS 2-10=-45,2-9=-795,3-9--466,3-12=0, 4-9=1281,1-10--1271.4-7=-1565,5-7=-407 NOTES 1) Provide adequate drainage to prevent water ponding. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with -any other live loads per Table No. 16-B, 'UBC -97. 3) A plate rating reduction of 20% has been applied for the green lumber members. .� 4 Refer to girder(s) for truss to truss connections. . This truss has been designed with ANSUTPI 1-1995 criteria. 6 Special hanger(s) or connection(s) required to support concentrated load(s).72.01b down at 13-10-0 on top chord. Design for 'unspecified connection(s) is delegated to the building designer., LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=-92.0, 3-5=-92.0, 6-11=-20.0 Concentrated Loads (lb) Vert: 3=-72.0 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Proper/ 13/' ' Center plate on joint unless Damage or Personal Injury dimensions Indicate otherwise. Dimensions are in Inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. Va/a+ C2 J5 2. Cut members to bear tightly against each 0 other. 03. ZC7DC.6 Place plates on each face of truss at each joint and embed fully. Avoid knots and wane OU at joint locations. For 4 x 2 orientation, locate 4. Unless otherwise noted, location chord splices O plates 1/8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J 1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator: General MITek/Gang-Nall Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension Is the width all respects, equal to or better than the grade 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 specified. dimension Is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. TM BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MITek Indus, I as, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses. M� ® TM HYDRO A/R PANEL ©1993 Mitek Holdings, Inc. • CLIP GANG-NAIL Job cuss cuss Type y i R6060518 WESLEY E12 ROOF TRUSS 1 1 (optional) 'Yuma cuss -,California iwsion, a wn , s ay i e nus es; nc: on May age ,. 6-11-14 13-8-4 1 21-4-3 ; 26-2-0 36-11-9 I I i 6-11-14 6-8-6 � 7-7-15 4-9-13 10-9-9 - . 0.25 � Scale =1:61.2 5x8 y 3x4 - 5x5 - ' 4.00 FTT `�'r 2 3x4 4 5 O 2 0 5x5 y 1 1 11 10 - 9 8 7 6 ' 1.5x4 I I 4x4 - 3x8 - 3x6 - 1.5x4 II 3x4 - 6-11-14 13-8-4 I 17-0-3 1 I 21-4-3 26-2-0 • 36-11-9 l 6-11-14 6-8-6 3-3-15 I 4-4-0 4-9-13 —i 10-9-9 I -late e ge, 1 LOADING (psf) -,..;SPACING 2-0-0. CSI - DEFL in (loc� ,• Udefl -PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.68 ' Vert(LL) -0.18 6 >575 M1120: 197/144.-,- 26.0 Lumber Increase 1.25 BC 0.64 -0.37 Vert(TL)-0.37 6-7 >288 - BCLL 0.0 Rep Stress Incr ' NO WB 0.97 '• Horz(TL) 0.01 6 n/a BCDL 10.0 Code UBC97/ANSI95 1 st LC LL Min Udefl = 360 Weight: 14511b 1 LUMBER :r. BRACING TOP CHORD 2 X 6 DF•No.2-G TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.4E;, BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2 X 4 SPF Std *Except* 6-0-0 oc bracing: 7-9. 2 X 4 SPF 165OF 1.4E 'WEBS 1 Row at midpt 5-7 '1-10 REACTIONS (Ib/size) 6=309/Mechanical,11=870/0-5-8, 7=1792/0-5-8 �. ` FORCES 0b) - First Load Case Only TOP CHORD 1-2=-1073.2-3---269 , 3 4==256, 4-5--297, 5-6---220, 1-11= 801 BOT CHORD 10-11=-0,9-10--1017,8-9=-297,7-8---297,6-7=0 WEBS 2-10=-10, 2-9=-845, 3-9=-461, 3-12=0, 4-9=1079,1-10=1028; 4-7=-1476; 5-7=-354 NOTES 1 Provide adequate drainage to prevent water ponding. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. 3 A plate rating reduction of 20% has been applied for the green lumber members. 1 4 Refer to girder(s) for truss to truss connections.. 5 This truss has been designed ANSI/TPI 1-1995 with criteria. 6 Special hanger(s) or connection(s) required to support concentrated load(s):72.0Ib down at 13-10-0 on top chord. Design for ' unspecified connection(s) is delegated to the building designer. 1 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase --1.25 Uniform Loads (plf) Vert: 1-3---92.0, 3-5=-92.0, 6-11=-20.0 Concentrated Loads (lb) 1 + Vert: 3=-72.0 . OQ 0� * E 1 _3�9 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1 3/, ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 A building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. 1/8, '/a+ `� 2. Cut members to bear tightly against each 0 other. 3. Place plates on each face of truss at each O vZXbJ5 joint and embed fully. Avoid knots and wane at joint locations. For 4 x 2 orientation, locate 4. Unless otherwise noted, location chord splices c8 c, 0 plates 1/8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 199' at time of "This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. TM HYDRO A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL (optional) o cuss runs Type 3x4 2 0 R6060519 WESLEY E13 ROOF TRUSS 1 1 1 M 1 13 12 11 109 8 7 1.5x4 II 4x4 - 3x8 = 3x6 - 3x4 - 1.5x4 11 Yuma russ- a i omia ivision, 'a um , s ay MiTek •Inc. on ay age 6-11-14 6-8-6 1.3-15 6-4-0 2-9-13 12-9-9 4 6-11-14 13-8-4 21-4-3 '.; 24-2-0 36-11-9 DEFL in (Ioc) Udefl ; x •: ;.PLATES •-, •GRIP 6-11-14 6-8-6 r 7-7-15 1 2-9-13 12-9-9 TC 0.50. Vert(LL) =0.07 11-12 >999 M1120 197/144 3x4 — 0.25 rT2- Scale =1:68.1 Lumber Increase 1.25 BC 0.54 5x8 BCLL 0.0 o cuss runs Type 3x4 2 0 R6060519 WESLEY E13 ROOF TRUSS 1 1 1 M 1 ' 4.00 F1'£ 3x4 = 5x5 - 4 5 6 ml 3x4 2 0 5x5 1 M 1 13 12 11 109 8 7 1.5x4 II 4x4 - 3x8 = 3x6 - 3x4 - 1.5x4 11 3x4 - ' 6-11-14 13-8-4 15-0-� 21-4-3 24-2-0 36-11-9 6-11-14 6-8-6 1.3-15 6-4-0 2-9-13 12-9-9 Plate e ge, 'LOADING (psf) SPACING ...,-2-M CSI DEFL in (Ioc) Udefl ; x •: ;.PLATES •-, •GRIP TCLL• 20.0 Plates Increase, 1.25 TC 0.50. Vert(LL) =0.07 11-12 >999 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.54 Vert(TTL) -0.16 11-12 >999 BCLL 0.0 Rep Stress Incr NO WB 0.78 :- Horz(TL) 0.01 • 7 n/a BCDL 10.0 _ Code UBC97/ANSI95 1 st LC LL Min Udefl = 360 Weight: 148 lb 'LUMBER BRACING • TOP CHORD 2 X 6 DF No.2-G TOP CHORD Sheathed or 6.0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied.or 10-0-0 oc bracing, Except: WEBS 2 X 4 SPF Std 'Except 6.0-0 oc bracing:1 11. 2 X 4 SPF 1650F 1.4E WEBS < 1 Row at midpt 2-11.5-10 '1-12 REACTIONS (Ib/size) 7=317/Mechanical,13=742/0-5-8,10=1688/0-5-8 ' FORCES 0b) - First Load Case Only TOP CHORD 1-2=-790,2-3--65.34--62,4-5--286,5-6---79,6-7=-290;•1-13---673 CHORD 12-13---0,11-12=750,10-11=-286.9-10=79,8-9--79,7-8--O 'BOT WEBS 2-12=28, 2-11=-900, 3-11=-467, 3-14=0, 4-11=963, 5-8=-80, 5-10=-495,1-12=757;4-10=-1278, 6-8=186 NOTES 1 Provide adequate drainage to prevent water ponding. 2; This truss has been designed for a.10.0 psf bottom chord live load nonconcurrent with, other live loads per Table No. 16-B, -97. 'UBC 3 A plate rating reduction of 20% has been applied for the green lumber members. 0. 4 Refer to girder(s) for truss to truss connections.. . 5 This truss has been designed with ANSVTPI 1-1995 criteria. 6 Special hanger(s) or connection(s) required to support concentrated load(s) :72.01b down at 13-10-0 on top chord. Design for _, •, unspecified connection(s) is delegated to the building designer. ' LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ppIf) 1-3=-92.0, 3-6=-92.0, 7-13=-20.0 'Vert: Concentrated Loads (lb) Vert: 3=-72.0 Ice �Q0 YG * NO. 4419 ' EXP -30-04 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1 3/4 ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. /8•/a� C2 C3 J5 2. Cut members to bear tightly against each 0 other. 5 0 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane o8 v at joint locations. 'For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C, 0 plates 1/8" from outside edge of at 114 panel length (t6•• from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 1991. at time of 'This symbol Indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unlessotherwise Indicates location of required SBCCI 87206, 86217, 9190 noted. 4010 continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses, N�TM HYDRO A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL Job russ I russ I ype Qty ply DEFL in (loc) Udell :. „PLATES aGRIP. ' TCLL 20.0 r Plates Increase - R6060520 WESLEY E14 ROOF TRUSS 1 1 TCDL •. 26.0 • Lumber Increase 1.25 BC 0.61 Vert(TL) . -0.27 5-7 >365 (optional) . ua ..a w o w a a� ., . , . or .. �uv •n cn n uw 11b. ...... IYlar'L I` IJ.JO.VV LVV I raun i ' I 6-11-14 a ^ 13-8-4 21-4-3 2�-2 �0 36-11-9 1 6-11-14 6-8-6 a 7-7-15 " 0-9-13 14-9-9 0.25 FTT Scale= 1:61.2 5x8 5 y � 5:, ' 9 8 7 6 5 1.5x4 II 4x4 = 3x8 = 3x6 = 1.5x4 II 6-11-14 1 13-0-3 1 �- ,A 21-4-3 22-2-0 36-11-9 6-11-14 6-0-5 0-8-1 7-7-15 0-9-13 14-9-9 Plate e ge, 1-8 2 X 4 SPF 1650F 1.4E ` ' REACTIONS (lb/size) 5=279/Mechanical, 9=659/0-5-8, 7=1583/0-5-8 FORCES 0b) - First Load Case Only TOP CHORD 1-2=-609,2-3--280,34--266,4-5---198,1-9---591 . 'BOT CHORD 8.9=-0, 7-8=578, 6-7=0, 5-6=0 t• WEBS 2-8--53,2-7=-935,3-7=-845.3-10--0,4-7=-324,1-8--584 NOTES 1) Provide adequate drainage to prevent water ponding. 2 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, , 'UBC -97. 3 A plate rating reduction of 20°b has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. - 5 This truss has been designed with ANSUTPI 1-1995 criteria. " 6 Special hanger(s) or connection(s) required to support concentrated load(s) 72.OIb down at 13.10-0 on top chord. Design for 'unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIf) I Vert: 1-3=-92.0, 3-4=-92.0, 5-9=-20.0 Concentrated Loads (lb) Vert: 3=-72.0 LOADING (psf): SPACING 2-0-0 CSI DEFL in (loc) Udell :. „PLATES aGRIP. ' TCLL 20.0 r Plates Increase - 1.25 TC 0.79 - VertLL -0.13 5-R >729 M1120 • • A97/144 TCDL •. 26.0 • Lumber Increase 1.25 BC 0.61 Vert(TL) . -0.27 5-7 >365 `. BCLL 0.0 Rep Stress Incr Code UBC97/ANSI95 NO WB •0.58 Horz(TL) 0.01 5 n/a BCDL 10.0 1 st LC LL Min Udefl = 360 Weight:118 Ib 'LUMBERBRACING TOP CHORD 2 X 6 DF No.2-G ATOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD , Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std *Except* WEBS 1 Row at midpt 2-7.4-7 1-8 2 X 4 SPF 1650F 1.4E ` ' REACTIONS (lb/size) 5=279/Mechanical, 9=659/0-5-8, 7=1583/0-5-8 FORCES 0b) - First Load Case Only TOP CHORD 1-2=-609,2-3--280,34--266,4-5---198,1-9---591 . 'BOT CHORD 8.9=-0, 7-8=578, 6-7=0, 5-6=0 t• WEBS 2-8--53,2-7=-935,3-7=-845.3-10--0,4-7=-324,1-8--584 NOTES 1) Provide adequate drainage to prevent water ponding. 2 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, , 'UBC -97. 3 A plate rating reduction of 20°b has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. - 5 This truss has been designed with ANSUTPI 1-1995 criteria. " 6 Special hanger(s) or connection(s) required to support concentrated load(s) 72.OIb down at 13.10-0 on top chord. Design for 'unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIf) I Vert: 1-3=-92.0, 3-4=-92.0, 5-9=-20.0 Concentrated Loads (lb) Vert: 3=-72.0 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1 3/Q ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. V8+ C2 C3 J5 2. Cut members to bear tightly against each a other. 0 � �� , LC6 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane '' " v at joint locations. 4 x 2 orientation, locate aFor 4. Unless otherwise noted, location chord splices C, 0 plates 1 /8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19go at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator, General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dion is the width dimension imen to slots. Second 4 4 all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. �R TM �� BEARING Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or after truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. TM HYDRO A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG-NAILQP May 21,2001 Job russ russ Type y , R6060521 WESLEY • E15 ROOF TRUSS 1 1 (optional) uma russ'-California Division, a wn ; s ay M!Tek Industries;Inc: on May :. age j i 6-11-14 13-8-4 20-2-0, I i 36-11-9 6-11-14 6-8-6 i 6-5-12 16-9-9 0.25 fT'£ , Scale = 1:60.6 5x8 - 5x5 4.00 (-T2- � 3x4 � 1 4 r O 2 0 7x8 1 o to 1 10 9 8 7 6 5 3x4 11 4x4 = 3x8 = 3x6 = 3x4 11 6-11-14 12-8-8 }3-8� 20-2-0 36-11-9 6-11-14 5-8-10 0111-12 i 6-5-12 16-9-9 Plate e k LOADING (psf) -SPACING =_ : 2-0-0 CSI . DEFIL in poc Udefl i• PLATES + .. .GRIP' TCLL 20.0 Plates Increase - 1.25 TC 0.65 Vert(LL) -0.04 5-9 >999 MI120 : 197/144: TCDL 26.0. Lumber Increase 1.25 BC 0.60 Vert(TL) -0.13 5-7L >680 BCLL 0.0 Rep Stress Incr NO WB 0.88 Horz(TL) 0.02 5 n/a BCDL 90.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Mir! Udefl = 360 Weight: 110 Ib LUMBER " BRACING"• TOP CHORD 2 X 6 DF No.2-G TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.4E BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing. WEBS 2 X 4 SPF Std 'Except WEBS 1 Row at midpt 4-5 1-10 2 X 4 SPF 1650F 1.4E,1-9 2 X 4 SPF 165OF 1.4E ' REACTIONS (Ib/size) 5=887/Mechanical,10=983/0-5-8, 8=429/0-5-8 FORCES (lb) -First Load Case Only TOP CHORD 1-2=-1522,2-3---789,34---665,4-5---796.1-10=-894 BOT CHORD 9-10=426, 8-9=1351,7-8=1351, 6-7=33, 5-6=33 ` 'WEBS 2-9=-61, 2-7=-767, 3-7=-522, 3-11=0, 4-7=846,1-9--934 NOTES n �r 1) Provide adequate drainage to prevent water ponding. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, ' 'UBC-97. � A plate rating reduction of 20% has been applied for the green lumber members. 4 Refer to girders) for truss to truss connections. This truss has bbeen designed ANSUTPI 1-1995 with criteria. . • 6 Special hanger(s) or connection(s) required to support concentrated load(s) 72.01b.down at 13-10-0 on top chord. Design for is delegated building designer. unspecified connection(s) to the LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3---92.0.3-4---92.0;5-10---20.0 ' ' Concentrated Loads (lb) Vert: 3=-72.0 d E OQa �pONG �. NO. 9419 *, -• EXP -3004 May 21,2001 May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure t0 FOIIOW Could Cause Property Center plate on joint unless Damage Or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1, Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. �/8• 1/18+ C2 C3 J5 2. Cut members to bear tightly against each 0 other. �. 3 0 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane 0 �y 0 at joint locations. For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C8 C7 �, D plates 1 /8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MITek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91.28 specified, dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design, LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI - 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR .870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. �"^ BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MITek Industries, Inc. prior approval of a professional engineer, 15. Care should be exercised in handling, erection ® and installation of trusses. TM HYDRO A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG-NAIL May 21,2001 Job russ russ Type R6060522 tional WESLEY E16 ROOF TRUSS 1 1 , OP Yuma russ- California Division, a um , s ay i e n us ies,Inc. on May . age- . ' 6-11-14 13-8-4 18-2-0 36-11-9 6-11-14 6-8-6 4-5-12 18-9-9 0.25 rT'£ Scale =1:60.6 5x8 = 4.00 FTT `nr 5x5 - 4 t ' 3x4 O 2 IN 4 7X8 1 ' 9 8 7 6 5 3x4 II 4x4 - 3x8 - 1.5x4 II ' 6-11-14 1 12-8-8 13-8:0 18-2-0 36-11-9 1 6-11-14 5-8-10 0111-12 45-12 18-9-9 Plate e LOADING (psf) - r " SPACING •r• .2-0-0 CSI DEFL in Qoc) Udefl ' PLATES ;GRIP TCLL 20.0 Plates Increase 1:25 TC 0.85 Vert LL -0.04 8- >999 M1120 197/.144 TCDL 26.0 Lumber Increase 1.25 BC 0.49 Ve*L; -0.10 8-9 >999 BCLL 0.0 Rep Stress Incr NO WB 0.97 +° Horz(TL) 0.02 5 n/a ' BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1 st LC LL Min Udefl = 360 Weight: 102 Ib �LUMBER BRACING ' •• TOP CHORD 2 X 6 DF No.2-G ` TOP CHORD Sheathed or 6-0-0 oc purlins; except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std *Ex t* 1-9 2 X 4 SPF 1650E 1.4E,1-8 2 X 4 SPF 165OF 1.4E ' REACTIONS (Ib/size) 5=770/Mechanical, 9=904/0-5-8, 7=400/0-5-8 FORCES 0b) - First Load Case Only TOP CHORD 1-2=-1361,2-3---563,3-4---441,4-5---689,1,9=-820 BOT CHORD 8-9=399,7-8--1200.6-7=1200,5-6--17 WEBS 2-8---30,2-6---U3,3-6--491,3-10=0, 4-6=699,1-8=809 NOTES 1 Provide adequate drainage to prevent water Ponding. 2 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No:16-B, -97. 'UBC 3 A plate rating reduction of 20% has been applied for the green lumber members. 4 Refer to girder(s) for truss to truss connections.. 5 This truss has been designed with ANSUTPI 1-1995 criteria. 6 Special hanger(s) or connection(s) required to support concentrated load(s).72.01b down at 13-10-0.on top chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf). Vert: 1-3---92.0.3-4=-92.0,5-9---20.0 Concentrated Loads (lb) Vert: 3=-72.0 OPa�Ek9[ �pONG y� �• * NO. 4419 ' EXP -30.04 May 21,2001 tional May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/' ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. 1/8/a+ C2 C3 J5 2. Cut members to bear tightly against each 0 other. 0'�., 3 0 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane 8 v at joint locations. ' For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C8 C, C, 0 plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 191/o at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade X perpendicular BOC/ 86-93,85-75,91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBG 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. TM BEARING Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. �®, ®TM HYDRO -A/R PANEL CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL Job Truss Truss Type Oty Ply TCLL 20.0. WESLEY E17 , ,- ._, ., ROOF TRUSS M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.10 84 >999 BCLL 0.0 Rep Stress Incr NO (optional) Yuma I russ - Galnomla uivision, La uum[a, uA 4.ZU1 SKI s Nov 1b ZUUU MI Iex industries, Inc. Mon May 21 14:40:442001 Page 1 6-11-14 13-8-4 16-2-0 i 6-11-14 6-8-6 2-5-12 0.25 12 Scale= 1:45.3 r ' 9 8 7 6 5 3x4 11 4x4 = 3x10 = 1.5x4 11 6-11-14; 12-8-8 ;I3 -8:A 16-2-0. 6-11-14 5-8-10. 0-11-12 '2-5-12 Plate Offsets (X.Y): 13:0-6-14.0.0-61.r4:0-2-8.0-3-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc). 11defl PLATES GRIP TCLL 20.0. Plates Increase 1.25 , TC 0.52 Verl(LL) -0.04 8-9 >999 .,' M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.10 84 >999 BCLL 0.0 Rep Stress Incr NO WB 0.42 Horz(TL) 0.02 5 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min 11defl = 360 Weight: 94 Ib LUMBER BRACING TOP CHORD 2 X 6 DF No.2-G TOP CHORD Sheathed or 6-0-0 oc purlins; -except end verticals., BOT CHORD 2 X 4 SPF 1650F 1,4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc.bracing. WEBS 2 X 4 SPF Std *Except* WEBS 1 Row at midpt 2-6 ' 1-9 2 X 4 SPF 165OF 1 AE, 1-8 2 X 4 SPF 165OF 1,4E », ( REACTIONS (Ib/size) 5=634/Mechanical, 9=823/0-5-8, 7=393/0-5.8 , Max Grav 5=6340oad case 1), 9=8230oad case 1), 7=419(load case 2) FORCES Ob).- First Load Case Only " TOP CHORD' 1-2=-11i88.2-3=-339,3-4=-225, 4-5---529,1-9=-741 BOT CHORD 8-9=377, 7-8=1037, 6-7=1037, 5.6=11 ' WEBS 2-8=2,2-6=-900,3-6---504.3-10--0,4-6--571, 1-8=667 NOTES 1) Provide adequate drainage to prevent water ponding. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. ' 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) This truss has been designed with ANSUTPI 1-1995 criteria 6) Special hanger(s) or connection(s) required to support concentrated load(s) 72.01b down at 13-10-0 on top chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) ` Vert: 1-3=-92.0, 3-4=-92.0,5-9---20.0 1 Concentrated Loads (lb) Vert: 3=-72.0 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/' ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in Inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. C2 C3 J5 2. Cut members to bear tightly against each c 0 �., 0 other. 3. Place plates on each face of truss at each 3 joint and embed fully. Avoid knots and wane O�U at joint locations. ' For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C8 C, C, O plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS Jl J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol Indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MITek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade X perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING11. ICBO 1591, 1329, 4922 Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or after truss members or plate without which bearings (supports) occur. MITek Industries, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. v� ® TM HYDRO A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL Job russ russ Type CSI y in (loc Udefl i:.PLATES GRIP TCLL 20.0 Plates Increase R6060524 WESLEY E18 ROOF TRUSS , 1 1 1 TCDL 26.0 Lurnber Increase 1.25 BC ' 0.32 Vert(TL) (optional) >999 BCLL 0.0 Rep Stress Incr 'NO WB 0.48 Horz(TL) 0.01 4 n/a BCDL .. 10.0 - Code UBC97/ANSI95 (Matrix) , 1 st LC LL uma russ - Calitomia ivision,-L& Quinta, s IV ay 1 U 2001 MiTeknus ies;. nc. Mon May age I 6-11-14. —13-8-4- 14-�-0 36-11-9. 6-11-14' 6-8.8 , 0-5-12 22-9-9 I — Scale — 1:60.6 3 Job russ russ Type CSI y in (loc Udefl i:.PLATES GRIP TCLL 20.0 Plates Increase R6060524 WESLEY E18 ROOF TRUSS , 1 1 1 TCDL 26.0 Lurnber Increase 1.25 BC ' 0.32 Vert(TL) (optional) ' 4.00 rT£ `nrVIM 3x4 2 C 004 7x8 o ro 7 6 5 4 3x4 II 4x4 - 3x4 - 14-2-0 ' 6-11-14 12-8-8 13-844 I 36-11-9 6-11-14. 5-8-10 0-11-12 22-9-9 0-5-12 M 0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc Udefl i:.PLATES GRIP TCLL 20.0 Plates Increase 1.25 .. TC 0.47 Vert(LL) -0.04 6-9 >999 0-- MII20. ••.:197/144 TCDL 26.0 Lurnber Increase 1.25 BC ' 0.32 Vert(TL) -0.09 6-7 >999 BCLL 0.0 Rep Stress Incr 'NO WB 0.48 Horz(TL) 0.01 4 n/a BCDL .. 10.0 - Code UBC97/ANSI95 (Matrix) , 1 st LC LL Min Udefl = 360 'Weight: 75 Ib LUMBER BRACING .: TOP CHORD 2 X 6 DF No.2-G TOP CHORD Sheathed or 6-0-0 oc puffins 'except end verticals. BOT CHORD 2 X-4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS: 2 X�4 SPF Std'Except* - WEBS 1 Row at midpt . 2-4 1-7 2 X 4 SPF 1650E 1.4E,1-6 2 X 4 SPF 1650F 1.4E REACTIONS (Ib/size) 7=757/0-5-8, 4=697/Mechanical, 5=152/0-5-8 Max•Grav 7=757(load case 3), 4=697Qoad case 1); 5=256Qoad "case 2) FORCES 0b) - First Load Case Only ' TOPCHORD 1-2=-1069,2-3--60,1-7=-680 BOT CHORD, 6-7=339,5-6--928,4-5--928 2-6=30,1-6=596, 3-4=-323, 3-8=0, 2-4=-1029 'WEBS NOTES ` 1) This truss has been checked for unbalanced loading conditions. 2 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. ' 3 A plate rating reduction of 20% has been applied for the green lumber members. _+.. 4 Refer to girder(s) for truss to truss connections. This truss has been designed with ANSUTPI 1-1995 criteria. 6 Special hanger(s) or connection(s) required to support concentrated load(s) 72.01b down at 13-10-0 on top chord. Design for J unspecified connection(s) is, delegated to the building designer. , LOAD CASE(S) Standard �. 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) • Vert:1-3=-92.0, 4-7=-20.0 Concentrated Loads (lb) Vert: 3---72.0 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/' ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. 1/8+ C2 C3 J5 2. Cut members to bear tightly against each 0 other. CY 0Nat 3. Place plates on each face of truss at each `� 3 O joint and embed fully. Avoid knots and wane O joint locations. For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C8 C7 C, 0 plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 1996 at time of 'This symbol Indicates the fabrication. required direction of slots In connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, otherwise notedif no ceiling is installed, unless continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. BEARING 13. Do not overload roof or floor trusses with stacks © of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. TM HYDROA PANCLIP EL ©1993 Mitek Holdings, Inc. GANG -NAIL o russ russ ,yPe y . R6060525 WESLEY E19 ROOF TRUSS 1 1 a . optional) uma russ -California Division, a wn , s ay MiTek Industries.,Inc. on ay age 6-11-14 13-8-1 36-11-9 ' 1 + 1 e 6-11'-14 - 6-8-3 R f to 23-3-8 6 Y' — Scale — 1:60.6 1, ' 4 3x4 4.00 3 . � , - 3x4 2 7x8 d Lh rM 6 5 4 ' 3x4 11 4x4 - 3x4 = I 6-11-14 1 12-8-8 13-8-1,36-11-9 1 6-11-14 5-8-10 0-11-9 23-3-8 LOADING (p SPACING %• •:2-0-0 CSI' DEFL in (loc) Udefi PLATES GRIP TCLL 20.0 Plates Increase •-'. 1.25. TC 0.46. Vert(LL) -0.06 4-5 >999 M1120' 197/144- TCDL 26.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.13 4-5 >999 BCLL` 0.0 Rep Stress Incr NO WB 0.45 :. Horz(TL) 0.01 4 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) -1st LC LL Min Udefl = 360 Weight: 72 Ib LUMBER BRACING TOP CHORD 2 X 6 DF No.2-G TOP CHORD Sheathed orb-0-0 oc purlins; except end verticals. BOT CHORD •2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-O,oc bracing: WEBS 2 X4 SPF Std *Except* WEBS 1 Row at midpt 2-4 1-6 2 X 4 SPF 1650F 1.4E,1-5 2 X 4 SPF 165OF 1.4E REACTIONS (Ib/size) 6=7.49/0-5­8,4=821 /Mecha.nical, 4=821 /Mechanical FORCES (lb) -First Load Case Only TOP CHORD l-2=-l056,2-3--56,l-6---679 i • BOT CHORD •5.6=331, 4-5=915 WEBS -2-5--60,1-5--590,24---1023,3-4---310 ' NOTES 1 This truss has been checked for unbalanced loading conditions, z 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-97. 3 A plate rating reduction of 20% has been applied for the green lumber members. . . 4 Refer to girder(s) for truss to truss connections.. ' This truss has been designed with ANSI/TPI 1-1995 criteria. 6 Special hanger(s) or connection(s) required to support concentrated load(s) 72.Olb down at 13-10-0 on top chord. Design for unspecified connection(s) is delegated to the building designer. 'LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads.(plf) Vert: 1-3=-92.0, 4-6=-20.0 . Concentrated Loads (Ib) ' Vert: 3=-72.0 F . OQ40fES,�p/� ONG * NO. 4419 ' i EXP -3x(14 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Case Property -� 13/, ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. 1/8, . 8+ ` J5 2. Cut members to bear tightly against each ZC3L 0 c c other. 3. Place plates on each face of truss at each 0 0 joint and embed fully. Avoid knots and wane at joint locations:aFor 4 x 2.orientation, locate 4. Unless otherwise noted, location chord splices C8 0 plates 1/8" from outside edge of at 1/4 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol Indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MITek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 x 4 to slots. Second all respects, equal to or better than the grade perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or after truss members or plate without which bearings (supports) occur. MITek Industries, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. TM HYDRO A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL Job cuss cuss Type.QIV M 5x5 X6 11 7 6 R6060526 WESLEY E2 ROOF TRUSS. 1 1 8-9-12 8-9-12 , optional() Yuma Truss - a i orma Division, a um , CA 150 •1-5-0 —w 1 �n.i .a may +v wV rrvu en uiuuau+ns;:uic: rvivn may:c + +jao:vo•[uu i rage 1 4-4-14 l 8-9-12 4-4-14 4-4-14 3x6 11 Scale = 1:27.3 5 ' u� 1 2 . M 5x5 X6 11 7 6 1.5x4 11 3x4 - ' 8-9-12 8-9-12 , - r. (psf) SPACING 2-0-0' CSI 'DEFL in (loc , Udefl . V PLATES a GRIP. ,LOADING . TCLL 20.0 Plates Increase 1.25 TC 0.05 Vert(LL) -0.01 >999 M1120 . 197/144 TCDL 26.0 Lumber Increase' 1'.25' BC 0.20 =Vert(TL) -0.02 . 6-7 >999 BCLL 0.0 Rep Stress Incr tiYES WB 0.22 Horz(TL) 0.01 6 n/a BCDL 10.0 Code UBC97/ANS195 1st LC LL Min Udefl = 360 Weight: 71 Ib LUMBER BRACING TOP CHORD 2 X 12 OF No:2 + TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.4E WEBS 2 X 4 SPF Std' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing: SLIDER Left 2 X 4 SPF Std 2-3.2 ' REACTIONS (Ib/size) 2=6.29/0-5-8,6--485/Mechanical + FORCES(Ib) - First Load Case Only TOP CHORD 1-2=-8.2-3--'549,3-4---549,4-5---O BOT CHORD 2-7=476,6-7=476 WEBS 4-7=87,5-6---189,4-6---540 • NOTES 1) This truss has been designed for a 10:0 psf bottom chord live load nonconcuirent with. any other live loads per Table No. 16-B,' UBC -97. '2 Refer to girder(s) for truss'to truss connections. 3; This truss has been designed.with ANSVTPI 1-1995 criteria. LOAD CASE(S) Standard w Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/ ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. '/8 V8+ C2 C3 J5 2. Cut members to bear tightly against each 0 0 w., 30 other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane O�y U at joint locations. For 4 x 2 orientation, locate O_ 4. Unless otherwise noted, location chord splices C8 C, C, D plates 1/8" from outside edge of at 114 panel length (±6" from adjacent joint,) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 x 4 to slots. Second all respects, equal to or better than the grade perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown, BEARING©� 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at i 14. Do not cut or after truss members or plate without which bearings (supports) occur. N MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection 0 and installation of trusses. TM HYDRO A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL May. russ russ ype Job y. R6060527 WESLEY E20 ROOF TRUSS ' o tional ' Yuma russ -,California ivision; a um , s ay MiTek nus es,Inc: on. ay � age ' 6-11-14 13-8-4 15-8-1 36-11-9 6-11-14 6-8-6 1-11-13 21-3-8 0.250T2 Scale = 1:62.8 5x5 - ' 5x8 , 4.00 (i2- J 0 3x4 ; 2 0 r 7x8 1 r 9 8 7 6' S 3x4 II 4x4 - 1.5x4 II 3x8 = 1 6-11-14 12-M 113-84415-8-1 I 36-11-9 ' 6-11-14 5-8-10 0-11-12 21-3-8 1-11-13 ae e 'LOADING (psf), ,. .;SPACING 2 0 0 CSI DEFL -in (loc) Udefl i;o PLATES .GRIP TCLL 20.0 Plates Increase • 1.25 TC 0.58 Vert(LL) -0.04 7-8 >999 M1120 197/144 TCDL 26.0 Lumber.lncrease 1.25 BC 0.36 Vert(rL) -0.1,1 7-8 >999 p BCLL 0.0 Rep Stress Ince NO WB ' 0.56 Horz(TL) 0.00 5' n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1 st LC LL Min Udefl = 360 Weight: 92 Ib 'LUMBER BRACING TOP CHORD 2 X-6 OF No.2-G TOP CHORD Sheathed or 6-0-0 oc purlins,F except end verticals. ' BOT CHORD 2 XA SPF 1650F 1.4E ;� BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing, Except: WEBS 2 X 4 SPF Sid'ExcepY 6-0-0 oc bracing: 8-9. 1-9 2 X 4 SPF 1650E 1.4E, 1-8 2 XA SPF 1650F 1.4E WEBS 1 Row at midpt 4-5,2-6 ' REACTIONS (Ib/size) 5=925/Mechanical, 9=869/0.5-8, 7=0/0-5-8 Max Horz 9=759(load case 1), 7=-759(load case 1) , FORCES(lb) - First Load Case Only �. CHORD 1-2=-1306, 2-3=-429; 3-4=-307, 4-5=-923,1-9=-794 'TOP BOT CHORD 8-9---337,7-8--388.6-7=1147,5-6--10 WEBS 2-8. 27, 2-6=-928, 3-6=-465, 3-10=0, 4-6=1007, 1-8=732 NOTES f 1 Provide adequate drainage to prevent water Ponding. 2) This truss has been designed for 10.0 bottom live load with live loads Table No. 16-B, ' a psf chord nonconcurrent UBC-97. any other per 3 A plate rating reduction of 20% has been applied for the green lumber membeis. 4 Refer to girders) for truss to truss connections. 5 This truss has been designed ANSI/TPI 1-1995 with criteria. 6 Special hanger(s) or connection(s) required to support concentrated load(s) 72.Olb down at 13-10-0 on top chord. Design for ' unspecified connection(s) is delegated to the building designer' LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase--1.25 Uniform Loads (plo " ' Vert:1-3=-92.0,3-4---92.0,5-9=-20.0 Concentrated Loads (lb). Vert: 3=-72.0 OPa�E�11 a * NO. 4919 'EXP -3044 May. russ russ ype y. R6060527 WESLEY E20 ROOF TRUSS ' o tional ' 21,2009 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1 3/4 - Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in Inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties, Ile � � 'K cz C3 J5 2. Cut members to bear tightly against each 0 other. 0 4. 0 3. Place plates on each face of truss at each v ' 3 0 joint and embed fully. Avoid knots and wane " v at joint locations. For 4 x 2 orientation, locate O 4. Unless otherwise noted, location chord splices ca C, C6 plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS _ J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and *For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 x 4 to slots, Second all respects, equal to or better than the grade perpendicular Rn_ C'A 86-93, R.5-7.5, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. TM BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Indus, as, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. v� ® TM HYDRO A/R 0 PANEL ©1993 Mitek Holdings, Inc. - CLIP GANCa-NAIL May 21,2001 1 Job Truss Truss Type Qty Ply • WESLEY , . E21 ROOF TRUSS 1 1 • ` optional) 1 Yuma Truss - California Division, La Quinta, CA 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Mon May 21 14:41:14 2001 Page 1 1-1-6-0 , 6-11-14 13-8-4 f 17-8-1 1-6-0 6-11-14 6-8-6 3-11-13 1 Scale = 1:50.6 0.25 12 ' 10x14 4.00 F12 4 v11 5x5 = N 1 3 2 1 5x5 5x5 6x8 II 10 9 8 7 1.5x4 I I 3x8 = 1.5x4 I I 6-11-14 12-8-8 13-8-417-8-1 6-11-14 5-8-10 0-11-12 3-11-13 ` Plate Offsets ()(,Y): [2:0-0-15,Edgej,[4:0-4-10,0-5-31,[5:0.4-0,0-2-3];[6:0.2-8,0-3-81 I' LOADING (psf) SPACING 2-0-0 CSI DEFL + in Qoc) . I/defl PLATES GRIP TCL'L 20.0 ". Plates Increase 1.25' TC 0.29 ' Vert(LL) -0.04 9-10. >999 M1120 197/144 ; TCDL 26.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0110 9-10 >999 BCLL 0.0 Rep Stress Incr NO WB'. 0.61 Horz(TL) 0.00 7 n/a 1 BCDL 10.0 Code UBC97/ANS195.' (Matrix) 1st LC LL Min Udefl = 360 Weight: 120 Ib LUMBER BRACING TOP CHORD 2 X 6 DF No.2-G `Except t , TOP CHORD Sheathed or 6-0-0 oc purlins,•=except end verticals. 1-4 2 X 12 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BOT CHORD 2 X 4 SPF 1650E 1.4E .. 6-0-0 oc bracing: 2-10. ' WEBS 2 X 4 SPF Std WEBS 1 Row at midpt 6-7, 4 8 ^ SLIDER Left 2 X 4 SPF Std 3-6.9 ' REACTIONS Ob/size) 7= 1031 /Mechanical, 2=1155/0.5-8, 9=0/0-5-8 t Max Horz2=1468Qoad case 1), 9=-1468Qoad case 1) 1 FORCES (Ib) - First Load Case Only TOP CHORD 1-2=-13,2-3---1733,3-4---1503,4-5---758,5-6---614,6-7=-1003 BOT CHORD 2-10---3,9-10=4,8-9=1472 ; 7-8=7 • ' WEBS 4-10=141, 4-8=-937, 5-8=-422, 5-11=0, 6-8=1093 NOTES 1) Provide adequate drainage to prevent water ponding. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. 3) A plate rating reduction of 20% has been applied for the green lumber members. t 4) Refer to girder(s) for truss to truss connections. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. 6) Special hanger(s) QaQfES�[p or connection(s) required to support concentrated load(s) 72,01b down at 13-10-0 on top chord. Design for ` ' unspecified connection(s) is delegated to the building designer. GQON ryG �t� W LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads NO. 9919 *' (plf) - 1 -30-04. Vert: 1-5=-92.0, 5-6=-92.0,2-7=-20.0 Concentrated Loads (lb) Vert: 5=-72.0 ■ � � ret tf0a� May 21,2001 May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1 3/, ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. 1/8. cs J5 2. Cut members to bear tightly against each 0 other. 0 �. tc.6 ZC7 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. For 4 x 2 orientation, locate 4. Unless otherwise noted, location chord splices ce O plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MITek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86=93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. im imP 13. Do not overload roof or floor trusses with stacks BEARING of construction materials. location of joints at NaIndicates M ` 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MITek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. TM HYDRO A/R ® PANEL CLIP 01993 Mitek Holdings, Inc. GANG-NAILQD May,21,2001. • r. Job cuss - runs ype, - y .. R6060529 WESLEY E21A ROOF TRUSS .. • 1 1 • (optional) 'Yuma russ -California Division, a um ,, s ay MiTek nus ies;Inc. on ay ager 6-11-14 13-8-4 18-6-11 36-11-9 ' 6-11-14 ' 6-8-6 4-10-7 18=4-14 • 0.25 F T ' 1 Scale = 1:60.6 r _ 5x8 = r {#� 5x5= 4.00 FT2 , r. 0 4 � ; '3x4. 0 2 N 7x8 s d ' 9 8 �+ 7 6 5 3x4 11 4x4 = 3x8 = 3x4 11 ' l 6-11-14 12-8-8 13-8-� 18-6-11 36-11-9 6-11-14 t 5-8-10 0-11-12 4-10-7 18-4-14 I-late e LOADING (psf) SPACING 2-0-0. CSI DEFL in (loc Udefl PLATES GRIP ;+ TCLL 20.0 Plates Increase -.1.25 TC . 0.92 Vert(LL) -0.04 >999 M1120 197/144 TCDL .26.0 Lumber Increase 1.25 BC ; 0.51 - Vert(TL) -0.10 8-9 >999 -' BCLL 0.0 Rep Stress Incr NO WB '0.95 Horz(TL) 0.02 5 n/a ." r BCDL 10.0 Code UBC97/ANS195, ... ' (Matrix) t; ;' 1 st LC LL Min Udefl = 360 Weight: 103 Ib LUMBER BRACING",- RACING',-TOP TOPCHORD 2 X 6 DF No.2-G . , ' BOT CHORD 2 X}4 SPF 165OF 1.4E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals.. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std 'ExcepY ` 1-9 2 X 4 SPF 1650E 1.4E,'14 2 X 4 SPF 1650F 1.4E ; ' REACTIONS (Ib/size) 5=794/Mechanical, 9=920/0-5-8, 7=404/0-5-8 FORCES(Ib) - First Load Case Only. f - TOP CHORD 1-2=-1393.2-3--=607,3-4---484,4-5---712.1-9---835 BOT CHORD 8-9=404, 7-8--1230,'6-7=1 230, 56=19 ' 'WEBS 2-8=-36, 2-6=-830, 3-6=-495, 3-10=0, 4-6=726, 1-8=835 r' NOTES 1) Provide adequate drainage to prevent water ponding. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-97. ' 3 A plate rating reduction of 20% has been applied for the green lumber members. .. Refer to girders) for truss to truss connections. This truss has bbeen designed with ANSUTPI 1-1995 criteria. 6 Special hangers) or connections) required to support concentrated load(s) 72.01b down at 13-10-0 on top chord. Design for unspecified connection(s) is delegated to the building designer. ' LOAD CASE(S) Standard - 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads ( If) Vert: 1-�-92.0, 3.4=-92.0; 5-9=-20.0 ' Concentrated Loads (lb) Vert: 3=-72.0 - - ONG * Na 9919 EXP -30.04 . CAO. . May,21,2001. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/, • Center plate on joint unless Damage or Personal Injury dimensions Indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. C3 J5 2. Cut members to bear tightly against each 0 other. �. 0 , 3 0 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane OU at joint locations. 'For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C, C, O plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol Indicates the fabrication. required direction of slots In connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MITek/Gang-Nall Joint/Plate Placement Chart . WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 x 4 to slots. Second all respects, equal to or better than the grade perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or after truss members or plate without which bearings (supports) occur. MITek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. M� TM ® PANEL HYDRO-A/R CLIP ©1993 Mitek Holdings, Inc. GANG-NAILQD Job Truss Truss Type Oty Ply 3x4 11 WESLEY E22 ROOF.TRUSS 1 1 CHANGE .. `6-11-14 12-8-8 13-8-1 19$-1 6-11714 ' 5-8-10 0-11-12 ''. _ 5-11-13 (optional) I ulna I Iua - Vdlllul and uIviblull, " ldUnlld, l.M •t.LU 1 JR 1 S NOV 10 LUUU NII 1 eK Inausmes, Inc. Mon May zi 14:41:3/ luul #-age 1 y , 1-1-6-0 1 6-11-14 13-8-4 19 8-1 I I , 1-6-0 ' 6-11-14 6-8-6 5-11-13 Scale = 1:55.3 0.25F12 T 0 W 6x811 --- -- '10 9 8 7 1.5x4. II 3x8 = 3x4 11 - 1 , .. `6-11-14 12-8-8 13-8-1 19$-1 6-11714 ' 5-8-10 0-11-12 ''. _ 5-11-13 Plate Offsets (X,Y): [2:0-0-15,Edgel, [4:0-0-11,0-5-41,[5:0-4-0,0-2-31,[6:0-2-8;0-3-81 ` LOADING (psf) SPACING 24)-0 CSI DEFL in (loc) Vdefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Y Vert(LL) -0.04 9-10 >999 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.10 9-10 >999 BCLL 0.0 Rep Stress Incr - NO WB 1.00 + Horz(TL) 0.00 7 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st.LC LL Min t/def1= 360 Weight: 128 Ib LUMBER BRACING TOP CHORD I X 6 DF No.2-G'Except' TOP CHORD Sheathed or 6-0-0 oc purlins,, except end verticals. 14 2 X 12.DF'No.2 BOT CHORD Rigid ceiling directly applied or"10-0-0 oc bracing, ; Except: BOT CHORD 2 X 4 SPF 165OF 1.4E r 6-0.0 oc bracing: 2-10. t WEBS 2 X 4 SPF Std WEBS 1 Row at midpt 6-7 SLIDER Left 2 X 4 SPF Std 3-6.9 c REACTIONS (Ib/size) 7=1138/Mechanical, 2=1272/0-5-8, 9=0/0-5-8 Max Horz2=1714(load case 1), 9=-17140oad,case 1) FORCES (Ib) -,First Load Case Only TOP CHORD 1-2=-13, 2-3=-2004, 3-4=-1773, 4-0=-1079, 5-6--�-926, 6-7=-1084 ' BOT CHORD 2-10=-3,9-10=4,8-9=1717,.7-8--19. WEBS 4-10=138, 4-8=-869, 5-8=413, 5-11=0, 6-8=1267 NOTES 1) Provide adequate drainage to prevent water ponding. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. - ' 5) This truss has been designed with ANSVTPI 1-1995 criteria. 6) Special hanger(s) oonnection(s) load(s) PaO�E or required to support concentrated 72.Olb down at 13-10-0 on top chord. Design for unspecified connection(s) is delegated to the building designer. `QONCs YG �t LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-92.0, 5-6-92.0.2-7=40.0 Concentrated Loads (lb) Vert: 5=-72.0 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1 3/, ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. C2 C3 2. Cut members to bear tightly against each Va o" other. 0 ZXbJ5 0 3. Placeplates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. For 4 x 2 orientation, locate 4. Unless otherwise noted, location chord splices C7O plates 1/8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 1996 at time of 'This symbol indicates the fabrication, required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE J preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MITek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. �r �^^ "La�1 13. Do not overload roof or floor trusses with stacks BEARING gii of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MITek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses. TM ® PANEL HYDRO A/R ©1993 Mitek Holdings, Inc. CLIP GANG-NAILQD Job Truss Truss Type Qty Ply WESLEY E23 • ROOF TRUSS;: 1 1 • - CHANGED - ' o tional Yuma Truss - California Division, La Quinta; CA 4.201 SR1. s Nov 16 2000 MiTek Industries.. Inc. Mon May 21 14:42:16 2001 Page 1 ' -1-6-0, 7-3-15 13-8-4 * 214-3 21r$-1 36-11-9. 1-6-0 7-3-15 6-4-5 7-7-15 0-3-14 15-3-8 Scale = 1:60.5 n' 0.25F12 ' 4.00 12, 5x8"- 10x14 3 0 5x6 6 6 2 �1 6x8 11 5x5 5x5 11 10 9 8 7 ' 1.5x4 I I 3x10 = 3x6 = 3x4 11 - 73-15 12-8-8'. 1.3-8:f21-4-3 21r$-1 36-11-9 73-15 + 5=4-9 0-11-12 7-7-15 03-14 15-3-8 Plate Offsets MY): [2:0-0-15,Edge],[4:0-3-14,0-5-01,[6:0-3=0,0-3-81 ' LOADING (psf) SPACING 2-0-0 CSI DEFL in Doc) Udefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.76' Vert(LL) -0.08 7-9 >999 M1120 197/144 + TCDL 26.0 Lumber Increase 1.25. BC 0.534 Vert(TL) -0.17 7-9' >613 BCLL 0.0 Rep Stress Incr YES WB 0:82 Horz(TL) 0.00 7: n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Udell = 360 Weight: 1371b LUMBER BRACING ' TOP CHORD :2 X 6 DF No.2-G'Ezcept' TOP CHORD Sheathed or 6-0-0 oc purlins,= except and verticals: 1-4 2 X 12'DF No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing, Except:. BOT CHORD 2 X 4 SPF.1650F 1.4E 6-0-0 oc bracing: 2-11. WEBS 2 X 4 SPF Std WEBS 1 Row at midpt 6-7 SLIDER Left 2 X 4 SPF Std 3-8-11 REACTIONS (lb/size) 7=1200/Mechanical, 2=1363/0-5-8, 10=0/0-5-8 . Max Hort 2=1860(load case 1),10=-18600oad case_ 1) t ' FORCES 0b) - First Load Case Only TOP CHORD 1-2=-13.2-3---2142,3-4---2027,4-5---1329,5-6--'1184.6-7=-1121 BOT CHORD 2=11=-3, 10-11=3, 9-10=1863, 8-9=41, 7-8=41 ' WEBS 4-11=133, 4-9=-767, 5-9=-362, 5.12=0, 6-9=1410 , NOTES 1) Provide adequate drainage to prevent water ponding. 2) This truss has been designed for a 10.0 psf bottom choid live load nonconcurrent,with any other live loads per Table No. 16-B, " UBC -97. ' 3) A plate rating reduction of 20% has been applied for the green lumber members. , 4) Refer to girder(s) for truss to truss connections.• 5) This truss has been designed with ANSUTPI 1-1995 criteria..'10 QaQfE$�fp G YG LOAD CASE(S) Standard �F"O ♦- ,* NO., 4919 EXP -3004 Job Truss Truss Type Qty Ply WESLEY E23 • ROOF TRUSS;: 1 1 • - CHANGED - ' o tional t May 21,2001 Symbols PLATE LOCATION AND ORIENTATION 1 3/4 ' Center plate on joint unless dimensions indicate otherwise. Dimensions are in Inches. Apply plates to both sides of truss and securely seat. For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol indicates the required direction of slots In connector plates. 'For tabular plating format refer to the MiTek/Gang-Nail Joint/Plate Placement Chart 0 c O x U CL R Numbering System J2 J3 J4 TOP CHORDS C2 C3 J5 u 3 y�y U ca C7 ce BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE CONNECTOR PLATE CODE APPROVALS The first dimension is the width 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 dimension is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 continuous lateral bracing. WISC/DILHR 876040-N, 930013-N, 910080-N �� ,rn BEARING M! Indicates location of joints at which bearings (supports) occur. MiTek Industries, Inc. N� ® TM HYDRO -A LIP /R ® CPANEL GANG -NAIL A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, location chord splices at 114 panel length (±6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss members or plate without prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses. ©1993 Mitek Holdings, Inc. Job Truss Truss Type Qty Pty 36-11-9 WESLEY E24 ROOF TRUSS. 0-11-12 84-12 1-7-1 13-0-8 Plate Offsets (X,Y): [2:0.0-15,Edge],[4:0-3-12,0-5-01;[5:0-4-12,0.2-8],[7:0-3.7,0 3.81,'19:0-2-4,0-2-8],[13:0-6-8,0-2-01 (optional) CHANGED - r urns r puss - %.amo1ma.viwsion, La %.tumia, --A q.cu i art? s Nov io zuuu MI I eK Inausmes; mc. Mon May 11 14:41:33 zuul Page 1. r1 6-0 7-3-15 13-8-4 21-7-0 23-8-1 , 36-11-9 1-6-0 � 7-3-15- 64-5 7-10-12 2-1-1 13-M Scale = 1:70.4 0.25F12 _ 4.00 12 " , 5x12 = 3x4 11 7x8 = 6x8 11 ' 5x5 15 14 13 12 11 t0 1.5x4 II 1.5x4 11 4x1.4 = 3x6 = 6x8 = 1.5x4 II ' LUMBER r BRACING ; TOP CHORD, 2 X 6 DF No.2-G *Except* TOP CHORD Sheathed or 5-11-12 oc purlins, except end verticals: 14 2 X 12'DF No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing, Except: BOT CHORD 2 X 4 SPF 1650F 1.4E : 6-0-0 oc bracing: 2-15. ' x WEBS 2 X 4 SPF Std ; . WEBS 1 Row at midpt 7-8.5-9 SLIDER Left 2 X'4 SPF Std 3-8-11 REACTIONS (Ib/size) 8= 1321/Mechanical, 2=147510-5-8,14--0/0-5-8 t ' Max Horz2=2110(load case 1); 14=-2110(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-13,2-3---2415,3-4---2300.4-5---1625,5-6---582, 6-7=-569,7-8=-1283 ' BOT CHORD 2-15---2,14-15--3,13-1,4--2113,12-13--", 11-12=44, 10=11=0, 8.9=14 WEBS 4-15--126.4-13---736.5-13--299,5-16--0,5-9---1014,9-1 1=81, 6-9=-567, 7-9=1444,9-13--1418 NOTES 1) Provide adequate drainage to prevent water ponding. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) A plate rating reduction of 20% has been applied for the preen lumber members. 7-3-15 12-8-8 " 1a -8-p 22-1-0 23-8-1, 36-11-9 7-3-15• 54=9 0-11-12 84-12 1-7-1 13-0-8 Plate Offsets (X,Y): [2:0.0-15,Edge],[4:0-3-12,0-5-01;[5:0-4-12,0.2-8],[7:0-3.7,0 3.81,'19:0-2-4,0-2-8],[13:0-6-8,0-2-01 ' LOADING (psl) SPACING 24)-0 CSI DEFL in (loc) Well PLATES GRIP TCLL 20.0 Plates Increase ' 1.25 TC 0.30' Vert(LL) -0.12 11-13 -999 M1120 i 197/144 TCDL 26.0 Lumber Increase - 1.25 BC 0.62 ' Vert(TL) -0.26 11-13 >486 BCLL 0.0 Rep Stress Incr- YES WB 0.80 Horz(TL) 0.02 8 n/a BCDL 10.0 Code r UBC97/ANSI95 (Matrix) 1st.LC LL Min Well = 360 Weight: 162' Ib ' LUMBER r BRACING ; TOP CHORD, 2 X 6 DF No.2-G *Except* TOP CHORD Sheathed or 5-11-12 oc purlins, except end verticals: 14 2 X 12'DF No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing, Except: BOT CHORD 2 X 4 SPF 1650F 1.4E : 6-0-0 oc bracing: 2-15. ' x WEBS 2 X 4 SPF Std ; . WEBS 1 Row at midpt 7-8.5-9 SLIDER Left 2 X'4 SPF Std 3-8-11 REACTIONS (Ib/size) 8= 1321/Mechanical, 2=147510-5-8,14--0/0-5-8 t ' Max Horz2=2110(load case 1); 14=-2110(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-13,2-3---2415,3-4---2300.4-5---1625,5-6---582, 6-7=-569,7-8=-1283 ' BOT CHORD 2-15---2,14-15--3,13-1,4--2113,12-13--", 11-12=44, 10=11=0, 8.9=14 WEBS 4-15--126.4-13---736.5-13--299,5-16--0,5-9---1014,9-1 1=81, 6-9=-567, 7-9=1444,9-13--1418 NOTES 1) Provide adequate drainage to prevent water ponding. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) A plate rating reduction of 20% has been applied for the preen lumber members. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Center plate on joint unless Damage Or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. 1/8„ V" C2 J5 2. Cut members to bear tightly against each 0 other. 0 �.0 ZL 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. For 4 x 2 orientation, locate 4. Unless otherwise noted, location chord splices 0 plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 190/. at time of "This symbol Indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension Is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design, LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or after truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. ® 15. , Care should be exercised in handling, erection and installation of trusses. M� ® TM HYDRO-A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. - GANG-NAIL May 21,2001 Job Truss Truss Type Qty Ply ... CHANGED WESLEY E25 ROOF TRUSS 1 .1 (optional) Yuma Truss - California Division, La Quinta, CA ' 0 4.201 SRI s Nov 16 2000 MiTek Industries, Inc. Mon May 21 14:43:04 2001 ' Page 1 1-0 7-3-15 13-8-4 21-4-3 23-7-0 25=8-1 36-11-9 1-6-0 7-3-151 6-4-5 7-7-15 2-2-13 2-1-1 11-3-8 Scale = 1:75.9 -0.25 12 4.00 12 5x8• 3x8 = 3x4 11.5x5 = ' r 10x14 � '11 4 17 ,9 6 7 8 C _ 3 2 c 0 ,g Io Io 5x5 ' 5x5 6x8 II 10 9 16 15' 14 13 1211 1.5x4 11 % 1.5x4 11 3x8 = 3x6 = 3x4 = 6x8 = 1.5x4 II ti, 73-15; 13.8-4 13,9=4 21-4-3 24-1-0 25-0-1, 36-11-9 73-15 6-4-5 0-1-0 7-6-15 2-8-13 1-7-1 11-3-8 Plate Offsets 0(.Y): [2:0-0-15,Edge1,[4:0-4-1,0-5-01,[5:0-6-8,0-0-71,[8:0-2-8,03-81,[10:0-2-8,0-2-121 ' LOADING (psi) SPACING 2-0-0 CSI DEFL in Qoc) Vdefl PLATES 1 GRIP TCLL 20.0 Plates Increase 1.25 .. TC 0.43 ` , Vert(LL) -0.1013-15 -999 M1120 197/144' TCDL 26.0 Lumber Increase : 1.25 BC 0.47 Vert(TL) -0.20 13-15 >708 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL)' 0.02 9 n/a BCDL 10.0 Code ' UBC97/ANSI95 1st LC LL Min Vdefl = 360 Weight: 175 lb ,' LUMBER BRACING TOP CHORD.2 X 6 DF No.2-G •Except• ` . TOP CHORD Sheathed or 640-0 oc purlins, except end'verticals' , 1-4 2 X 12 DF No.2 '• BOT CHORD., Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 4 SPF 165OF 1.4E WEBS 1 Row at midpt 415, 6-15 WEBS 2 X 4 SPF Std r- f SLIDER Left 2 X 4 SPF Std 348-11 REACTIONS (Ib/size) 9=526/Mechanical, 2=811/0-5-8, 15=1683/0.5-8 FORCES (lb) - First Load Case Only ; TOP CHORD 1-2=-6,2-3---646,3-4::i-646,45--306,53--289,6-7=-175,7-8=-;69,8-9---507 BOT CHORD 2-16--572,15-16--578,14-15--2i2,13-14--212,12-13--s, 11-12=0, 9-10=0 , WEBS 4-16--138,4-15---963,5-15---746,6-17=0, 6 -13=4;.8-10=448,6-15=-628,10-12=34,7-10=-192,10-13=227,6-10=-85 NOTES 1) Provide adequate drainage to prevent water ponding. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC 97. 3) A plate rating reduction of 20% has been applied for the green lumber members. ' 4) Refer to girder(s) for truss to truss connections. 5) This truss has been designed with ANSUfPI 1-1995 criteria. Ek4[ LOAD CASE(S) Standard "s �oONG yG NO. 9419 *. r . EXP -30.04 May 21,2001 ... CHANGED ' May 21,2001 Symbols C3 PLATE LOCATION AND ORIENTATION J5 13/' ' Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and C8 c7 securely seat. 1/8� 0 c O U a O For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MITek/Gang-Nall Joint/Plate Placement Chart Numbering System J2 J3 J4 TOP CHORDS C2 C3 J5 C8 c7 ce BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE CONNECTOR PLATE CODE APPROVALS The first dimension is the width 4 x 4 perpendicular to slots. Second BOCA 86.93, 85-75, 91--28 dimension is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N Im BEARING M! Indicates location of Joints at which bearings (supports) occur. MITek Industries, Inc. OD ®PANEL TM HYDRO A/R ® CLIP H A General Safety Notes Failure to Follow Could Cause Property .Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber, 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified: 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted, 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss members or plate without prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses. ©1993 Mitek Holdings, Inc. Job Truss Truss Type Qty Ply SPACING WESLEY E26 ROOF TRUSS. 1 1 CHANGED PLATES GRIP TCLL 20.0 Plates Increase 1.25 LOAD CASE(S) Standard (optional) Yuma Truss - California Division, La Quinta, CA 4.201 SRI s Nov 16 2000 MiTek Industries, Inc. Mon'May 21 14:43:30 2001 Page 1 11-6-0, 7-3-15 13-8-4 21-4-3 i 25-7-0 127.8-1 36-11-9 ' 1-6-0 7-3-15 6-4-5 7-7-15 4-2-13 2-1-1 9-3-8 Scale = 1:81.5 t 0.25 12 4.00 12 5x8 3x8 = 3x4 = 3x4 11.5x5 = sxa II 17 16 15 14 1312 1.5x4 II 5x5 1.5x4 II 3x10 = 5x5 = 3x8 = 6x8 = 1.5x4 11 7-3-15 13-84 15-9 4, 21-0-3 26-1-0 27-8-1 36-11-9 7-3-15 6-4-5 2-1-0 5-0-15 4-8-13 1-7-1 9-3.8 Hare vnsers ln, i /: Icwr w,cageL ly:�+-`�-o,�rr �l. lo:v- �- w,v-g- �l. ly:v-cro,�-rol. 1 � �:v-c-u.ve- i q, L warero,u-rub LOADING (psf) SPACING .2-0-0 CSI 3) A plate rating reduction of 20% has been applied for the green lumber members. - DEFL in Qoc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 LOAD CASE(S) Standard TC 0.46' . Vert(LQ -0.06 16-17 >999 M1120 197/144 TCDL 26.0 Lumber Increase' 1.25 BC 0.49; Vert(TL) -0.14 16-17' >999 BCLL 0.0 Rep Stress Incr YES' WB 0.97. Horz(TL) 0.02 15 n/a BCDL 10.0 Code UBC97/ANSI95 1st LC LL Min 11defl - 360 Weight: 195 Ib LUMBER BRACING TOP CHORD 2 X 6 OF No.2-G *Except* ; TOP CHORD' Sheathed or 6-0-0 oc purlins, except end verticals. 1-4 2 X 12 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BOT CHORD 2 X 4 SPF 1650F 1.4E 6-0-0 oc bracing: 15-16,14-15. WEBS 2 X 4 SPF Std SLIDER Left 2 X 4 SPF Std 34-11 REACTIONS (Ib/size) 10=592/Mechanical, 2=1003/0-5-8, 15=1649/0-5-8 FORCES Ob) - First Load Case Only s TOP CHORD 1-2=-6, 2-3=-1117, 3-4=-1117, 4-5=-204, 5-6=-193, 6-7=-261, 7-8=-203, 8-9=-194, 9-10=-572 BOT CHORD 2-17=1003,16-17=1009,15-16=-128,14-15---128,13-14=8,12-13--O, 10-11=0 WEBS 4-17=138, 4-16=-906, 5-16=-343, 5-18=0, 6-14=561, 7-14=-369, 9-11=518, 11-14=260, 7-11=-86, 6-15=-1574, 6-16=883, 11-13=54, 8-11=-284 • r NOTES 1) Provide adequate drainage to prevent water ponding. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) This truss has been designed with ANSVTPI 1-1995 criteria. ESSIO,4! LOAD CASE(S) Standard �Pa GQON y Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1 3/4 ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 A J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. /s" -♦ t/8+ C2 Ca J5 2. Cut members to bear tightly against each 0 other. 0 �. Zz 3. Place plates on each face of truss at each 3 joint and embed fully. Avoid knots and wane O�'� v at joint locations. ' For 4 x 2 orientation, locate O_ 4. Unless otherwise noted, location chord splices C8 C7 CG O plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol Indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and *For tabular plating format refer to the is the responsibility of truss fabricator. General MITek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 x 4 to slots. Second all respects, equal to or better than the grade perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. TM ow 13. Do not overload roof or floor trusses with stacks BEARING of construction materials. Indicates location of joints at M 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MITek Industries, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. TM HYDRO A/R 0 PANCLIPEL ©1993 Mitek Holdings, Inc. GANG-NAILQD May 21,2001 Job Truss Truss Type Qty Ply WESLEY E27 ROOF TRUSS 1 1 CHANGED • (optional) Yuma•Truss - California Division, La Quinta; CA 4.201 SRI s Nov 16 2000 MiTek Industries; Inc. Mon May 21 14:43:55 2001 Page 1 ' r 11-6-0 7-3-15 13-8-4 21-4-3 27-7-0 ,29-8-1, 36-11-9 - 1.6-0 7-3-15 6-4-5 .7-7-15 6-2-13 2-1-1 7-3-8 Scale = 1:87.0 ' t s ' 0.25 ,12 4.00 12 5x8 3x4 = 3x8 = 3x4 II 5x5 = 10x14 4 186 . 4 7 8 9 0 3 1 2 d N In o 1414 5x5 57-11 6x8 II 10 17 16 15 14 13121.5x4 II 5x5 % 1.5x4 I I 3x10 = 5x6 = 3x6 = 6x8 = 1.5x4 11 7-3-15 13-8-4 ,15-9-4, 21-4-3'' 28-1-0 ` a9-8-1 36-11-9 -, 7-3-15 6-4-5 2-1-0 5-6-15' 6-8-13 1-7-1,, 7-3-8 Plate Offsets ()(,Y): [2:0-0-15,Edge],[4:0-4-3,0-4-15];[5:0-4-0,0-1-121.[9:0-2-8,0-3-8],[11:0-2-8,0-2-81,(15:0-2-8,0-3-01, LOADING (psf) SPACING 2-0-0 CSI DEFL • in (loc) Udefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 ' TC 0.48' Vert(LL) -0.0616-17 -999 M1120 197/144 =TCDL 26.0 Lumber Increase 1.25 BC 0.47'• Vert(TL) -0.14 16-17 . X999 BCLL 0.0 Rep Stress Ince YES WB 1.00 • ' Horz(TL) . 0.02 10 ' n/a BCDL 10.0 Code ' UBC97/ANSI95 1st LC LL Min I/defl'= 360 Weight: 205 Ib LUMBER BRACING TOP CHORD 2 X 6 DFNo.2-G *Except* TOP CHORD Sheathed or 6.0-0 oc purlins, except end verticals. 1-4 2 X 12 DF No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing, Except: BOT CHORD, 2 X 4 SPF 1650F 1 "4E 6-0-0 oc bracing: 15-16. WEBS 2 X 4 SPF Std WEBS 1 Row at midpt 7-15. SLIDER Left 2 X 4 SPF Std 3-8-11 i REACTIONS (Ib/size) 10=607/Mechanical, 2=913/0-5-8, 15=1949/0-5-8 - FORCES (Ib) - First Load Case Only- - TOP CHORD 1-2=-6, 2-3=-896, 3-4=-896, 4-5=35, 5.6=33, 6-7=387, 7-8=-210, 8-9=-]99, 9-10=-587 BOT CHORD 2-17=801,16-17=807,15-16---387.14-15--204,13-14--11.12-13--O, 10-11=0 WEBS > 4-17=138, 4-16=-933, 5-16=-416, 5-18=0, 7-15=-861, 7-14=83, 9-11=534, 11-13=75, 8-11=-376, 11-14=196, 7-11=8, 6-15=-1247, 6-16=975 NOTES 1) Provide adequate drainage to prevent water ponding. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -97. 3) A plate rating reduction of 20% has been applied for the green lumber members. ' 4) Refer to girder(s) for truss to truss connections. w 5) This truss has been designed with ANSVTPI 1-1995 criteria. Y Ek1f LOAD CASE(S) Standard OONG � * No- 9919 ' EXP .30.04 May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/' ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. 1/87 1/8" Cz CbJ5 2. Cut members to bear tightly against each J7 0 0 �., 03. other. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. For 4 x 2 orientation, locateC7 4. Unless otherwise noted, location chord splices plates 1/8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MITek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. BEARINM!TM 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MITek Industries, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. v� ® TM HYDRO A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL a ' Job Truss Truss Type Qty Ply WESLEY E28-GRDR ROOF TRUSS 1 1 (optional) CHANGED Yuma Truss - California Division, La Quinta, CA . 4.201 SR1 s Nov 16 2000 MiTek Industries,;lnc. Mon May 21 14A4:13 2001 Page 1 � '4 7-3-15 13-8-4 < . 26-0-0 31-8-1 36-11-9 1-6-0 7-3-15 6-4-5 12-3-12 5-8-1 5-3-8 ' Scale = 1:91.6 0.25 12 a 4.00 12 5x8 = 3x12 = 3x4 II 5x5 = ' 10x14 5 —:E76 7 4 4 8 M A ' 3 0 1 2 N o � I� 19 6x10 = 5x5 ,0 9 16 15 14 18 13 12 11 3x4 11 5x5 % 3x4 11 6x8 = 4x6 = 3x8 = 6x8 = 3x4 11 r , 7-3-15 13.8-4 f19-9-4 26-M 27,-2-12 31-8-1 36-11-9 7-3-15 6-4-5 6-1-0 6-2-12 1-2-12 4-5-5 5-3-8 ' Plate Offsets (X,Y): [2:0-1-8,0-2-121, [4:0-4-13,0-4-151,[8:0-2-8,0-3-81,[10:0-2-8,0.2-81 LOADING (psQ SPACING 2-0-0 CSI DEFL in Qoc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.0413-15 >999 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.54- Vert(TL) -0.12 13-15. >999 BCLL 0.0 Rep Stress Incr NO WB 0.88 Horz(TL) 0.02 9 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min l/defl = 360 Weight: 229 Ib LUMBER BRACING TOP.CHORD 2 X 6 DF No.2-G `Except' TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. } 1-4 2 X 12 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BOT CHORD 2 X 6 OF No.2-G 'Except ' 6.0.0 oc bracing: 13-15.. 9-10 2 X 4 SPF 165OF 1.4E WEBS 2 X 4 SPF Std *Except*' 6-15 2 X 4 SPF 165OF 1 AE, 8-10 2 X 4 SPF 1650F 1.4E 6-13 2 X 4 SPF 165OF 1.4E SLIDER Left 2 X 4 SPF Std 3-4-0 ' REACTIONS (Ib/size) 9=456/Mechanical, 2=1423/0-5-8, 13=3047/0-5-8 , FORCES (lb) - First Load Case Only TOP CHORD 1-2=-5,2-3---2208,3-4=-i100, 4-5=-1471, 5-6=-1299, 6-7=-242, 7-8=-225, 8-9=-392 BOT CHORD 2-16=1921, 15-16=1924, 14-15=-284,14-18=-284,13-18=-284, 12-13=6,11-12=0, 9-10=24 WEBS 4-16=59,4-15=-692,5-15=-162,5-17=0,6-15=2137,6-10=648,8-10=264,6-13=-2391,10-12=10,7-10=-555, 10-13=-293 NOTES ' 1) Provide adequate drainage to prevent water ponding. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC 97. Qa�EnR._ 3) A plate rating reduction of 20% has been applied for the green lumber members F ' 4) Refer to girder(s) for truss to truss connections. CQONG yG w 5) This truss has been designed with ANSVTPI 1-1995 criteria. 6) Special hanger(s) or connection(s) required to support concentrated load(s) 576.01b down at 13-7-8, and 650.01b down at 17-4-12 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. • * NO. 4919 � LOAD CASE(S) Standard .. , EXP -30-041) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-5=-92.0, 5-8=-92.0, 2-11=-20.0, 9-10=-20.0. Concentrated Loads (lb) CAU4 e - 9A WARNING = Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE May 21,2001 a ' Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1 3/4 ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. /8• /a+ Cz C3 J5 2. Cut members to bear tightly against each 0 other. c 0 �. �, 3 0 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane pat joint locations. For 'For 4 x 2 orientation, locate 0 - 4. Unless otherwise noted, location chord splices C8 C7 C6 D plates 1 /8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBG 1591, 1329, 4922 11, Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. 401, WISC/DILHR 870040-N, 930013-N, 910080-N . 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown, 13. Do not overload roof or floor trusses with stacks BEARING of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. v ® TM HYDRO �1/R PANEL ©1993 Mitek Holdings, Inc. • CLIP GANG -NAIL May 21,2001 Job Truss Truss Type Qty Ply WESLEY E29 ROOF TRUSS , 1 1 • ' - _ (optional) Yuma Truss ; California Division, La Quinta; CA 4.201 SRI s Nov 16 2000 MiTek Industries, Inc. Mon May 21 14:44:32 2001 Page I. ,' -1-6-0 , 7-3-15 13-6-11 1.6-0 7-3-15 6-2-12 - j Scale = 1:41.3 4.00 . `"T a 12 r` 54 11 o� ' 1 `- 10x14 w 4 1 - 1 2 ' 5x5 6x8 11, 3 6 5x5 7 , 1.5x4 II 3x4 = � t ' 7-3-15 13-6-11 7-3-15 `' 6-2-12 Plate Offsets (X,Y): [2:0-0-15,EdgeL,[4:0-4-0,0-415] f„ 1 LOADING (psQ SPACING 2-0-0 CSI DEFL in (loc) , Udefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 ' Vert(LL) —0.06 2-7 >999 M1120 197/144 - • TCDL 26.0 Lumber Increase 1.25 BC 0.50 Vert(TL) -0.13 2-7. >999 . BCLL 0.0 Rep Stress Incr NO WB 0.84. Horz(TL) 0.02 ' 6 n/a „ BCDL 10.0 1 Code i UBC97/ANSI95 1st LC LL Min Udefl.= 360 Weight: 92 Ib LUMBER BRACING `TOP.CHORD 2-X 6 DF No.2-G `Except' ` TOP CHORD Sheathed or 6.0-0 oc purlins; except end verticals. 1-4 2 X 12 OF No.2, BOT CHORD Rigid ceiling directly applied or 10-04 oo bracing. BOTCHORD 2 X 4 SP.F 1650F 1.4E , WEBS 2 X 4 SPF Std , SLIDER Left 2 X 4 SPF Std 3-8-11 REACTIONS (Ib/size) 6=751/Mechan1aal, 2=903/0-5-8 • . ' FORCES (lb) - First Load Case Only TOP CHORD 1-2=-0 =- , 2-3871, 3-4==871, 45=-0, 5-6=-287 BOT CHORD 2-7=778,6-7=784 WEBS 47=134, 4.6=-882 ' NOTES • 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Refer to girder(s) for truss to truss connections. 4) This truss has been designed with ANSVTPI 1-1995 criteria. 1 + Standards . QaOFES�1p 'Y� LOAD CASE(S) DONG * NO. 9919 EXP -30.04 ■ J CAc,Fo��r May 21,2001 CHANGED May 21,2001 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/' ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 A A building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties, /8+ C2 Q J5 2. Cut members to bear tightly against each 0 other. 0 0 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane U at joint locations. For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices �, .0 plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19go at time of "This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and *For tabular plating format refer to the is the responsibility of truss fabricator. General MITek/Gang-Nall Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO.RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 x 4 to slots. Second all respects, equal to or better than the grade perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MITek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. M� ® TM HYDRO A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL May 21,2001 Job Truss Truss Type Qty Ply WESLEY E3 ROOF TRUSS 1 1 (optional) ' Yuma Truss - California Division, La Quinta, CA 4,201 SR1°s Nov 16 2000 MiTek Industries Inc. Mon May 21 14:44:512001 '.Page 1 . -1-5-0 6-11-14 i 13-8-4 13,1-2 ' 1-5-0 6-11-14 '. 6-8-6 0-1-14 _ Scale = 1:38.3 . �+ 4.00 12 3x4 II , ' 10x14 4- 5 2 1 ' 5x5 5 5x5 6x8 11 S Pu 7 z 6 1.5x4 11 3x4 = 6-11-14 13-10-2 6-11-14 6-10-4 • Plate Offsets (X,Y): [2:0-0-15,Edge],[4:0-3-15,0-5-1] LOADING (psQ SPACING 2-0-0 CSI DEFL in Qoc) Well PLATES GRIP TCLL 20.0• Plates Increase 1.25 TC 0.40 ` ` Vert(LL) -0.06 6-7 >999 M1120 197/144 TCDL 26.0- Lumber Increase 1.25. BC 0.47'; Vert(TL) -0.14 -6-7 >999 BCLL 0.0 Rep Stress Incr YES WB 0.43 '' Horz(TL) 0.02 . 6 n/a ' BCDL 10.0 Code UBC97/ANS195 1st LC LL Min Udell = 360 Weight: 92 Ib . ' LUMBER BRACING, TORCHORD 2 X 6 OF No:2-G *Except* TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. ', -4 , ., 1 2 X 12 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 octbracing... BOT CHORD 2 X 4 SPF 165OF 1 AE i, WEBS 1 Row at midpt .4-6 , + WEBS 2 X 4 SPF Std a R - SLIDER Left 2 X 4 SPF Std 3-6-9 REACTIONS (Ib/size) 6=767/Mechanical, 2=911/0-5-8 - •, FORCES (Ib) -First Load Case Only • z TOP CHORD 1-2=-8,2-3---947,3-4---947,4-5--0,5-6---315 BOT CHORD 2-7=845, 6-7=852 WEBS 4-7=137, 4-6=-935. ' ' NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, ; UBC -97.2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Refer to girder(s) for truss to truss connections. 4) This truss has been designed with ANSVTPI 1-1995 criteria. ` LOAD CASE(S) Qa�E/�� 10 Standard y ` �-DONG NO. 4919 EXP -30-04 CAUf�� May 21,2001 CHANGED '• May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure t0 FOIIOW Could Case Property 1 3/Q ' Center plate on-joint unless Damage Or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. 1/8,/a+ `2:�� J5 2. Cut members to bear tightly against each 0 other. 0 �., 3 0 : 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane O " U at joint locations. • For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices ca C, C D plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 199'. at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12, Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. ��P 13, • Do not overload roof or floor trusses with stacks BEARING of construction materials. Indicates location of joints at n ` 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. v� ® TM HYDRO-A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG-NAILQD Job Truss Truss Type Oty Ply 35-8-1 WESLEY - E30-GRDR ROOF TRUSS •- 1 2 - CHANGED 6-7-15 1-3-8 BC 0.66 Yuma Truss -•California Division', La,Quinta, CA . (optional) 7x12 =5x5 15 14 13 22 21 20 19 18 17 16 4x10 = 3x4 II 5x5 ' 3x4 11 4x4 = 4x4 = 4x8 = 7x8 = 5x10 = 3x4 II 7-3-15 13-8-4 21-4-3 2,3-2-1,2 29-0-2 1 35-8-1 3G -11r9 7-3-15 6-4-5 7-7-15 1-10-9 5-9-6 6-7-15 1-3-8 BC 0.66 Yuma Truss -•California Division', La,Quinta, CA . -4.201 SRI s Nov 16 2000 MiTek Industries, Inc. Mon May 21 14:46:10 2001` Page 1 . . - R Rep Stress Incr NO' WB 0.58 - ` 1-6-0 7-3-15 13-84 214-3 29-0-2 35-8-1 ` 3f-11�9 1-6-0 7-3-15 64-5 7-7-15, 7-7-15 6-7-15 1-3-8 y BRACING Scale = 1:102.5 0.25 12 14 2X 12 DF No.2 : 4.00 12 Y 3x4 II ,,BOTCHORD 2 X 6 OF No.2-G *Except* _ 6X8 = 4x4 = 3x4 11 4x4 = 4x8 = _ 6k6 = 7x12 =5x5 15 14 13 22 21 20 19 18 17 16 4x10 = 3x4 II 5x5 ' 3x4 11 4x4 = 4x4 = 4x8 = 7x8 = 5x10 = 3x4 II 7-3-15 13-8-4 21-4-3 2,3-2-1,2 29-0-2 1 35-8-1 3G -11r9 7-3-15 6-4-5 7-7-15 1-10-9 5-9-6 6-7-15 1-3-8 T Y 14I4 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.56*, Vert(LL) -0.10 18 >999 M1120 197/144 TCDL 26.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.28 18 >999 BCLL 0.0 Rep Stress Incr NO' WB 0.58 - Horz(TL) 0.10 13 n/a BCDL 10.0: ;: Code UBC97/ANSI95 1st LC LL Min Well = 360 Weight: 516 Ib LUMBER BRACING TOP CHORD 2 X 6 DF N6.2 -G -Except' TOP CHORD Sheathed or 5-10-12 oc purlins, except end verticals. 14 2X 12 DF No.2 : BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.- racing.,,•BOT ,,BOTCHORD 2 X 6 OF No.2-G *Except* 13-15 2 X 4 SPF 165OF 1.4E WEBS 2 X 4 SPF Std 'Except 9-15 2 X 4 SPF 1650F 1.4E, 12-14 2 X 4 SPF 1650F 1.4E 15-18 2 X 4 SPF 165OF 1.4E SLIDER Left 2 X 4 SPF Std 3-4-0 REACTIONS (Ib/size) 13=2876/Mechanical, 2=3872/0-5-8 FORCES (lb) - First Load Case Only TOP CHORD 1-2=-3, 2-3=-8068, 3-4=-8068, 4-5=-7594, 5-6=-6476, 6-7=-6104, 7-8=-6277, 8-9=-6265, 9-10=-3385, 10-11=-3385, 11-12=-3385,12-13---2811 ' BOT CHORD 2-22=7360, 21-22=7383, 200.21=7096,19-20=6159,18-19=6159,17-18=12, 16-17=0, 14-15--4648,13-14--0 WEBS 4 -22=503,4 -21= -446,6 -20=1614,6 -23=0,7 -15=260,15-17=78,8-15=-397,9-15=2353,10-14=-438,12-14=4257, 15-18=6239,7-18=-543,6-18=-104,5-21=1361,5-20=-1343,9-14=-2368 NOTES Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property -► 1 3/4 ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in Inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 A A building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. C2 C3 J5 2. Cut members to bear tightly against each �., 3 0 other, 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 'For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C8 C, C, plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 x 4 to slots. Second all respects, equal to or better than the grade perpendicular BOLA 86-93, 85-75, 91-28 specified. dimension Is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. TM BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or after truss members or plate without which bearings (supports) occur. MiTek Indust as, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. TM HYDRO A/R ® PANCLIP EL ©1993 Mitek Holdings, Inc. GANG -NAIL Job russ russ ype y SPACING 2-0-0 CSI DEFL in (loc) Udefl 1 GRIP 'LOADING TCLL 20.0 R6060540 WESLEY E31 uma uss r -California 1 Division, a uin , BC . 0.39 Vert(TL) -0.22 2-5 >393 • I BCLL 0.0 (optional) WB 0.07 . 1-5 BCDL 10.0 Code UBC97/ANSI95 1 st LC LL Min Udefl = 360 Weight: 58 lb o) LUMBER BRACING TOP CHORD 2 X 12 DF No.2 TOP CHORD Sheathed or 640-0 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.4E 1 WEBS 2 X 4 SPF Std russ russ ype y SPACING 2-0-0 CSI DEFL in (loc) Udefl PLATES GRIP 'LOADING TCLL 20.0 R6060540 WESLEY E31 ROOF TRUSS 1 1 Lumber Increase 1.25 BC . 0.39 Vert(TL) -0.22 2-5 >393 • BCLL 0.0 (optional) Y.GV JR J May I V LVV Ivll CA IIIUYDUICO, II W. IviviI may 41 IJ.Ju. 1 1 LUV 1 rays i 760 7-6-0 3x6 11 Scale = 1:24.5 4 . 5x6 11 7-6-0 7-6-0 1.5x4 11 Plate unsets (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl PLATES GRIP 'LOADING TCLL 20.0 Plates Increase 1.25 TC 0.16 Vert(LL) -0.11 2-55 >787 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC . 0.39 Vert(TL) -0.22 2-5 >393 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 5 n/a BCDL 10.0 Code UBC97/ANSI95 1 st LC LL Min Udefl = 360 Weight: 58 lb LUMBER BRACING TOP CHORD 2 X 12 DF No.2 TOP CHORD Sheathed or 640-0 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid, ceiling directly applied or 1040-0 ocbracing. WEBS 2 X 4 SPF Std Left 2 X 4 SPF Std31-14 'SLIDER REACTIONS (Ib/size) 2=556/0-5-8, 5=412/Mec"hanical FORCES- First Load Case Only TOP CHORb ,1-2=-8,2-3---27,34---27 BOT CHORD 2-5=0 45= 338 WEBS NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads per Table No. 16-B, UBC -97. '2) Refer to girder(s) for truss to truss connections. 3 This truss has been designed with ANSVTPI 1-1995 criteria. . LOAD CASE(S) Standard Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure t0 FOIIOW Could Cause Property 1 3/4 ' Center plate on joint unless Damage Or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. Il -► y8+ C2 c3 J5 2. Cut members to bear tightly against each 0 other. 3. Place plates on each face of truss at each v 0 joint and embed fully, Avoid knots and wane 0 �" v at joint locations. ' For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices c8 c, G plates 1 /8" from outside edge of at 1/4 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots In connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and *For tabular plating format refer to the - is the responsibility of truss fabricator. General MITek/Gang-Nail Joint/Plate.Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified, dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. �g � 13. Do not overload roof or floor trusses with stacks BEARING of construction materials. Indicates location of joints at _ �i 14. Do not cut or atter truss members or plate without which bearings (supports) occur. MITek Industries, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. ® TM HYDRO A/R o PANEL CLIP ©1993 Mitek Holdings, Inc. GANG-NAIL Job Truss Truss Type Oty Ply GRIP WESLEY •. E32-GRDR : ROOF TRUSS 1 2 CHANGED TCDL 26.0 Lumber Increase 1.00 BC 0.55 Vert(rL) -0.27 15 >999 (optional) Yuma 1 russ - GaIQOmla uivisiOn, La uumla, GA 4.LU1 JKl S NOV lb zuuu mi I eK Inaustnes,.lnc. Mon Nlay Zl 14:4,34 1uu1 )-age 1 r1-6-0, 7-3-15 9-9-12 , 13-8-4 18-7-3 21-4-3 , ..29-0-2 36-11-9 1-6-0 7-3-15 2-5-13 3-10-8 4-10-15 2-9-0 7-7-15 7-11-7 Scale = 1:70.2 0.25 12 ) 4.00 12 6x8 = 3x4 11 40 = 5x6 = '1 7x10 = -� ' 20 19 18 1716 30 = 4x6 = 3x4 II 5x5 3x4 I1 40 = 5x8 = 6x8 = 30 11 -} 7-0-15 9-9-12 13-84 19-1-3 21-4-3 29-0-2 36-11-9 7-3-15 2-5-13, 3-10-8 54-15 2-3-0 7-7-15 7-11-7 Offset's CKY): f2:0-0-8,0-3-81,14:0-3-14,0-5-01, [6:0-2-8,0-3-41, [11:0-2-8,0-3-81,115:0-2-8,0-2-81, [18:0-1-8,0-2-121 LOADING (psf) SPACING 24)-0. CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.46 Vert(LL) -0:10 15 >999 M1120 197/144 TCDL 26.0 Lumber Increase 1.00 BC 0.55 Vert(rL) -0.27 15 >999 BCLL 0.0 Rep Stress Incr NO WB 0.50 a Horz(TL) 0.09 12 ' n/a BCDL 10.0 Cade UBC97/ANS195 1st LC LL Min l/defl = 360 Weight: 507 Ib LUMBER BRACING TOP CHORD 2 X 6 OF No.2-G *Except TOP CHORD Sheathed or 6.0-0 oc purlins, except end verticals: '• = 1-4 2 X 12 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing: BOT CHORD 2 X 6 OF No.2-G *Except* 12-15 2 X 4 SPF 165OF 1.4E WEBS 2 X 4 SPF Sid *Except 9-14 2 X 4 SPF 165OF I AE, 11-13 2 X 4 SPF 165OF 1.4E - 15-18 2 X 4 SPF 165OF 1.4E SLIDER Left 2 X 4 SPF Std 3.4-0 REACTIONS (Ib/size) 12=2383/Mechanical, 2=3259/0-5-8 FORCES (lb) - First Load Case Only TOP CHORD 1-2=-3, 2-3=-6578, 3-4=-0578, 4-5= 6072, 5-6=4863, 6-7=-5384, 7-8=-5371, 8-9=4800, 9-10=-3143, 10-11=-3143, 11-12=-2305 BOT CHORD 2-20--5997,19-20=6020,18-19=5673,17-18i:9,-16-17=0, 14-15--4799,13-14--3142,12-13--0 WEBS 4 -20=503,5 -18= -1502,6 -18=275,6 -21=0,6.15=1044,8 -14=-1145,9-14=2075,9-13=-1869,11-13=3731,5.19=1431, 4-19=-538,15-17=60,7-15=-403,15-18=4700,8-15=882 NOTES 1) Provide adequate drainage to prevent water ponding. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, apFESS�1p UBC -97. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) This truss has been designed with ANSUTPI 1-1995 criteria. 6) 2 -ply truss to be connected together with 10d Common(. 148"x3") Nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc, 2 X 6 - 2 rows at 0-9-0 oc, 2 X 12 - 2 rows at 0-9-0 Oc. Bottom follows: 2 X 4 1 0-9-0 2 X 6 2 0-9-0 NO. 9919 chords connected as - row at oc, - rows at oc. _ � Webs connected as follows: 2 X 4'-1 row at 0-9-0 oc. 7) Special hanger(s) or connection(s) required to support concentrated load(s) 407.01b down at 7-6-12, and 954.01b down at 9-9-12 on bottom chord. Design for unspecified connection(s)•is delegated to the building designer. - ) CAL►f��� May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow. Could Cause Property 1 3/4 ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. ` C73 J5 2. Cut members to bear tightly against each 0 other. 0 �. 3 0 Z 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane 0 �'� u at joint locations. ' For 4 x 2 orientation, locate For 0- 4. Unless otherwise noted, location chord splices C8 C, C6 4 plates 1 /8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol Indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT 70 RIGHT. practice is to camber for dead load deflection, 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified, dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or after truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. M TM HYDRO A/R PANEL ©1993 Mitek Holdings, Inc. CLIP GANG-NAILQD . 1 Job Truss Truss Type Qty Ply -• WESLEY . E33-GRDR ROOF TRUSS 1 3 CHANGED " ' (optional) ' Yuma Truss - California Division, La Quintal CA, ; 4.201 SRI s Nov 16 2000 MiTek Industries,.lnc. Mon May.21 14:45:54 2001 Page 1 r1 6-0, 7-3-15 13.8-4 21-4-3 a 36-11-9 1-6-0 7-3-15 6-4-5 7-7-15- 15-7-6 Scale = 1:70.2 ' 0.25 12 , r w 4X10 = . 4.00 12 7x14 MII18= 4x8 = 3x4 4x8 = 3x4 11 3x4 11 7x8 = 22 10x14 6 7 8 9 10 11 2 1 v q o o q 1919 �� 16 15 14 13 12 6x10 — 21 20 1918 3x8 11 6x8 = 3x8 II 8x10 = 3x8 II 3x6 II 10x12 = 10x10 = ' . 3x6 7-3-15 13-8-4 17-8-12 21-4-3 36-11-9' 7-3-15 6-4-5 4-0.8 3-7-7 15-7-6 Plate Offsets (X,Y): [2:0 -3 -12,0 -3 -01,[3:0 -49,0 -SA, [4:0-6-4,0-4-01,[11:0-3-7,0-3-81, [13:0-5-0,0-4-8].,[17:0-2-8,041-01,[20:0.2-12,0.6-0] 4 ' LOADING (pso SPACING 24)-0 CSI DEFL in (loc) Udell PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) -0.19 .17 >999 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0.52 17 >841 M1118 141/138 BCLL 0.0 Rep Stress Incr NO WB 0.69 Horz(TL) 0.12 12 n/a BCDL 10.0 Code UBC97/ANSI95 lit LC LL Min Udefl = 360: Weight: 1043 Ib LUMBER t BRACING' , TOP'CHORD 2 X 6 DF No.2-G *Except* ' TOP CHORD Sheathed or 5-10-8 oc purtins, except end verticals: •, A-3 2 X 12 DF No.2 ; BOT CHORD Rigid ceiling directly applied or 10-0-0 oc'tiracing.', BOT CHORD 2 X 10 DF No.2 *Except* ' 12-172X12 DF No.2 WEBS 2 X 4 SPF 1650F IAE *Except. 5-19 2 X 6 DF No.2-G,-17-20 2.X 8 DF No.2 ' REACTIONS (Ib/size) ' 12=10272/Mechanical, 2=8222/0-5-8 - FORCES (lb) - First Load Case Only TOP CHORD 1-2=5, 2-3=-19501, 3-4=-19881, 45==23969, �6=-23944, 6-7=-19040, 7-8=-19040, 8-9=-7294, 9-10=-7294, 10-11=-7294,11-12=-9567 BOT CHORD 2-21=17935; 20-21=17941, 19-20=192, 18-19=0, 16=17=22396, 15-16=22396, 1415=13970,.13-14=13970, 12-13=0 ' WEBS 3-21=136, 3-20=919,4-20=-912,4-22=0, 417=8237, 6-15=-4965, 11-13=11974, 17-19=929, 5-17=-456, 17-20=19511, 6 -17=2279,8 -15=7640,6-16=1572,7-15=-493,8-14=1572,10-13=-467,8-13=-10071 NOTES - 1) Provide adequate drainage to prevent water ponding. ' 2) All plates are M1120 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. 4) A plate rating reduction of 20%u has been applied for the green lumber members. �Q 5) Refer to girder(s) for truss to truss connections. �QONG yG W uy 6) This truss has been designed with ANSUTPI 1-1995 criteria. 7) Special connection required to distribute bottom chord loads equally between all plies. fF 8) 3 -ply truss to be connected together with 10d Common(. 148"x3") Nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc, 2 X 6 - 2 rows at 0-9-0 oc, 2 X 12'- 2 rows at 0-9-0 oc:, NO. 9919 Bottom chords connected as follows: 2 X 10 - 4 rows at 0-4-0 oc, 2 X 12 - 2 rows at 0-9-0 oc. r Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc, 2 X 6 - 2 rows at 0-9-0 oc, 2 X 8 - 2 rows at 0-9-0 oc. 9) Special hanger(s) or connection(s) required to support concentrated load(s) 31.21b down at 13-10-0 on top chord, and 4705.01b down at 13-8-4 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. CAL%f LOAD CASES) Standard A 1)1R�Gldk?C6urrlfteriJcdSg,�1/,26rNkat�ktFfte=LfrY$� NOTES ON THIS AND REVERSE SIDE BEFORE r USE May 21,2001 Uniform Loads pl Design valid for usVgp(y wfOc�uiwy2 cG,sjs�dl�gpyg*�r®mgf�rq�$pggQd is for an individual building �so�R(���ed`IByd loaded vertically.'Applicability of design parameters and proper incorporation of component is res i 'f ' g not truss desi ner. Bracin shown is for lateral su ort of individual , *ice e 1$0 $yj(�@j - 9 9 . PP web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. ���'M Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1 3/Q ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 A building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. _0'. `Z J5 2. Cut members to bear tightly against each ZC3 0 0 LC.6 other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. For 4 x 2 orientation, locate 4. Unless otherwise noted, location chord splices C8 plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 1996 at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements.. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. v� ® TM HYDRO A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL Job russ I russ Type - Qty Ply 4 REACTIONS (Ib/size) 5=400/Mechanical, 3=400/Mechanical 3 ' ' TOP CHORD 1-5=-341,1-2=-91, 2-3=-341 R6060543 WESLEY E34 ROOF TRUSS 1 1 ,= 'NOTES 1 Provide adequate drainage to prevent water ponding. x ' 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 0-1-8 (optional) I uma 1 puss - %.4111a11114 NIVIJIVII, La %AU1111a, qM r.cv I �n I a Iv1ay 10 &V V I IVII I elf 11IUUDUICD, 1116. 1vw11 mays r I JAO. 1-4 civ 1 -rage 1 ' - 5x5' - -0-1- 3-9-0 ,• , 0-1 3-9-0 1' 1 Scale = 1:20.1 TOP CHORD 2 X 4 SPF 1650F 1.4E `_ TOP CHORD Sheathed or 3-10-8 oc purlins, except end verticals. 4 S 4 REACTIONS (Ib/size) 5=400/Mechanical, 3=400/Mechanical 3 'FORCES(Ib)-'Fiist Load Case Only ' TOP CHORD 1-5=-341,1-2=-91, 2-3=-341 BOT CHORD 4-5--0,34--0 -0; gst4 II fib- r lh ,= Scale = 1:20.1 LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.4E `_ TOP CHORD Sheathed or 3-10-8 oc purlins, except end verticals. BOT CHORD 2 X 6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. S 4 REACTIONS (Ib/size) 5=400/Mechanical, 3=400/Mechanical 3 'FORCES(Ib)-'Fiist Load Case Only ' TOP CHORD 1-5=-341,1-2=-91, 2-3=-341 BOT CHORD 4-5--0,34--0 -0; gst4 II fib- 3x41 11 'NOTES 1 Provide adequate drainage to prevent water ponding. x ' 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 0-1-8 3-9-0 Refer to girder(s) for truss to truss connections. S This truss has been designed with ANSVTPI 1-1 995criieria. '4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl -PLATES GRIP 20.0 Plates Increase 1.25 TC 0.26 `. Vert(LL) -0.00 4 >999 ` M1120 197/144 'TCLL TCDL 26.0 Lumber Increase 1.25 BC 0.08 Vert(TL) -0.00 4 >999 I BCLL 0.0 Rep Stress Incr NO WB 0.11 Horz(TL) 0.00 3 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) - 1st LC LL Min Udefl = 360 • Weight: 27 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.4E `_ TOP CHORD Sheathed or 3-10-8 oc purlins, except end verticals. BOT CHORD 2 X 6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. ,: WEBS 2 X 4 SPF Std REACTIONS (Ib/size) 5=400/Mechanical, 3=400/Mechanical 'FORCES(Ib)-'Fiist Load Case Only TOP CHORD 1-5=-341,1-2=-91, 2-3=-341 BOT CHORD 4-5--0,34--0 WEBS -14--204,24--204 y 'NOTES 1 Provide adequate drainage to prevent water ponding. x ' 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3 A plate rating reduction of 20% has been applied for the. green lumber members. ; Refer to girder(s) for truss to truss connections. S This truss has been designed with ANSVTPI 1-1 995criieria. '4 6 Special hanger(s) or connection(s) required to support concentrated load(s) 412.OIb down at 1-114 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. " LOAD CASE(S) Standard . ' 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-92.0, 3-5=-20.0 Concentrated Loads (lb) Vert: 4==412.0 • � r - n�OQapfE �. 0 I Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/' • Center plate on joint unless Damage or Personal Injury dimensions Indicate otherwise. Dimensions are in Inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. ` C3 J5 2. Cut members to bear tightly against each 0 0 0 other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane O� at joint locations. • For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices 3 C, C6 O plates 1/8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General . MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 x 4 to slots. Second all respects, equal to or better than the grade perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11, Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or atter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. v� ® TM HYDRO A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG-NAILQP JOD Iruss 1,rUSS Type y SPACING' 2-0-0 CSI DEFL in poc) Vdefl PLATES GRIP" R6060544 WESLEY E35 ROOF TRUSS 1 1 MII20. 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.01 (optional) - 5x5 -0-1-8 3-9-0 0-1- 3-9-0 Scale= 1:23.6 5 _ 4 3 0 x1'88 3 3x61 I I Hate e '.LOADING (psf) SPACING' 2-0-0 CSI DEFL in poc) Vdefl PLATES GRIP" TCLL 20.0 Plates Increase 1.25 TC 0.57 a Vert(LL) -0.01 4 >999 MII20. 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.01 Vert(TL) • -0.02. 4 >999 BCLL - 0.0 Rep Stress Incr NO WB 0.46 Horz(TL) 0.00 3 n/a BCDL 10.0 Code UBC97/ANSI95 1st LC LL Min I/defl = 360 Weight: 32 Ib 'LUMBER': BRACING TOP CHORD 2 X 4 SPF 165OF 1.4E TOP CHORD Sheathed or 3-10-8 oc purlins,'except end verticals. , BOT CHORD 2 X 8 DF No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2 X 4 SPF Std, 'REACTIONS Ob/size) 5--947/Mechanical, 3--947/Mechanical FORCES (lb) - First Load Case Only TOP CHORD 1-5---930,1-2=-323,2-3---930 i BOT CHORD4-5=0, 3-4=0 'WEBS 1-4--836.2-4--836 NOTES' 1) Provide adequate drainage to prevent water ponding. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. 3 Refer to girder(s) for truss to truss connections. 4 This truss has been designed with ANSUTPI 1-1995 criteria. 5 Special hanger(s) or connection(s) required to support concentrated load(s) 1507.01b down at 1-11-4 on bottom chord. Design . for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard Y 1) Regular: Lumber Increase=1.25, Plate Inciease=1.25 Uniform Loads (plf) Vert: 1-2=-92.0, 3-5=-20.0 Concentrated Loads (lb) ' Vert: 4-1507.0 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Proper/ —► 13/' ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. /a+ C2 C3 J5 2. Cut members to bear tightly against each other. � 5 �. E. 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane " U at joint locations. ' For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C8 C, C, 0 plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J 1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 190/. at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and *For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nall Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 x 4 to slots. Second all respects, equal to or better than the grade perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if otherwise noted. no ceiling is installed, unless continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown, BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or after truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. TM HYDRO A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL Job russ russ ype y LOADING (psf) SPACING -' 2-0-0 • CSI DEFL in (loc) Udefl :,,.PLATES GRIP, ' R6060545 WESLEY E36 ROOF TRUSS 1 1 Lumber Increase'."; 1.25 0 Vert(TL) 4.04 3-4 �>999 ` ' BCLL 0.0 Rep Stress Incr' "'NO (optional) -Yuma russCalifornia Division, a wn �+ s ay MiTek Industries;Inc: on ay age - 1 5x5 — 1.5x4 II 3-10-8 A_1 n I Scale = 1:29.5 ' - 4 50-8.. 3 3 X 3-10-8 X LOADING (psf) SPACING -' 2-0-0 • CSI DEFL in (loc) Udefl :,,.PLATES GRIP, ' 20.0.,• .•, _ Plates lncreasp �. ,• 1.25 rn Vert(LL) -0.01 3-4 >999 M1120 197/144 'TCLL TCDL• 26.0 Lumber Increase'."; 1.25 0 Vert(TL) 4.04 3-4 �>999 ` 1 BCLL 0.0 Rep Stress Incr' "'NO ui Horz(TL) 0.00 3 . n/a Scale = 1:29.5 ' - 4 50-8.. 3 3 X 3-10-8 X LOADING (psf) SPACING -' 2-0-0 • CSI DEFL in (loc) Udefl :,,.PLATES GRIP, ' 20.0.,• .•, _ Plates lncreasp �. ,• 1.25 TC 0.28. Vert(LL) -0.01 3-4 >999 M1120 197/144 'TCLL TCDL• 26.0 Lumber Increase'."; 1.25 BC 0.76 Vert(TL) 4.04 3-4 �>999 ` BCLL 0.0 Rep Stress Incr' "'NO WB 0.00 Horz(TL) 0.00 3 . n/a BCDL 10.0 Code . UBC97/ANSl95 ' , (Matrix) 1st LC LL Min Udefl = 360. Weight: 31 Ib: z. BRACING 'LUMBER TOP CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 3-10-8 oc purlins, except end verticals. BOT CHORD 2 X 6 DF No.2-G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF:Std - REACTIONS Ob/size) 4=576/Mechanical, 3=576/Mechanical ° . r -.. FORCES (lb) -First Load Case Only TOP CHORD 1-4=-165,.1-2=0, 2-3=-165 BOT CHORD 4-5=0, 3-5=0 WEBS 1-3=-0 j- 'NOTES 1) Provide adequate drainage to prevent water ponding., 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 1613, UBC -97. 3 A plate rating reduction of 20% has been applied for -the green lumber members. 4 Refer to girder(s) for truss to truss connections. r { This truss has been designed ANSVTPI 1-1995 ` with criteria. 6 .Special hanger(s) or connection(s) required to support concentrated load(s) 751.O1b down at 1-11-4 on bottom chord. Design t . for unspecified connection(s) is delegated to the building designer. y: LOAD CASE(S) Standard y+ , 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIf) F . Vert: 1-2=-92.0', 3.4=-20.0 Concentrated Loads (lb) " ' VeR:S=-751.0 � •. ., OQaOfEOI�,� �QONG - * NO. 9419 * ' EXP -30.04 ; May.21; 2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Center plate on joint unless . Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. 1/8 /a+ cz Q J5 2. Cut members to bear tightly against each 0 other. 0�., 3 0 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. `For 4 x 2 orientation, locate a 4, Unless otherwise noted, location chord splices C, D plates 1 /8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol Indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND' THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MITek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT -TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width all respects, equal to or better than the grade 4 x 4 perpendicular to slots. Second BOCA 81x93, 8,5-75; 91-28' specified. dimension Is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. 4010 WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. !TM M14. BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at Do not cut or alter truss members or plate without which bearings (supports) occur. MITek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. N� ® TM HYDRO A/R ® PANEL ©1993 Mitek Holdings, Inc. CLIP GANG -NAIL Job russ russ type y 4F II 1 LOADING (psf) : - � CSI •:. DEFL in (loc) . Vdefi ' R6060546. WESLEY E37 ROOF TRUSS. 1 1 , TCDL 26.0 1 Lumber Increase 1.25 ' BC ° 0.01 Vert(TL) -0.01 4 >999 optional) Yuma russ - a i omia ivision;'-m u ; s ay MiTek Industries;Inc: on May age, 1 5x5 = 5x5 - r. 3-10$. 3-10-8 I I Scale= 1:30.0 1 5 '3-10-8 • 3 4F II 1 LOADING (psf) : - I I Scale= 1:30.0 May 21,2001 1 5 '3-10-8 • 3 4F II LOADING (psf) : - SPACING t•• • 24)-0' CSI •:. DEFL in (loc) . Vdefi -,,,..PLATES GRIP Y TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) -0.00 4 >999 M1120 - " 197/144 TCDL 26.0 1 Lumber Increase 1.25 ' BC ° 0.01 Vert(TL) -0.01 4 >999 BCLL 0.0 Rep Stress Incr NO WB 0.20 Horz(TL) 0.00 3 n/a BCDL 10.0 i"' a Code UBC97/ANSI95 1st LC LL Min Vdefi = 360 Weight: 39 Ib LUMBER f " BRACING ' 1 TOP CHORD 2 X 4 SPF.1650F 1.4E TOP CHORD rti Sheathed or 3-10-8 oc pudins,- except end vecals: BOT CHORD 2 X 8 DF No.2 • • BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. . WEBS 2 X 4 SPF Std REACTIONS (Ib/size) 5=523/Mechanical, 3=523/Mechanical ' FORCES (lb) - First Load Case Only TOP CHORD 11-5-505,11-2=-111,2-3-505 BOT CHORD 4-5=0,34=0 ; , �.•> ; WEBS 1-4=358, 2-4=358 NOTES , 1 Provide adequate drainage to prevent water ponding. 1 2; This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent UBC -97. with any other live loads per Table No. 16-13, 3) Refer to girder(s) for truss to truss connections:' , 4) This truss has been designed ANSUfPI 1-1995 with criteria. 1 5�) Special hanger(s) or connection(s) required to support concentrated load(s) 645.01b down at 1-11-4 on bottom chord. Design for•unspecified connection(s) is delegated to the building designer., . LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 . ' Uniform Loads (plf) Vert: 1-2=-92.0, 3-5=-20.0 Concentrated Loads (lb) Vert: -4---645.0 1 ✓ OPa�E�9f ONG YG * NO. 9919 ' EXP -30 04 r May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1 3/4 ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. 1/8• /8+ C2 Q J5 2• Cut members to bear tightly against each 0 other. of 0 0 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. ' For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C, C, D plates 1/8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19`Yo at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS Indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. ��P 13. Do not overload roof or floor trusses with stacks BEARING of construction materials. location of joints at pmIndicates M ` 14. Do not cut or after truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. ® TM /R PANEL HYDRO -Al CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL ' oI cuss Truss Type y R6060547 WESLEY E38 ROOF TRUSS 1 1 (optionaD. uma cuss -California Division, La Quinta, CA s 19 ay 1 a 2001 MiTekIndustries, Inc.t MonWay21. . age T. ' I 7-0-13 11-6-0 16-2-10 7-0-13 4-5-3 4-8-11 5x5 — 3x4 — 334 q?5 � 3x4 = 5 5 = , Scale =1:39.7 1 — 2 — 4 1 �a C? u) r X8 7 6 ' 3x4 = 1.5x4 II 12 11 10 9 ' 1.5x4 II 3x8 = 1.5x4 II 4-8-8 7-0-13 7-,6-1,3 ' 16-2-10 4-8-8 2-4-5 0-6-0 8-7-14 ae e 'LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) Vdefl ':.% PLATES -GRIP.' TCLL 20.0 Plates Increase 1.25 TC 0.93 Vert(LL) -0.02 788 >999 M1120 .. 197/144 TCDL 26.0 z .%, Lumber Increase 1.25 BC 0.25 Vert(TL) -0.06. 7-6 >999 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.01 6 n/a BCDL 10.0 Code UBC97/ANS195 1 st LC LL Min Udefl = 360 Weight: 112 Ib 'LUMBER V BRACING TOP CHORD 2 X 6 DF N6.2 -G TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std ' REACTIONS (Ib/size) 12=899/Mechanical, 6=898/Mechanical, 11=-0/0-7-12 ' Max Grav 12=8990oad case 1), 6=898(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-12=-854,1-2=-516,2-a---744.3-4---744,4-5---595.5-6=-853 'BOT CHORD 11-12=0,10-11=0,9-10=0,8-10--35,3-8---319.7-8--595,6-7=0 WEBS 8-11=566,2-8--533,4-8--213,5-7=890,2-11=-799,1-11=817,4-7=-570 NOTES 1 Provide adequate drainage to prevent water poriding' 2) This truss has been designed fora 10.0^psf bottom, chord live load nonconcurrent with any other live loads per Table No. 16 B, UBC -97. 3A plate rating reduction of 20% has been applied for the green lumber members. 4 Refer to girder(s) for truss to truss connections.�. 5 This truss has been designed with ANSVTPI 1-1995 criteria. ' LOAD CASE(S) Standard Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/, ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1, Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. �/8, -► /a+ CZ C3 J5 2. Cut members to bear tightly against each 0 0 0 other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane p at joint locations. For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices CB C7 0 plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS Jl J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19911. at time of "This symbol Indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements, 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless -otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. �^^ BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or after truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. N� ® TM HYDRO A/R ® PAN 01993 Mitek Holdings, Inc. CLIPEL GANG -NAIL May 21,2001 Job russ russ ype y R6060548 - WESLEY E39 ROOF TRUSS ' 1 1 " (optional) Yuma'Truss -California Division, a uin : s ay MiTek Industries, nc. on ay" age`• . �. ' 3-9-12 10-7-11 15-11-7 21-7-1 27-1-1 3-9-12 6=9-15' '. 5-3-12 iR 5-7-9 —i 5-6-0 " 4.00 fTT 5x8 — �. , • 0.25 � Scale = 1:51.0 ,' 5x5 - 4x6 _ 3x4 = 6'= �15 3 4 5 6 ' 5x5 O r O 8 ( 9 8 7 ' 14 13 1211 3x4 = . 4x6 - 1.5x4 I I 1.5x4 11 4x10 = 15A 11 ' 5-5-10 I 10-7-11 111-�11 18-8-10 27-1-1 5-5-10 5-2-2 0-6-0 7-6-15 8-4-7 Plate e ge, - LOADING (psf) = . SPACING �::.` -2-OA CSI DEFL in poc) Udefl y PLATES GRIP TCLL 20.0 Plates Increase.. 1.25, TC 0.96 VertL -0.08 12-13 >999 M1120 . 197/144 - . TCDL 26.0 Lumber Increase ` 1.25 • BC . 0.52 Vert(TTQ -0:20 12-13 >999 i• . . BOLL: 0.0 Rep Stress Incr .YES WB 0.89: Horz(TL) 0:06 7 . n/a r BCDL 10.0 Code UBC97/ANSI95' 1 st LC LL Min Udefl = 360 Weight: 162 Ib 'LUMBER BRACING TOP CHORD 2 X 6 OF No.2 G TOP CHORD Sheathed or 4-5-15 oc purlins, except end verticals' BOT CHORD 2 X 4 SPF 1650F 1:4E ,. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std WEBS 1 Row at midpt 6-7 'REACTIONS (Ib/size) 7=1506/Mechanical, 14=1509/Mechanical • FORCES(lb) - First Load Case Only TOP CHORD 1-2=-941,2-3 3-4=-1906, 4-5=-1906,5-6 6-7=1452,1-14-1470 ` < -2144, -1177, BOT CHORD 13-14--0,12-13--0,11-12=0, 10-12=78,3-10---471,9-10=2144,8-9--1764 , 7-8=0 10-13=909, 2-10=1500, 3-9=-312, 5-9=285, 5-8=-1150,6-8=1610,.1-13=1345, 2=13=-1061, 2-15=0 , 'WEBS NOTES 1) Provide adequate drainage to prevent water ponding. 2) This truss has been designed for a 10.0-psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, ' UBC -97r 3 A plate rating reduction of 20% has been applied for the green lumber members.. Refer to girder(s) for truss to truss connections. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. ') LOAD CASE(S) Standard • 7 PaOFE� �pONG�• * NO. 4419 May 21,2001 May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1 3/4 ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. -.00./8+ C2 J5 2. Cut members to bear tightly against each 0 other. o �, c ZC7 3. Place plates on each face of truss at each v 3 O joint and embed fully. Avoid knots and wane p " v at joint locations. ' For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C, plates 1/8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS Jl J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 1996 at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade X perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. "AMR 13. Do not overload roof or floor trusses with stacks BEARING MR of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. N� ® TM HYDRO -A/R ® PANEL ©1993 Mitek Holdings, Inc. CLIP GANG -NAIL Job Truss Truss Type Qty Ply „ WESLEY E4:ROOF TRUSS 1 1 - CHANGED i Yuma Truss - California Division, La Quinta, CA 4.201 SRI s Nov 16 2000 MiTek Industries, Inc. Mon May 21 14:46:33 2001 Page 1 F1-6-0,' ' 7-3-15 13-8-4 21-4-3 23.8-3 , 36-11-9 1-6-.0.i 7-3-15 6-4-5 7-7-15 2-4-0 13-3-6 ' Scale = 1:66.4 0.25f12 3x10 = 5x8 3x4 11 5x5 = 7 8 4.00 12 10x14 ' 3 4 m m �1 2 ' 5x5 6x8 11 14 13 1211 10 9 ' 5x5 1.5x4 I I 3x8 = 3x6 = 3x8 = 1.5x4 11 1.5x4 II 7-3-15 .13-8-4 15-2-1$ .21-4-3 23-8-3 36-11-9 `7-0-15 6-4-5 1-" 6-1-7 2-4-0 13 3 6 Plate Offsets (X,Y): 12:0-0-15,Edgej; [4:0-3.10,0-5-01,15:0-6-13,0,0,71,18:0-2-8,0-3-81 ' LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) l/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) -0.0613-1 4 >999 M1120 197/144 TCOL 26.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.14 13-14 >999 BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(TL) 0.02 12 n/a BCDL 10.0 Code UBC97/ANSI95 ' ; 1st LC LL Min Udefl = 360 Weight: 166 Ib LUMBER BRACING i TOP CHORD 2 X 6 DF No.2-G `Except ' TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. 1-4 2 X 12 DF No.2 �{ BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2 X 4 SPF 1650F 1,4E WEBS 2 X 4 SPF Std 'Except . 6-10 2 X 4 SPF 165OF 1.4E 1 SLIDER Left 2 X 4 SPF Std 348-11 ' REACTIONS (Ib/size) 9=400/Mechanical, 2=99010-5-8,12"-1147010.5-8 , FORCES Ob) - First Load Case Only f TOP CHORD 1-2=-6, 2-3=-1084, 3-4=-1084, 4-5=-168, 5-6=-159, 6-7=-107, 7-8=-107, 8-9=-378 BOT CHORD 2-14--972,13,14--979,12-13---84,11-12=-84, 10-11=-84, 9-10=0 WEBS 4-14=138,4-13=-910,5-13=-397,5-15=0,6-13=906,7-10=-375;8-10=300,6-12=-1395,6-10=260 NOTES 1) Provide adequate drainage to prevent water ponding. ' 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-97. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) This truss has been designed with ANSVTPI 1-1995 criteria. Q�pfESStp 6) Special hanger(s) or connections) required to support concentrated load(s) 72.Olb down at 13-10-0 on top chord. Design for ' unspecified connection(s) is delegated to the building designer. - �OONG yG LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 NO. 9919 Uniform Loads (plf) -30-04Vert: 1-5=-92.0, 5-8=-92.0, 2-9=-20.0 Concentrated Loads (lb) Vert: 5---72.0 1 T May 21,2001 Symbols � Numbering System I A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/, ' Center plate on joint unless dimensions Indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol Indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MiTek/Gang-Nail Joint/Plate Placement Chart J2 J3 J4 TOP CHORDS Cz 0 C3bC- CONNECTOR PLATE CODE APPROVALS The first dimension is the width u � � perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 dimension Is the length parallel C8 C7 to slots. HUD/FHA BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE CONNECTOR PLATE CODE APPROVALS The first dimension is the width 4 X 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 dimension Is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. Failure to Follow Could Cause Property Damage or Personal Injury 1, Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 0 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane at joint locations. a 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted, TM MiTek Industries, Inc. TM HYDRO A/R ® PANEL GANG -NAIL QD CLIP 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or after truss members or plate without prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses. 01993 Mitek Holdings, Inc. Yuma russ -California Division,.La wn , CA Job cuss cuss Type 5x5 - 1 Y.cu 1 arN r a may o cuu i rvu r en inuusuies,.inc., rvrun may c 1 !,3.00.1 r zuu I rage i 4-3-4 8-6-8 4-3-4 =' 4-3-4 0.211 3 3 = Scale =1:38.2 6 5 4 3x8 = 1.5x4 11 y 8-6-8 LOADING (pvl) SPACING ' 2-0-0 CSI " R6060550 WESLEY E40 ROOF TRUSS 1 1 M1120 TCDL 26.0 Lumber Increase 1.25 ?. BC 0.14 Vert(TL) -0.02 5-6 >999 (optional) Yuma russ -California Division,.La wn , CA Job cuss cuss Type 5x5 - 1 Y.cu 1 arN r a may o cuu i rvu r en inuusuies,.inc., rvrun may c 1 !,3.00.1 r zuu I rage i 4-3-4 8-6-8 4-3-4 =' 4-3-4 0.211 3 3 = Scale =1:38.2 6 5 4 1".5x4 11 3x8 = 1.5x4 11 ' I 8-6-8 LOADING (pvl) SPACING ' 2-0-0 CSI " DEFL in (loc • Udefl PLATES TCLL 20.0 Plates Increase 1.25 TC 0.46 VertLL -0.01 >999 M1120 TCDL 26.0 Lumber Increase 1.25 ?. BC 0.14 Vert(TL) -0.02 5-6 >999 BCLL 0.0 Rep Stress Incr YES " 'WB 0.29 • Horz(TL) ' 0.00 4 n/a. BCDL 10.0 Code UBC97/ANSI95: ' 1 st LC LL Min Udefl = 360 Weight: 53 Ib BRACING 'LUMBER TOP CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 6-0-0 oc purlins; except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std REACTIONS Ob/size) 6=462/Mechanical, 4=462/Mechanical, FORCESQb) - First Load Case Only ` 4 TOP CHORD 1-6-421.1-2=468.2-3-168 t BOT CHORD 5-6--0,4-5--0 WEBS' 1-5=283, 3-5=288, 3-4=421, 2-5=-380Pill 'NOTES 1 This truss has been checked for unbalanced loading conditions. ' 2 Provide adequate drainage to prevent water ponding., 3 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. .. l '4) Refer to girder(s) for truss to truss connections. ' . 5) This truss has been designed with ANSVTPI 1-1995 criteria. LOAD CASE(S) Standard. r,*NO. GRIP 197/144 ^ t"` Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/, ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. /a" 1/8+ C2 J5 2. Cut members to bear tightly against each 0 other. o �. 03. ZC7 Place plates on each face of truss at each joint and embed fully. Avoid knots and wane O�" U at joint locations. For 4 x 2 orientation, locate 4. Unless otherwise noted, location chord splices C, D plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19`Yo at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection, 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade X perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown, BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer, o 15. Care should be exercised in handling, erection and installation of trusses. v� ® TM HYDRO A/R o PANEL CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL Job russ cuss ype y 3x4 - ' uma cuss -California WESLEY Division, a um , ROOF TRUSS 1 1 1 � U?�,. (optional) 6-3-11 •o 0 LOADING(psfl SPACING --2-0-0 CSI DEFL in (loc) .Udefl ui russ cuss ype y 3x4 - ' R6060551 WESLEY E41 ROOF TRUSS 1 1 (optional) r.cv vr� a nmy v cvu . wu vn a iuuau ono, a w: rvwn may c - i a.w. i o cvv i raye 1 6-3-11 r 6-3-11 5x5 —+ 0.25 FTT 1.5x4 11 Scale =1:38.0 2 4 . 3 LUMBER BRACING . TOP CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 6-3-11 oc purlins, except end verticals: BOT CHORD 2 X 4 SPF 165OF 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std WEBS 1 Row at midpt 1-3 REACTIONS (Ib/size) 4=337/Mechanical, 3=337/Mechanical FORCES (lb) - First Load Case Only TOP CHORD 1-4=-277,1-2=-0 + BOT CHORD 3-4=0 WEBS - 2-3---277,1-3--0 ' NOTES 1) This truss has been checked for unbalanced loading conditions. 2 Provide adequate drainage to prevent water ponding. 3 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No: 16-B, UBC -97. 4) Refer to girder(s) for truss to truss connections. 5) This truss has been designed with ANSVTPI 1-1995 criteria: c; LOAD CASE(S) Standard 1.5x4 11 3x4 - ' 63-11 6-3-11 LOADING(psfl SPACING --2-0-0 CSI DEFL in (loc) .Udefl •1PLATES GRIP 20.0 Plates increase , 1.25 , TC . 0.62 .: Vert(LL) -0.08 3-4 >919 M1120, 197/144. 'TCLL TCDL 26.0 Lumber Increase 1.25 BC 0.30 Vert(TL) -0.16 3-4' >460 ` i BCLL 0.0 Rep Stress Incr YES WB 0.19: Horz(TL) -0.00' 3 : n/a BCDL 10.0 Code UBC97/ANS195 1st LC LL Min Udefl = 360 , Weight: 36 Ib LUMBER BRACING . TOP CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 6-3-11 oc purlins, except end verticals: BOT CHORD 2 X 4 SPF 165OF 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std WEBS 1 Row at midpt 1-3 REACTIONS (Ib/size) 4=337/Mechanical, 3=337/Mechanical FORCES (lb) - First Load Case Only TOP CHORD 1-4=-277,1-2=-0 + BOT CHORD 3-4=0 WEBS - 2-3---277,1-3--0 ' NOTES 1) This truss has been checked for unbalanced loading conditions. 2 Provide adequate drainage to prevent water ponding. 3 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No: 16-B, UBC -97. 4) Refer to girder(s) for truss to truss connections. 5) This truss has been designed with ANSVTPI 1-1995 criteria: c; LOAD CASE(S) Standard Symbols PLATE LOCATION AND ORIENTATION 13/' " Center plate on joint unless MUQ3 5'c8 dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 1/8 4 0 of 0 x U a O For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. "This symbol indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MITek/Gang-Nall Joint/Plate Placement Chart Numbering System J2 J3 J4 TOP CHORDS cs U MUQ3 5'c8 BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE CONNECTOR PLATE CODE APPROVALS The first dimension is the width 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 dimension is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N �� lM BEARING M! Indicates location of joints at which bearings (supports) occur. MITek Industries, Inc. OD N� TM HYDRO -AIR QD C LIP /R PANEL GANG -NAIL A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss members or plate without prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses. ©1993 Mitek Holdings, Inc. Job ru russ toss ype - DEFL ; in (loc) Udefl 1:;,,PLATES GRIP' TCLL 20.0 Plates Increase . 1,25 ' TC 0.10 R6060552 WESLEY E42 ROOF TRUSS 1 1 , Lumber Increase 1.25 BC 0.03'' Vert(TL) - •-0.00 3-4 '>999 NOTES (optional) 0.0 Rep Stress Incr YES 'WB 0.06 `. Horz(TL).. '-0.00 3 . ` n/a t j BCDL 10.0 " Code UBC97/ANS195 + 1st LC LL Min Udefl = 360 Weight: 24 Ib Q01 � uma, ss= a i ornia ivision, um , s ay i e Industries,Inc:- on ay age I 1 5x5 --2.3-11 1.5x4.11 , i 2.3-11 • • +` Scale= 1:30.1 Job ru russ toss ype - DEFL ; in (loc) Udefl 1:;,,PLATES GRIP' TCLL 20.0 Plates Increase . 1,25 ' TC 0.10 R6060552 WESLEY E42 ROOF TRUSS 1 1 , Lumber Increase 1.25 BC 0.03'' Vert(TL) - •-0.00 3-4 '>999 NOTES (optional) 1 -} 4 2311 3 1 . x Y-3-11 x — LOADING (psf) ' SPACING- -' . 2." CSI - DEFL ; in (loc) Udefl 1:;,,PLATES GRIP' TCLL 20.0 Plates Increase . 1,25 ' TC 0.10 Vert(LL) -0.00 - ..4 >999 M1120 197/144 TCDL 26.0 , Lumber Increase 1.25 BC 0.03'' Vert(TL) - •-0.00 3-4 '>999 NOTES • BCLL- 0.0 Rep Stress Incr YES 'WB 0.06 `. Horz(TL).. '-0.00 3 . ` n/a t j BCDL 10.0 " Code UBC97/ANS195 + 1st LC LL Min Udefl = 360 Weight: 24 Ib LUMBER BRACING' TOP CHORD 2 X 4 SPF 165OF 1.4E TOP CHORD Sheathed or 2-3-11 oc purlins, except end verticals. 1 BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std , REACTIONS (Ib/size) 4=113/Mechanical, 3=113/Mechanical _ �+ FORCES (lb) - First Load Case Only 1 TOP CHORD 1-4=-93,1-2=0 BOT CHORD 3.4=0 WEBS 2-3=-93,1-3-0 �. NOTES 1) This truss has been checked for unbalanced loading conditions. 1 2 Provide adequate drainage to prevent water pond, 3 This truss has been designed for 10.0 bottom live load live loads Table No. 16-B, a psf chord nonconcurrent with any other per UBC -97. 1 4) Refer to girder(s) for truss to truss connections. 5) This truss has been designed with ANSVTPI 1-1995 criteria. t ' LOAD CASE(S) Standard J 1 Q01 � May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Proper/ 13/ ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. /gu -.00.'/8+ `2 J5 2. Cut members to bear tightly against each 0 other. ZC3L 0 �.0 plates 3. Place on each face of truss at each joint and embed fully. Avoid knots and wane U at joint locations. For 4 x 2 orientation, locate 4. Unless otherwise noted, location chord splices C8 O plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19`Yo at time of 'This symbol Indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and *For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBG 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. ��F 13. Do not overload roof or floor trusses with stacks BEARING of construction materials. Indicates location of joints at M ` 14. Do not cut or after truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. N� TM HYDRO �1/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG-NAILQD Job Truss Truss Type Qty Ply 1 1,. ,.; :., WESLEY E5. ROOF • o tional'CHANGED .. optional) ' Yuma Truss - California Division, La Quinta, CA 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Mon May 21 14:47:02 2001 Page 1 F1-6-0, . 7-3-15 13-8-4 21'-4-3 25-8-3 36-11-9 • 1-6-0 .• 7-3-15 6-4-5 7-7=15 4-4-0 •11-3-6 Scale = 1:71.7 ' 0.25F12 4.00 12 .5x8 3x4 = 5x5 = 10x14 3 4 1 6 7 1 2 ' 6x8 11 5x5 C6 12 11 10 9 8 5x5 1.5x4 11 3x8 = 3x6 = 1.5x4 11 3x4 = " 7-0-1513-8.A 17-2-12 21-4-3 25-0-0 36-11-9 i : -. •7-3=15 6-4-5 3-6-8 ` 4-1'-7; - 4-4-0 - 11-3-6 Plate Offsets (X,Y): [2:0-0-15,Edge],[4:0-4-11,0-5-1],[5:0.6-12,0-0-10],[7:0-2-8,0-3-8] LOADING (psf) SPACING 24)-0 CSI DEFL in Qoc) Vdefl •PLATES : GRIP TCLL 20.0. Plates Increase 1.25 TC 0.51 Vert(LL) -0.13 8-9 >736 , M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.50 Vert(TL) -0.27 8-9 >368 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(TL) 0.02 8 n/a BCDL 10.0 Code UBC97/ANS195 1st LC LL Min Udefl = 360 Weight: 164 Ib. LUMBER BRACING' .- TOP CHORD 2 X 6 DF No.2-G *Except* TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals: .. 1-4 2 X 12 DF No.2i BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BOT CHORD 2 X 4 SPF 1650F E 1.4 6-0-•0 oc bracing: 9-11. : ' WEBS 2 X 4 SPF Std WEBS 1 Row at midpt 7-98 SLIDER Left 2 X 4 SPF Std 34-11 REACTIONS Ob/size) 8=268/Mechanical, 2=1036/0-5-8, 9=1707/0-5-8 ' FORCES (Ib) - First Load Case Only TOP CHORD 1-2=-6, 2-3=-1197, 3-4=-1197; 4-5=-291, 5-6=-275; 6-7=275, 7-8=-187 BOT CHORD 2-12=1076,11-12=1082, 10-11=-275, 9-10=-275, 8-9=0 WEBS 4-12=138, 4-11=-896, 5-11=-379, 5-13=0, 6.11=1029, 7-9=-337, 6-9=-1396 NOTES 1) Provide adequate drainage to prevent water ponding. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. ' 3) Aplate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) This truss has been designed with ANSVTPI 1-1995 criteria. - ' LOAD CASE(S) Standard „�OONG y, . 1 1,. ,.; :., • o tional'CHANGED Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure t0 FOIIOW Could Cause Property 13/, ' Center plate on joint unless -Damage Or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 A building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. V8 l/8+ C2 C3 J5 2. Cut members to bear tightly against each c other. 47 f5 �. 3 0 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane ov at joint locations. ' For 4 x 2 orientation, locate CL 4. Unless otherwise noted, location chord splices C8 C7 0 plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and *For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 x 4 to slots. Second all respects, equal to or better than the grade perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBG 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or atter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. N� TM HYDRO A/R o PANEL CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL Job Truss Truss Type Qty Ply PLATES GRIP WESLEY E6 ROOF TRUSS_ 1 1 , r .4 CHANGED ,.TCDL 26.0 Lumber Increase 1.25 -BC 0.53 Vert(TL) -0.27 8-9 >368 (optional) Yuma I russ - Gautomla UIVISion, La umma, GA • 4.ZU1 5K1 S NOV 1b ZUUU M11 eK Industries, Inc. Mon May 21 14:47:272001 Page 1 v M T1 -6-Q 7-3-15 13-84 21-4-3 27-8-3 36-11-9 1-6-0 7-3-15 6-4-5 7-7-15 64-0 9-3-6 Scale = 1:76.9 0.25 12 4.00 12 5x8 5 3x4 = 5x5 = 6x8 11 OXo' ' • . 12 11 10 9 8 5x5 � 1.5x4 11 3x8 = 3x6 = 30 = 1.50 11 7-3-15 13-8-4 1 19-2-12 21-43 27-83 i 36-11-9 7-3-15 6-4-5 5-6-8 2-1-7 64-0 9-3-6 15 Edgel f4.0-4-2 0-5-31 f5.0-1-9 0-3-141 j7.0-2-8 0-3-81 ' LOADING (psf) SPACG 2-0-0 + CSI > DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.52 Vert(LL) -0.13 8-9 >736 M1120 197/144 . ,.TCDL 26.0 Lumber Increase 1.25 -BC 0.53 Vert(TL) -0.27 8-9 >368 BCLL 0.0 Rep Stress Incr YES WB 0.94; Horz(rL) 0.03 8 n/a BCDL 10.0 Code , UBC97/ANSI95' 1st LC LL Min I/defl = 360 Weight: 172 Ib LUMBER BRACING TOP. CHORD 2 X 6 DF No.2 G *Except* TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. 14 2 X 12 DF No.2, BOT CHORD Rigid ceiling directly applied or.1040.0 oc bracing; Except: BOT CHORD 2 X 4 SPF 165OF 1.4E 6-0-0 oc bracing: 9-11. .;WEBS 2 X 4 SPF Std WEBS 1 Row at midpt 7-9 SLIDER Left 2 X 4 SPF Std 3-8-11 REACTIONS (Ib/size) 8=239/Mechanical, 2=1145/0-5-8, 9=1852/0-5-8 ' FORCES (lb) - First Load Case Only ' TOP CHORD 1 -2=-6,2-3=-1463,3-4=-1463,4-5---579,5-6--,547,6-7=316,7-8=-157 BOT CHORD 2-12=1319,11-12=1325,10-11=-316,9-10=-316,8-9--O ' WEBS 4-12=138,4-1 1=-864,5-11=-382, 5-13--0,6-1 ll -i`1232, 7-9=-388,6-9=-1490 NOTES 1) Provide adequate drainage to prevent water ponding. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC 97. - 3) Aplate rating reduction of 20% has been applied for the green lumber members. 4) Refer to nirder(s) for truss to truss connections. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property/ 13/ ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in Inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. V8� C J5 °c 2. Cut members to bear tightly against each other. ZC303. LCU Place plates on each face of truss at each NC8 joint and embed fully. Avoid knots and wane p v at joint locations. 4 x 2 orientation, locate aFor 4. Unless otherwise noted, location chord splices 0 plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 1996 at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE vativve treated lumber. preservative preser AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. 40" WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks BEARING � M` of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. ® �® 15. Care should be exercised in handling, erection and installation of trusses. TM HYDRO A/R ® PANEL ©1993 Mitek Holdings, Inc. CLIP GANG-NAILQD Job Truss Truss Type Qty Ply WESLEY E7 ROOF TRUSS 1 1 CHANGED ' f LOADING (psf) SPACING 2-0-0 (optional)- Yuma Truss - California Division, La Quints; CA 4.201 SR1 s Nov 162000 MiTek.Industries, Inc. Mon May 21 14:47:53 2001 Page 1 y X1-61 7-3-15. 13-8-4 21-4-3 29-0-2 28-8�3 36-11-9 1-6-0 ' 7-3-15 6-45 7-7-15 7-7-15- 0-8-1 7-3-0 Scale = 1:82.1 0.25 12 . i 4.00 12 r 5x8 3 = 5x5 x6 = 6x8 11 oxa 12 11 10 9 8 5x5 1.5x4 II 3x10 = 3x6 = 3x4 = 1.5x4 II SLIDER Left 2 X 4 SPF Std 3-8-11 REACTIONS Ob/size) 8=229/Mechanical, 2=1259/0.5-8, 9=1971/0-5-8 r FORCES (Ib) - First Load Case Only , TOP CHORD 1-2=-6,2-3=-1743, 3-4---1743,4- -883, 5.6=-835, 6-7=331; 7-8=-147, BOT CHORD 2-12=1576,11-12=1582, 113-1111=-3311,9-110=431, 8-9=0 WEBS 412=138, 411=-830, 5-11=-379, 5-13=0, 6-11=1460, 6-9=-1578, 7-9=407 NOTES 1) Provide adequate drainage to prevent water ponding. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) This truss has been designed with ANSVTPI 1-1995 criteria. LOAD CASE(S) Standard May 21,2001 7-3-15 13-8-4 ; 21-4-3 29-0-2 29-8x3 36-11-9 7-3-15 6-4-5 7-7-15 7-7-15 0-8-1 7-3-6 Plate Offsets (X,Y): [2:0-0-15,Edge),[4:0-4-12,0-5-1],[5:0-1-11,0-411,[7:0.2-8,0-3-8] f LOADING (psf) SPACING 2-0-0 CSI - DEFL in poc) Vdefl PLATES. GRIP TCLL 20.0 Plates Increase 1.25 ' TC 0.58 Vert(LL) -0.13 8-9 >729 M1120 - 197/144 TCDL 26.0 Lumber Increase 1.25 , BC 0.60 Vert(TL) -0.27 8-9 >365 BCLL 0.0 Rep Stress Incr• YES WB 0.89 • Horz(TL) .0.03 • 8 n/a BCDL 10.0 s Code UBC97/ANSI95 lit LC LL Min Well = 360 Weight: 180 Ib LUMBER BRACING TOP CHORD 2 X 6 OF No.2-G *Except* TOP CHORD Sheathed or 6.0-0 oc purlins, except end verticals.• 1-4 2 X 12 DF No.2 - BOT CHORD Rigid ceiling directly applied or 10,0-0 oc bracing, Except: BOT CHORD 2 X 4 SPF 1650F 1.4E 6-0-0 oc bracing: 9-11. WEBS • 2 X 4 SPF Std WEBS 1 Row at midpt 6-9,7-9 SLIDER Left 2 X 4 SPF Std 3-8-11 REACTIONS Ob/size) 8=229/Mechanical, 2=1259/0.5-8, 9=1971/0-5-8 r FORCES (Ib) - First Load Case Only , TOP CHORD 1-2=-6,2-3=-1743, 3-4---1743,4- -883, 5.6=-835, 6-7=331; 7-8=-147, BOT CHORD 2-12=1576,11-12=1582, 113-1111=-3311,9-110=431, 8-9=0 WEBS 412=138, 411=-830, 5-11=-379, 5-13=0, 6-11=1460, 6-9=-1578, 7-9=407 NOTES 1) Provide adequate drainage to prevent water ponding. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) This truss has been designed with ANSVTPI 1-1995 criteria. LOAD CASE(S) Standard May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1 3/4 " Center plate on joint unless Damage- or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. C2 Q J5 2. Cut members to bear tightly against each 0 other. 47 0 3 0 3. Place plates on each face of truss at each N, joint and embed fully. Avoid knots and wane Ov at joint locations. For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C, C" 0 plates 1 /8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MITek/Gang-Nall Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. 40�* WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MITek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. v� ® TM HYDRO A/R 0 PANEL CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL May, cuss runs ype y . R6060556 WESLEY E8 ROOF TRUSS 1 1 o tional CHANGED uma russ - a ornia ivision, a wn , s ay i e nus es, nc. on ay age ' I 6-11-14 113-8-4 { v 21-4-3 I - 29-0-2 I 31-8-3. 1 36-11-9 6-11-14 ; 6-8-6: 7-7-15 7-7-15 2-8-1 "` 5-3-6 ' 0.25 rT2 Scale = 1:61.2 5x8 r t 3x10 = 3x4 I I 5 6= 4.00 [T£ i 14 4 5 3x4 2 5x5 I I ZI rM 13 12 11 10 9 8 7 1.5x4 II 4x4 - 3x10 - 3x6 - 1.5x4 II 3x8 - 1.5x4 II 6-11-14 13-8-4 214-3 X23-2-12� 29-0-2 I 3183 36-11-9 ' 6-11-14 6-8-6 7-7-15 1-10-9 5-9-6 2-8-1 5-3-6 a e e 9e. - F ' LOADING (PSI) SPACING ` 2-0.0' CSI ` ' DEFL in (lo c) •l/defl ,PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(LL) -0.13 '71 >736 MI120 • .197/144 TCDL 26.0 Lumber-Increase .-1.25 BC 0.70 Vert(TL) -0.27 7-8 >368 BCLL 0.0 Rep Stress lncr NO WB 0.81 Horz(TL) 0.02 7 n/a BCDL 10.0 Code ' UBC97/ANSI95 1st LC LL Min I/defl = 360 Weight: 178 lb 'LUMBER , BRACING TOP CHORD 2 X 6 DF No.2-G TOP CHORD Sheathed or 4-10-12 oc purlins, except end verticals.- BOT CHORD 2 X 4 SPF 165OF 1.4E ° BOT CHORD .Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF Std •Except' WEBS 1 Row at midpt 4-8,6-8 6-8 2 X 4 SPF 1650E 1 AE, 1-12 2 X 4 SPF 1650F 1.4E REACTIONS Ob/size) 7=68/Mechanical,13=1194/0-5-8, 8=2327/0.5-8 r . r FORCES(lb) - First Load Case Only, TOP CHORD 1-2=-1787, 2-3=-1115, 3-4=-1060, 4-5=556, 5-0=556, 6-7=14,1-13=-1125 'BOT CHORD 12-13=-0, 11=.12=1696; 10-11==72, 9-10=-72, 8-9=-72, 7-8=0 ` WEBS 2-12=-108, 2-11=-705, 3-11=-407, 3-14=0, 4-11=1418, 4-9=95, 4-8=-1439, 6-8=-686;1-12=1713, 5-8=-469 NOTES 1 Provide adequate drainage to prevent water oriding: r 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16,B, 'UBC-97. 1 3) A plate rating reduction of 20% has been applied for the green lumber members. 4 Refer to girder(s) for truss to truss connections. This truss has been designed with ANSUTPI 1-1995 criteria.' 6 Special hanger(s) or connecdon(s) required to support concentrated load(s) 72.Olb'down at 13-10-0 on top chord. Design for . unspecified connection(s) is delegated to the building designer. LOAD CASES) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) .. Vert: 1-3---92.0,3-6=-92.0,7-13---20.0 Concentrated Loads (lb) Vert: 3=-72;0 oQ EONG °'�9r * NO. 9919 EXP -30.04 Job 21,2009 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure-to FOIIOW Could Cause Property Center plate on joint unless Damage Or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties, ler a+ `2 C3 2. Cut members to bear tightly against each 0 0 �. �0 other, 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane OU at joint locations. 4 x 2 orientation, locate aFor 4. Unless otherwise noted, location chord splices C70 plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 1990 at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nall Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOC/ 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. F 13. Do not overload roof or floor trusses with stacks BEARING of construction materials. Indicates location of joints at Iiiilm„ 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. TM HYDRO Al ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG-NAIL ® , May 21,2001 Job Truss Truss Type Qty Ply WESLEY, E9 ROOF TRUSS 1 1 • . { , CHANGED " (optional) Yuma Truss - California Division; La Quinta, CA 4.201. SR1 s Nov 16 2000 MiTek Industries, Inc. Mon May 21 14:48:20 2001 Page 1 6711-14 13-8-4 214-3 29-0-2 32-2-0 36-11-9 r 6-11-14 6-8-6 7-7=15 7-7-15 3-1-14 4-9-9 Scale = 1:86.4 0.25 12 5x8 3x4 II 4.00 12 3x10 = 3x4 = 5x5 = 3x4 4 5 6 7 ' 5x5 2 1 J-6 15 14 13 12 11 10 9 8 1.5x4 11 4x4 = 3x10 = 3x6 = 1.5x4 11 3x4 = 1.5x4 11 3x8 = 6-11-14 13-8-4 - 21-4-3 23-0-3 -29-0-2 _32-2-0 36-11-9 , 6-11-14 6-8-6 7-7-15 1-" 5-11-15 3-1-14 4-9-9 Plate Offsets (X,Y): f1:Edge,0.3-81,[3:0-1-8,0-4-11,[7:0-2-8,0-3-81 ' LOADING (pso SPACING 2-0-0 CSI DEFL in poc) Well PLATES GRIP, TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) -0.11 11-13 >999 M1120 : 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.24 11-13 >999 BCLL 0.0 Rep Stress Incr NO. WB 0.99 Hoiz(rL) 0.02 10 n/a ' BCDL 10.0 Code UBC97/ANS195 1st LC LL Min Vdefl = 360 Weight: 191 Ib LUMBER BRACING TOP CHORD 2 X 6 OF No.2-G TOP CHORD Sheathed or 4-11-10 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF Std `Except' WEBS 1 Row at midpt 6-10: 7-9 2 X 4 SPF 165OF 1.4E, 1-14 2 X 4 SPF 165OF 1.4E REACTIONS (1b/size) 8=117/Mechanical, 15=1172/0.5-8, 10=2353/0-5-8 FORCES (lb) - First Load Case Only', TOP CHORD 1-2=-1740, 2-3=-1059,?,r4---1006, 4-5=589, 5-6=589, 6-7=27, 7-8=-87, 1-15=-1104 BOT CHORD 14-15---0,13-14--1650.12-13--- 153, 11-12=-153, 10-11=-153, 9-10=-27,8-9--O - WEBS 2-14=-102, 2-13=-714, 3-13=. 423, 3-16=0, 4-13=1452.4-11=93, 4-10=-1432,6-9=141, 7-9=-59,1-14--1668,5-10---352,6-lo---793 ' NOTES 1) Provide adequate drainage to prevent water ponding. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) A plate rating reduction of 20% has been applied for the green lumber members. ' 4) Refer to girder(s) for truss to truss connections. 5) This truss has been designed with ANSI/TPI 1-1995 criteria.. 6) Special hanger(s) or connection(s) required to support concentrated load(s) 72.Olb down at 13-10-0 on top chord. Design for unspecified connection(s) is delegated to the building designer. r. Qat�fES,�p ' `QONG� LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3---92.0,3-7=-92.0,8-15---20.0 Concentrated Loads y NO. 9919 ' (lb) Vert: 3=-72.0 May 21,2001 May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/, ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. 1/s ~ /s+ Cz C3 J5 2. Cut members to bear tightly against each o other. plates 0 �. 3 0 L. 3. Place on each face of truss at each joint and embed fully. Avoid knots and wane " 0 p at joint locations. ' For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C8 C, �, D plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 191. at time of 'This symbol indicates the fabrication. required direction of slots In connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MITek/Gang-Nall Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first-dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. !TM M14. BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at Do not cut or alter truss members or plate without which bearings (supports) occur. MITek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. v� ® TM HYDRO Al ® PANEL ©1993 Mitek Holdings, Inc. CLIP GANG-NAILQD Job Truss Truss Type Oty Ply 1-9-4 WESLEY EJ -HIP ROOF.,TRUSS 1 1 CHANGED Plate Offsets (X,Y): [3:0 -2-0,0-3-01,[4:0-4-3,0-4-141:[6:0-3-0,0-4-41,[9:0-2=8,0-1-121 LOADING (psf) SPACING 2-0-0 (optional) Yuma.I runs - Gaworma uIVIsIOn, La uulnta, GA -1-6-6 5-0-4 1-6-6 5-0-4 r 4.ZU1 5111 S NOV 16 ZUUU MI I eK Industries, Inc. Mon May 21 14:48:40 2001 Page 1 ` 9-8-15 14-9-3 4-8-12 5-04 Scale = 1:37.5 3.70 12 7x10 6 BOT CHORD 2 X 6 DF No.2-G , WEBS 2 X 4 SPF Std *Except* 6-7 2 X 4 SPF 1650F 1.4E OTHERS 2 X 6 DF No.2-G REACTIONS (Ib/size) 6=1754/0-5-8, 10=1268/0-5-15 FORCES (1b) - First Load Case Only ' TOP CHORD 1-2=-4, 2-3=312, 3-4=-1402, 4-5=-1162, 5-6=-1149, 6-7=145 BOT CHORD 2-10=-259,9-10=-259,8-9--1320,7-8=4 WEBS 3-10---1228,4-9---318,4-8---252,5-8---933,64--1688.3-9=1655 NOTES ., 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Bearing at ioint(s) 6 considers parallel to grain value using ANSUTPI 1-1995 angle to grain formula. Building designer should ver 3x4 11 5x5 - 5x8 - 3x4 II 1-9-4 6-0-1 9-8-15 14941 1-9-4 4-2-13 3-8-14 5-0-4 Plate Offsets (X,Y): [3:0 -2-0,0-3-01,[4:0-4-3,0-4-141:[6:0-3-0,0-4-41,[9:0-2=8,0-1-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in Qoc) Well PLATES GRIP TCLL 20.0 Plates Increase - 1.25: TC 0.55 Vert(LL) -0.02 8 >999 M1120 197/144' TCDL 26.0 Lumber Increase 1.25 - BC 0.26: Vert(TL) -0.05 ' 8-9 >999 BCLL 0.0 Rep Stress Incr NO WB 0.94 Horz(TL) -0.02 6 n/a BCDL 10.0 Code UBC97/ANS195 1st LC LL Min I/defl = 360 Weight: 1151b'. LUMBER BRACING TOP CHORD 2 X 6 OF No.2-G *Except* TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. 1-4 2 X 12 OF No.2 BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing: BOT CHORD 2 X 6 DF No.2-G , WEBS 2 X 4 SPF Std *Except* 6-7 2 X 4 SPF 1650F 1.4E OTHERS 2 X 6 DF No.2-G REACTIONS (Ib/size) 6=1754/0-5-8, 10=1268/0-5-15 FORCES (1b) - First Load Case Only ' TOP CHORD 1-2=-4, 2-3=312, 3-4=-1402, 4-5=-1162, 5-6=-1149, 6-7=145 BOT CHORD 2-10=-259,9-10=-259,8-9--1320,7-8=4 WEBS 3-10---1228,4-9---318,4-8---252,5-8---933,64--1688.3-9=1655 NOTES ., 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Bearing at ioint(s) 6 considers parallel to grain value using ANSUTPI 1-1995 angle to grain formula. Building designer should ver Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. C2 J5 2. Cut members to bear tightly against each c other. �., 0 3. Place plates on each face of truss at each 3 joint and embed fully. Avoid knots and wane 0 " v at joint locations. ' For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices c8 C, Q 0 plates 1/8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nall Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 x 4 to slots. Second all respects, equal to or better than the grade perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. "Long. �^^ 13. Do not overload roof or floor trusses with stacks BEARING P" M1& of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. N MiTek Industries, Inc. prior approval of a professional engineer. 0 15. Care should be exercised in handling, erection and installation of trusses. ll"TM HYDRO-A/R PANEL CLIP ©1993 Mitek Holdings, Inc. GANG-NAIL Job russ I russ Type Uty ply 1.5x4 I I 3 R6060560 WESLEY F ROOF TRUSS 2 1 (optional) I VIIIA 11UJ4 - 1 4111V11114 ✓IYIJIVII, 64 wu111Vi, VA - - Y.LV 1 JR 1 J 1way lo LVV 1 IVII I elf IIIV VJV IeJ, IIIV. IVIVII IYIa),'L 1 IJ.JO.LL'LVV 1 rage 1. ' 1-6-0 a 6-3-9.11-74 11-7-4 ' 1-6-0 6-3-9 v 5-3-11 ` 4x4 Scale = 1:27.2 May 21,2001 . 0 4.00 FTT 4 co 1.5x4 I I 3 N uu')t 2 - 011 6 X 4 - 3x4 - 5 1.5x4 II 6-3-9 l X11-7-4 l 6-3-9 5-3-11 LOADING (pso SPACING - 2-0-0 CSI DEFL in (locUdefl PLATES GRIP 20.0 Plates Increase 1.25 TC 0.52 Vert(LL) -0.03 2- >999 M1120. .197/144 'TCLL TCDL 26.0 Lumber Increase 1.25 BC 0.35 Vert(TL)) -0.08 2-6 >999 i BCLL 0.0 Rep Stress Incr ' YES . WB 0.57 Horz(TL) 0.01 5 n/a BCDL 10.0 " Code UBC97/ANSI95 1 st LC LL Min Udefl = 360 Weight: 42 Ib BRACING ' 'LUMBER TOP CHORD 2 X 4 SPF 1650F 1.4E - TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std , REACTIONS Ob/size) 2=792/0-5-8,5--629/Mechanical - FORCES(Ib) - First Load Case Only TOP CHORD 1-2=22,-2-3---874,34=-869 ; BOT CHORD 2-6--824,5-6--0 WEBS 3-6---502,4-6--1028.4-5---577 NOTES ' 1) This truss has been designed fora 10.0 psf bottom chord live load nonconcunent with any other live loads per Table No. 16-13, , UBC -97. 2) Refer to girder(s) for truss to truss connections. 3 This truss has been designed with ANSVTPI 1-1995 criteria. ' LOAD CASE(S) Standard QaOF6SS�J0 k9[F ' X10 May 21,2001 . 0 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/' ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in Inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. 1/a+ C2 C9 J5 2. Cut members to bear tightly against each c other. 0 �., 3 0 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane 0 " v at joint locations. ' For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C, C, 0 plates 1 /8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 x 4 to slots. Second all respects, equal to or better than the grade perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17,08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required q SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. �! �^^ M14. BEARING 13. Do not overload roof or floor trusses with stacks of construction materials, Indicates location of joints at Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses. N� ® TM HYDRO A/R 0 PANEL CLIP ©1993 Mitek Holdings, Inc. GANG-NAILQD May 21,2001 Job russ runs ype - - y - ' ' R6060562 • WESLEY F1 ROOF TRUSS 4 1 (optional) Yuma russ -'California Division, um , s ay MiTek Ines,: nc. on' ay age 1-6-0' 5-0-1 . 9-5-15 1-6-0 5-0-1 4-5-14'r r - _ t' ? r _ 3x4 ` Scale = 1:22.7; � :. ►{ 4.00 4 F ! ( rT2- 1.5x4 11 2 3x4 - 6 5 3x4 = 1.5x4 11 9-5-15 } 9-5-15 • LOADING (psf) SPACING �... 2-0.6 .� CSI DEFL in (loc) Udefl ; -PLATES > -GRIP . TCLL 20.0 , Plates Increase 1.25 TC 0.33 Vert(LL) -0.01 5-6 >999 M1120 _ .-4197/144 TCDL 26.0 Lumber Increase 1.25 BC - 0.25 ' Veft L -0.04 6 >999 BCLL 0.0 Rep Stress Incr. YES WB'• 0.47 Horz(TL). 0.01' 5 n/a BCDL -10.0 Code ',UBC97/ANS195 ` 1st LC LL Min Udefl = 360 Weight: 35 Ib tl LUMBER BRACING, TOP CHORD 2 X 4 SPF 1650E 1.4E, � TOP CHORD Sheathed or 6.0.0 oc purlins. BOT CHORD.2 X 4 SPF 1650F 1.4E ; t BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ; WEBS 2 X 4 SPF Std w , REACTIONS (Ib/size) 2=674/0-5-6, 5=511/Mechanical r :P ' FORCES (lb) - First Load Case Only TOP CHORD 1-2=22,2-3-726,34-721 ' BOT CHORD 2-6-=684, 5-6=0 • WEBS -4-6--845,21-6-404,4-5--467 NOTES ' 1) This truss has been designed fora 10.0 psf bottom chord live load nonconcunent with any other live loads per Table No. 16-B, UBC -97. 2) Refer to girder(s) for truss to truss, connections. 1 3 This truss has been designed with ANSUTPI 1-1945 criteria. a ' LOAD CASE(S) Standard t -- x ONG e4 • � Sia * NO. 9919 ' EXP -3Q04 May 21,2001 ' • May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to FOIIOW Could Cause Property 1 3/, ' Center plate on joint unless Damage or Personal Injury dimensions Indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. Cz C3J5 2. Cut members to bear tightly against each other. 0 �. Z�n3 0 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane p �' " v at joint locations. For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C8 C7 �, D plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width all respects, equal to or better than the grade 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown, im 13. Do not overload roof or floor trusses with stacks BEARING P===" P"P" of construction materials. Indicates location of joints at am ` 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. v� ® TM HYDRO -A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL May 21,2001 Job russ russ ype. _ y ,• ^ R6060563 WESLEY F10 ROOF TRUSS 1 1 (optional Yuma russ -calitorn a `vision, a um ,. s ay MiTek Industries;Inc. on ay. age; -2-1-0 4-1-0 6-10.8 V .I 11-7-4 I I 2-1-0 41-0 - 2-9-8 4-8-12 - - 3x4 _ Scale 1:31.0 - ' 4.00 F£ 3x4 5 d 5 1.5x4 3 II a. �. 3x12 1 ID 8 7 6 1.5x4 11 3x10 - 3x8 - 1.5x4 11 -2-1-0 6-10.8 11-7-4 - - 2-1-'0 6-10-8 4-8-12 I ae e (psf) SPACING•; 2-0-0. CSI DEFL in 06c)11deft •PLATES GRIP' 'LOADING` TCLL 20.0 Plates Increase 1.25 TC 0.36 VertLL) :0.04 8 >999 M1120 197/144 r TCDL , , 26.0 Lumber Increase; 1.25 `BC 0.29 Vert�TL) -0.10 8 >999 t BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) ' 0.01 6 . n/a :- BCDL 10.0 Code UBC97/ANS195 (Matrix) 1 st LC LL Min I/def1= 360 Weight: 56 Ib LUMBER '2 BRACING.' TOP CHORD X 4 SPF 1650F II AE' ' TOP CHORD Sheathed or 5-1-5 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.4E4 . BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS .2 X 4 SPF Std (Ib/size) 9--634/0-5-8,6--634/Mechanical w , 'REACTIONS FORCES(lb) - First Load Case Only TOP CHORD 3 4=-88, 45=-752,1-2=-1523 BOT CHORD B-9--0,7-8--1445,6-7=0 ` WEBS 4-7=-205,5-7=900,5-6---5 95,2-8---398,2-3---83,2-7=-868,2-4---703,1-9---584,1-8--1579 'NOTES. s . 1 This truss has been checked for unbalanced loading conditions. r 2 Provide adequate drainage to prevent water ponding. 3 This truss has been designed for 10.0 bottom_ live load with live loads Table No. 16-B,' E a psf chord nonconcurrent UBC-97. any other per 4) Refer to girders) for truss to truss connections. ` 5) This truss has been designed with ANSVTPI 1-1995 criteria. .. t LOAD CASES) Standard - r, OQ OE�VN� NG - C9 * NO. 9919 EXP •30.04 May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure t0 FOIIOW Could Cause Property 13/ ' Center plate on joint unless Damage Or Personal Injury dimensions Indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. y8- /8" 2• Cut members to bear tightly against each ZC3N UO other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane ov at joint locations. For 4 x 2 orientation, locate 4. Unless otherwise noted, location chord splices C8 C, O plates 1/8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of `This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS,STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MITek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 X 4 to slots. Second all respects, equal to or better than the grade perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBG 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. 401" WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or after truss members or plate without which bearings (supports) occur. MITek Industries, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. M� ® TM HYDRO A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL May 21,2001 Job russ russ ype y .. 1 R6060564WESLEY F11 ROOF TRUSS 1 1 optional) uma russ -: a i orma ivwsion, . a wn ,. s ay MiTek Industries,Inc. on May age • -4-1-0 2-10-8 .3-7-121 9-7-4'. I' 4.1-0 2-10-8 r 0-9-4 5-11-8 4.00 rTT 3x6 Scale = 1:31.0 5 0 3 5x5 1..5x4 11 4 t v = 1 x = 9~ - co 3x4. II 7 4x4 - 6 3x6 - -4-1-0 1 3-7-12 1 9-7-4 i 4-1-0 . 3-7-12 5-11-8' Plate e LOADING (psf) ' SPACING 2-0-0 CSI DEFL in Qoc� Udefl PLATES GRIP ' TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) -0.05 6 >999 � M1120:, 197/1,44.. TCDL 26.0 Lumber Increase 1.25 ., BC 0.37 =r Vert(TL) -0.14 6-7 >803 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.01 6 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weight: 49 lb iLUMBER BRACING 1.4 TOP CHORD 2 X 4 SPF 165OF E, 0-0 TOP CHORD Sheathed or 6-oc purlins, except end verticals. ' BOT CHORD �2 X 4 SPF 1650F 1.4E. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2 X 4 SPF Std 'REACTIONS (Ib/size) 8--548/D-5-8,6--535/Mechanical FORCES (1b) -First Load Case Only ` TOP CHORD 3-4--22,4-5---130, 1-8=-497,1-9=-1206, 2-9=-1209 BOT CHORD 7-8=155, 6-7=1118 2-7=-270,2-4---362,2-.6---1136'5-6---278,1-7=1106,%2-5--67 'WEBS NOTES 1) This truss has been checked for unbalanced loading conditions. 23 Provide adequate drainage to prevent water ponding: ' 3 This truss has been designed for a,10.0 psf bottom chord'live load nonconcurrent with any other live loads per Table No. 16-B, UBC-97. 4) Refer to girder(s) for truss to truss connections. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASES) Standard Q0NGF y0 * NO. 9919 CC G -30-04CAL* i May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/' ` Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 A building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. /a/s+ C2 C3 J5 2. Cut members to bear tightly against each 0 0 �., 3 0 other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane o�' at joint locations. • For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices ce C7 C, O plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 1991 at time of `This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. TM 13. Do not overload roof or floor trusses with stacks BEARING�F" of construction materials. Indicates location of joints at iiiiNiiiii Ft 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. TM HYDRO A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG-NAIL May 21,2001 Job toss russ ype y . R6060565.; onal WESLEY F12 ROOF TRUSS 3 1 o ti • uma7 russ -Cali orn v sion, wn , s ay MiTek nus es; nc; . on May age, ' . I -7-1-80-7-41 I-10-0 6-6-12 ' ` 7-1-8 0-7-4 1-2-12 4 8-12 y 4.00 FT2- i 3x4 ; Scale =1:31.0 k' 4 1.5x4 I I 3. O `5x5- 1 - x — . 6 1.5x4 II 3x4 - 5 3x6 -7-1-8 �0-7-4� 1-10-0 6-6-12 7-1-8 I 0-7-4 1-2-12 4-8-12 I Plate e + LOADING (pof SPACING •2-0-0 CSI DEFL in .(loc� Vdefl ; I,1(.:PLATES kn GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert (LL) -0.01 5- >999 M1120 197/144<-. TCDL 26.0 Lumber Increase . 1.25. BC 0.19 Vert L) -0.03 5-6 >999 - BCLL 0.0 Rep Stress Incr YES WB 0.29 Hoiz(TL) 0.00 5 n/a BCDL 10.0 Code UBC97/ANS195 1st LC LL Min I/defl = 360 Weight: 37 Ib , 'LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.4E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals.'„ BOT CHORD 2 X 4 SPF 1650F 1.4E • _ . BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing. WEBS 2X4SPFStd REACTIONS (Ib/size) 7=351/0-5.8, 5--351 /Mechanical r 1 FORCES (lb) - First Load Case Only t TOP CHORD 3-4=-0,1-7=-333, 1-2=-439 BOT CHORD 6-7=0, 5-6=438 WEBS 2-5--450.4-5---204,2-6---213,2-3---204,24--0,1-6--517 ' NOTES 1) This truss has been checked for unbalanced loading.conditions. z 2 Provide adequate drainage to prevent water ponding. s 3 This truss has been designed for a 10.0 bottom live load live loads Table'No.16-B, psf chord nonconcurrent UBC-97. with any other per - 4) Refer to girder(s) for truss to truss connections. 5) This truss has been designed with ANSVTPI 1-1995 criteria. LOAD CASES) Standard ONG _ * NO. 4419 ' EXP -30.04 w CAL',f0� May 21,2001 onal May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property -► 13/, ~ Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. /a/s+ C2 C3 J5 2. Cut members to bear tightly against each 0 other. 0 �., 0 3. Place plates on each face of truss at each 3 joint and embed fully. Avoid knots and wane at joint locations. • For 4 x 2 orientation, locate CL 4. Unless otherwise noted, location chord splices C8 C, C, 0 plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS Jl J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and *For tabular plating format refer to the is the responsibility of truss fabricator. General MITek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension Is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11, Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. TM BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MITek Indust s, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses, r� ® TM HYDRO A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL 3.70 rTT 115A 11 3 C9 .3x4 �2 2 4 U1 Li 'Nx6 9 7 6 10 1 5 3A .7x8 LEGDOWN NOT DESIGNED FOR 3X10 5-7-3 9-8-0 ANY LATERAL LOADS. 13-5-15 14-9-3 5-7-3 4-0-12 3-9-15 1-3A Plate Onsets (A, 1): Job ss - Type LOADING^(pso y CSI DEFIL in Qoc) :. l/defi PLATES aGRIP ' . TCLL,--- 20.0 Plates Increase . 1.25 TC 0.63 Vert(LL) -0.08 7 • >999 M1120 .197/144 TCDL t 26.0 Lumber Increase 1.25 BC 0.92 Vert(TL) R60605fil WEBS 2-7=419, 2-6---1277,3-6=-365,4-6--3200 BCLL 0.0 WESLEY Fl -HIP Horz(TL) ROOF TRUSS I - I (Matrix) 1st LC LL Min I/defl = 360 'Weight: 76 lb Refer to girder(s) for truss to truss connections. f 4 This truss has been designed with ANSVTPI 1-1995 criteria. Special hanger(s) or connection(s) required to support concentrated load(s) 480.O1b down at 5-0-10, and 11022.01b down at 10-3-5, and 629.Olb down at 12-&12 on bottom chord. Design for unspecified connection(s) is delegated to the building (optionao LOAD CASE(S) Standard -Vu-m­aTr—uss - California -Division, La Quinta, CA 4.201 5R1 s IV ay, 18 2UU1 M!Tek nus es; Inc. on May 211� 13:36:25 Z0U1 Page 1 Concentrated Loads (lb) 5-7-3 9-8-0 13-5-15 14-9-3 p 4-0-12, 3-9-15 1 rEXP Scale 1:35.2 4 1 3.70 rTT 115A 11 3 C9 .3x4 �2 2 4 U1 Li 'Nx6 9 7 6 10 1 5 3A .7x8 LEGDOWN NOT DESIGNED FOR 3X10 5-7-3 9-8-0 ANY LATERAL LOADS. 13-5-15 14-9-3 5-7-3 4-0-12 3-9-15 1-3A Plate Onsets (A, 1): L1:U-t0-yU-U-0 , . - L russ - TOP CHORD 2 X 4 SPF 1650F IAE TOP CHORD Sheathed or 3-1-0 oc purlins; except end verticals. LOADING^(pso SPACING 240-0 CSI DEFIL in Qoc) :. l/defi PLATES aGRIP ' . TCLL,--- 20.0 Plates Increase . 1.25 TC 0.63 Vert(LL) -0.08 7 • >999 M1120 .197/144 TCDL t 26.0 Lumber Increase 1.25 BC 0.92 Vert(TL) 70.22 11-7- >785 WEBS 2-7=419, 2-6---1277,3-6=-365,4-6--3200 3.70 rTT 115A 11 3 C9 .3x4 �2 2 4 U1 Li 'Nx6 9 7 6 10 1 5 3A .7x8 LEGDOWN NOT DESIGNED FOR 3X10 5-7-3 9-8-0 ANY LATERAL LOADS. 13-5-15 14-9-3 5-7-3 4-0-12 3-9-15 1-3A Plate Onsets (A, 1): L1:U-t0-yU-U-0 , . - L - TOP CHORD 2 X 4 SPF 1650F IAE TOP CHORD Sheathed or 3-1-0 oc purlins; except end verticals. LOADING^(pso SPACING 240-0 CSI DEFIL in Qoc) :. l/defi PLATES aGRIP ' . TCLL,--- 20.0 Plates Increase . 1.25 TC 0.63 Vert(LL) -0.08 7 • >999 M1120 .197/144 TCDL t 26.0 Lumber Increase 1.25 BC 0.92 Vert(TL) 70.22 11-7- >785 WEBS 2-7=419, 2-6---1277,3-6=-365,4-6--3200 BCLL 0.0 Rep Stress Incr NO WB 0.49 Horz(TL) 0.10 8 n/a BCDL 'sf 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 'Weight: 76 lb May 21,2001 LUMBER BRACING' TOP CHORD 2 X 4 SPF 1650F IAE TOP CHORD Sheathed or 3-1-0 oc purlins; except end verticals. BOT CHORD 2 X 6 DF No.2-G I BOT CHORD Rigid ceiling directly applied:or 1104)-0 oc bracing. WEBS 2 X 4 SPF Std *Except* WEBS 1 Row at midpt 4-8 4-8 2 X 6 DF No.2-G, 4-6 2 X 4 SPF 165OF 1.4E REACTIONS (lb/size) 1=1510/0-5-8,8--2223/Mechanical FORCES (lb) - First Load Case Only TOP CHORD 1-2=-3985,2-3---2730.3-4---2728.5-8---2223,4-5---1623 BOT CHORD 1-9=3734, 7-9--3734, 6-7=3734, 6-10=184;10-11=184,5-11=184 WEBS 2-7=419, 2-6---1277,3-6=-365,4-6--3200 NOTES 1) This truss has been designed for a 10.0'psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 2�A plate rating reduction of 20% has been applied for the green lumber member;. Refer to girder(s) for truss to truss connections. f 4 This truss has been designed with ANSVTPI 1-1995 criteria. Special hanger(s) or connection(s) required to support concentrated load(s) 480.O1b down at 5-0-10, and 11022.01b down at 10-3-5, and 629.Olb down at 12-&12 on bottom chord. Design for unspecified connection(s) is delegated to the building designer, LOAD CASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plate lficrease=1.25 Uniform Loads (plQ Vert: 1-4---92.0,1-5---20.0 Concentrated Loads (lb) Vert: 9=-480.010-1022_ .011=-629.0 y rEXP May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure t0 FOIIOW Could Cause Property -► 13/, ' Center plate on joint unless . Damage Or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. '/8+ C2 " J5 2. Cut members to bear tightly against each 0 other. Place 3 0 0�. ZZ 3. plates on each face of truss at each joint and embed fully. Avoid knots and wane 0 at joint locations. For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C8 C7 C6 O plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19`Yo at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks BEARING of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. TM HYDRO -A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG-NAILQP May 21,2001 Job russ russ .ype � y . R6060566 WESLEY F2 ROOF'TRUSS 4 1 ?' i (optional) uma russ -California, Division, a' wn ,: s ay i e nus es . In on ay age _ -1 6-0 4-8-0 1.5x4111 4-8-0 3 r 4.00 FT£ 2 01 � . 1 4 "_0 1.5x4 11 4-8-0 LOADING (psf) SPACING, _.. ' ' 2-0-0 CSI DEFL in Qoc) Udefl J PLATES GRIP " , 20.0 Plates Increase 1.25 TC 0.32 Vert(LL) -0.01 2-4 >999 M1120 197/144- ',TCLL TCDL` 26.0 Lumber Increase ' 1.25 BC 0.14 Vert(TL) 0.03 1=2 >810 ~ BCLL .x •" 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 We BCDL 10.0 Code UBC97/ANSI95 1st LC LL Min Udefl = 360 Weight: 14 Ib t ' LUMBER _ BRACING CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 4-8-0 oc purlins 'TOP y BOT CHORD, 2 X 4 SPF 1650F 1.4E ` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std , REACTIONS (Ib/size) 2=404/0-5-8,4--240/Mechanical. FORCES (1b) - First Load Case Only TOP CHORD 1-2=22,2-3--O BOT CHORD 2-4-0 y WEBS : 3-4=-197 NOTES ' 1) This truss has been designed for a 10.0 psf bottom cliord live load nonconcurrent with any other live loads per Table No. 16-B..' ' UBC -97. .. 2) Refer to girder(s) for truss to truss connections. 3) This has been designed ANSUTPI 5 truss with 1 -19 criteria. I LOAD CASE(S) Standard apfES�1p oONG _ , NO.99119 16, � -30-04 May 21,2001 . May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/' ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in Inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. C2 C3 2. Cut members to bear tightly against each other. 0 0 �ZnJ 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane p U at joint locations. For 4 x 2 orientation, locate 4. Unless otherwise noted, location chord splices C,0 plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) .truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and *For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses. N� ® TM HYDRO-A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG-NAILry o russ russ ype CSI y • • Udefl PLATES GRIP WEBS 2 X 4 SPF Std ••20.0 Plates Increase R6060567 WESLEY F3 ROOF TRUSS 1 1 - 'TCLL TCDL 26.0 Lumber Increase 1.25 BC 0.47 Vert(TL) (optional) >987 ^' BCLL 0.0 Rep Stress Incr YES B W 0.66 Horz(TL).. 0.01 4 n/a . BCDL 10.0 , Code UBC97/ANSI95 . .. , '1 st LC LL Min Udefl = 360 - Weight: 48 Ib NO. uma russ -California Division, wn s ay i e nus ies;, nc. on' ay, i age 7 7 12 13-8-4 I. 7-7-12 6-0-8 4x4 Scale =1:30.8 4.00 Fff 3 o 1.5x4 I I 1 3x4 — 5 4 3x4 - 1.5x4 II 7-7-12 13-8-4 7-7-12 6-" o russ russ ype CSI y • • Udefl PLATES GRIP WEBS 2 X 4 SPF Std ••20.0 Plates Increase R6060567 WESLEY F3 ROOF TRUSS 1 1 - 'TCLL TCDL 26.0 Lumber Increase 1.25 BC 0.47 Vert(TL) (optional) LOADING (pso7 SPACING 2-0-0; CSI DEFL in (loc): Udefl PLATES GRIP WEBS 2 X 4 SPF Std ••20.0 Plates Increase 1.25 TC 0.79 Vert(LL) -0.07 1-55 >999 M1120r 197/144 .: ` 'TCLL TCDL 26.0 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.16 1-5 >987 ^' BCLL 0.0 Rep Stress Incr YES B W 0.66 Horz(TL).. 0.01 4 n/a . BCDL 10.0 , Code UBC97/ANSI95 . .. , '1 st LC LL Min Udefl = 360 - Weight: 48 Ib LUMBER + BRACING .: TOP CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 4-8-2 oc purlins: BOT CHORD, 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std REACTIONS (Ib/size) 1=746/Mechanical, 4=746/Mechariical ' FORCES (lb) - First Load Case Only r TOP CHORD 1-2=-1006.2-3---1002 ` BOT CHORD 1-5=950, 4-5=0 WEBS 2-5---599,3-5--1200,3-4---687 NOTES _ k, ' 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live -loads per Table No. 16-B, UBC -97. 2) Refer to girder(s) for truss to truss connections. 3) This truss has been designed with ANSVTPI I-1995 criteria. LOAD CASE(S) Standard - NO. « E. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Proper/ -► 13/4 ' Center plate on joint unless Damage or-Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. /8•/e+ cz Q J5 2. Cut members to bear tightly against each 0 other. �� 0 , C 3. Place plates on each face of truss at each U 3 O joint and embed fully. Avoid knots and wane p �� " v at joint locations. For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C8 C, O plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19`Yo at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. . 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade X perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. 40" WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. P 13. Do not overload roof or floor trusses with stacks BEARING of construction materials. Indicates location of joints at M 14. Do not cut or after truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer, ® 15. Care should be exercised in handling, erection and installation of trusses. v� ®IIIIIlIITM HYDRO Al ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG-NAIL May 21,2001 Job cuss cuss ype .. •: .: , ' R6060568 WESLEY F4 - ROOF TRUSS 1 1 (optional) uma runs = a omia a' _ ivwsion; um s ay MiTek nus esInc: on ay age! . - -1-6-3 6-1-9 12-2-V ' 1-6-3 6-1-9 6-0-8 4x4 Scale =1:30.8 ' 4.00;FfT 4 1.5x4 1 3 v 2 1 � ' o 0 '1 ' 3x4 3x8 11 6 5 1.5x4 II -1-6-3 6-1-9 12-2-1 1-6-3 6-1-9 6-0.8 ae e - LOADING (psf) SPACING­, 2-0-0 ` _CSI DEFL .' in (loc o Udefl 2PLATES GRIP: TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) -0.04 >999 M1120 . M • 197/144 TCDL 26.0 Lumber Increase , 1.25 BC 0.37 Vert((TTL) -0.09' 5-6 >999 BCL•L - 0:0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.01 5 n/a BCDL 10.0 Code i UBC97/ANS195 1st LC LL Min Udefl = 360 Weight: 50 Ib 'LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 6-0-0 oc purlins: BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2 X 4 SPF Std " SLIDER Left 2 X 6 DF No.2 2-10-5 ' REACTIONS (Ib/size) 1=673/0.5-8; 5=673/Mechanical ' FORCES(lb) - First Load Case Only TOP CHORD 1-2=-871, 2-3=-871,3-4=-828 r �. BOT CHORD 1-6=786, 5-6=0 WEBS 3-6---485.4-6--992,4-5---61 5 t NOTES ' t 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, r UBC-97.2) A plate rating reduction of 20% has been applied for the green lumber members 3 Refer to girder(s) for truss to truss connections. ' 4 This truss has been designed with ANSUTPI 1-1995 criteria. LOAD CASE(S) Standard , .4 ONG NO.99119 � May 21,2001 ' May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/1 ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. �/8, .♦/a+ C2 C3 J5 2. Cut members to bear tightly against each 0 other. 0 �., 0 LC 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane 0 " v at joint locations. For 4 x 2 orientation, locate 4. Unless otherwise noted, location chord splices C8 C, -6 0 plates 1/8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MITek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS Indicate m1ninium plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MITek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. TM HYDRO A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL 0 :S , NSS - NSS ype y - .. 3x8 - 1.5x4 II 10-2-1 3-6-3 R60601569 WESLEY F5 ROOF TRUS 1 1 SPACING 2-0-0 CSI „ DEFL in Qoc)) (optional) uma- r ss =California Division; •a um -3-6-3 ,3-6-3 Y.4V1 -8I JIYIar IO LVV I IYII I CIS If Iuu4u1CJ,$I 14:'� Mull May L1� I J.JO.L/LVVI'rdytl•1- 4-1-9 10-2-1 . 4-1-9 6-0-8 + ' " 3x4 ; A 'Scale = 1:30.8 3 ' -3-6-3 1.5x4 II 4-1-9 3x8 - 1.5x4 II 10-2-1 3-6-3 1 4-1-9 I 6-0-8 'LOADING (pso ' SPACING 2-0-0 CSI „ DEFL in Qoc)) Udefl PLATES '-GRIP: TCLL ..20.0 Plates Increase ..1.25 TC 0.46 _ Vert(LL) -0.04 4-5 >999 M1120 1971144: . TCDL `' 26.0 Lumber Increase ' 1.25 BC 0.23 Vert(TL) -0.08 :4-5 '>999 ` BCLL ' '° 0.0 Rep Stress Incr ._ . YES WB . 0.36 Horz(TL) -0.00 ' 4 n/a •+ :: BCDL `. 10.0 Code UBC97/ANSI95 `1st LC LL Min Udefl = 360 Weight 45 Ib ''LUMBER' BRACING 1.4 ' TOP CHORD 2 X 4 SPF 1650F E L, TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT: CHORD 2 X 4 SPF 165OF 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std - REACTIONS (Ib/size) 6=553/0-5-8,4=553/Mechanical ' FORCES (lb) -First Load Case Only TOP CHORD 1-2=-538.2-3=-538,1-6=-513 BOT. CHORD 5-6=0, 4-5=0 ' WEBS 2-5=-455, 3-5= 4=- 644, 3-494,1-5=535 NOTES ` 1 This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B,' . UBC -97. r' 3) Refer to girder(s) for truss to truss connections. '4) This truss has been designed with ANSVTPI 1,1995 criteria. LOAD CASE(S) Standard Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Proper/ 13/, ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 A building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. C3 J5 2. Cut members to bear tightly against each 0 [other. 0 �. 3 0 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane Oy 8 U at joint locations. ' For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices . C7 C O plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and *For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 x 4 to slots. Second all respects, equal to or better than the grade perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBG 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks BEARING of construction materials. Indicates location of joints at ma` 14. Do not cut or atter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. N� ® TM HYDRO A/R ® PANEL ©1993 Mitek Holdings, Inc. CLIP GANG -NAIL Job russ russ ype -5-6-3 y 1.5x4 II i 3x8 - 22� • 8-2-1 1.5x4 II + R6060570 WESLEY F6 ROOF TRUSS 1 1 ... . 6-0-8 • SPACING 4. 2-0-0 .,. o tional ' DEFL in (loc) . Udefl ;,PLATES ^:-GRIP , - 20.0 �P.lateslncrease 1.25 TC 0.44 Vert(LL) =0.04 4- >999 M1120. ;.197/444 'TCLL TCDL ` 26.0 Lumber Increase 1.25 BC •1` t uma russ - a i om a rvisio_n a wn s ay MiTek nus es,'Inc. on ay age . Rep Stress Incr , YES ' 1 + -5-6-3 i 2-1-9 i 8-2-1 i ..0.00 4 n/a 6-6-3 � -y 2-1-9 6-0$ , 1 st LC LL Min Udefl = 360 1 3x4 Scale = 1:30.8 4.00 rT' 3 Job russ russ ype -5-6-3 y 1.5x4 II i 3x8 - 22� • 8-2-1 1.5x4 II + R6060570 WESLEY F6 ROOF TRUSS 1 1 ... . 6-0-8 • SPACING 4. 2-0-0 .,. o tional ' _ 0 ' T.5x4 II 5x5 2 104 -5-6-3 1.5x4 II i 3x8 - 22� • 8-2-1 1.5x4 II + 5 ' -5-6-3 1.5x4 II i 3x8 - 22� 8-2-1 1.5x4 II + i 5-6-3 2-1-9 6-0-8 LOADING (psf) SPACING 4. 2-0-0 .,. CSI DEFL in (loc) . Udefl ;,PLATES ^:-GRIP , - 20.0 �P.lateslncrease 1.25 TC 0.44 Vert(LL) =0.04 4- >999 M1120. ;.197/444 'TCLL TCDL ` 26.0 Lumber Increase 1.25 BC 0.23 Vert(fL) -0.08 4-5 >999 BCLL 0.0 Rep Stress Incr , YES ' WB 0.20 Horz(TL) ..0.00 4 n/a BCDL ] 0.0 Code : UBC97/ANSI95 1 st LC LL Min Udefl = 360 Weight: 39 Ib LUMBER ` r t BRACING ,TOP CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. . BOT CHORD 2 X 4 SPF 1650F 1.4E + BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. WEBS 2 X 4 SPF Std REACTIONS (Ib/size) 6--441/0-5-8,4--441/Mechanical s 'FORCES(lb) - First Load Case Only ' f' TOP CHORD 1-2=-268.2-3---268,1-6--421 BOT CHORD 5.6=0, 4-5=0 + t WEBS 2-5=-363, 3 5=321, 3-4=-382,.1-5=353 'NOTES ' 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per,Table No. 16-B; UBC -97. 3) Refer to girders) for truss to truss connections. ! '4 This truss has been designed with'ANSVTPI 1-1995 criteria. LOAD CASE(S) Standard May. 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/, ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 A J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. /8, /8+ C2 C3 J5 2. Cut members to bear tightly against each 0 other. 0 0 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane p at joint locations. ' For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C8 C, plates 1/8" from outside edge of at 114 panel length (+6„ from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 191Y. at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 x 4 to slots. Second all respects, equal to or better than the grade perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. N� ® TM HYDRO /J/R PANEL CLIP 01993 Mitek Holdings, Inc. PANG -NAIL Job Truss Truss Type 1' Ply WESLEY F7 ROOF TRUSS 1 1 •r:...• ' " o tionali• a q. ' Yuma Truss - California`Division, La Quinta, CA 4.201 SRI s Nov 16 2000 MiTek Industries, Inc. Mon May 21 13:35:26.2001 Page 1 .6.8-15 + 0-11-13 6-11-5 6-8-15' h.e ' 0-11-13 5-11-8 Scale = 1:31.5 ' 1' 1.5x4 II ` 5x5 4.00 12 +r 2 i r 1 1 1.5x4 11 3 3x4 = i-6-8-15 0-11.13 6-11-5 6-8-15 0-11-13 5-11-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl -PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.76 Vert(LL) -0.12 3-4 >680 M1120 197/144 ` TCDL 26.0 Lumber Increase 1.25 BC 0.37 Vert(TL) -0.23 3.4 >340 " BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.00 3 n/a BCDL 10.0 Code UBC97/ANS195 1st LC LL Min Udefl = 360 Weight: 31 Ib ' LUMBER - BRACING TOP CHORD 2 X 4 SPF 165OF 1.4E TOP CHORD Sheathed or 10-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std REACTIONS (Ib/size) 4=372/0-5-8, 3=372/Nlechanical FORCES (lb) - First Load Case Only. ` TOP CHORD 1-2=0, 1-4=-306 BOT CHORD 3-4=0 ' WEBS 1-3=-0, 2-3=-306 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for a 10.0 psf bottom'chord live load nonconcurrent with any other live loads per Table No. 16-8, ' UBC -97. 3) Refer to girder(s) for truss to truss connections. 4) This truss has been designed with ANSVTPI 1-1995 criteria. 1 LOAD CASE(S) Standard r QapfES,S�lp y4� Q�pONG * NO. X19 i EXP r ,... t�s0��* Job Truss Truss Type Qty Ply WESLEY F7 ROOF TRUSS 1 1 •r:...• ' " o tionali• a May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property -► 13/' ` Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. y8• 1/8� Cz J5 2. Cut members to bear tightly against each 0 other. y Z:Z�,"3 0 :��a 3. Place plates on each face of truss at each N joint and embed fully. Avoid knots and wane O�" 0 at joint locations. For 4 x 2 orientation, locate 4. Unless otherwise noted, location chord splices c8 C7 O plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of `This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements, 9. Lumber shall be of the species and size, and in The first dimension is the width all respects, equal to or better than the grade 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 specified. ' dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks BEARING of construction materials. Indicates location of joints at 14. Do not cut or after truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. TM HYDRO A/R 0 PANEL CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL Job russ Truss Type tyy 2-10-13 8-11-5 1 4-8-15 2-10-13 6-0-8 R6060572 WESLEY �F8 ROOF TRUSS 1 1 ` 4.00 Fi'£ f. 3 5x5 1.5x4 11 2 (optional) '1 Yllla 1IYJJ-Va111V11Ila ✓IV WIVI1, La atunlw,,vn 1 -w1 1 JMay lu- 1 Ivll l UK 111-ul-;111:. IVIVII IV1ay'41 I4.00.GO'LVV1 rage 1 " -4-8=15 2-10-13 8-11-5 1 4-8-15 2-10-13 6-0-8 3x4 ; 'Scale = 1:30.8 ` 4.00 Fi'£ f. 3 5x5 1.5x4 11 2 � 1 Ln o 1 Qu 4 5 1.5x4 11 3x8 - 1.5x4 11 ' 4-8-15 2-10-13 8-11-5 4-8-15 2-10-13 6-M LOADING (psQ SPACING 2-0-0 CSI DEFL in ('oc- Udefl c PLATES +GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 VertLL -0.04 4- >999 M1120 197/144 a TCDL26.0 Lumber Increase 1.25 BC 0.23 Vert(TL) -0.08 4-5 >999 BCLL 0.0 Rep Stress Incr YES WB 0.25 �I Horz(TL) -0.00 4 n/a BCDL 10.0 Code UBC97/ANS195 1st LC LL Min Udefl = 360 Weight: 41 Ib LUMBER BRACING CHORD 2 X 4 SPF 165OF 1.4E TOP CHORD Sheathed or 6-0-0 oc pudins, except end verticals. 'TOP BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. WEBS 2 X 4 SPF Std REACTIONS (Ib/size) 6--484/0-5-8,4--484/Mechanical _ FORCES (lb) –First Load Case Only. TOP CHORD 1-2=-372,2-3---372,.1-6---457 BOT CHORD 5-6--0.4-5--0 WEBS 2-5---398,3-5--446,34--426,1-5L-412 'NOTES 1 This truss has been checked for unbalanced loading conditions. s 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) Refer to girder(s) for truss to truss connections. 4 This truss has been designed ANSVTPI 1-1995 with criteria. LOAD CASE(S) Standard r , • • OP�E�k'4[ �ooHG * NO. 4919 ' EXP -30 oa Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/' ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. `Z J5 2. Cut members to bear tightly against each 0 other. �. 03. ZC7 Place plates on each face of truss at each joint and embed fully. Avoid knots and wane " U at joint locations. For 4 x 2 orientation, locate 4. Unless otherwise noted, location chord splices ce D plates 1/8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and *For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 'rM BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. v� TM HYDRO-A/R PANEL ©1993 Mitek Holdings, Inc. CLIP GANG-NAILQD May 21,2001 Job russ russ ype y R6060573 WESLEY F9 ROOF TRUSS 1 1 • (optional uma russ - a i orma ivision; wn - s ay MiTek Industries,Inc:; on May age. '-2-8-15 + I 2-8-0 6-2-9 1 10-11-5 2-8-15 2-8-0 , 3-6-9 4-8-12 3x4 Scale = 1:31.0 4.00 FTT 3x6 5 4x8 = 1.5x4 I I 3 4 5x5 - 1 - 8 1.5x4 11 4x4 - 7 3x8 - 6 1.5x4 11 ' -2-8-15 6-2-9 I 10-115 1 2-8-15 6-2-9 4-8-12 -plate e LOADING (psi) SPACING 2-0-0 ;CSI DEFL . in (loc) _ Udefl PLATES GRIP .TCLL 20.0 Plates Increase 1.25 TC 0.27 VertLL -0.02 8 >999 M1120 • - 197/144 s.. TCDL 26.0 Lumber Increase •-• 1.25 BC 0.28 Vert(TL) -0.05 8 >999 ' BCLL ` 0.0 Rep Stress lncr ' ' YES WB 0.69 Horz(TL) 0.01 6 , n/a BCDL 10.0 Code UBC97/ANSI95 1st LC LL Min Udefl = 360 'J, Weight: 54 Ib 'LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.4E - TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. ' BOT CHORD 2 X 4 SPF 1650F 1 AE BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. - .WEBS 2 X 4 SPF Std ; REACTIONS (Ib/size) 9=596/0-, 6=596/Mechanical ' 5-8 FORCES (lb) - First Load Case Only 'TORCHORD 3-4=0, 4-5=-544,1-9=-570,1-2=-1136 ` BOT CHORD 8.9=0, 7-8=1135, 6-7=0 4-7=-241, 5-7=727,5-6---551,1-8--1237,2-8---431. 2-3---157,2-7=-647,,2-4---596 'WEBS NOTES _ 1) This truss has been checked for unbalanced loading conditions. 2 Provide adequate drainage to prevent water Ponding. 3 This truss has been designed for 10.0 bottom chord live load nonconcurrent with any other live loads Table No. 16-B, a psi UBC-97. per 4 Refer to girder(s) for truss to truss connections. 5; This truss has been designed with ANSVTPI 1-.1995 criteria. LOAD CASE(S) Standard OQa�E�k'4! ONG * NO. 9419 ' EXP -30-04 ■ r_A' May 21,2001 May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure t0 Follow Could Cause Property 13/ ' Center plate on joint unless Damage Or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. 1/8" V8� C2 �' 2. Cut members to bear tightly against each 0 other. 0 �.[ZbJ5 0 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane 0 at joint locations. For 4 x 2 orientation, locate 4. Unless otherwise noted, location chord splices C8 C7D plates 1/8" from outside edge of at 114 panel length (±6" from adjacent joint,) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19911. at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MITek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. im 13. Do not overload roof or floor trusses with stacks BEARING mow of construction materials. Indicates location of joints at am Ft 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MITek Industries, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. N� ® TM YDRO-A/R ® PANEL HCLIP ©1993 Mitek Holdings, Inc. - GANG-NAIL JOD Iruss I russ I ype CSI y PLATES GRIP. 'LOADING'(psf)' TCLL 20.0 Plates Increase. 1.25. TC 0.58 Vert(LL) -0.05 8- >999 R6060559 WESLEY F -HIP ROOF TRUSS 1 1 ' BCLL 0.0 Rep Stress Incr NO WB 0;76 Horz(TL) 0.00 n/a -r (optional) uo �I 6 6-3-12 11-9-0 I 14-7-11` 6-3-12 5-5-4 2-10-11 r - 5x5 Scale = 1:36.8 4 3x6 II 6x10 = 7 -6 12 5 3x4 11 4x6 - 6-3-12 I 11-310 111-9- 0 14-7-11 6-3-12 4-11-4 0.8-0 2-10-11 ' REACTIONS (Ib/size) 1=1260/0-5-8, 5=2482/Mechanical Max Horz 1=3249(load case 1), 5=-3249(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-3222,2 -931,3-4=-793,4-5=-1073 'BOT CHORD 1-10=-249, 9-10=-249, 9-11=-249, 8-11=-249, 6-8=494, 3-8=-345, 6-7=0, 6-12=-321, 5-12=-321 WEBS 2-9=868, 2-8=-2306, 5-8=-3143, 4-8=1370 NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 2 A plate rating reduction, of 20% has been applied for the green lumber members. 3 Refer to girder(s) for truss to truss connections. . 4 Non Standard bearing condition. Review required. This truss has been designed with ANSI/TPI 1-1995 criteria. ' 6 Special hanger(s) or connection(s) required to support concentrated load(s) 480.01b down at 5-0-10, and 1022.0Ib down at ` 10-3-5, and 629.Olb down at 12-6-12 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) %1—f• 1-d=-09 n 1 -A= -in n r,7= -9n n c R=-911 n. SPACING 2-0-0 CSI DEFL in (loc� Udefl _ PLATES GRIP. 'LOADING'(psf)' TCLL 20.0 Plates Increase. 1.25. TC 0.58 Vert(LL) -0.05 8- >999 MI120 ; 197/144--r TCDL 26.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.14 8-9 >999 BCLL 0.0 Rep Stress Incr NO WB 0;76 Horz(TL) 0.00 n/a -r BCDL 10.01 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 74 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.4E TOP CHORD Sheathed or 3-5-4 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.4E *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 1-8 2 X 6 DF No.2-G 10-0-0 oc bracing: 6-7. WEBS 2 X 4 SPF Std WEBS 1 Row at midpt 1 4-5,2-8 ' REACTIONS (Ib/size) 1=1260/0-5-8, 5=2482/Mechanical Max Horz 1=3249(load case 1), 5=-3249(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-3222,2 -931,3-4=-793,4-5=-1073 'BOT CHORD 1-10=-249, 9-10=-249, 9-11=-249, 8-11=-249, 6-8=494, 3-8=-345, 6-7=0, 6-12=-321, 5-12=-321 WEBS 2-9=868, 2-8=-2306, 5-8=-3143, 4-8=1370 NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 2 A plate rating reduction, of 20% has been applied for the green lumber members. 3 Refer to girder(s) for truss to truss connections. . 4 Non Standard bearing condition. Review required. This truss has been designed with ANSI/TPI 1-1995 criteria. ' 6 Special hanger(s) or connection(s) required to support concentrated load(s) 480.01b down at 5-0-10, and 1022.0Ib down at ` 10-3-5, and 629.Olb down at 12-6-12 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) %1—f• 1-d=-09 n 1 -A= -in n r,7= -9n n c R=-911 n. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure. to Follow Could Cause Property Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS -owner and all other interested parties. y8/a+ C2 C3n 2. Cut members to bear tightly against each J7 J 0 0 & �., 0 other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane 0 v at joint locations. 4 x 2 orientation, locate aFor 4. Unless otherwise noted, location chord splices Ce c,0 plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. .AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and *For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nall Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 8693, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. !TM M14. BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. N� ® TM HYDRO -A ® PANEL CLIP ©1993 Mitek Holdings, Inc. • GANG -NAIL russ russ ype y . R6060574 WESLEY G ROOF TRUSS 3 1 • o tional Yuma russ -California Division, a. wn s ay i e nus es,Inc.. on: ay .age' , 1 3-9-7 15-9-15 I 3-9-7, a 12-0-8 5x5 Scale = 1:39.9 Y 5 ' 4:00 FT£ 1.5x4 11 4 1 N cb . 4x8 1 `D 3 1 2 1 �� lc� x6= 7 6 3x10 II 4x8 - 3x4 II 5x5 � 9 ' 1.5x4 11 I 3-9-7 1 10-1-9 I 11-6-9 I 15-9-15 I 3-9-7 6-4-2 1-5-0 4-3-6 Plate e 1 LOADING(psf) .•,,.r 25SPACING i+'200 CSI : DEFL in (loc) .I/defl �. PLATES ;GRIP:[ TCLL 20.0 Plates Increase 1.25 TC 0.88 'Vert L -0.05 1 >903 M1120, 197/144 TCDL 26.0 Lumber Increase 1.25 , BC 0:73 Vert�TL;. -0:14 1 >323 i" •: BCLL• ' . 0.0 Rep Stress Incr NO WB 0.51 Hoa(TL), 6 n/a BCDL 10.0 Code UBC97/ANSI95', . (Matrix) 1 st LC LL Min I/defl = 360. Weight: 67 Ib 1 LUMBER` BRACING • TOP CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. - BOT CHORD 2 X 4 SPF 165OF 1.4E • BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF Std 'SLIDER Left 2 X 8 DF No.2 1-3 7 ~ REACTIONS Ob/size) 6=592/Mechanical, 8=1275/0-5-8 FORCES (lb) - First Load Case Only TOP CHORD 1-2=384.2-3--485,3-4---723,4-5--L-718.5-6---530 1 BOT CHORD 1-9---360,8-9=93,34---1072,7-8---319,6-7=41 WEBS 3-7=929, 4-7=-554, 5-7=746 NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table N6.16 -B, UBC -97. 2) Refer to girder(s) for truss to truss connections. - 3)) This truss has been designed with ANSI/TPI 1-1995 criteria. 4 Special hanger(s) or connection(s) required to -support concentrated load(s) 24.01b down at 0.0-0 on bottom chord. Design for .•: , unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 11-5=92.0.1-91=44.0,15-8-20.0 Concentrated Loads (lb) 1 Vert: 1=-24.0 ON 4919 1 EXP -3Q04 Job May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Proper/ 13/' ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. /8• -.00./a+ ir­0 `Z J5 2. Cut members to bear tightly against each ZC3L 5 �. a other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane vat joint locations. 4 x 2 orientation, locate aFor 4. Unless otherwise noted, location chord splices 6 4 plates 1/8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J 1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection, 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width all respects, equal to or better than the grade 4 x 4 perpendicular to slots. Second BOC/ 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBG 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown, P 13. Do not overload roof or floor trusses with stacks BEARING of construction materials. Indicates location of joints at PONEMENNOM"" r•er" i�1111` 14. Do not cut or after truss members or plate without which bearings (supports) occur. N MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection 0 and installation of trusses. TM HYDRO A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG-NAILQD May 21,2001 Job cuss russ ype y 1 R6060575 WESLEY G1 ROOF TRUSS 1 1 •• optional) uma russ -California Division, a um , s ay MiTek Industries; nc: on ay- Pagel, 1 .1-1-10 2-7-13 14-8-50-8 1-1-10 2-7-13 12- + 5x5 Scale = 1:39.9 ' 4.00 (1 £` 1.5x4 11 4 y 3 5x8 ; ui 2 1 5x5 1 LA i x10 - 1 6 5 4x8 - 3x4 II 9 8 1.5x4 11 3x4 1-1-10 2-7-13 8-11-15 1 -4 10-15' 14-85 1-1-10 2-7-13 - Plate e - LOADINO.(ps� SPACING ± 2-0-0 . CSI:,- DEFL in (loc Udefl V t-, !"-PLATES • GRIP•r, •1 TCLL.. 2).6 • Plates Increase 1.25 TC 0.91 VertLL -0.03 >999 M1120 : 197/144 TCDL. 26.0 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.06 6-7 >999 BCLL • 0.0 Rep Stress lncr NO WB` 0.48 Horz(TL) 0.00 5 n/a BCDL 10.0: Code UBC97/ANSI95 (Matrix) 1st LC LL Min Udefl = 360 Weight: 64 Ib 'LUMBER BRACING - TOP CHORD 2 X 4 SPF 1650F E 1.4 TOP CHORD Sheathed or 6.0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.4E _ BOT CHORD Rigid ceiling directly. applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std 1 REACTIONS (Ib/size) 5=638/Mechanical, 7=1055/0-5-8 FORCES (lb) - First Load Case Only TOP CHORD 1-2=260,2-3---812,34---809,4-5---577,1-9--102 BOT CHORD 8-9--38,7-8--143,2-7=-900,6-7=149.5-6--40 WEBS 2-6--542.3-6---561.4-6--863,1-8---263i 1 NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 2) Refer to girder(s) for truss to truss connections. ' 1 3 This truss has been designed with ANSUTPI 1-1995 criteria. 0-0 4 Special hanger(s) to load(s) 24.Olb down 0 bottom Design for or connection(s) required support concentrated at -Mon chord. unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIf) 1 Vert: 114-92.0,8-9-44.0,5-7=20.0 Concentrated Loads (lb) Vert: 9=-24.0 1 OI�IG NO. 9419 EXP -310.04 I -Ai is � May 21,2001 May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Proper/ 13/ ' Center plate on joint unless Damage or Personal Injury dimensions Indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. /a+ C2 " J5 2. Cut members to bear tightly against each other. 0 �., 3 0 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane OU at joint locations. ' For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices ca C, C, plates 1/8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 1996 at time of *This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MITek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements, 9. Lumber shall be of the species and size, and in The first dimension is the width 4 x 4 to slots. Second all respects, equal to or better than the grade perpendicular BOCA 86-93, 85-75.91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted, continuous lateral bracing. 4010 WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. !TM M14. BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at Do not cut or alter truss members or plate without which bearings (supports) occur. MITek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection a �® and installation of trusses. TM HYDRO A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG-NAILQP uma russ -Cali torn roiswn; a um , s ay i e n us es;Inc. on May age - . ' -4-0-0 1-11-2 7-7-8 4-0-0 ` 1-11-2 5-8-5 x 4.00 rTT 3 3 • Scale = 1:33.5 r 1.5x4 11 1 5x5 2 1 u) C? N in 6 5 4 ' ,1.5x4 11 3x8 - 1.5x4 11 -4-0-0 1-11-2 7-7-8 4-0-0 1-11-2 5-8-5 LOADING (psf) SPACING s{ 2-0-0.».' CS1- . - DEFL in (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC . 0.39-Vert(LL) .-0.03 4-55 '999 M1120., 197/1,44 TCDL 26.0 ` Lumber Increase 1.25 BC 0.21 Vert L -0.06 4-5 >999 BCLL , 0.0 Rep Stress Incr 'YES., WB 0.18. . Horc(TL) . -0.00 4 n/a BCDL 10.0 Code UBC97/ANSI95 1st LC LL Min Vdefl = 360 Weight: 40 Ib _ LUMBER _ BRACING 'TOP CHORD 2 X 4 SPF 165OF 1.4E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.4E ' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std REACTIONS (Ib/size) 6--411 /Mechanical, 4--411 /Mechanical ' FORCES (lb) - First Load Case Only - TOP CHORD 1-2=-187, 2-3=-187,1-6=-393 BOT CHORD 5-6=-0, 4-5=0 WEBS 2-5=-337,3-5--239,1-5--308,34---355 'NOTES s 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed fora 10.0 psf bottom chord live.load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) Refer to girders) for truss to truss connections. '4 This truss has been designed with ANSUfPI 1-1995 criteria. LOAD CASE(S) Standard i a' OQa�Ek9C * Ivo. 9919. Job runs cuss ype� y R6060576 WESLEY • G10 -DRG ROOF TRUSS OP May 21,2001 tional May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1 3/, ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. CZ C' J5 2. Cut members to bear tightly against each 0 other. 0 5 �., 3 0 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. ' For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C8 C7 C6 O plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint,) truss and vertical web. BOTTOM CHORDS Jl J8 J7 J6 5. Unless otherwise noted,moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MITek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade X perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension Is the length parallel to slots. -HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. "Moro �r 13. Do not overload roof or floor trusses with stacks BEARING of construction materials. Indicates location of joints at _ imra 14. Do not cut or alter truss members or plate without which bearings (supports) occur. N MITek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection 0 and installation of trusses. ' TM HYDRO A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG-NAIL May 21,2001 Job Cuss russ Type y R6060577 WESLEY G11 ROOFTRUSS 1 1 (optional uma, cuss- California Division, La Quinta, sIVaylUZUU1 MiTekIndustries;. nc:• on: May age - 44 ., (' '6A-0 5.7.8 6-0-0 }. 5-7=8 4.00 FT2- 3x4 Scale = 1:33.5 1.5x4' I I r7 . � _ Lh 3 , 3 4 3x4 - 1.5x4 11 ' 5-7-8 l 6-M 5-7-8 LOADING*(psf) 'SPACING . :,•2-0-0 K ! CSI DEFL in . (loc). '. Udefl PLATES' GRIP ' - :20.0 Plates Increase ...1.25 TC 0.49 Vert LL) -0.05 3.4 •>999 M1120 • 197/144 'TCLL TCDL 26.0 Lumber Increase 1.25 ' " BC 0.23 .; Vert(TL) -0.10 3-4 ' >660 ' 'BCLL . 0.0Rep Stress Incr YES : WB' 0.12. Horz(TL) , 0.00 n/a BCDL ,• ' 10.0 Code ' UBC97/ANSl95 ,; 1st LC LL Min Udefl= 360 Weight: 301b LUMBER BRACING .• TOP CHORD 2 X 4 SPF 165OF 1.4E TOP CHORD Sheathed or 10-0-0 oc purlins, except end verticals. BOT CHORD 2 X14 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 9 SPF Std REACTIONS (Ib/size) 4=299/Mechanical, 3=299/Mechanical FORCES(lb) - First Load Case Only, • TOP CHORD 1-2=-0,1-4=-245 BOT CHORD 3-4=0 ' WEBS 2-4--0,2-3---245 '- NOTES ' 1 This truss has been checked for unbalanced loading conditions. ' ! 2) This truss has been designed for a 10.0 psf bottom chord live.load nonconcurrent , with any other live loads per Table No. 16-B, UBC -97. - 3) Refer to girder(s) for truss to truss coAnections. 4) This truss has been designed ANSI/TPI 1-1995 ' with criteria, .. LOAD CASE(S) Standard 1 P +o pONG� 9919 ' ' : Y EXP -310.04 May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure t0 Follow Could Cause Pr0perty 13/ ' Center plate on joint unless Damage Or Personal Injury dimensions indicate otherwise. Dimensions are in Inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. V" `Z C3 2.2. Cut members to bear tightly against each c other. 17 o �. 3 0 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane 0 v at joint locations. For 4 x 2 orientation, locate � a 4. Unless otherwise noted, location chord splices ca C, D plates 1 /8" from outside edge of. at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication, required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE J preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MITek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements, 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. TM BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MITek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses. TM N� ®nPANEL HYORO A/R ® ©1993 Mitek Holdings, Inc. GANG -NAIL CA1.1f0� A WARNING - Verify design pardnleters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE May 21,2001' Design valid for use only with MiTek connectors. This design is only - based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer — not truss designer' Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility,,of the erector. Additional permanent bracing of the overall structure is the responsibility of the building'designer. For genral guidance ' regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST-88 Quality Standard, DSB- 89 Bracing Specification, and HIB-91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 MiTek Industries, Inc. Job russ - toss ype - y - ' ' R6060578 WESLEY G12 ROOF TRUSS 1 1 • optional) in oma uss r--1Itorn rolslon; a um 1 s - ay MiTek es, nc. on'. ay age � • -8-0-0 3-7-8 ; 7. 8-0-0 3-7-8 , 4.00 rT2- 3x4 Scale = 1:33.5 ' 2 � ' , +• _ 1.5x4 I I 1 04 cb. th q ' • 4 in 3 3x4 - 1.5x4 II ' BAA I 3-7-8 y 8-0-0 3-7-8 LOADING (pso `SPACING ,i a't� 2-0-0 �. CSI DEFL in (loc) 'Udefl PLATES '- r , ` GRIP TCLL 20.0 Plates Increase ., 1.25. TC 0.19 • '. Vert(LL) -0.01 3-4 >999 MII20. 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.09 Vert(TL) -0.01 3-4' >999 BCLL • -.0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 n/a ' BCDL 10.0 : Code UBC97/ANSI95 • . 1st LC LL Min Udefl = 360 Weight: 24 Ib .r BRACING TOP CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 10-0-0 oc purlins, except end verticals. 'LUMBER < BOT CHORD 2 X 4 SPF 1650F 1,4E < BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std REACTIONS (Ib/size) 4=187/Mechanical, 3=187/Mechanical • ' ' FORCES(Ib) - First Load Case Only R TOP CHORD 1-2=0,1-153 BOT CHORD 3-4=0 , WEBS 2-4=-0, 2-3=-153 ` 'NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed fora 10.0 psi bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC-97. 3) Refer to girder's) for truss to truss connections. 4) This truss has been designed with ANSVTPI 1-1995 criteria. r ' LOAD CASE(S) Standard10 " ZRI01IFE �oONG * NO. 4419 ' EXP -30.04 ' Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure .to Follow Could Cause Proper/ 13/' ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. /8 1/8" 1/8- C2 " J5 2. Cut members to bear tightly against each 0 other. �. �, 3 0 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane 0 " v at joint locations. For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C8 C, �, plates 1 /8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J 1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and *For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 x 4 to slots. Second all respects, equal to or better than the grade perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ff. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. �a 13. Do not overload roof or floor trusses with stacks BEARING �Migammaof construction materials. Indicates location of joints at M 14. Do not cut or after truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. " t TM HYDRO A/R o nPANEL ©1993 Mitek Holdings, Inc. . GANG -NAIL Job _ .cuss - russ ype, y .� 1 R6060579 WESLEY G13 ROOF TRUSS 1 1 optional) Yuma fuss -Ca'+torn N on. a wn ,. ,, . s ay MiTek Industries;. Inc:nc: on ay age . 10-0-0 1-7-8 A 4.00 3x4 Scale = 1:33.5 1.5x4 11 2 • CO �: 4 3 3x4 - 1.5x4 11 ' 1 -10-0-0 ; 10-0-01-7-8 LOADING(psf) ;.SPACING ;�,2-00 <;, CSI DEFL in (loc) Udefl .-PLATES GRIP TCLL - 20.0 Plates Increase ;=::' ,1:25 TC 0.04 Vert(LL) -0.00 '4 >999 M1120 197/144 TCDL 26.0 1 Lumberincrease 1.25 BC 0.01 Vert(TL) -0.00 4 .>999 BCLL ' 0.0 Rep Stress Incr YES + WB 0.03 �. Horz(TL) 0.00; n/a BCDL 10.0 ;; -Code.:• ..UBC97/ANSI95 . ' 1st LC LL Min I/defl = 360 ,Y; ~v `,. Weight: 20 lb LUMBER BRACING TOP CHORD 2 X,4 SPF 1650F 1.4E . ' TOP CHORD Sheathed or 10.0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std REACTIONS (Ib/size) 4=75/Mechanical, 3=75/Mechanical FORCES 0b) - First Load Case Only, 1' + - TOP CHORD 1-2=-0,1-4=-61 BOT CHORD 34--0 WEBS 2-4=0, 2-3=-61 NOTES 1) This truss has been checked for unbalanced loading conditions. 1 - 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC-97. 3) Refer to girder's) for truss to truss connections. 4) This truss has been designed with ANSUTPI 1 -1 995 criteria. LOAD CASE(S) Standard * NO. 9419 1 EXP -30.04 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property ..� 13/, ' Center plate on joint unless Damage or Personal Injury dimensions Indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. 1/8+ CZ C3 J5 2. Cut members to bear tightly against each other. 0 �. 3 0 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. ' For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices rC8 C7 C, plates 1/8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MITek/Gang-Nall Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirertiei its. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension Is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is Installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or after truss members or plate without which bearings (supports) occur. MITek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. TM /R PANEL HYDRO -AIR CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL Job russ russ Type y R6060580 ' WESLEY G2-DRG ROOF TRUSS 1 1 o na tiol Truss , -Yuma r- a i orn a vision, a um s` ay i e n us es,.Inc. on:, ay age 1 6-1-9 1 +�' 11-9-15 64-9 5-8-6 3x4 Scale = 1:33.5 3 4.00 FIT i .. 1.5x4 11 . f7 LO 5x5 s t1 ; ju 5 4 ' 1.5x4 11 3x10 - 1.5x4 11 6-1-9 I 11-9-15 I 6-1-9 5-8-6 LOADING (psf) SPACING , 2-0-0 CSI DEFL in (lo c . Vdefl •PLATES GRIP 'TCLL 20.0 Plates Increase— 1.25 TC 0.55 , f- Vert(LL) -0.04. >999 M1120, ,,..197/144 - - TCDL 26.0 Lumber Increase 1.25 BC 0.27 Vert(TL) -0.09 5-6 >999 BCLL 0.0 Rep Stress Incr YES WB. 0.44. ; , Horz(TL) 0.00. 6 n/a . BCDL 10.0 Code UBC97/ANSI95' 1 st LC LL Min I/deft.= 360, Weight: 52 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals: BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 104-0 oc bracing. WEBS 2 X 4 SPF Std REACTIONS (Ib/size) 6=646/0-5-8, 4=646/Mechanical ' FORCES Ob) -First Load Case Only R TOP CHORD 1-2=-630,2-3---630,1-6=-586 BOT CHORD 5-6--0,4-5---0 WEBS 2-5---531,3-5--801,1-5--608,3-4-591 'NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed fora,11 0.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-97. 3 Refer to girder(s) for truss to truss connections.,,,- 4; This truss has been designed with ANSVTPI 1-1995 criteria. ' LOAD CASE(S) Standard ; • �+ So * NO. 9919 ' _ EXP -30.04 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Proper/ 13/' ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 'J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. i/8• f 1/8" C2 C3 J5 2• Cut members to bear tightly against each " 0 other. of 0 ., 3 0 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane p �'' " v at joint locations. ' For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices rC8 C7 C, 0 plates 1/8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nall Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second . all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension Is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted, continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. ��F 13. Do not overload roof or floor trusses with stacks BEARING of construction materials. Indicates location of joints at "MR 14. Do not cut or after truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® �® and installation of trusses. TM HYDRO A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL May, 21,2001 Job russ russ ype y 1 • R6060581 ons WESLEY G3 ROOF TRUSS o ti •California uma russ - a i oDivision, a uin , s ay , i eindustries.Inc. on _ May age • ' 4-1-10 I 9.9.15 ` 4-1-10 : 5-8-6 3x4 ; Scale = 1:39.9 4.00 (i£ 3 ' , ' •t 5x5 5 1 1.5x4 11 2 • M 6 5 4 1.5x4 II 3x8 - 1.5x4 II ' 9-9-15 9-9-15 LOADING (psf) .SPACING 2-0-0: CSI, DEFL 'in (loc) Udefl PLATES GRIP " T.CLL 20.0 Plates Increase .. 1.25 TC 0.39 Vert(LL) -0.03. 4 . >999 M1120 197/144 •-. TCDL' 26.0 Lumberincrease '1.25 ' BC 0.21 ' Vert(TL) -0.06 45 >999 BCLL- 0.0 Rep Stress lncr YES t. WB 0.35• .:: Horz(TL) 0.00. n/a BCDL 10.0 Code UBC97/ANS195 1st LC LL Min Udefl =,360 . - Weight: 51 Ib, . ' LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.4E' TOP CHORD Sheathed or 6-0-0oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650E 1.4E , BOT CHORD"" Rigid ceiling directly applied or 10-0-0 oc bracing. , WEBS 2 X 4 SPF Std _ REACTIONS (Ib/size) 6=534/Mechanical, 4=534/Mechahical.`' . ` ' FORCES(Ib) -First Load Case Only 7,-6=-494 TOP CHORD 1-2=-317, 2-3=-311 BOT CHORD 5-6=0, 45=-O WEBS 3-5=442.1-5=367,2-5=-439.3-4---479 - 'NOTES 1) This truss has been checked for unbalanced loading conditions. - 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with aAy other live loads per Table No. 16-B, UBC -97. 3) Refer to girder(s) for truss to truss connections. 4 Non Standard bearing condition. Review required..`' 5 This has been designed ANSUTPI 1-1995 criteria. truss with } LOAD CASE(S) Standard PSE 10 ' Q�pONG NO. 9419 *. •- EXP -31504 . I. CAL1EOn` May, 21,2001 ons May, 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1 3/4 ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. C2 C3 J5 2. Cut members to bear tightly against each 0 a , C other. 3. Place plates on each face of truss at each O !�� joint and embed fully. Avoid knots and wane at joint locations. For x 2 orientation, locate 'For 4 0 - 4. Unless otherwise noted, location chord splices C8 C7 �, 0 plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A 'J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol Indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 x 4 to slots. Second all respects, equal to or better than the grade perpendicular BOC/ 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. �"^ BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or after truss members or plate without which bearings (supports) occur. MITek Industries, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. M� ® TM HYDRO A/R o PANEL CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL 1.5x4 I I 5x5 2 00 - 6 5 4 ' 1.5x4 11 3x8 - 1.5x4 II -2-0-0 7-9-15', I 2-0-0 7-9-15 LOADING (psf). SPACING 2_0_0 CSI' DEFL in (loc) Udefl PLATES' GRIP TCLL 20.0 Plates Increase • 1.25 TC 0.39 Vert(LL) • -0.03 4-2. • >999 J s:r M1120 197/144 < TCDL 26.0 Lumber Increase 1.25 BC 0.21 Vert(TL) -0.06 4-5 '>999 BCLL 0.0 Rep Stress Incr : YES WB 0.27 '_' Horz(TL) -0.00 n/a - BCDL -10.0 Code UBC97/ANSI95 1 st LC LL Min I/defl = 360. : Weight: 46 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or:6 0 0 oc purlins, eiccept end verticals. BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std REACTIONS (Ib/size) 6=422/Mechanical, 4=422/Mechanical r ' FORCES (lb) - First Load Case Only CHORD 11-2=1158,2-3-1158,11-6-402 TOP BOT CHORD 5-G=-0, 4-5=0 WEBS 3-5=220,1-5=301, 2-5=-347, 3-4=-367 t 'NOTES , 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B. ` UBC -97. 3) Refer to girder(s) for truss to truss connections..- Non Standard bearing condition. Review required.' 5 This truss has been designed with ANSVTPI 1-1995 criteria. , .. '4 LOAD CASE(S) Standard . � OQapfES,�ip� - �OONG 991 -30.049 Job toss toss ype y " R6060582 WESLEY G4 ROOF TRUSS 1 1 1(: ­" o tional oma russ -California Division, a uin , s ay. MiTek Industries;,Inc. on: ay age . ' 1 2-0-0 2-1-10 7-9-15 2-0-0 2-1-10 5-8-6 4.00 ri'£ 3x4 Scale = 1:39.9 t 3 May 21,2001. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 A building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. '/s+ C2 C3 J5 2. Cut members to bear tightly against each c other. 055 �., 3 0 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane p �'� " U at joint locations. ' For 4 x 2 orientation, locate O_ 4. Unless otherwise noted, location chord splices C8 C7 C O plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks BEARING of construction materials. Indicates location of joints at� 14. Do not cut or atter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. v� ® TM HYDRO-A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG-NAILQD Job russ cuss ype - y ' R6060583 WESLEY G5 ROOF TRUSS . 1 1 •: � * NO. 9919 , EXP -30-04 / (optional) -Yuma Truss -California Division, a uin , s ay M!Tek Industries,,Inc. on, _. ay age -4-0-0 .. 5-9-15 - 4-0-0 �. 5-9-15 4.00 STT 3x4 Scale = 1:39.9 2 _ 1.5x4 I I 4 3 3x4 - 1.5x4 II ' -4 -0-0 5-9-15 I - 4-0-0 5-9-15 LOADING (psf) , 'SPACING ..-. 2-0-0 - CSI DEFL in (loc) Udefl' , PLATES GRIP 20.0 Plates Increase 1.25. TC 0.53 ` Vert(LL) -0.06 34.>999 M1120, 197/144 'TCLL TCDL , 26.0 Lumber Increase 1.25 BC 0.25 " Vert(TL) -0.11 3-4 >589 BCLL 0.0 Rep Stress Incr YES WB 0.19; ' ` Horz(TL) 0.00 n/a •, BCDL - 10.0 Code UBC97/ANSI95 1st LC LL Min Well = 360. Weight: 33 Ib - 'LUMBER BRACING �- TOP CHORD 2 X 4 SPF 1650E 1.4E TOP CHORD Sheathed or 9-9-15 oc purlins, except end verticals. ^BOT CHORD• 2 X 4 SPF 1650E 1.4E , BOT CHORD Rigid .ceiling, directly applied or 10.0-0 oc bracing. WEBS 2 X 4 SPF Std , REACTIONS Ob/size) 4=310/Mechanical; 3=310/Mechanical ' FORCES(Ib) -First Load Case Only , TOP CHORD 1-2=-0,1-4=-255 ` BOT CHORD 3-4=0 ' - 1• WEBS 2-4--0,2-3---255 , 'NOTES ' . � •, ' 1) This truss has been checked for unbalanced loading conditions. 2 This truss has been designed fora 10.0 psf bottom chord live load nonconcun'ent with any other live loads per Table No. 16-B,,' UBC -97. Refer to girder(s) for truss to truss connections. • ' 4 Non Standard bbearing condition. Review required. - r This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) • ' Standard .,• •: � * NO. 9919 , EXP -30-04 / Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/, ' Center plate on joint unless Damage or Personal Injury dimensions Indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. Va � '/a+ ` 2. Cut members to bear tightly against each ZC3NJ5 a 0 ��0 other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane 0 U at joint locations. •For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C, C plates 1 /8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted, continuous lateral bracing. 401, WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MITek Industries, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. TM HYDRO A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL May 21,2001 Job russ - toss ype y R6060584 WESLEY G6 ROOF TRUSS 1 1 _ optional) cfuma russ - California a wn , s ay MiTek Industries;Inc; on- ay. - age Division; ' I -6-0-0 3-9-15.A 6-M ' 3-9-15, ? 4.00 FT2 3x4 ::r – Scale – 1.39.9 - 2 ," . ; y 1.5x4 11 1 17 r7 - (0 O - 4 3 3x4 - 1.5x4 II ' 6-0-0 I 3-9-15 6-0-0 3-9-15 LOADING (psf)• `'' SPACING �' 2-0-0.~ ' CSI DEFL in '(loc) Udefl; PLATES GRIP TCLL" 20.0. Plates Increase. • 1.25 TC 0.21 Vert (LL) -0.01 3-4. >999 M1120•� 197/144 - TCDL : 26.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.02 3-4 >999 BCLL' ' 0.0 Rep Stress Incr YES WB 0.12 Horz(rL). 0.00 n/a • ' : BCDL 10.0. Code 'UBC97/ANSI95 1st LC LL Min Vdefl ='360 : Weight: 28 Ib, LUMBER ` BRACING TOP CHORD •2 X 4 SPF 1650F,1.4E TOP CHORD Sheathed or 9-9=15 6cpudins,, except end -verticals. BOT CHORD '2 X 4 SPF•1650F..1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std _ REACTIONS (Ib/size) 4=198/Mechinical, 3=198/Mechanical <, - ' FORCES Ob) -.First Load Case Only TOP CHORD 1-2=-0,1-163 ` BOT CHORD 3-4=0 - WEBS 2-4=0, 2-3=-163 s 'NOTES 1) This truss has been checked for unbalanced loading conditions. ` 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. ' 3) Refer to girder(s) for truss to truss connections. Non Standard bearing condition. Review required. '4 S This truss has been designed with ANSUTPI 1-1995 criteria. e } • LOAD CASE(S) Standard y + + 10 ` * NO. 9419 EXP -3004 May 21,2001 May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/, ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. - /g"; cz c3 J5 2. Cut members to bear tightly against each + o other. 0 �. c 3. Place plates on each face of truss at each U 3 O joint and embed fully. Avoid knots and wane p U v at joint locations. For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C, C, D plates 1 /8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol Indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBG 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. Im 13. Do not overload roof or floor trusses with stacks BEARING SIA. of construction materials. Indicates location of joints at amrs 14. Do not cut or after truss members or plate without which bearings (supports) occur. N® MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses. N�® TM HYDRO-A/R o PANEL CLIP ©1993 Mitek Holdings, Inc. GANG-NAIL Job russ truss ype- y - 8-M 1-9-15 R6060585 WESLEY G7 ROOFTRUSS 1 1 1 • i (optional) T urns -I [uss - %.anwrrua vrviswn; La %tumw,' W% -4.cv 1 art i s rviay i o zvu i rvn i eK mvusuies; inc. rvion may[ izuu i • rage r 1-9-15 y ' 8-M 1-9-15 4.00 FT2 3x4 Scale = 1:39.9 1.5x4 II 2 - 1 • i 1 C6 Vrin, 4 3 3x4 = 1.5x4 II 8-0-0 1-9-15 8-" 1-9-15 LOADING (pso ;SPACING - 2-0-0 - CSI DEFL in (loc) • Udefl PLATES GRIP 20.0 " Plates Increase. 1.25 TC 0.07 Vert •.-0.00 4' >999 M1120 197/144 'TCLL TCDL' 26.0 Lumber Increase 1.25 BC 0.02 ' L) -0.00 4 >999 ' BCLL, 0.0 Rep Stress Incr YES WB 0.05 Hot Horz(TL) —0.00 n/a BCDL 10.0. ;• Code UBC97/ANSI95 1st LC LL Min Udefl = 360 - Weight: 23 Ib' BRACING ' 'LUMBER TOP CHORD -2 X 4 SPF•165OF 1.4E TOP CHORD Sheathed or 9-9-15 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF;1650F 1.4E BOT CHORD Rigid'ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std REACTIONS (Ib/size) 4=86/Mechanical, 3=86/Mechanical r i - ' FORCES (lb) - First Load Case Only TOP CHORD 1-2=0,1-4=-71 BOT CHORD 34=0 WEBS 2-4---0,2-3---71 Y , ' NOTES 1 This truss has been checked for unbalanced loading conditions: 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. 3 Refer to girder(s) for truss to truss connections. �. 4 Non Standard bearing condition. Review required. 5 This truss has been designed with ANSVTPI 1-1995 criteria. - LOAD CASE(S) Standard t • - May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/' ' Center plate on joint unless Damage or Personal Injury dimensions Indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS' owner. and all other interested parties. C2 C3 J5 2. Cut members to bear tightly against each c 0 �., 3 0 other. 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane a y O " U at joint locations. ' For 4 x 2 orientation, locate O 4. Unless otherwise noted, location chord splices C8 C, plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and *For tabular plating format refer to the is the responsibility of truss fabricator. General MITek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plato typo, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 x 4 to slots. Second all respects, equal to or better than the grade perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBG 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. Indicates location of required q SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. TM BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MITek Indus, s, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. v� ® TM HYDRO-A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG-NAIL May 29,2001. Job russ I I ype y ' R6060586 WESLEY G8 ROOF TRUSS 1 1 (optional) uma russ - California-ivision; a wn s IV ay 18 2001 MiTekIndustries,, Inc., Mon ay ; Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property .� 1 3/4 " Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 A building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. C2 CJ J5 2. Cut members to bear tightly against each 0 other. 0 0 3. Place plates on each face of truss at each joint and embed fully, Avoid knots and wane OU at joint locations. For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C, C, D plates 1/8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and *For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-20 spocified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. ��P 13. Do not overload roof or floor trusses with stacks BEARING of construction materials. Indicates location of joints at imra 14. Do not cut or alter truss members or plate without which bearings (supports) occur. NN MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. TM HYDRO A/R PANEL CLIP ©1993 Mitek Holdings, Inc. GANG-NAIL Job russ russ I ype y ' R6060587 WESLEY G9 ROOF TRUSS 1 1. (optional) -Vu----Tr—: a i omia rv+ston, um ;' s ay i e nus ies, nc: on ay, . age:. "- -2-0-0 3-11-2 9-7-8 2 3-111-2 I'" s a s I - - 3x4`, Scale =1:33.5 4.00 rfi 3 1.5x4 I I 5x5 th N 6 5 4 1.5x4 II 3x8 - 1.5x4 II ' -2-M 3-11-2 9-7-8 2-M 3-11-2 5-8-5 LOADING (pso SPACING, - 6,-;r2-0-0 . CSI DEFL in Qoc) Udefl ,' . 1,a . PLATES '`. GRIP TCLL 20.0 Plates Increases;• . 1.25 TC 0.40 ; Vert(LL)=0.03 4 -SS >999 MIUQ0 197/1144- - TCDL 26.0 Lumber Increase 1.25 ' BC 0.21 Vert(TL) 4.06 4 5 " >999 BCLL 0.0 Rep Stresslncr YES WB 0.28": Horz(TL) ; 0.00 -4 n/a ~ BCDL 10.0 i -Code 'UBC97/ANSI95 M 1st LC LL Min Udefl = 360 Weight: 451b + BRACING TOP CHORD 2 X 4 SPF1650F"1.4E `` TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. 'LUMBER BOT CHORD 2 X 4 SPF.165OF 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ` WEBS 2 X 4 SPF Std - REACTIONS (Ib/size) 6=523/Mechanical, 4=523/Mechanical + FORCES(lb) -First Load Case Only r TOP CHORD 1-2=-398, 2-3=-398,1-6=-485 BOT CHORD 5-6--0, 4-5--0 f WEBS 2-5---429,3-5--506,1-5--420,3-4-2467 • zti ' ' NOTES , 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with'any other live loads pei Table No. 16-B, " UBC -97. 3) Refer to girder(s) for truss to truss connections. ' 4) This truss has been designed with ANSUTPI 1-1995 criteria., LOAD CASE(S) Standard ` ONG NO. 9419 ' EXP -30-04 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. C2 C3 J5 2. Cut members to bear tightly against each 0 other. 0�., 0 3. Place plates on each face of truss at each 3 joint and embed fully. Avoid knots and wane O�y -, U at joint locations. ' For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C8 C7 C, O plates 1/8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS Jl J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MITek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 X 4 to slots. Second all respects, equal to or better than the grade perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. TM BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MITek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. v� ® TM HYDRO A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL unla 1 Iubb - l>alllulflla lAVlblufl, La %A i ta, wv _ ".4u1 of[ 1 b may i o cuu I wh 1 eR Inuubuleb, Inc. mon may 2 1 i 1joai wu r .rage -F - t 6-1-7 11-11-6 17-2-8 22-5-11 27-8-13 I 33-3-8 6-1-7 5-9-15 5-3-2 5-3-2 5-3-2 5-6-10 0.18 (-T2- Scale = 1:64.9 5x5 = 3x4 = 3x6 - 412 - . 3x4 - 3x6 - 3x4 - 1.5x4 II 5x5 = 1 2 3 4 5 6 7 8 9 ' nrn �d ui 55 26 2728 1A9 3031 3213 33 342 11 3516 37 10 18 19 20 2117 22 234 16 7x8 = 4x6 - 6x8 = 6x8 - 3x6 11 3x4 11 6x8 - 3x4 II 7x8 - 3x4 I I 1 6-1-7 I 11-11-6 17-2-8 22-5-11 i 27.8-13 I 33-3-8 I 6-1-7 5-9-15 5-3-2 5-3-2 5-3-2 5-6-10 mare urrsers tA, r. , tLOADING (psf) Job russ runs Type DEFL in 01' Udefi y TCLL 20.0 Plates Increase WESLEY GE -GRD ROOF TRUSS 1 3 R6060588 1.25 BC 0.68 Vert L) -0.15 13 >999 BCLL 0.0 Rep Stress Incr' o tions unla 1 Iubb - l>alllulflla lAVlblufl, La %A i ta, wv _ ".4u1 of[ 1 b may i o cuu I wh 1 eR Inuubuleb, Inc. mon may 2 1 i 1joai wu r .rage -F - t 6-1-7 11-11-6 17-2-8 22-5-11 27-8-13 I 33-3-8 6-1-7 5-9-15 5-3-2 5-3-2 5-3-2 5-6-10 0.18 (-T2- Scale = 1:64.9 5x5 = 3x4 = 3x6 - 412 - . 3x4 - 3x6 - 3x4 - 1.5x4 II 5x5 = 1 2 3 4 5 6 7 8 9 ' nrn �d ui 55 26 2728 1A9 3031 3213 33 342 11 3516 37 10 18 19 20 2117 22 234 16 7x8 = 4x6 - 6x8 = 6x8 - 3x6 11 3x4 11 6x8 - 3x4 II 7x8 - 3x4 I I 1 6-1-7 I 11-11-6 17-2-8 22-5-11 i 27.8-13 I 33-3-8 I 6-1-7 5-9-15 5-3-2 5-3-2 5-3-2 5-6-10 mare urrsers tA, r. , tLOADING (psf) SPACING 24-0 CSI DEFL in 01' Udefi PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.53 Vert(LL) -0.05 13 >999 M1120., 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.68 Vert L) -0.15 13 >999 BCLL 0.0 Rep Stress Incr' NO WB 0.52 Hor; ( L) 0.01 10 rids BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Udefi =. 360 t, Weight: 655 lb LUMBER ' BRACING TOP CHORD 2 X 4 SPF 165OF 1.4E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 8 DF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 16-18 2 X 6 OF No.2-G 6-0-0 oc bracing: 14-15. 1 ' WEBS 2 X 4 SPF Std'ExcepY 9-10 2 X 4 SPF 1650F 1.4E, 4-14 2 X 4 SPF 165OF 1.4E 9-112 X 4 SPF 1650F 1.4E REACTIONS (Ib/size) 18=1553/Mechanical; 10=7593/Mechanical, 15=14589/0-5-8 FORCES(lb) - First Load Case Only TOP CHORD 1-18=-1124,1-2=-860, 2-3=3215, 3-4=3225, 4-5=-4878, 5-6=-6893, 6-7=-6887, 7-8=-5750, 8-9=-5750, 9-10=-5380 BOT CHORD 18-19=95,19.20=95, 20-21=95,17-21=95,17-22=3, 22-23=3; 23-24-3, 16-24=3,15-25=-3246, » 25-26---3246,26-27=-3246. 27-28=-3246,14-28=-3246,14-29=4871, 29-30=4871, 30-31=4871, 31-32=4871,13-32=4871,13-33=6887, 33-34=6887, 12-34=6887, 11-12=6887, 11-35=176, 35-36=176 ' 36-37=176,10-37=176 WEBS 1-17=1033, 2-17=2666,15-17=868, 2-15=-5325, 4-14=10417, 5-14=-2587, 5-13=2699, 7-13=289, 7-11=-1541,8-11=-755,9-11=7527,15-16=895,4-15=-7484 NOTES ' 1) Provide adequate drainage to prevent water ponding. 2 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3 A plate rating reduction of 20% has been applied for the green lumber members. 4 Refer t . girder(s) for truss to truss connections. This truss has been designed with ANSI/TPI 1-1995 criteria. ' 6 3 -ply truss to be connected together with 10d Common(. 1 48"x3") Nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-5-0 oc, 2 X 8 - 3 rows at 0-4-0 oc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc. 7) Special hangers) or connection(s) required to support concentrated load(s) 86.0115 down at 1 6 8, 11 23.01b down at 3-6-8, ' 310.O1b down at 5-6-8, 422.01b down at 7-6-8, 534.01b down at 9-6-8,1846.01b down at 11-9-10, 638.0Ib down at 13-6-8, 592.01b down at 15-6-8,1118.Olb down at 17-6-8, 592.01b down at 19-6-8, 635.Olb down at 21-6-8,1130.O1b down at 23-6-8, 41 1.01b down at 25-6-8, 299.0Ib down at 27-6--8,187.O1b down at 29-6-8, 75.01b down at 31-5-8, 1031.Olb down at 6-4-10, 1138.Olb down at 9-2-9, 1321:Olb down at 14-10-7, 592.01b down at 20-6-5, 472.Olb down at 26-2-3, and 898.01b down at 29-0-2, and 2876.01b down at 31-10-1 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIf) Vert: 1-9=-144.0,16-18=-20.0,10-15=-20.0 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Proper/ -► 1 3/Q ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in Inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. V8� C2 C9 J5 2. Cut members to bear tightly against each 03. other. Place plates on each face of truss at each NC8 joint and embed fully. Avoid knots and wane ov at joint locations. 4 x 2 orientation, locate aFor 4. Unless otherwise noted, location chord splices C, C, O plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and *For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nall Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width all respects, equal to or better than the grade 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. 40" WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. �a T^^ gammP 13. Do not overload roof or floor trusses with stacks BEARING of construction materials. Indicates location of joints at r� ` 14. Do not cut or alter truss members or plate without which bearings (supports) occur. N MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection 0 and installation of trusses. M� ® TM HYDRO A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG-NAIL o 1 russ russ ype . y WESLEY GE -GRD ROOF TRUSS R6060588 ' o tional Yuma russ - a t omlaIvlston, a, um s ' ay. I e nus es,Inc. on . ayr , age LOAD CASE(S) Standard Concentrated Loads (Ib) 1 Vert: 12=-472.017=-1031.011=-299.019=-86.0 20=-1123.021=-310.0 22=-422.023=-1138.0 24=-534.025-1846.026=-638.0 27=-1321.0 28=-592.0 29=-_1118.0 30=-592.0 31=-592.0 32=-635.0 33=-1130.0.34=-411.0 35=-898.0 36=-187.0 37=-2951.0 - a ' r ® WARNING'.- Verify design parameters, -and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual - building component to be installed and loaded vertically.' Applicability of design'parameters and proper incorporation of component is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction. is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance �� 'f - ' regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB-� 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 MITek Industries, In.c. Symbols C3 PLATE LOCATION AND ORIENTATION 13/ ' Center plate on joint unless dimensions indicate otherwise. Dimensions are In Inches. Apply u plates to both sides of truss and C7 ca securely seat. 0 c O • •x U a O ' For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol indicates the required direction of slots In connector plates. 'For tabular plating format refer to the MITek/Gang-Nail Joint/Plate Placement Chart Numbering System J2 J3 J4 TOP CHORDS C2 C3 J5 u C8 C7 ca BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. a of O x U a O PLATE SIZE CONNECTOR PLATE CODE APPROVALS ^ The first dimension is the width .4 X 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 dimension is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 40" continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N TM BEARING M1 Indicates location of joints at which bearings (supports) occur. MITek Inclus Ds, Inc. 0 TM HYDRO -A/R PANEL CLIP GANG -NAIL A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, location chord splices at 114 panel length (±6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials, 14. Do not cut or alter truss members or plate without prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses. ©1993 Mitek Holdings, Inc. May. 21,2001 i I Job Truss Truss Type Qty Pty 'CHANGED WESLEY N,;.• ,, � ; ROOF TRUSS 5 1 • (optional) ' Yuma Truss - California Division, La Quinta, CA 4.201 SRI s Nov 16 2000 MiTek Industries, Inc. Mon May 21 14:49:26 2001 Page 1 1 6-0 - 7-3-8 147-0 1-6-0 7-3-8 7-3-8 ' Scale = 1:39.8 ' - 4.00,F12 4x4 5 ' c 10x14 5 4 5 3 �12 5x5 5 ' 5x5 6x8 I I 5 T 6 3x4 = 1.5x4 11 7-0-8 147-0 7-3.8 7-0-8 Plate Offsets (X,Y): [2:0-0Plate Offsets [2:0 0-15,Edge][4:0-5 1,0-3-61:0-5 1,0-3-61 ' LOADING (pso SPACING 2-0-0 CSI DEFL in 9oc) Vdefl PLATES GRIP TCLL 20.0 Plates Increase 1.25. ' .' TC 0:94 = Vert(LL) -0.08 6-7, >999 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.51 Vert(TL) -0.18 6-7 >958 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(rL) 0.01 6 n/a BCDL 10.0 Code UBC97/ANSI95 1st LC LL Min Udefl = 360 _• Weight: 91 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.4E *Except' TOP CHORD Sheathed or 3-4-5 oc purlins. 1-4 2 X 12 DF No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. BOT CHORD 2 X 4 SPF 165OF 1.4E • i WEBS 2 X 4 SPF Std * SLIDER Left 2 X 4 SPF Sid 3-8-7 - REACTIONS (Ib/size) 2=960/0.5-8, 6=809/Mechanical' ' FORCES (lb) - First Load Case Only TOP CHORD 1-2=-6,2-3---100313-4---1003.4-5---926 BOT CHORD 2-7=897, 6-7=0 WEBS 47=-569, 5-7=1126, 5-6=-737• ' NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 2) Refer to girder(s) for truss to truss connections. 3) This truss has been designed with ANSVTPI 1-1995 criteria.. r LOAD CASE(S) Standard OQ�pfES,S�lpjt,_ ' NO. 9919 EXP -3004 May. 21,2001 i I 'CHANGED May. 21,2001 i I Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/, ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 , building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. V C2 C3 J5 2. Cut members to bear tightly against each 0 other. 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane " v at joint locations. For 4 x 2 orientation, locate a 4. otherwise noted, location chord splices C8 C7 Unless 0 plates 1 /8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19`/. at time of 'This symbol indicates the fabrication. required direction of slots In connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft, Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transfemng connections to trusses are the responsibility of others unless shown. TM "LooP 13. Do not overload roof or floor trusses with stacks BEARING of construction materials. Indicates location of joints at im ` 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer, ® 15. Care should be exercised in handling, erection and installation of trusses. v� ®TM HYDRO-A/R 0 PANEL CLIP ©1993 Mitek Holdings, Inc. GANG-NAIL . t 1 Qty Ply ' WESLEY H1 .ROOF TRUSS , . ' • 1 1 � o tional Yuma Truss - California Division,'La Quinta', CA 4.201 SR1 s Nov 16 2000 MiTek1ndustries, Inc. Mon May 21 13:35:54:2001 Page 1 15-5-7 ' p 9-2-6 i 6-3-1 . Scale = 1:39.5 ' 3x4 ' 4.00 12 4 Y �. 1.5x4 II 3 3x4 1 2 ' - 8 7 6 5 1.5x4 I I 4x8 = 1.5x4 II 9-2-6 - r- , 15-5-7 1-1-3 8-1-3 6-3-1 LOADING(psf) SPACING 2-0-0 "' CSI ti DEFL in (loc) Vdefl • GRIP TCLL 20.0 Plates Increase 1.25 TC 0.95 A Vert(LL) -0.13 6-7 >999 -;PLATES M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.28 6-7 >609. BCLL 0.0 Rep Stress Incr YES WB 0.56: Horz(TL) . 0.00 5 n/a s: - BCDL 10.0 Code, UBC97/ANS195. ' 1st LC LL Min Vdefl = 360 ; Weight: 66 Ib - ' LUMBER l t BRACING ' TOP CHORD 2 X 4 SPF 165OF 1.4E TOP CHORD Sheathed or 3-3-3 oc purlins. ' + • BOT CHORD 2 X 4 SPF 165OF 1.4E BOT CHORD Rigid, ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std ' REACTIONS (Ib/size) '5=796/Mechanical, 7=919/0-5-8' =t FORCES (Ib) -First Load Case Only TOP CHORD 11-2=16,2-3-768,34-768 ' BOT CHORD 7-8=0, 6-7=0, 5.6=0 ' WEBS 3-6---654,4-6=1008,2-7=-816,4-!i---735.2-6--735 NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97: 2) Refer to girder(s) for truss to truss connections. 3) This truss has been designed with ANSI1TPI 1-1995 criteria. LOAD CASE(S) Standard - 1 18. ONG NG � NO. 4919 * ' EXP -30.04 ) CAt1F0i`t� Job Truss Truss Type' Qty Ply ' WESLEY H1 .ROOF TRUSS , . ' • 1 1 � o tional May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/' ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions -are in Inches. Apply 1. Provide copies of this truss design to the .plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. 1/8 1/8"; C2 C' J5 2. Cut members to bear tightly against each o "other. 0 0 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane O�v at joint locations. ' For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C7 D plates 1/8" from outside.edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots In connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12, Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown, TM -BEARING Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or after truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. N� ® TM HYDRO -A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. _ GANG -NAIL cuss cuss ype y ' N Job 1.5x4 I I 4 1D R6060593 WESLEY H10 ROOF TRUSS - 1 1 ,n 1 o tional 8 3x4 II 7 3x10 - •, 6 1.5x4 II ' 6-3-14 13-11-0 6-3-14 7-7-8 LOADING (psf) SPACING 2-0-0 CSI DEFL ' in (locUdefl PLATES 20.0 `uma cuss - California Division, a uin , s ay MiTek Industries,Inc. on May. age M1120 . 'TCLL TCDL 26.0 Lumber Increase 1.25 BC 0.33 Vert(TL) -0.21 6-7 >770 6-11-11 I'. 13-11-6 cuss cuss ype y ' N 3x6 y 3 1.5x4 I I 4 1D R6060593 WESLEY H10 ROOF TRUSS - 1 1 ,n 1 o tional 1-6-0 6-11-11 6-11-11 3x4 II Scale = 1:39.6 «� 3x12 ; 4.00 FIT 5 GRIP :197/144 ' N 3x6 y 3 1.5x4 I I 4 1D 5x5 2 ,n 1 8 3x4 II 7 3x10 - •, 6 1.5x4 II ' 6-3-14 13-11-0 6-3-14 7-7-8 LOADING (psf) SPACING 2-0-0 CSI DEFL ' in (locUdefl PLATES 20.0 Plates Increase 1.25 TC 0.79 -Vert(LL) -0.09 6-9 >999 M1120 . 'TCLL TCDL 26.0 Lumber Increase 1.25 BC 0.33 Vert(TL) -0.21 6-7 >770 BCLL 0.0 Rep Stress Incr • YES WB 0.67 Horz(TL) -0.05 9 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Udefl = 360 Weight: 63 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.4E TOP CHORD Sheathed or 4-34 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.4E BOT CHORD Rigid ceiling directly applied or 640-0 oc bracing. WEBS 2 X 4 SPF Std t REACTIONS (Ib/size) 8--914/0-5-8,9--752/0-3-8-. _ 'FORCES (lb) - First Load Case Only - TOP -CHORD 1-2=49, 2-3=-1072, 3-4=-911, 4-5=-1122, 2-8=-854 BOT CHORD 7-8--137,6-7=-18 WEBS 2-7=820, 47=-727, 6-9=61, 5-9=-690, 5-7=1209 ; 'NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. - 3) Bearing atjoint(s) 9 considers parallel to grain value using ANSUTPI 1-1995 angle to grain formula. Building designer should capacity of bearing surface. 'verify 4) This truss has been designed with ANSUTPI 1-1995 criteria. LOAD CASE(S) Standard • (9 GRIP :197/144 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property -� 13/, ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. 1/8" ► /8, -11111,*-- C2 C3 2. Cut members to bear tightly against each 0 other. CL 0 0 �ZbJ5 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. For 4 x 2 orientation, locate 4. Unless otherwise noted, location chord splices C, O plates 1/8" from outside edge of at 1/4 panel length (±6" from adjacent joint,) truss and vertical web. BOTTOM CHORDS J 1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 1991. at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MITek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 x 4 to slots. Second all respects, equal to or better than the grade perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190. otherwise noted, continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. �� � 13. Do not overload roof or floor trusses with stacks BEARING " AM! of construction materials. Indicates location of joints at 14. Do not cut or after truss members or plate without which bearings (supports) occur. MITek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. M� TM HYDRO-A/R PANEL CLIP ©1993 Mitek Holdings, Inc. GANG-NAIL May 21;2001 o 1 russ russ y - •ype R6060594 WESLEY H11 ROOF TRUSS 1 1 • (optional) Yumaruss - a i orma rvision, a. um ; s May i e industries;. nc: on ay . = age -1-6-0 ' 1 4-8-15" 5 9-5-15 , � 1-6-0 '. 4-8-15 `� 4-8-15 , � i 3x4 Scale = 1:28.3 4 1 4.00 (T2-` in x4 ;1.5in 4 5x5 1 2- �1 M n Inv 6 5 1.5x4 ` I I 3x8 - 1.5x4 11 1 I 4-5-6 9-5-15 I 4-5-6 5-0-9 ` LOADING (psf) ". SPACING ;2-0-0 CSI . r DEFL in (Ioc ,. ' Udefl r. •k• PLATES . GRIP ' TCLL ' 20.0 PlatesIncrease. 1.25 ' TC 0.34 • »4 Vert LL) -0.02. >999 l - M1120 t 197/144 .'- TCDL 26.0 1 Lumber Increase 1.25 BC 0.17 VertR) -0.04 5-6 .>999 BCLL- 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) -0.00' 5 n/a BCDL 10:0 a Code . UBC97/ANS195 ` 1st LC. LL Min Udefl.= 360 ;1'. Weight: 44 Ib :- LUMBER BRACING i 1 TOP-CHORD 2 X 4 SPF•1650F 1.4E . TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals: BOT CHORD �2 X 4 SPF.1650F 1,4E r BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. �' WEBS 2 X 4 SPF Std ' REACTIONS (Ib/size) 7=671/0-5-8,5--515/Mechanical 1 FORCES (lb) - First Load Case Only < TOP CHORD 1-2=25,2-3--496,34--496,2-7=-628 BOT CHORD 6-7=0, 5-6=0 WEBS -,4-6--616,2-6=485,3-6--423,4-5--466 r 'NOTES 1) This truss has been checked for unbalanced loading conditions. ,- 2) This truss has been designed for a:10:0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, ' UBC-97. 3) Refer to girder's) for truss to truss connections. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. ' LOAD CASE(S) Standard r ONG f NO. 9919 *, 1 f EXP -30 04 May 21;2001 May 21;2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/, ' Center plate on joint unless Damage or Personal Injury dimensions Indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 A building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. Va V C2 c3 J5 2. Cut members to bear tightly against each 0 other. 0 '�., 3 0 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane p �' 8 v at joint locations. ' For 4 x 2 orientation, locate a 4, Unless otherwise noted, location chord splices C, �, O plates 1 /8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. 4 required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE J preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and `For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 x 4 to slots. Second all respects, equal to or better than the grade perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension Is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required I SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. !TM M14. BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at Do not cut or after truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. TM HYDRO -A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL May 21,2001 Job russ russ ype Qty y , R6060595 onal WESLEY - H12 ROOF TRUSS 1 1 • o ti uma russ - a i torn ivision; 'a uin , s ay _ i e nus les; nc: om ay age. '-1 -6-0 i 4-8-0 1.5x4 , 1 6-0 4-8-0 3 4.00 F1'£ Scale = 1:15.T ' . 5x5 0 CN 2 (h 4 ' 11.5x4 11 2-5-6 4-6-0 3x6 -I 1 2-5-6 2-2-10 LOADING (psf)' SPACING " . • „2-0-0 CSI DEFL in (loc Udefl 1.' .; %' PLATES GRIP 20.0 Plates Increase 1.25 TC 0.33 .; Vert(LL) -0.02 >999 M1120.: 197/144 - 'TCLL TCDL 26.0 Lumber Increase - 1.25 BC 0.16 Vert(TL) ' -0:04 4-5 •>999 BCLL 0.0 Rep Stress Incr YES WB 0.04 ....' - Horz(TL) . '0.00 4:. n/a -- BCDL 10.0 Code UBC97/ANSI95 1st LC LL Min Udefl.= 360 Weight: 21 Ib LUMBER. BRACING TOP CHORD •2 X 4 SPFA650F 1.4E �� TOP CHORD Sheathed or 4-6-0 oc purlins, except end verticals. • BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std , REACTIONS (Ib/size) 5--401/0-5-8,4--245/Mechanical 'FORCES (lb) -First Load Case Only t TOP CHORD 1-2=25,2-3--0,2-5---357 , BOT CHORD 4-5=0 WEBS 2 4=-0, 34=-201 _ 'NOTES 1) This truss has been checked for unbalanced loading conditions. i 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurient with any other. live loads per Table No. 16-13, ' UBC-97. 3) Refer to girder(s) for truss to truss connections. 4) This truss has been designed with ANSVTPI 1-1995 criteria. LOAD CASE(S) Standard ' r f OONG * NO. 9419 ' t x EXP -30-04 CAI* May 21,2001 onal May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/, ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. 1/8.C2 C3 J5 2. Cut members to bear tightly against each 0 other. 3 0 N 3. Place on each face of truss at each plates joint and embed fully. Avoid knots and wane p�'� " v at joint locations. ' For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices rC8 C, Q 0 plates 1/8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots In connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and *For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBG 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. ��P 13. Do not overload roof or floor trusses with stacks BEARING of construction materials. Indicates location of joints at PENNE" P"P" ` 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. v� TM HYDRO A/R G PANEL CLIP ©1993 Mitek Holdings, Inc. GANG-NAIL Job cuss Truss Type 3x4 - 7x8 - 3x4 11 y I 6-7-8 �' 10-0-6 I 14-7-14 1 6-7-8 R6060591 WESLEY H1 -HIP ROOF TRUSS 1 1 _- CSI DEFL in (loc) . ,:'Udefl -PLATES GRIP. TCLL 20.6 o tional uma I cuss - -1-1-7-8 1-7-8 —w: ,.: ..mr : Lvv: p1� 111YYJU QJ, W. —w --ay 4'1 v—w.Y &ww v- rays 1' - 6-7-8 10-0-6 I 14-7-14. I ' 6-7-8 3-4-14 4-7-8 3.70 FT2- 3x4 11 Scale = 1:38.6 3x12 ; 7 13 ' REACTIONS (Ib/size) 12=1571/0-5-15.13 168610-5-8 FORCES (lb) - First Load Case Only TOP CHORD 1-2=49, 2-3=-2084, 3-4=-2145, 4-5=-1556, 5-6=-1473, 6-7=-1581 BOT CHORD 11-12=0, 11-14--1940,10-14--1940,9-10--2011,8-9---44 WEBS 4-10=366, 4-9=-749, 6-9=-396, 8-13=66, 7-13=-1617, 7-9=2420, 3-11=-317, 3-10=84, 2-12=-1544, 2-11=2029 NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16=B, UBC -97. 2) A plate rating reduction of 20% has been applied for the green lumber members. . 3 Bearing at joint(s) 13 considers parallel to grain value using ANSUTPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. % . • - 4) This truss has been designed with ANSUTPI 1-1995 criteria. 5) Special hanger(s) or connection(s) required to support concentrated load(s) 490.Olb down at 5-0-10, and 1030.O1b down at' 10-3-5 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-7=-92-0- 8-12=-200 . r 3x4 1 3x6 = 3x4 - 7x8 - 3x4 11 I 6-7-8 �' 10-0-6 I 14-7-14 1 6-7-8 3-4-14 4-7-8 Hate Lnsets.tX,- LOADING (psQ SPACING 2-0-0 CSI DEFL in (loc) . ,:'Udefl -PLATES GRIP. TCLL 20.6 Plates Increase 1.25 TC 0.32. Vert(LL) -0.03 10-11 >999 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.64 Vert(TL).. -0:10 >999 BCLL 0.0 Rep Stress Incr ' ` NO WB 0.36 .10-1;1 Horz(TL) -0:08 13 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Udefl = 360 1 Weight: 87 lb ' LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 11.41E. 'TOP CHORD Sheathed or 4-7-3 oc',purlins. BOT CHORD 2 X 6 DF No.2-G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2 X 4 SPF Std *Except* 6-0-0 oc bracing: 8-9. 7-13 2 X 6 DF No.2-G, 7-8 2 X 4 SPF 165OF 1.4E 7-9 2 X 4 SPF 1650F II AE, 2-112 X 4 SPF;1650F 1.4E ' REACTIONS (Ib/size) 12=1571/0-5-15.13 168610-5-8 FORCES (lb) - First Load Case Only TOP CHORD 1-2=49, 2-3=-2084, 3-4=-2145, 4-5=-1556, 5-6=-1473, 6-7=-1581 BOT CHORD 11-12=0, 11-14--1940,10-14--1940,9-10--2011,8-9---44 WEBS 4-10=366, 4-9=-749, 6-9=-396, 8-13=66, 7-13=-1617, 7-9=2420, 3-11=-317, 3-10=84, 2-12=-1544, 2-11=2029 NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16=B, UBC -97. 2) A plate rating reduction of 20% has been applied for the green lumber members. . 3 Bearing at joint(s) 13 considers parallel to grain value using ANSUTPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. % . • - 4) This truss has been designed with ANSUTPI 1-1995 criteria. 5) Special hanger(s) or connection(s) required to support concentrated load(s) 490.Olb down at 5-0-10, and 1030.O1b down at' 10-3-5 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-7=-92-0- 8-12=-200 . r Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Proper/ 13/ ' Center plate on joint unless Damage or Personal Injury dimensions Indicate otherwise. Dimensions are in Inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. 1/8,/8+ cz C3 Cut members to bear tightly against each 0 other. N2. 0 �, 0 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane v at joint locations. ' For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C8 C7 C6 10 plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol Indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design, LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. 40� WISC/DILHR 870040-N, 930013-N; .910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks BEARING of construction materials. Indicates location of joints at I111IM111111` 14. Do not cut or after truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. M� ® TM HYDRO A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG-NAIL ® _ Job russ russ Type y Weight: 60 Ib LUMBER BRACING'' CHORD 2 X 4 SPF 165OF 1.4E TOP CHORD Sheathed or 5-10.15 oc purlins. 'TOP BOT CHORD 2 X 4 SPF 165OF 1.4E R6060596 WESLEY H2 ROOF TRUSS FORCES 0b) - First Load Case Only TOP CHORD 1-2=-669.2-3---669 F BOT CHORD 5-6=0, 4-5=0 WEBS 2-5---605,3-5--877,3-4---676,1-5--648,1-6---667 o tional NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B,, UBC -97. 2) Refer to girders) for truss to truss connections. 3 This truss has been designed with ANSVTPI 1-1995 criteria. LOAD CASES) Standard r*NO. • uma russ -California ivision; a um s ay i e n us es; -Inc., on ay age ' -2-0-0 7-2-6 I 13-5-7 I 2-0-0 7-2-6 6-3-1 , 3x4 Scale = 1:39.1 r 3 Job russ russ Type y Weight: 60 Ib LUMBER BRACING'' CHORD 2 X 4 SPF 165OF 1.4E TOP CHORD Sheathed or 5-10.15 oc purlins. 'TOP BOT CHORD 2 X 4 SPF 165OF 1.4E R6060596 WESLEY H2 ROOF TRUSS FORCES 0b) - First Load Case Only TOP CHORD 1-2=-669.2-3---669 F BOT CHORD 5-6=0, 4-5=0 WEBS 2-5---605,3-5--877,3-4---676,1-5--648,1-6---667 o tional ' 4.00 FT£ 1.5x4 I I ' 2 ' q • (O 3x4 co 6 5 4 ' 1.5x4 II 4x8 - 1.5x4. II -2—M 7-2-6 I 13-5-7 2-0-0 7-2-6 6-3-1 LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) Udefl PLATES GRIP' 'TCLL : • .20.0 Plates Increase 1.25 TC 0.74 Vert(LL) -0.08 5-6 >999 M1120 197/144 TCDL `'' 26.0 `Lumber Increase 1.25 BC 0.36 Vert(TL) -0.17 5=6 >952 BCLL 0.0 Rep Stress Incr YES WB ; 0.49 Horz(TL) ' 0.00 , • 4 n/a BCDL 10.0 Code - UBC97/ANSI95 1 st LC LL Min Udefl = 360 Weight: 60 Ib LUMBER BRACING'' CHORD 2 X 4 SPF 165OF 1.4E TOP CHORD Sheathed or 5-10.15 oc purlins. 'TOP BOT CHORD 2 X 4 SPF 165OF 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std REACTIONS (Ib/size) 6=737/Mechanical; 4=737/Mechanical FORCES 0b) - First Load Case Only TOP CHORD 1-2=-669.2-3---669 F BOT CHORD 5-6=0, 4-5=0 WEBS 2-5---605,3-5--877,3-4---676,1-5--648,1-6---667 NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B,, UBC -97. 2) Refer to girders) for truss to truss connections. 3 This truss has been designed with ANSVTPI 1-1995 criteria. LOAD CASES) Standard r*NO. EXP May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1 3/4 Center plate on joint unless Damage or Personal Injury dimensions Indicate otherwise. Dimensions are in Inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. /8/e+ ` Z C3 2. Cut members to bear tightly against each 0 03. '��ZbJ5 other. Placeplates on each face of truss at each joint and embed fully. Avoid knots and wane Ov at joint locations. For 4 x 2 orientation, locateC8 4. Unless otherwise noted, location chord splices C, plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol Indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 x 4 to slots. Second all respects, equal to or better than the grade perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBG 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. 40" WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. ��P 13. Do not overload roof or floor trusses with stacks BEARING of construction materials. Indicates location of joints at PEEMM4 FqFM 11111IMa` 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MITek Industries, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. TM HYDRO A/R PANEL CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL Job russ runs Type R6060597 WESLEY H3 ROOFTRUSS 1 1 (op tional` • uma russ - California Ulvision, La Quinta, CA 4.201 s'rV ay 18 20 A M!TekIndustries;Inc: Mon May age- 4-M 1 5-2.6 ' 4-0-0 5-2-6 6-3-1 3x4 Scale = 1:39.1 t4.00ri'£ 1.5x4 3 3x4 ; I I 2 N 4 N 6 5 4 1.5x4 11 4x8 - 1.5x4 11 4-0-0 { 5-2-6 I 11-5-7 4-" 5-2-6 6-3-1 -1 LOADING SPACING .2-M 0 CSI DEFL in 'Qoc) Udefl . PLATES GRIP TCLL - 20.0 Plates Increase 1.25 TC 0.51 VertLL -0.04 45 - >999 M1120 197/144 ': TCDL 26.0 Lumber Increase 1.25 BC 0.26 Vert(TL) --0.09 •4S >999 - BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL).. 0.00 4 n/a BCDL .. 10.0 Code '' UBC97/ANSI95 ,,,1st LC LL Min I/defl = 360 Weight: 54 lb LUMBER BRACING TOP CHORD, 2 X 4 SPF 1650F II AE' ;: TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std REACTIONS (Ib/size) 6=625/Mechanical, 4=625/Mechanical FORCES (lb) - First Load Case Only ' TOP CHORD 1-2=479,2-3--479 BOT CHORD 5-6--0,4-5---0 WEBS 2-5---51313-5--629,34---564,1-5--493,1-6---575 NOTES ) ' 1) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other•live loads per Table No. 16-B, UBC-97. 2) Refer to girder(s) for truss to truss, connections. 3) This truss has been designed with ANSVTPI 1-1995 criteria. ' LOAD CASE(S) Standard EM'4l OQa Q�0�G YG ` * NO. 4919 '. EXP -3404 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1 3/4 ` Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in Inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. C2 C3 J5 2. Cut members to bear tightly against each 0 other. o�., 0 3. Place plates on each face of truss at each 3 joint and embed fully. Avoid knots and wane 0 " v at joint locations. For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C8 C, O plates 1/8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 X 4 to slots. Second all respects, equal to or better than the grade perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N; 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. im 13. Do not overload roof or floor trusses with stacks BEARING of construction materials. Indicates location of joints at ® e� ��a` 14. Do not cut or after truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® �® and installation of trusses. TM HYDRO A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL Job - russ - nJSs Type - y - - N R6060598 WESLEY H4 ROOF TRUSS 1 1 , op tions " O oma toss -California rvision,,'a um s ay' MiTek Industries,Inc.. on ay •. age. • 1 -6-0-0 I 3-2-6 I 9-5-7 I 6 6-0=0 3-2-6.' , 6-3-1 1.5x4 11 5x8 - 1.5x4 11 6-0-0 3x4 ; Scale = 1:39.1 3-2-6 i 9-5-7 I 6-M 4.00 (1 Z 3 • LOADING (psf) Job - russ - nJSs Type - y - - N R6060598 WESLEY H4 ROOF TRUSS 1 1 , op tions 'FORCES(lb) - First Load Case Only TOP CHORD 1-2=-289,2-3---289 BOT CHORD 5-6--0,4-5---0 WEBS 2-5=-421, 3-5=380, 3-4=-452,1-5=372,1-6=483 NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. 2) Refer to girder(s) for truss to truss connections. 3) This truss has been designed with ANSI/TPI 1-1995 criteria. ' LOAD CASE(S) Standard - i GRIP • ' 197/144:.-. May 97/144;•- May 21,2001 3x4 1.5x4 11 2 N (O , " O 6 5 4 1.5x4 11 5x8 - 1.5x4 11 6-0-0 3-2-6 i 9-5-7 I 6-M 3-2-6 6-3-1 • LOADING (psf) SPACING 2-0-0. CSI DEFL in (loc)) I/defl r, :PLATES TCLL 20.0 Plates Increase 1.25. TC 0.48 Vert(LL) ; '-0.04 v >999• -. = 1MI120 TCDL 26.0 Lumber Increase 1.25 BC 0.25 Vert(rL) " =0.09 4-5 >999 " BCLL .. 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) . 0.00 4 n/a BCDL '-; 10.0" Code' UBC97/ANSI95 1st LC LL Min Vdefl = 360 i . Weight: 49 Ib LUMBER - BRACING' . TOP CHORD 2 X 4 SPF 165OF 1 AE TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing. WEBS 2 X 4 SPF Std ..REACTIONS (Ib/size) 6=513/Mechanical, 4=513/Mechanical 'FORCES(lb) - First Load Case Only TOP CHORD 1-2=-289,2-3---289 BOT CHORD 5-6--0,4-5---0 WEBS 2-5=-421, 3-5=380, 3-4=-452,1-5=372,1-6=483 NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. 2) Refer to girder(s) for truss to truss connections. 3) This truss has been designed with ANSI/TPI 1-1995 criteria. ' LOAD CASE(S) Standard - i GRIP • ' 197/144:.-. May 97/144;•- May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/' ' Center plate on joint unless Damage or Personal Injury dimensions Indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. i/8• -.0. `Z C73 J5 2. Cut members to bear tightly against each 0 other. 17-1 V 0 �� �, 3 0 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane O�y " v at joint locations. For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C, C plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 1 Wo at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 X 4 to slots. Second all respects, equal to or better than the grade perpendicular BOC/ 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. 4010 WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. �N ��F 13. Do not overload roof or floor trusses with stacks BEARING of construction materials. Indicates location of joints at P"P" 11111MIIIII` 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. v� ® TM /R ® PANEL HYDRO -AIR CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL i May 21,2001 Job Truss Truss Type Qty Ply WESLEY HS ROOF TRUSS 1 1 ' ' May 21,2001 Job Truss Truss Type Qty Ply WESLEY HS ROOF TRUSS 1 1 (optional). Yuma Truss- California Division, La Quinta, CA 4.201 SRI s Nov 16 2000 MiTek Industries, Inc. Mon May 21 13:36:112001 Page 1. '• - F 7-6-7(- r 7-5-7 Scale = 1:39.5 4.00 12 `' 3x4 % 2 . 1.5x4 11 1 1 4 3 3x4 = 1.5x4 II r 7-5-7' 7.5.7 LOADING (psf) SPACING 24)-0 CSI 'DEFL in (Ioc) Vdefl PLATES GRIP ' TCLL 20.0 Plates Increase 1.25 TC 0.88 Vert(LL) -0.16 3-4 >545 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.42 Vert(TL) -0.32 3-4 >272 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.00 n/a BCDL 10.0 Code UBC97/ANSI95 1st LC LL Min Vdefl = 360 Weight: 38 Ib LUMBER BRACING ' ' TOP CHORD 2 X 4 SPF 165OF 1.4E ! TOP CHORD Sheathed or 7-5-7 oc purlins; except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.4E r BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. _ 2 X 4 SPF Std WEBS WEBS 1 Row at midpt 2 -4 REACTIONS (lb/size) 4=401/Mechanicis al, 3=4101 /Mechanical , „ FORCES (1b) - First Load Case Only - TOP CHORD 1-2=-0, 1-4=-329 BOT CHORD 3-4=0 ' WEBS 2-4--0,2-3=-329 , NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) Refer to girder(s) for truss to truss connections. 4) This truss has been designed with ANSVTPI 1-1995 criteria. J LOAD CASES) Standard ' .` rn i .. QaOFESS�tO O QONG NO: 4419 '* EXP -30.04 - C -All-* May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in Inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. c2 C3 J5 2. Cut members to bear tightly against each 0 other, 0 �., 0 IC6 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane p �y " v at joint locations. For 4 x 2 orientation, locate 4. Unless otherwise noted, location°chord splices C,D plates 1/8" from outside edge of at 1/4 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of `This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and `For tabular plating format refer to the is the responsibility of truss fabricator. General MITek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements, 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28' specified, dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted, continuous lateral bracing. WISC/DILHR 870040-N, 930013-N; .910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown, TM 13. Do not overload roof or floor trusses with stacks BEARING of construction materials. Indicates location of joints at 14. Do not cut or after truss members or plate without which bearings (supports) occur. MITek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. TM HYDRO Al ® PANEL CLIP ©1993 Mitek Holdings, Inc. OANG-NAIL May 21,2001 russ russ ype y Job R6060600 WESLEY H6 ROOF TRUSS 1 1 onal ti Yuma russ -California ivision, a um s ay MiTek no us, ies;Inc. on' ay: age -2-0-0 , 5-5-7 2-0-0 5-5-7' 4.00;fT2-- 3x4 Scale = 1:39.1 ` 2 1.5x4 1 N (O Y 4 f ` 4 3 3x4 - 1.5x4 11 l -2-0-0 5-5-7 2-0-0 5-5-7 LOADING (pso SPACING 2-0-0 - CSI ` DEFL in (loc) �Udefl PLATES GRIP e TCLL -20.0 Plates Increase 1.25 TC 0.46 Vert(LL) -0.04 3-4 >999 M1120 197/144' TCDL 26.0 Lumber Increase -1.25 BC 0.22 Vert(TL) -0.09 3-4 >727 BCLL 0.0 Rep Stress lncr YES WB 0.17 Horz(TL) "•0.00 n/a :• i BCDL 10.0 Code , UBC97/ANSI95 1st LC LL Min Udefl = 360 Weight: 32 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 9.4E t TOP CHORD • Sheathed or 7-5-7 oc purlins, except end verticals. i BOT.CHORD 2 X 4 SPF 1650F 1 AE' ' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std REACTIONS (Ib/size) 4=289/Mechanical, 3=289/Mechanical I1 FORCES(Ib) - First Load Case Only TOP CHORD 1-2=-0,1-4=-237 BOT CHORD 3=4-0_ WEBS 2-4=0, 2-3=-237 NOTES " 1 This truss has been checked for unbalanced loading conditions. - 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No: 16-B, UBC -97.7. 3 Refer to girders) for truss to truss connections. • 4; This truss has bbeen designed with ANSUTPI 1-1995 criteria. , LOAD CASE(S) Standard �4C OQa�EON NO. 9419 EXP -30.04 CA * May 21,2001 russ russ ype y R6060600 WESLEY H6 ROOF TRUSS 1 1 onal Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/, ' Center plate on joint unless Damage or Personal Injury dimensions Indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 A building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. -.0. C2 C3 J5 2. Cut members to bear tightly against each 0 other, 0 '�., 3 0 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane p " v at joint locations. ' For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C8 C, O plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 A J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 1996 at time of 'This symbol Indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MITek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS Indicate minlmum plating requirerrierrls. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOLA 86.93.85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design, LATERAL BRACING ICBG 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. 40`� WISC/DILHR 870040-N, 930013-N, 910080-N 12, Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. P 13. Do not overload roof or floor trusses with stacks BEARING of construction materials. Indicates location of joints at r� ` 14. Do not cut or after truss members or plate without which bearings (supports) occur. MITek Industries, Inc. prior approval of a professional engineer. ® �® 15. Care should be exercised in handling, erection and installation of trusses. TM HYDRO A/R ® PANEL ©1993 Mitek Holdings, Inc. CLIP GANG-NAILQD May 21,2001 Job russ russ ype y R6060601 WESLEY H7 ROOF TRUSS 1 1 (optional) uma russ -California Division, a uin , 4.2v s ay MiTek Industries;Inc: on May age 400 'I: 357 i " 4- 0-0 3-5-7 _ 4;00 FT'£ 3x4 ; Scale = 1:39.1 2 1.5x4 11 1 N - LO InI 4 3 3x4 = 1.5x4 11 ' _"_0 3-5-7 4-0-0 3-5-7 " LOADING (psf)z SPACING 2-0-0 CSI DEFL in Doc) I/defl L PLATES 14 GRIP 20.0 Plates Increase 1.25 TC 0.17 Vert(LL) -0.01 3-4 >999 '. M1120 • :. 197/144 'TCLL TCDL —26.0 Lumber Increase 1.25 BC 0.08 Vert(TL) -0.01 3.4 >999 BCLL 0.0 Rep Stress Incr' YES WB 0.10 Horz(TL) 0.00 n/a BCDL -- .10.0 Code 'UBC97/ANSI95 1st LC LL Min Udefl = 360 Weight: 27 Ib J . t, BRACING TOP CHORD 2 X 4 SPF 165OF 1.4E" TOP CHORD Sheathed or 7-5.7 oc'pudins, except end verticals. 'LUMBER BOT CHORD 2 X 4 SPF 1650F 1.4E f BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.-, WEBS 2 X 4 SPF Std REACTIONS Ob/size) 4=177/Mechanical, 3=.177/Mechani,cal _ ' FORCES (lb) - First Load Case Only TOP CHORD 1-2=0,1-4=-145 µ BOT CHORD 3-4=0 WEBS 2-4=-0, 2-3=-145 NOTES r 1 This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 1 3 Refer to girder's) for truss to truss connections. - 4) This truss has been designed with ANSUTPI 1-1995 criteria. r LOAD CASE(S) Standard � E�[ OQa �pONG * NO. 4919 ' EXP -3004 May 21,2001 May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1 3/4 ` Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. 1/6 -♦ V8+ ` " 2. Cut members to bear tightly against each 0 other. 0 �. ZbJ5 0 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane 0 at joint locations. For 4 x 2 orientation, locate 4. Unless otherwise noted, location chord splices C7O plates 1/8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J 1 J8 J7 J6 5. Unless otherwise noted,- moisture content of lumber shall not exceed 19% at time of `This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator, General MiTek/Gang-Nall Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 X 4 to slots. Second all respects, equal to or better than the grade perpendicular BOCA 86-93, 85-75, 91=28 specified. dimension Is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ff. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N; .910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks BEARING of construction materials. Indicates location of joints at 14. Do not cut or atter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. M� ® TM HYORO A/R ® PANCLIPEL ©1993 Mitek Holdings, Inc. GANG-NAIL May 21,2001 Job - russ russ Type - y .. 1 , R6060602 WESLEY H8 ROOF TRUSS 1 1 .(optional) uma cuss - a i or is Division, a um , s' ay MiTek Industries',Inc: on ay. ,. age', .' 1 -6-0-0 I 1-5-7 6-0-0 1ir4 • 4.00 ; _ Scale — 1.42.3 1.5x4 II 2 N W to .. 1 4 3 3x4 - 1 5x4 I I 1 _ I -6-0-0 I 1-5-� i 6-0-0 1-5-7 LOADING (psi) SPACING : 2-0 - CSI .DEFL in 0oc)' • Vdefl ::PLATES 'GRIP TCLL -20.0 Plates Increase . 1.25 TC 0.06 Vert(LL) ' 4 >999 M1120 497/144.-- . TCDL 26.0 Lumber Increase ' 1.25 BC 0.01 .'-0.00 Vert(TL) -0.00 ' 4 >999 BCLL 0.0 Rep Stress Incr YES WB 0.04 - ,' Horz(rL) .0.00 n/a BCDL .:10.0' Code UBC97/ANSI95 Ist LC LL Min Vdefl = 360 Weight-,22 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 7-5-7 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS � 2 X 4 SPF Std , REACTIONS (Ib/size) 4=65/Mechanical, 3=65/Mechanical FORCES Ob) - First Load Case Only 1 TOP CHORD 1-2=0,1-4=-53 BOT CHORD 3-4=0 WEBS - 2-4=-0, 2-3=-53 NOTES : 1 This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, ?. UBC-97. 3) Refer to girders) for truss to truss connections.. 4 This truss has been designed with ANSUTPI 1-1995 criteria. ' LOAD CASE(S) Standard - i°ONG YG NO. 4919 1 E� - May 21,2001 , May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1 3/a • Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. /8" �/8 C2 C3 J5 2. Cut members to bear tightly against each o other. �.!�� 3 0 L. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane 8 p at joint locations. ' For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C8 C7 C6 O plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BnC'A 86-93, 8.5-7fi,, 91-98 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBG 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. �N �^^ ��P 13. Do not overload roof or floor trusses with stacks BEARING of construction materials. Indicates location of joints at eEMEW" 14. Do not cut or after truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. Y� ® TM /R ® PANEL HYDRO -AIR ©1993 Mitek Holdings, Inc. CLIP GANG -NAIL J00 russ I russ I ype LOADING (psf) y CSI WESLEY HE-GRDR ROOF TRUSS 1 Z R6060603 Vert LL) -0.05 10 >999' M1120 TCDL 26.0 Lumber Increase 1.25 o tions I urns l lubb - %,4111Vn114 VIVI510n, La %AU111 a, 6rf1 4.20 1 ' JR I b May 18 4001 IV11 I eR Inuubuleb, Ino., mon may c I I J:J0:4J 2001 rage 1 5-10-15 11 6 6 i 17-1-13 22-9-3 I 28-8-2 i 5-10-15 5-7-7 5-7-7 5-7-7 5-10-15 5x5 = 0.18112 Scale = 1:53.0 3x4 II 3x8 - 4X 6x6 = 3x5 = 3x4 = 1 2 3 = 6 7 ED Mzk\7 -ZH (O ED I 1516 17 1418 13 19 201221 22 23 11 10 24 25 26 9 228 2930 31 8 5x5 = 3x6 II 5x5 = 5x5 = 6x8 = 7x8 = 3x6 II 7x8 = 5-10-15 i 8-5-0 11-6-6 i 17-1-13 22-9-3 i 28-8-2 i 5-10-15 2-6-1 3-1-6 5-7-7 5-7-7 5-10-15 '7-9 2 X 4 SPF 165OF 1.4E REACTIONS (Ib/size) 15=1445/Mechanical, 8=9049/0-7-12,13=10707/0-5.11 (input: 0-5-8) FORCES 0b) - First Load Case Only ' TOP CHORD 1-15---296,1-2=45,2-3--1099,34---1962,4-5---1972, 5-6-5086,64=48110,7-8--4701 BOT CHORD 15-16=-208, 16-17=-208, 1417=-208,14-18=-208, 13-18=-208,13-19=1967,19-20=1967, 12-20=1967, 12-21=5081, 21-22=5081, 22-23--5081,11-23--5081,10-11--5081,10-24--4804,24-25--4804, 25-26=4804, 9-26=4804, 9-27=132, 27-28=132, 28-29=132, 29-30=132, 30-31=132, 8-31=132 WEBS 2-15=343, 2-14=1142, 3-13=-5900, 3-12=4368, 5-12=4329, 5-10=2394, 6-10=382, 6-9=-965, 7-9--6323,2-13---2348 'NOTES 1 Provide adequate drainage to prevent water Ponding. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3 A plate rating reduction of 20% has been applied for the green lumber members. '4 WARNING: Required bearing size at joint(s)13 greater than input bearing size. 5 Refer to girder(s) for truss to truss connections. 6 This truss has been designed with ANSVTPI 1-1995 criteria. 2 -ply truss to be connected together with 10d Common(A48"x3") Nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc, 2 X 6 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 10 - 4 rows at 0.4-0 oc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc. A\ Cnuri�l h�nnur/c\ nr rnnncrHnnlel mniiirorl }n ennnnd rnnron}rn}va Inoellcl 7171111. rinwn �} ft_A_�7 4711 M{. .Iro... �} 1_d�7 GRIP 197/144 LOADING (psf) SPACING 2-0-01 CSI DEFL in (loc) Udefl PLATES TCLL 20.0 Plates Increase 1.25 _ TC 0.75 Vert LL) -0.05 10 >999' M1120 TCDL 26.0 Lumber Increase 1.25 BC 0.93 Vert(TL) =0.14 10-12 >999 BCLL 0.0 Rep Stress Incr NO WB 0.66 Horz(TL) 0.02 8 n/a BCDL 10.0 . Code ' UBC97/ANSI95 (Matrix) 1 st LC LL Min Udefl = 360 Weight: 48516 LUMBER BRACING TOP CHORD 2 X 6 DF No.2-G TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 10 DF No.2 BOT CHORD Rigid ceiling directly applied or 640-0 oc bracing. WEBS 2 X 4 SPF 7-8 2 X Std 'Except 4 SPF 1650E 1 4E 3.11 2 X 4 SPF 1650E 1 4E WEBS 1 Row at midpt 3-13.5-12 '7-9 2 X 4 SPF 165OF 1.4E REACTIONS (Ib/size) 15=1445/Mechanical, 8=9049/0-7-12,13=10707/0-5.11 (input: 0-5-8) FORCES 0b) - First Load Case Only ' TOP CHORD 1-15---296,1-2=45,2-3--1099,34---1962,4-5---1972, 5-6-5086,64=48110,7-8--4701 BOT CHORD 15-16=-208, 16-17=-208, 1417=-208,14-18=-208, 13-18=-208,13-19=1967,19-20=1967, 12-20=1967, 12-21=5081, 21-22=5081, 22-23--5081,11-23--5081,10-11--5081,10-24--4804,24-25--4804, 25-26=4804, 9-26=4804, 9-27=132, 27-28=132, 28-29=132, 29-30=132, 30-31=132, 8-31=132 WEBS 2-15=343, 2-14=1142, 3-13=-5900, 3-12=4368, 5-12=4329, 5-10=2394, 6-10=382, 6-9=-965, 7-9--6323,2-13---2348 'NOTES 1 Provide adequate drainage to prevent water Ponding. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3 A plate rating reduction of 20% has been applied for the green lumber members. '4 WARNING: Required bearing size at joint(s)13 greater than input bearing size. 5 Refer to girder(s) for truss to truss connections. 6 This truss has been designed with ANSVTPI 1-1995 criteria. 2 -ply truss to be connected together with 10d Common(A48"x3") Nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc, 2 X 6 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 10 - 4 rows at 0.4-0 oc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc. A\ Cnuri�l h�nnur/c\ nr rnnncrHnnlel mniiirorl }n ennnnd rnnron}rn}va Inoellcl 7171111. rinwn �} ft_A_�7 4711 M{. .Iro... �} 1_d�7 GRIP 197/144 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1 3/, ' Center plate on joint unless Damage or Personal Injury dimensions Indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. 1/8" 8 c3 2. Cut members to bear tightly against each c other. 0 '�.ZbJ5 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. For 4 x 2 orientation, locate 4. Unless otherwise noted, location chord splices CB C7O plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 1991. at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nall Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N; .910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks BEARING of construction materials. Indicates location of joints at ®� 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer, ® 15. Care should be exercised in handling, erection and installation of trusses. N� ® TM HYDRO A/R ® PANEL 01993 Mitek Holdings, Inc. CLIP GANG-NAILQD Job Truss Truss Type t Ory Ply WESLEY : HG-VAL ROOF TRUSS 1 ;., 1 ,• ' LOADING (psf) SPACING 24)-0 CSI DEFL in (loc) Udefl PLATES (optional)' Yuma I russ - Galnomla UIVISIon, La Uutma, GA 4.201 5K1 s Nov 16 2000 MITeK Industnes, Inc. Mon May 21 13:36:25.2001 Page 1 3-9-10 6-94 11-7-8 15-9-2 20-6-0 3-9-10 2-11-10 4-104 4-1-10 t 4-8-14 Scale = 1:43.9 2.83 12 5x8 9 cc "1 l 17 16 15 . 14 13 12 11 10 ' 6x8 II 3x6 II 5x8 = 10x12 MII18= 10x10 = . 10x10 WB= 3x6 II 4x4 10x12 MII18= _ -3-9-106-94 -' 6-9 11-7-8 . 15-9-2 20 6-0 3-9-10 ` 2-11-10 410 4 4-1-10 4-8-14 Plate Offsets (X,Y): [1:0 -1-7,0-6-11,[9:0-2-8,0-1-81,[13:0-5-0,0-7-41,[14:0.5-12,0.6-01 ' LOADING (psf) SPACING 24)-0 CSI DEFL in (loc) Udefl PLATES GRIP TCLL 20.0 t Plates Increase 1.25 TC 0.34 Verl(LL) -0.0613-14 >999 M1120 163/179 TCDL 26.0 Lumber Increase. 1.25 " BC 0.51 Vert(TL) -0.231314 >847 MII18 178/171 BCLL ' 0.0 Rep Streis Incr NO WB 0.69 Horz(rL) 0.02 10 n/a ' BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Well = 360 Weight: 155 Ib LUMBER BRACING ' TOP CHORD 1.5 X 3.5 MLLVL MicroLamE2.0 TOP CHORD Sheathed or 2-9-13 oc purlins. BOT CHORD 1.5X 9.25 MLLVL MicroLamE2.0 BOT CHORD Rigid ceiling directly applied or 5-8-7 oc bracing. WEBS 1.5 X 3.5 MLLVL MicroLamE2.0 ., WEBS 1 Row at midpt 7-11,9-10 ' SLIDER Left 1.5 X 5.5 MLLVL MicroLamE2.01-4-8 REACTIONS (Ib/size) 1=0/0=7-12,'15=12343/0-11-0 (input: 0-7-12), 10=4704/Mechanical Max Horz 1=4W(load case 1), 15=883(load case 1) ' Max Grav 15=12343(load case 1), 10=4704(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-2=999, 2-3=998, 3-4=1554, 4-5=-5772, 5-6=-7286, 6-7=-7237, 7-8=-4128, 8-9=-4141 t, . BOT CHORD 1-17=0, 16-17=0, 15-16--0,14-15---1502.13-14--5586,12-13=7044, 11-12=7044, 10-11=0 WEBS, 4 -15= -5894,4 -14=8156,5 -14= -1403;5 -13=1625,7-13=2922,7-11=-4034,8-11=-437,9-11=6262,9-10=-4080, ' 3-16=194,3-15=-820 NOTES 1) All plates are M1120 plates unless otherwise indicated. 2) This truss has.been designed for a 10.0 psf,bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, ` UBC -97. 3) WARNING: Required bearing size at joint(s) 15 greater than input bearing size. 4) Refer to girder(s) for truss to truss connections. - ' • 5) This QaQFES�1p "1C� truss has been designed with ANSI/TPI 1-1995 criteria. ' QON42 LOAD CASE(S) 'Standard ih 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert:1-9=-92.0,1-17=-20.0 NO. 9919 ' Trapezoidal Loads (plf) r Ven: 17= -1395.0 -to -10=-171.0'! Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/, ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply I . Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. 1/8' Cz J5 2. Cut members to bear tightly against each o other. ZC3 0 5 �. 0 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. For 4 x 2 orientation, locate 4. Unless otherwise noted, location chord splices C6 D plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication, required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and *For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the, width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified, dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. . WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. ��P 13. Do not overload roof or floor trusses with stacks BEARING of construction materials. Indicates location of joints at rMMON" P"P" rials 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. v� ® TM HYDRO A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG-NAIL JOD I russ I russ I ype (psf) SPACING 2-0-0 R6060589. WESLEY H -HIP ROOF TRUSS 1 1 PLATES GRIP 'LOADING TCLL 20.0 Plates Increase 1.25 • TC 0.32 (optional) ruma I Fuss - 1.anrorma urvi510n, La ucarnia, %,m i.zu I an i s may -i o zuu i mi i eK mausines,'mc. mon may n 1 a:.so:a r zuui. rage 1 -1-7-8 7-6-10 11-9-3 15-4-3 1-7-8 7-6-10 4-2-9 3-7-1 3x6 = Scale = 1:40.4 5x8 6 3x4 II 3x6 = ` 3x4 = 6x8 = 3x4 II 7-6-10 11-9-3 15-4-3 7-6-10 4-2-9 3-7-1 ruin vnanw ^ 1). ro.0-c- i c,u-crop (psf) SPACING 2-0-0 ' CSI DEFL in •(loc)). Udefi PLATES GRIP 'LOADING TCLL 20.0 Plates Increase 1.25 • TC 0.32 Vert(LL) -0.04 8-J >999 M1120 ••197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -0.12 . 8-9 >999 BOLL; 0.0 Rep Stress Incr NO WB 0.72 Horz(TL) -0.09 12 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min l/defl = 360 Weight: 92 Ib 'LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 4-4-10 oc purlins, except end verticals. BOT CHORD 2 X 6 DF No.2-G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS - 2 X 4 SPF Std *Except* 6-0-0 oc bracing: 7-8. ' 2-112 X 4 SPF 1650F 1.4E, 2-10 2 X 4 SPF 1650F 1.4E 6-7 2 X 4 SPF 1650F 1.4E, 6-8 2 X 4 SPF 1650F 1.4E OTHERS 2 X 4 SPF Std REACTIONS (Ib/size) 11=1654/0.5-15,12=1700/0-3-8 ' FORCES - First Load Case Only _ _ _- _ TOPCHORD D 1-2=49, 2-3=-2235, 3-4=-2316, 45=-1241, 5-6=-1236, 2-11=-1590 BOT CHORD 10 -11=104,10-13--2086,9-13--2086.9-14--2165,8-14--2165,7-8---46 WEBS 4-9=712, 4-8--1311, 5-8--371, 2 10=2073, 7 12 -03, 6-12 1761, 6-8-2314, 3-10= 358, 3-9=87 NOTES 1) This truss has been checked for unbalanced loading conditions. 2 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -97. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4 Bearing at joint(s) considers parallel to grain value using ANSVTPI 1-1995'angle to grain formula. Building designer should verify capacity of bearing surface. 5) This truss has been designed with ANSVTPI 1-1995 criteria. 6 Special hanger(s) or connection(s) required to support concentrated load(s) 490.OIb down at 5-0-10, and 1030.Olb down at 10-3-5 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure t0 FOIIOW Could Cause Property 13/, ' Center plate on joint unless Damage Or Personal Injury dimensions Indicate otherwise. Dimensions are in inches. Apply 1. Provide copies.of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. 1/8, c2 c3 J5 2. Cut members to bear tightly against each a other. 0 �. 0 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane 0 " v at joint locations. ' For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices �, C, O plates 1/8' from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol Indicates the fabrication. required direction of slots in 6. Unless expressly noted, this design is not connector plates. applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MITek/Gang-Nall Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade X perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ff, spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N; .910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. �pop" 13. Do not overload roof or floor trusses with stacks BEARING of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. 999 MITek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. TM ® PANEL HYDROA CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL Job russ I.russ Type Qty ply DEFL in (loc) Udefl %PLATES GRIP. TCLL 20.0 Platesincrease ,a x1.25 TC 0.44 Vert(LL) --0.16 1- >999 R6060605 WESLEY - I ROOF TRUSS 12 1 BCLL 0.0 Rep Stress Incr' . ''YES .. ; WB 0.81 Horz(TL) 0.03' 5 " n/a BCDL , 10.0 (optional) Iu111O I IYJJ' V4111 VI1110 VIVIJIVII, La ,[YIIIW, I+/, r 1.GV 1 VI\"I 1—Y IV LVV 1 IYII I GA IIIV YJYICJ,: IIIY. IYIVII .—Y 4. 1 4v v vaqu 1•• 11-2-12 16-5-0 5-11-0' 5,3-12 5-2` 4 1.5x4 11 Scale = 1:37.1 , - f 4 0 o) LO 0 3x4 - 3x4 — 9-2-15 165-0 1 9-2-15 7-2-1 LOADING (psf) SPACING •2-0-0-- CSI DEFL in (loc) Udefl %PLATES GRIP. TCLL 20.0 Platesincrease ,a x1.25 TC 0.44 Vert(LL) --0.16 1- >999 M1120 .197/144 TCDL 26.0 = Lumber Increase " 1.25 BC 0.69 Vert L) •-0.34 1-6 >571 BCLL 0.0 Rep Stress Incr' . ''YES .. ; WB 0.81 Horz(TL) 0.03' 5 " n/a BCDL , 10.0 Code UBC97/ANS195 . 1st LC LL Min Udefl.= 360 Weight: 60 Ib S LUMBER BRACING - TOP CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 4-10-10 oc'pudins. BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied. or 10-0-6oc bracing. WEBS 2 X 4 SPF Std REACTIONS (Ib/size) 1=898/0-5-8, 5=898/Mechanical ' FORCES (lb)'- First Load Case Only ; TOP CHORD 1-2=4670,2-3-1094,34--0 BOT CHORD 1-6--1575,5-6--797 ` WEBS 2-6---614.3-6--517,3-5---995.4-5---232 , t NOTES " ' . 1) This truss has been designed for a 10.0 psf bottom chord live. load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. 2 Refer to girder(s) for truss to truss connections. 3) This truss has been designed with ANSI/TPI 1-1995 criteria. ' LOAD CASE(S) Standard i Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1 3/4 ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. 1/$u/e+ C2 CJ J5 2• Cut members to bear tightly against each 0 other. , 3 0 0ES L. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane O U at joint locations. For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C, C, 0 plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 199a at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N,930013 I -N, 910080-N 12. Anchorage and/or load transfemng connections to trusses are the responsibility of others unless shown. �a TM+ gammP 13. Do not overload roof or floor trusses with stacks BEARING of construction materials. Indicates location of joints at ` 14, Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® �® and installation of trusses. TM HYORO A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL Job cuss I russ I ype y 1.5x4 II M 1.5x4 II t8-7-3 R6060606 WESLEY IA ROOF TRUSS 1 1 (optional) 8-7-3 of Li • ' LOADING (psf) SPACING' 2-0-0 CSI F DEFL in (loc) Udefl ' 'PLATES.' GRIP TCLL 20.0 Plates Increase 1.25... TC ..0.31 Yuma Truss - Cali omia nvision, a um s IV ay 18 ZOUI MiTekIndustries;, Inc. Mon May age 1.25 BC 0.13 4-6-12 { 8-7-3 , n/a 4-6-12 4-0-7 Rep Stress Incr • YES •'- T y ; .� 1.5x4 11 Scale =1.20.7 Job cuss I russ I ype y 1.5x4 II M 1.5x4 II t8-7-3 R6060606 WESLEY IA ROOF TRUSS 1 1 (optional) ' ' 1.5x4 I I., 4.00 rT2- < 3 1.5x4 11 2 N 1.5x4 II M 1.5x4 II t8-7-3 1 y 8-7-3 of Li • ' LOADING (psf) 4 'LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 6-0-O oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std OTHERS 2 X 4 SPF Std REACTIONS (Ib/size) 1=209/8-7-3, 5=106/8-7-3, 6=101/8-7-3, 7=531/8-7-3. = ' FORCES (lb) - First Load Case Only TOP CHORD 11-2=811,2-3-58,34--22 BOT CHORD 1-7=0, 6-7=0, 5-64, r WEBS 3-6---83,2-7=-436,4-5=-87 ' NOTES 1) Gable requires continuous bottom chord bearing. 2) Gable studs spaced at 2-0-0 oc. 3 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, 'UBC -97. 4) This truss has been designed with ANSUTPI 1-1995 criteria. LOAD CASE(S) Standard ' May 21,2001 3x4 - 1.5x4 II 1.5x4 II 1.5x4 II t8-7-3 8-7-3 • ' LOADING (psf) SPACING' 2-0-0 CSI F DEFL in (loc) Udefl ' 'PLATES.' GRIP TCLL 20.0 Plates Increase 1.25... TC ..0.31 Vert LL n/a, - n/a M1120 197/144 'TCDL 26.0 Lumber Increase 1.25 BC 0.13 Vert �TL�' n/a - n/a BCLL 0.0 Rep Stress Incr • YES •'- WB . 0.06 Horz(TL) -0.00 n/a BCDL . 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Udefl = 360. ' Weight: 27 Ib ' 'LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 6-0-O oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std OTHERS 2 X 4 SPF Std REACTIONS (Ib/size) 1=209/8-7-3, 5=106/8-7-3, 6=101/8-7-3, 7=531/8-7-3. = ' FORCES (lb) - First Load Case Only TOP CHORD 11-2=811,2-3-58,34--22 BOT CHORD 1-7=0, 6-7=0, 5-64, r WEBS 3-6---83,2-7=-436,4-5=-87 ' NOTES 1) Gable requires continuous bottom chord bearing. 2) Gable studs spaced at 2-0-0 oc. 3 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, 'UBC -97. 4) This truss has been designed with ANSUTPI 1-1995 criteria. LOAD CASE(S) Standard ' May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/, ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. 8+ C2 C3n 2. Cut members to bear tightly against each 0 other. 0 Of 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane pat joint locations. For 4 x 2 orientation, locate 4. Unless otherwise noted, location chord splices C8 C,O plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots In connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MITek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 x 4 to slots. Second all respects, equal to or better than the grade perpendicular B O '° 86-93, 85-75, 91-7R specified. dimension is the length parallel -C to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11, Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N; .910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. TM ��F 13. Do not overload roof or floor trusses with stacks BEARING of construction materials. Indicates location of joints at 1111milill` 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MITek Industries, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. v� ® TM HYDRO A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL oI russ I russ Type ' 1-6-0� 5-0-11 I 9-9-13 i 14-7-0 1 y 1 25-9-12 31-5-2 WESLEY IE-GRDR ROOF TRUSS 1 2 R6060607 BCLL 0.0 Rep Stress Incr NO Scale = 1:69.6 0.18 (optional) I UMd IMbb-%,411IV11114 LAWWWn, �4 VYIIIW, ,nar, u...., wnrvn aruwuroa,nw. in..n,nay cr IJ.--.....ayo- ' 1-6-0� 5-0-11 I 9-9-13 i 14-7-0 1 20-2-6` 1 25-9-12 31-5-2 I 37-4-0 1-6-0 5-0-11 4-9-3 4-9-3 5-7-6 5-7-6 5-7-6 5-10-14 BCLL 0.0 Rep Stress Incr NO Scale = 1:69.6 0.18 Code UBC97/ANSI95 (Matrix) 8x10 - 'BCDL LUMBER 3x4 - TOP CHORD 2 X 4 SPF 1650F I AE *Except* ' 1.5x4 II 7-82 X8 DF No.2 3x6 - BOT CHORD 2 X 8 DF No.2 1.5x4 II 9 WEBS 2 X 4 SPF Std *Except* 3x4 - 3x4 - 5x8 - 4.00 Ff2- _ � ' 14-16 2 X 4 SPF 1650F 1 AE, 6-212 X 6 DF No.2-G 10 11 12 13 14 1 1 1 1 4x10 II 23 22 21 20 26 2719 1828 2917 30 16 31 32 15 4x4 3x6 II 4x8 - 8x10 - 7x10 = 7x8 - 10x10 — 3x6 II 4x6 1_4-9-12 6x8 = 5-0-11 1 9-9-13 13-7-0 114-7� 20-2-6 1 25-9-12 31-5-2 37-4-0 i 5-0-11 4-9-3 3-9-3 1-0-0 5-4-10 5-7.6 5-7-6 5-10-14 0-2-12 'LOADING (pso SPACING 240-0 CSI PLATES TCLL 20.0 Plates Increase 1.25 TC 0.68 M1120 TCDL ' 26.0 Lumber Increase 1.25 BC 0.79 BCLL 0.0 Rep Stress Incr NO WB 1.00 10.0 Code UBC97/ANSI95 (Matrix) Weight: 531 Ib 'BCDL LUMBER TOP CHORD 2 X 4 SPF 1650F I AE *Except* 7-82 X8 DF No.2 BOT CHORD 2 X 8 DF No.2 WEBS 2 X 4 SPF Std *Except* 14-15 2 X 4 SPF 1650F I AE, 9-20 2 X 6 DF No.2-G ' 14-16 2 X 4 SPF 1650F 1 AE, 6-212 X 6 DF No.2-G 8-19 2 X 4 SPF 1650F 1.4E SLIDER Left 2 X 8 DF No.2 2-0-12 DEFL in. poc) . Udefl PLATES Vert LL -0.08 17-19 >999 M1120 VeZL� -0.22 17-19 >999 Horz(TL) 0.02 15 n/a 1st LC LL Min Udefl = 360 Weight: 531 Ib BRACING TOP CHORD Sheathed or 5-5-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. WEBS . 1 Row at midpt 14-15 REACTIONS (Ib/size) 15=7345/Mechanical, 2=538/0-5-8, 20=14195/0-5-8 Max Grav 15=73680oad case 4), 2=5380oad easel), 20=14195(load case 1) FORCES Ob) - First Load Case Only TOPCHORD 1-2=-32,2-3---408,3-4---210,4-5--411,5-6--78.9-10=15, 10-11=-4149, 11-12=-4158,12-13=-6771, ' 1314=-5795,14-15=-5866, 7-24=1312, 24-25=1949, 8-25=2434 BOT CHORD 2-23=240, 22-23=240, 21-22=-1659, 20-21=-2240, 20-26=-2951, 26-27=-2951,19-27=-2951, 18-19=6765, 18-28=6765, 28-29=6765,17-29=6765,17-30=5789,16.30=5789,16-01=125, 31-32=125 15-32=125 WEBS 4-23=74, 4-22=-642, 5-22=-595, 5-7=288, 8-21=1213, 8-20=-10967, 8-9=-262, 8-10=-4521, 10-19--1050.12-19---3717,12-17=2009,13-1 7= 1378,13-16---1698,14-16--7842, 7-21=-2963, 6-7=-112 7-22=1869.8-19--8302 NOTES 1) This truss has been checked for unbalanced loading conditions. 2 Provide adequate drainage to prevent water ponding. 3 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. rl Rnfar fn nirrfcr/el fnr fn we fn in— rnnnnriinne GRIP 197/144 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Proper/ -♦ 1 3/a Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. i& `2 C3 J5 2. Cut members to bear tightly against each c other. 0 �., 3 0 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane O�'� " U at joint locations. ' For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C7 C6 0 plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 191Y. at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10, Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11, Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. �a TM+ ��P 13. Do not overload roof or floor trusses with stacks BEARING of construction materials. ' Indicates location of joints at IIIIIMN` 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. ® �® 15. Care should be exercised in handling, erection and installation of trusses. TM HYDRO A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL ! r Yuma TrussCalifornia Division, a uln s ay+ I e nus ries;:Inc:, on: may .> age LOAD CASE(S) Standard F' 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) r s Vert: 1-6=-92.0, 9-14=-124.0, 2-20=-20.0, 7-8=-92.0, 15-20=-469.0 Concentrated Loads (lb) Vert: 24=-2889.0 25=-2137.0126---68.0 27=-229.0 28=-239.0 29=-268.0 30=-400.0 31=-462.0 32=-337.0 A WARNING - Verify design,harapneters and READ NOTES, ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual r ' building component to -be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual web members only. -Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance , regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB-� 89 Bracing Spedificatlon, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 MiTek Industries, Inc. Job NSSNSS Type y - WESLEY IE-GRDR ROOF TRUSS 2 , R6060607 o tional Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Proper/ s ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in Inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. C2 C3 J5 2. Cut members to bear tightly against each o other. 5 �. 0 3. Place plates on each face of truss at each �, 3 joint and embed fully. Avoid knots and wane at joint locations. For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C8 C, C D plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N; 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks BEARING of construction materials. Indicates location of joints at 1111IM11111` 14. Do not cut or after truss members or plate without which bearings (supports) occur. MITek Industries, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. v� TM HYDRO A/R ® PANEL ©1993 Mitek Holdings, Inc. CLIP GANG-NAIL Job Truss Truss Type Qty Ply .3x4 = 1.5x4 II WESLEY • J1 ,. ROOF TRUSS . 1; 1 „ ,•;.,> CHANGED 219 957 Plate Offsets (X,Y): [2:0-1-6,0-1"-15],[3:0-2-8,0-3-0];[4:0 4-B,Edge] (optional) ` ' LOADING (psi) SPACING 2-0-0 CSI DEFL in Qoc) Vdefl PLATES GRIP TCLL 20.0 ' Yuma .Truss - California Division, La Quinta, CA 4.201 SR1 s Nov 16 2000 MiTek Industries; Inc. Mon May 21 14:50:06 2001 Page 1 TCDL 26.0 Lumber Increase 1.25 -1-6-0 7-2-12 11-7-0 Rep Stress Incr YES WB 0.41 1-6-0 7-2-12 4-4-4 Code UBC97/ANS195 1st LC LL Min Vdefl = 360 Weight: 82 Ib ' Scale = 1:33.3 ' TOP CHORD 2 X 4 SPF 1650F 1.4E *Except* TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. 1-4 2 X 12 OF No.2 4.00 12 BOT CHORD 2 X 4 SPF 1650F 1.4E ' WEBS 2 X 4 SPF Std ' 5x5 0 SLIDER Left 2 X 4 SPF Std 1-3-5 REACTIONS (Ib/size) 7=475/Mechanical, 9=970/0-5-8 5 6 Job Truss Truss Type Qty Ply .3x4 = 1.5x4 II WESLEY • J1 ,. ROOF TRUSS . 1; 1 „ ,•;.,> CHANGED 219 957 Plate Offsets (X,Y): [2:0-1-6,0-1"-15],[3:0-2-8,0-3-0];[4:0 4-B,Edge] (optional) ` ' 5x5 5 3 ' 2 1 7_ _ ' 6x8 I I 10 10x14 4 7 8 .3x4 = 1.5x4 II 3x12 = 1.5x4 11 2-19 u 11-7-0 219 957 Plate Offsets (X,Y): [2:0-1-6,0-1"-15],[3:0-2-8,0-3-0];[4:0 4-B,Edge] ' LOADING (psi) SPACING 2-0-0 CSI DEFL in Qoc) Vdefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) -0.02 8-9 >999 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.18 Vert(TL) '-0.04 8-9 >999 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) -0.00 7 n/a BCDL 10.0 Code UBC97/ANS195 1st LC LL Min Vdefl = 360 Weight: 82 Ib ' LUMBER BRACING' TOP CHORD 2 X 4 SPF 1650F 1.4E *Except* TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. 1-4 2 X 12 OF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2 X 4 SPF 1650F 1.4E ' WEBS 2 X 4 SPF Std ' SLIDER Left 2 X 4 SPF Std 1-3-5 REACTIONS (Ib/size) 7=475/Mechanical, 9=970/0-5-8 ' FORCES (lb) - First Load Case Only TOP CHORD 1-2=-6,2-3=493.3-4=-316,4-5---296.5-6=-3,5-7=-432 BOT CHORD 2-10=-412, 9-10=-412, 8-9=-414, 7-8=0 WEBS 5-8--417,4-8--420,3-9---900,3-8--738 NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 2) Refer to girder(s) for truss to truss connections. ' 3) This truss has been designed with ANSUTPI 1-1995 criteria. LOAD CASE(S) Standard a rrE.. r May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION . Failure to Follow Could Cause Property 13/, ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. /8, y8 C2 C3% J5 2. Cut members to bear tightly against each o other. �., 0 3. Place plates on each face of truss at each 3 joint and embed fully. Avoid knots and wane a �y U = o v at joint locations. For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C8 C7 CG 0 plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 190/. at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MITek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS Indicate rriiriirnum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular R(.)CA 86-93.85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. ��P 13. Do not overload roof or floor trusses with stacks BEARING of construction materials. Indicates location of Joints at Mr" ` 14. Do not cut or after truss members or plate without which bearings (supports) occur. MITek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. v� ® TM HYDRO A/R O PANEL ©1993 Mitek Holdings, Inc. CLIP GANG -NAIL Job Truss Truss Type Qty Ply: WESLEY J1A ROOF TRUSS 1 1 CHANGED • 5-10-4 Plate Offsets ()(,Y): [2:0-0-15,Edgel,[2:0.9-4,0-3.81,[4:0-2-8,0-3-01, [5:0-4-15,0-3-6L (optional) ' Yuma Truss - Caldomia•Drvlslon, La Quetta, CA • ,4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. mon may z1 14:bu;33+zuu1 Pagel. 1-6-0 5-10-4 11 8 8 1-6-0 5-10-4 5-10-4 Scale = 1:35.7 4.00 12 5x5 87 r 7x8 3x10 = 1.5x4 11 1.5x4 11 ' 1-7-15 5-10 4 1-7-15 4-2-5 5-10-4 Plate Offsets ()(,Y): [2:0-0-15,Edgel,[2:0.9-4,0-3.81,[4:0-2-8,0-3-01, [5:0-4-15,0-3-6L [9:0-3-0,0-1-8] h: LOADING (psf) SPACING 2-0-0 ' CSI t DEFL in (1oc). I/defl PLATES GRIP TCLL • 20.0 Plates Increase 1.25 TC 0.52 V6rt(LL) -0.02 .9-10. >999 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.16 x Vert(TL) -0.04 9-10' >999 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.00 8 n/a ' BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Vdefl = 360 .. Weight: 83 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.4E *Except* TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. 1-5 2 X 12 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. BOT CHORD 2 X 4 SPF 165OF 1.4E WEBS 2 X 4 SPF Std , SLIDER Left 2 X 4 SPF Std 1-1-11 REACTIONS (Ib/size). 8=516/Mechanical, 10=943/0.5-8 FORCES (Ib) - First Load Case Only TOP CHORD 1-2=-13,2-3=162,3-4=104.4-5---541,5-6=-500,6-7=-6,6-8=468 BOT CHORD 2-10=-19, 9-10=-21, 8-9=26 WEBS 5-9=-416,6-9=547,4-10=-816,4-9=445 ' NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 2) Refer to girder(s) for truss to truss connections. 3) This truss has been designed with ANSI/TPI 1-1995 criteria. , Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1 3/, ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. i/8 /8� C2 C3 J5 2. Cut members to bear tightly against each other. c 0 �. 0 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. ' For 4 x 2 orientation, locateCe a 4. Unless otherwise noted, location chord splices C, 0 plates 1/8" from outside edge of at 1/4 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of `This symbol Indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 x 4 to slots. Second all respects, equal to or better than the grade perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N; 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. � 13. Do not overload roof or floor trusses with stacks BEARING MM of construction materials. Indicates location of joints at illillmllill` 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MITek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. TM HYDRO A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG-NAILQD Job May 21,2001 Truss Truss Type Qty ■ • . WESLEY J2 ROOF,TRUSS • • o tional CHANGED ' Yuma Truss -.California Division, La QUint6,.CA •, 4.201 SRI' s Nov 16 2000 MiTek Industries, Inc. Mon May 21 14:50:50 2001 Page 1 -1-6-0 4-9-8 9-7-0 1-6-0 4-9-8 4-9-8 ' 4.00 12 Scale = 1:29.4 5x5 5X5 i 4 10x14 i 6 7 3 ■ 1 2 ' 5x6 11 7x8 . 9 8 1.5x4 II • 3x10 = 1.5x4 11 2-1-9 9-7-0 2-1-9 7-5-7 Plate Offsets (X,Y): [2:0-0-15,0-2-11,[4:0-2-8,0-3-01.'[5:0-4-7,0-3-71 •' LOADING (psf) SPACING 2-0-0 CSI DEFIL in (loc) Udeil PLATES GRIP TCLL 20:0 Plates Increase 1.25 TC 0.29: Vert(LL) -0.02 910 >999' M1120 197/144 ' + + TCDL 26.0 Lumber Increase 1.25 BC 0.17- Vert(TL) -0.04 9-10 >999 BCLL 0.0 Rep Stress Incr YES WB 0.33` HOR(TL) -0.00 8 n1a ' ' BCDL 10.0 Code UBC97/ANSI95 1st LC LL Min Udef1= 360., Weight: 75 -lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1,4E 'Except TOP CHORD Sheathed or 6.0-0 oc' purlins, except end verticals. 1-5 2 X 12 DF No.2 BOT CHORD' Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2 X 4 SPF 1650F 1.4E WEBS 2 X 4 SPF Std SLIDER Left 2 X 4 SPF Std 1-1-11 REACTIONS%Qb/size) 8=345/Mechanical, 10=876/0-5-8.. ' FORCES (lb) - First Load Case Only ; TOP CHORD 1-2=-6:2-3--457.3-4--457.4-5---161,5-6---146,6-7=-3,6-8----322 _ BOT CHORD 2-10--412,9-10--414,8-9=-O WEBS 5,9---333,4-ID=-805,4-9=587,6-9--281 } NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97.' 2) Refer to girders) for truss to truss connections. 3) This truss has'been designed with ANSUTPI 1-1995 criteria. LOAD CASE(S) Standard t ' OQaQ�E$A,_ �00NG yG NO. 941904 EXP -30. ■ j � CA1►f0�` Job May 21,2001 Truss Truss Type Qty Ply • . WESLEY J2 ROOF,TRUSS • • o tional CHANGED Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure t0 FOIIOW Could Cause Property 1 3/Q " Center plate on joint unless Damage Or Personal Injury dimensions indicate otherwise. Dimensions are in Inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. /8" c2 c3nc6� 2. Cut members to bear tightly against each c other. O ZFor 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane p at joint locations. 4 x 2 orientation, locate 4. Unless otherwise noted, location chord splices �,D plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19966 at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and *For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width all respects, equal to or better than the grade 4 x 4 perpendicular to slots. Second BOCA 86-93 85-75 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. 40" WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. ��P 13. Do not overload roof or floor trusses with stacks BEARING of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. v� ® TM HYDRO -AIR CLIP/R ® PANEL ©1993 Mitek Holdings, Inc. GANG -NAIL Job Truss Truss Type Qty Ply DEFL - in (loc) I/defl WESLEY J2A ROOF TRUSS 1' 1 TC 0.17• Vert(LL) -0.02 9-10 >999 -Ml120 197/144 <TCDL 26.0 (optional) CHANGED Yuma I runs - Gamormavivislon, La uulma, GA 4.ZU7 5K1 S NOV 16 ZUUU MI I eK Induslnes, Inc. Mon May 21.•14:51:07.2001 Page 1 -1-6-0 �4-10-4 9-8-8 1-6-0 4-10-4 4-104 4.00 12 Scale=1:30.6 5X5 1.5x4 11 3x12 =' t 1-7-15 9 8 8 1-7-15 8-0-9 6 7 Plate Offsets ()(,Y): [2:0-0-15,0-2-11, [4:0-2-8,0-3-01,[5:0.3-15,0-3-7J 1.5x4 II ' LOADING (psf) SPACING 2-0-0 CSI DEFL - in (loc) I/defl - PLATES- GRIP ;TCLL 20.0 Plates Increase 1.25 TC 0.17• Vert(LL) -0.02 9-10 >999 -Ml120 197/144 <TCDL 26.0 Lumber Increase 1.25 BC 0.16-i Vert(TL) -0.04 9-10, : >999 BCLL 0.0 Rep Stress Incr YES WB 0.20, Horz(TL) -0.00 8' n/a BCDL 10:0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 ;; Weight: 76 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650FA AE *Except* TOP CHORD Sheathed or 640.0 oc purlins, except end verticals. r,1-5 2 X 12 DF No.2 BOT CHORD Rigid ceiling directly -applied or 6-0-0 oc bracing.' i BOT CHORD 2 X 4 SPF 1650F 1.4E WEBS 2 X 4 SPF Std SLIDER Left 2 X 4 SPF Std 1-1-11 REACTIONS (Ib/size) 8=391/Mechanical, 10=844/0-5-8 ' FORCES (Ib) - First Load Case Only TOP CHORD 1-2=-13, 2-3=185, 3-4=135, 4-5=-326, 5-6=-253, 6-7=-6, 6-8=-370 ' BOT CHORD 2-10=-51, 9-10=-53, 8-9=10 WEBS 5-9=-299,6-9=364,4-10=-720,4-9=265 'NOTES. - 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per -Table No. 16-B, ' UBC -97. 2) Refer to girder(s) for truss to truss connections. 3) This truss has been designed with ANSVTPI 1-1995 criteria. LOAD CASE(S) Standard QapFE$ O/ 6100" Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure t0 FOIIOW Could Cause Property 1 3/, ' Center plate on joint unless Damage Or Personal Injury dimensions indicate otherwise. Dimensions are in Inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. /8, -► Va+ C2 C3 J5 2. Cut members to bear tightly against each 0 other. J7 0�., 0 3. Place plates on each face of truss at each 3 joint and embed fully. Avoid knots and wane p 8 v at joint locations. For 4 x 2 orientation, locateC8 a 4. Unless otherwise noted, location chord splices C7 C6 plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS Jl J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of "This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and *For tabular plating format refer to the is the responsibility of truss fabricator, General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. Indicates location of required SBCCI 87206, 86217, 9190 spacing, or less, if no ceiling is installed, unless otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N; .910080-N 12, Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. TM 13. Do not overload roof or floor trusses with stacks BEARING of construction materials. Indicates location of joints at 14. Do not cut or after truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. TM HYDRO A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG-NAIL Job russ Truss I ype Qty 2-1-9 I 7-7-0 2-1-9 5-5-7 ae e R6060614 WESLEY J3 ROOF TRUSS 1 1 • PLATES TOLL 20.0 Plates Increase 1.25 TC 0.14 VertLL -0.03 5-6 >999 o tiona uma russ - Gal t ' 1 r '• -1-6-0 1-6-0 Ln I? I.lay I,w - I nn I - 111uu - , 11IV. 1Y 11 Irlar:c 1 1 J.J 1 LVV 1 rays 1: 7-7-0 Scale= 1:22.1 NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 2 Refer to girder(s) for truss to truss connections. 3J Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2 Ib uplift at joint 5. 4 This truss has been designed with ANSVrPI 1-1995 criteria. ' LOAD CASE(S) Standard , GRIP 197/144 - f 3x4 - 1.5x4 II 3x4 = ' 2-1-9 I 7-7-0 2-1-9 5-5-7 ae e 'LOADING (psQ SPACING 24)-0 CSI DEFL in (loc) Udefl • PLATES TOLL 20.0 Plates Increase 1.25 TC 0.14 VertLL -0.03 5-6 >999 M1120 TCDL 26.0 Lumber Increase 1.25 BC 0.19 Vert(TL) -0.05 5-6 >999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) -0.00. 4 n/a BCDL 10.0. Code UBC97/ANSI95 (Matrix) 1st LC LL Min Udefl = 360 Weight: 60 Ib LUMBER BRACING TOP CHORD 2 X 12 DF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly, applied or 6-0-0 oc bracing. WEBS `71 4 SPF Std SLIDER Left 2 X 4 SPF Std 1-3-5 r � REACTIONS Ob/size) 4=173/Mechanical, 5=-2/Mechanical, 6=822/0-5-8 Max Uplift 5=-2(load case 1) _ Max Grav 4-173(load case 1), 5=630oad case 2), 6=8220oad case 1) (lb)'- First Load Case Only 'FORCES TOPCHORD 1-2=-13.2-3--326,3-4---102 BOT CHORD 2-7=-167,6-7=-167,5-6--_-169 WEBS 3-6=-705 3-5=174 NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 2 Refer to girder(s) for truss to truss connections. 3J Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2 Ib uplift at joint 5. 4 This truss has been designed with ANSVrPI 1-1995 criteria. ' LOAD CASE(S) Standard , GRIP 197/144 - f Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/' ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. y8• -.0. /8+ CZ J5 2. Cut members to bear tightly against each 0 other. J7 ZC3 0Nplates 0 3. Place on each face of truss at each joint and embed fully. Avoid knots and wane pat joint locations. For 4 x 2 orientation, locateC8C6 4. Unless otherwise noted, location chord splices plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 1996 at time of 'This symbol Indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size rind location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width all respects, equal to or better than the grade 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. im ��r 13. Do not overload roof or floor trusses with stacks BEARING of construction materials. Indicates location of joints at am& 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. M� ® TM HYDRO A/R PANEL CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL russ russ ype Job R6060615 WESLEY J3A ROOF TRUSS 1 1 � o tional uma russ - a orma ivis io-n a um s ay MiT.9 n u es,Inc.- on May age -1-6-0 1 7-8-8 , _ 1 1-6-0 7-8-8 w 4.00 .. Fi'£ Scale =1:23.1 5x5 5:- ) 7 7 4 C� 3 2 u' 1 5x6 II 7x8 3x4 - 6 1.5x4 I I 1-7-15 7-8-8 1-7-15 r - 6-0-9 I-late e - LOADING (psf) SPACING `2-0-0 CSI' DEFL in (loc� Udefl .+-4PLATES GRIP ti TCLL 20.0 Plates Increase ••1:25 TC 0.12 Vert(LL) -0.04 6 >999 M1120. , 197/144, - TCDL 26.0 Lumber Increase 1.25 BC : 0.24-- VertfTL; -0.08 6-7 �>887 BCLL 0.0 Rep Stress lncr '. YES WB 0.08 Horz(TL) -0.00 5 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Udefl = 360 Weight: 61 lb' 'LUMBER BRACING t TOP CHORD 2 X 12 DF.No.2 TOP CHORD Sheathed or 6.0-0 oc purlinw: i BOT CHORD 2 X 4 SPF'165OF 1.4E BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing: WEBS 2 X 4 SPF Std SLIDER Left 2 X 4 SPF Std 1-1-11 4 , ' REACTIONS 0b/size) . 5=212/Mechanical, 6=34/Mechanical, 7=762/0-5-8 _ _ Max Grav 5-212(load case 1), 6-93(load case 2), 7=7620oad case 1) FORCES (lb) - First Load Case Only r CHORD' 1-2=-13,2-3--194,3-4--146,4Z--50 'TOP BOT CHORD 2-7=-62; 6-7=-63 • WEBS 4-6=64, 47=-627 NOTES 1) This truss has been designed fora 10.0 p9bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, _. ,r UBC-97. 2) Refer to girder(s) for truss to truss connections. 3) This truss has been designed with ANSUTP.I 1-1995 criteria. LOAD CASE(S) Standard , OQa�Ek9[ ooft NO. 4919 EXP -30.04 russ russ ype y R6060615 WESLEY J3A ROOF TRUSS 1 1 � o tional May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3 ' Center plate on joint unless � � 1 /a Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. C2 Ca J5 2. Cut members to bear tightly against each 0 other. Place 0 �., 3 0 3. plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. ' For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices CB C, C6 O plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minlmum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width all respects, equal to or better than the grade 4 x 4 perpendicular to slots. Second BOCA $6-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBG 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N; .910080-N 12. Anchorage and/or load transferring connections ' to trusses are.the responsibility of others unless shown. TM Inman 13. Do not overload roof or floor trusses with stacks BEARING of construction materials. Indicates location of joints at 14. Do not cut or after truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. TM HYDRO -A/R ® PANEL ©1993 Mitek Holdings, Inc. CLIP GANG -NAIL May 21,2001 Job russ russ Type y R6060616 WESLEY J4 ROOF TRUSS 1 1 - optional) Yuma russ- California Division, a wn , s ay i eIndustries,•nc. on May. ., age. -1-6-0 I 5,7 + 1-6-0 5-7-0 4 4.00 ' ri'£ 5x5 ; Scale = 1:18.3 v 3; N 2 C7 ' Ll 6x6 11 7 3x4 - 1.5x4 11 5 3x4 = 2-1-9 1 I I 5-7-0 2-1-9 3-5-7 ae e - - 'LOADING (psf) SPACING 2-0-0 CSI DEFL in poc) Udefl _ PLATES - - GRIP, TCLL 20.0 Plates Increase - 1.25 TC 0.13 Vert(LL) -0.00 5-6 >999 M1120 • 197/144 •• . ; TCDL 26.0 Lumber Increase 1.25 BC 0.08. Vert(TL) =0.01 2 >999 BCLL•• 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) -0.00 4 n/a BCDL 10.0 Code : UBC97/ANSI95 (Matrix) 1 st LC LL Min Udefl = 360 Weight: 46 Ib LUMBER BRACING TOP CHORD 2 X 12 DF No.2 TOP CHORD Sheathed or 5-7-0oc purlins: • BOT CHORD 2 X 4 SPF 165OF 1.4E; BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS ' 2 X 4 SPF Std SLIDER Left 2 X 4 SPF Std 1-3-5 REACTIONS (Ib/size) 4--61 /Mechanical, 5=-78/Mechanical, 6=787/0-5-8 Max Uplift 5=-78(load case 1) FORCES (lb) - First Load Case Only , TOP CHORD 1-2=-13,2-3--400,3-4---80 - BOT CHORD 2-7=-246,6-7=-246,5-6---247 WEBS 3-6=-706, 3-5=268 a NOTES 1) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with -any other live loads per Table No. 16-B, UBC -97. ' 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 78 Ib uplift at joint 5. 4) This truss has been designed with ANSI PI 1-1995 criteria. ' LOAD CASE(S) Standard ' E. �pONG * NO. 4919 EXP -30-04 CAL1f0��� May 21,2001 May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure t0 FOIIOW Could Cause Property 1 3/4 • Center plate on joint unless Damage Or Personal Injury dimensions Indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. /8•/a+ C2 C3 J5 2. Cut members to bear tightly against each c other. 0 0 '�L_- 3. Place plates on each face of truss at each zl�' joint and embed fully. Avoid knots and wane 0 ' v at joint locations. For 4 x 2 orientation, locate 4. Unless otherwise noted, location chord splices C, O plates 1/8` from outside edge ofat 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 199'. at time of *This symbol Indicates the fabrication. required direction of slots in .connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MITek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS Indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. ��P 13. Do not overload roof or floor trusses with stacks BEARING of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MITek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. TM HYDRO -A/R ® PANELCLIP ©1993 Mitek Holdings, Inc. GANG -NAIL Job cuss cuss ype - R6060617 WESLEY J4A ROOF TRUSS (optional) Yuma Truss - a orn a ivision, a' u;n ,• s ay MiTek Industries, nc: on: ay age) :. . . + w- -1-6-0 5-8-8 1-6-0 5-8-8 ` 5 ' 4.00 rT£ i Scale = 1:18.5 4x6. 4 3 11 N 2 ' C� 5x6 7x8 II 1.5x4 I I 6 ' 1-7-15 5-8-8 1-7-15 4-0-9 ' PlateOffsets LOADING (psf) SPACING.' '• '2 0-0 CSI . DEFL in Qoc� Udefl.-,,.-PLATES GRIP TCLL 20.0 Plates Increase a .: 1.25 TC 0.15 VertL) -0.01 6- >999 MII20 197/144,, TCDL 26.0 ' Lumber Increase 1.25 BC 0.11 Vert(TTL) ,-0.02 6-7 >999 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) -0.01 5 n/a = BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Udefl = 360 Weight: 43 Ib LUMBER BRACING TOP. CHORD 2 X 12 DF No.2' TOP CHORD Sheathed or 5-8-8 oc purlins., BOT CHORD 2 X 4 SPF 1650F 1.4E -. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std Left 2 X 4 SPF Std 1-1-11 'SLIDER REACTIONS (Ib/size) 5--61 /Mechanical, 6=29/Mechanical, 7=694/0-5-8 Max Grav 5--61 (load case 1), 6=63(load case 2), 7=694(load case 1) 4 •. FORCES (lb) - First Load Case Only , CHORD 1-2=-13,2-3--166,3-4--92,4-5---97 ; 'TOP BOT CHORD 2-7=1, 6-7=0 WEBS 4-7=-601 NOTES 1) This has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBCt97ss 2) Refer to girder(s) for truss to truss connections. 3 This truss has been designed with ANSUTPI 1-1995 criteria. s , ' LOAD CASE(S) Standard ��ONG� 1 * '�9 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/, ` Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in Inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. 8" cz c3 J5 2. Cut members to bear tightly against each other. o � 5N 0 3. Place plates on each face of truss at each �, 3 Joint and embed fully. Avoid knots and wane R at joint locations. * For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices r_8 C7 0 plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. b. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE J preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and *For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N; .910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. � 13. Do not overload roof or floor trusses with stacks BEARING of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. TM HYDRO A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG-NAIL Job cuss russ Type y ' R6060618 WESLEY JS .ROOF TRUSS 1 1 optional)' uma russ -California Division; a wn , •s ay MiTek Industries, nc: on May ..Page,11 ' -1-0-0 i 3-7-0. i 1-6-0 3-7-0 4.00 ri'£ 4x6 I I 3 Scale = 1:14.0 co 2 N 6x6 I 1 I 7 5 3x4 - 2-1-9 1.5�C4 I I 3-7-0 2-1-9 1-5-7 Plate e - I,: 'LOADING (psf) SPACING 24)-0 , CSI DEFL in poc) . Udefl a. s;, PLATES .-GRIP. TCLL 20.0 Plates-Increase • 1.25 TC 0.21 Vert LL -0.01• 2 >999 MI120 497/•144. TCDL 26.0 Lumber Increase 1.25 BC 0.07 Vert(TQ -0.02 2 >999 • BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) -0.01 4 n/a v, BCDL 10.0 Code . UBC97/ANSI95 (Matrix) 1st LC ILL Min Udefl = 360 Weight: 31 Ib LUMBER BRACING TOP CHORD 2 X 12 DF No.2 TOP CHORD Sheathed or 3-7-0 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD; Rigid ceiling directly applied or 10.0-0 oc bracing. -WEBS 2X4SPF Std SLIDER Left 2 X 4 SPF Std 1-35 ' REACTIONS (Ib/size) 4=-412/Mechanical, 5=-16/Mechanical, 6=973/0-5-8 =-4 Max Uplift 412(load case'.1), 5­1 60oad case 1) Max Grav 5=2Qoad case 2), 6=973(load case 1) FORCES 0b) - First Load Case Only < TOP CHORD 1-2=-113.2-3--191,34-1711 BOT CHORD 2-7=2,6-7=2,5-6--O WEBS 36=-889 NOTES 1) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, ' UBC-97. ; 2 Refer to girders) for truss to truss connections. sa, 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 412 Ib uplift at joint 4 and 16 Ib - uplift at joint 5. 4) This truss has been designed with ANSVTPI 1-1995 criteria. ' LOAD CASE(S) Standard �pONG YG * NO. 4919 ' EXP -30-04 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1 3/Q ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. /8" �/8 C2 C3 J5 2. Cut members to bear tightly against each o other. 0 3 0 ZI 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane 0 �" v at joint locations. For 4 x 2 orientation, locate For 0- 4. Unless otherwise noted, location chord splices C, C6 O plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 194'. at time of 'This symbol Indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MITek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591,1329,4922' 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. 40" WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. �� �^^ �m� 13. Do not overload roof or floor trusses with stacks BEARING of construction materials. Indicates location of joints at P"P" riga 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MIT@k Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. v� ® TM HYDRO A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG-NAILQD May 21,2001. o cuss russ ype y • 1 • R6060619 WESLEY. • JSA ROOF TRUSS 1 1 ` ' optional) Yuma russ - a i orma Division; a, um s ay a nus ies,Inc. on May -Page -1., -1-6-0 3-8-8 +, 1 6-0 3-8 8 5 4.00 t FT2_ 4x6 II Scale = 1:14.2 4 3 4 2 N U')1 cn 5x6 11 7x8 ; 1.5x4 3-8-8 6 1-7-15 2-0-9 0-e e LOADING.(pso . —SPACINGa,- • 2-0-0 CSI DEFL in poc) I/defl PLATES, GRIP TCLL 20.0 Plates Increase •1-.25. TC 0.16 Vert(LL) -0.00 2 • >999 M1120 197/144 ' TCDL 26.0 Lumber Increase 1.25 .. BC 0.05,- _ Vert(TL) 0.01 1-2 • 5999 BCLL • 0.0 Rep Stress lncr , =YES ' WB 0.09 Horz(TL) -0.01 5 n/a BCDL "10.0 Code UBC97/ANS195 (Matrix) - 1st LC LL Min Vdefl = 360 Weight: 32 Ib 'LUMBER BRACING TOP CHORD 2 X 12 DF No.2 TOP CHORD Sheathed or 348-8 oc:purlins. BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or -10-0-0 oc bracing. WEBS • • 2 X 4 SPF Std SLIDER Left 2 X 4 SPF Std 1-1-11 ' ' REACTIONS (Ib/size) 5=-162/Mechanical, 6=5/Mechanical, 7=717/0-5-8 Max Uplift 5=-162(load case 1)) ` Max Grav 6=25(load case 2), 7=717(load case 1) FORCES (lb) -First Load Case Only T TOP CHORD 1-2=-13,2-3=172,34--95,4-5---109- BOT CHORD 2-7=1, 6-7=0 WEBS 4-7=-649 NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. ; 2 Refer to girder(s) for. truss to truss connections. 3j Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 162 Ib uplift at joint 5. 4 This truss has been designed with ANSVTPI 1-1995 criteria. ' LOAD CASE(S) Standard • OQaO�EN�- �QONG ' * NO. 4419 ' EXP -30-04 + , May 21,2001. May 21,2001. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are In Inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. 1/8' C2 C3 J5 2. Cut members to bear tightly against eachother. Place 0 �. 3 0 3. plates on each face of truss at each joint and embed fully. Avoid knots and wane 0 at joint locations. ' For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C8 C7 plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol Indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N; .910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks BEARING of construction materials. Indicates location of joints at 111IM1111` 14. Do not cut or after truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. Y� ® TM HYDRO A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL Job Truss Truss Type Qty Ply LOADING (psf) WESLEY. J6-GRDR ROOF TRUSS 1 2 Plates Increase 1.25 TC 0.23 Vert(LL) -0.02 11 >999 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 (optional) CHANGED Yuma Truss Caiifornla Division, La Quanta, CA 4.201 SRi S NOV 16 Luuu MI I eK Industries, mc. Mon May 21 14:5i:32 2001 Page 1 -1 6-0 1-7-15 4-9-2 7-104 10-11-9 13=1-4 14-4-4 , 1-6-0 1-7-15 3-1-3 3-1-3 3-1-3 2-1-11 1-3-0 Scale = 1:37.0 3x4 I I 5x6 = 7 5x5 = 6x10 II 13 12 11. 10 14 9 3x6 11 5x5 = 5x5 = 10x10 = 3x6 II 1-7-15 4-9-2 Z-10 6 , 10-11-9 14-44 1-7-15 3-1-3 3-1-3 3-1-3 34-11 4 4 0 rrain �+nsCis [,[2.0 -3 -12,0 -0 -7],(3.0 -3 -15,0 -3 -6j,(8.0 -2-8,0-1-121,(10.0-5-0,0-6.12j -• LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) Udefl PLATES GRIP TCLL 20.0. Plates Increase 1.25 TC 0.23 Vert(LL) -0.02 11 >999 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.07 11-12 >999 BCLL 0.0 Rep Stress Incr NO WB' 0.53 Horz(TL) 0.01 9 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Well = 360 Weight: 270 Ib LUMBER BRACING TOP CHORD 2 X 12 OF No.2 *Except* TOP CHORD Sheathed or 6-0-0 oc purlins. 5-8 2 X 6 OF No.2-G, 3-7 2 X 4 SPF 1650F 1 AE BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. BOT CHORD 2 X 10 OF No.2 WEBS. 2 X 4 SPF Std *Except* 8-10 2 X 4 SPF 165OF 1 AE WEDGE Left: 2 X 4 SPF Std ' REACTIONS (Ib/size) 2=1842/0-5-8,9=8287/Mechanical FORCES (lb) - First Load Case Only TOP CHORD 1-2=9, 2-3=-3121, 3-4=-2959, 4-5=-2650, 5-7=-66, 5-6=-1887, 6-15=-1887, 8-15=-1887 BOT CHORD 2-13=2721.12-13--2718,11-12=2713, 10-11=2390.10-14=0. 9-14=0 WEBS 3 -13= -52,3 -12= -6,4 -12=243,4 -11=-308,5-11=1766,8-9=-5621,5-10=-1639,6-10=255,8-10=5682 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) Provide adequate drainage to prevent water ponding. 31 This truss has been desianed for a 10.0 osf bottom chord live load nonconcurrent with anv other live loads oar Table No_ 16.8_ Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure t0 FOIIOW Could Cause Property 13/, ' Center plate on joint unless Damage Or Personal Injury dimensions Indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. 1/8 f C2 CJ J5 2. Cut members to bear tightly against each 0 other. 0 �,, 3 0 L. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane O " U at joint locations. ' For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices ca C7 C D plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 190/6 at time of 'This symbol Indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility.of others unless shown. P 13. Do not overload roof or floor trusses with stacks BEARING of construction materials. Indicates location of joints at rNOMEN" rgP" 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. ® TM HYDRO A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG-NAILQD ' ? - 4.00 rIT 4x6 1 ' v. 3 4 w s 1 - 5x6 11 7x8 6 1.5x4 11 1.5x4 11 ' 1715 835 1-7-15 6-7-6 ae e LOADING (psf) Job russ CSI - russ Type PLATES' .GRIP TCLL 20.0 Plates Increase 1.25 TC 0.20 •' Vert(LL) -0.00 >999 R6060621 WESLEY J7 ROOF TRUSS 1 1 ' BCLL - '- 0.0 Rep Stress Incr NO • WB 0.10 , R6060621 (optional) BCDL 10.0 Code UBC97/ANS195 { (Matrix) 1 st LC LL Min Udefl = 360 Weight: 61 Ib 'LUMBER , BRACING . TOP CHORD 2 X 12 DF fVo.2 TOP CHORD Sheathed or 6-0-0 oc-pudins... BOT CHORD 2 X 4 SPF 165OF 1.4E - BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. WEBS 2 X 4 SPF Std SLIDER Left 2 X 4 SPF Std 1-1-11 REACTIONS (Ib/size) 6=210/Mechanical, 7=762/0.5-8 russ -California Division, wn , s ay MiTek Industries,Inc. on May age 'BOT WEBS 4-7=-728,5-6---212 NOTES r j 1) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, - i 4-1-11 8-3-5 r` 1 1-6-0 41-11 4-1-11 . Vert: 1-5-92.0, 2-7=-44.0 4x6 II Scale =1:27.5 5 ' ? - 4.00 rIT 4x6 1 ' v. 3 4 w s 1 - 5x6 11 7x8 6 1.5x4 11 1.5x4 11 ' 1715 835 1-7-15 6-7-6 ae e LOADING (psf) SPACING 24)-0 CSI ^DEFL in- (loci Udefl PLATES' .GRIP TCLL 20.0 Plates Increase 1.25 TC 0.20 •' Vert(LL) -0.00 >999 R6060621 WESLEY J7 ROOF TRUSS 1 1 ' BCLL - '- 0.0 Rep Stress Incr NO • WB 0.10 , • Horz(TL) 0.00 6 - n/a (optional) ' ? - 4.00 rIT 4x6 1 ' v. 3 4 w s 1 - 5x6 11 7x8 6 1.5x4 11 1.5x4 11 ' 1715 835 1-7-15 6-7-6 ae e LOADING (psf) SPACING 24)-0 CSI ^DEFL in- (loci Udefl PLATES' .GRIP TCLL 20.0 Plates Increase 1.25 TC 0.20 •' Vert(LL) -0.00 >999 M1120 197/144;,- TCDL '26.0 Lumber Increase . 1.25 BC 0.03 ` Vert L), 0.01 1-2 >999 BCLL - '- 0.0 Rep Stress Incr NO WB 0.10 , • Horz(TL) 0.00 6 - n/a BCDL 10.0 Code UBC97/ANS195 { (Matrix) 1 st LC LL Min Udefl = 360 Weight: 61 Ib 'LUMBER , BRACING . TOP CHORD 2 X 12 DF fVo.2 TOP CHORD Sheathed or 6-0-0 oc-pudins... BOT CHORD 2 X 4 SPF 165OF 1.4E - BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. WEBS 2 X 4 SPF Std SLIDER Left 2 X 4 SPF Std 1-1-11 REACTIONS (Ib/size) 6=210/Mechanical, 7=762/0.5-8 F•ORCES(Ib) - First Load Case Only TOP CHORD 1-2=-13,2-3--201,3-4--107,4-5---122 CHORD 2-7=2,6-7=0 'BOT WEBS 4-7=-728,5-6---212 NOTES r j 1) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, - UBC -97. ' 2) Refer to girder(s) for truss to truss connections. 3) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard j ' 1) Regular: Lumber Increase=1,25, Plate Increase=1.25 Uniform Loads ( If) Vert: 1-5-92.0, 2-7=-44.0 May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property- roperty1 13/4 ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. /8' CZ C3 J5 2. Cut members to bear tightly against each Vs � o other. c 0 0 �. LC.6 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane "vat joint locations. For 4 x 2 orientation, locate 4. Unless otherwise noted, location chord splices C8C, 0 plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE J preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimonsions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N; .910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. � 13. Do not overload roof or floor trusses with stacks BEARING PER of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. TM HYDRO A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG-NAIL May 21,2001 1 o Truss Truss Type . ` R6060622 WESLEY J8 ROOF TRUSS T 1 (optional) uma russ California- ivisia a wn s ay i e n u es; nc: on ay age 3-5-6 3x6 .11 1-6-0 3-5-6 5 ' • 4.00 FfT ' 4x6 II 4 Scale = 1:13.8 '- 2 3 ' ui N . ' �1 ' 5x6 11 i .` 7x8 a-15 1.5x4 I I 3-5.6 6 1.5x4 11 .1-7-15 1-9-7. PlateOnsets LOADING (psf) SPACING = • 2-0-0 CSI DEFL in (lo c)) Udefl PLATES GRIP F TCLL 20.0 Plates Increase .. • • 1.25 TC 0.15 • Vert(LL) -0.00 2..>999 M1120 197/144 . TCDL 26.0. Lumber Increase 1.25 BC 0.05. i Vert(TL) 0.01.. 1-2 >999 BCLL 0.0 Rep Stress Incr YES WB 0.13 v-:' Horz(TL) -0.00 6 n/a BCDL 10.0 Y Code UBC97/ANS195 (Matrix) 1st LC LL Min Udefl= 360 Weight: 31 Ib - ,!LUMBER BRACING TOP CHORD 2 X 12 DF No.2 TOP CHORD Sheathed or 3.5-6 oc'purlins. BOT CHORD 2 X 4 SPF 165OF 1.4E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF Std I SLIDER Left 2 X 4 SPF Std 1-1-11 , ' REACTIONS Ob/size) 6=-232/Mechanical, 7=754/0-5-8 Max Uplift 6=-232(load case 1) FORCES(lb) - First Load Case Only TOP CHORD 1-2=-13,2-3--168,3-4--93,4-5---120 BOT CHORD 2-7=1, 6-7=-0 WEBS 4-7=-678, 5-6=229 NOTES' 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. 2) Refer to girder(s) for truss to truss connections. 3 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 This truss has been designed with ANS PI 1-1995 criteria. 232 lb uplift at joint 6. * ' LOAD CASE(S) Standard * .9 E� May 21,2001 1 ` Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1,3/' ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. 1/18+ C2 C3J5 2. Cut members to bear tightly against each other. C Zc 3. Place plates on each face of truss at each 0 3 0 joint and embed fully. Avoid knots and wane 0 �' ° 0 at joint locations. ' For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices Ce c, C, 0 plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol Indicates the fabrication, required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and *For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 x 4 to slots. Second all respects, equal to or better than the grade perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. 4010 WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. ��P 13. Do not overload roof or floor trusses with stacks BEARING of construction materials. Indicates location of joints at M ` 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. N TM ® PANEL HYORO A/R ® CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL Job russruss I ype uty ply LOADING.(psf) WESLEY • jJ-GRDR 2-0-0 t ROOF TRUSS 1 ' R606060 8 Udefl .., •I:.PLATES .GRIP TCLL 20.0 Plates Increase 1.25' (optional; 11 U? -V 1-1, li.v-i-v,u-i-141, 0 LO LOADING.(psf) SPACING ', 2-0-0 t u•J ' M Udefl .., •I:.PLATES .GRIP u� o irmp u cvv i rvn i on uwuau�co„u��, 1-11 rviay &I- I aay.w cw I ra9c i ' 4-7-8 1 8-11-9 13-7-1 I 47-8 44-0 47 8 4x6 ; Scale =1:36.8 JX9 i 3x6 II 5x5 - 10x10 - 6x8 - 3x6 II 2-1-9 I 7-8-9 13-7-1 2-1-9 5-7-0 5-10-8 raic vnacu.ln,/. -V 1-1, li.v-i-v,u-i-141, lw.v-crv,�-vwj LOADING.(psf) SPACING ', 2-0-0 t CSI DEFL in (loc) Udefl .., •I:.PLATES .GRIP TCLL 20.0 Plates Increase 1.25' TC 0.19 Vert(LL) -0.04 10 >999 M1120 197/144 . TCDL ;:26.0 Lumber Increase 1.25 BC 0.79 ' Vert(TL) =0.11 10 >999 BCLL • 0.0 Rep Stress Incr NO WB 0.65 Horz(TL) 0.01: 8 n/a BCDL 10.0 i Code UBC97/ANSI95 (Matrix) 1st LC LL Min Udefl = 360 • '- Weight: 203 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.4E TOP. CHORD Sheathed or 5-6-7 oc,pudins. - BOT CHORD 2 X 10 DF No.2. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std 'Except 5-10 2 X 4 SPF 1650F 1.4E, 5-9 2 X 4 SPF 1650F 1.4E 3-112 X 4 SPF 1650F II AE, 7-9 2 X 4 SPF 1650F 1.4E ' SLIDER Left 2 X 6 DF No.21-3-10 REACTIONS (Ib/size) 8=6478/Mechanical,12=5161/0-5-8 'FORCESQb) - First Load Case Only 1 TOP CHORD 1-2=-848,2-3---745.3-4---4967,4-5---6948,5-6---3108,6-7=-3110 BOT CHORD 1-12=643,11-12=643,10-11=4660,9-10--6529,9-13--0,8-13--O / WEBS 3-12=-3854, 4-10=2342, 5-10=4861, 5-9=-5471, 4-11=-2420, 3-11=4685, 7-8=-4776, 6.9=-425, 7-9=6275 NOTES ' 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurcent with any other live loads per Table No. 16-13, UBC -97., 2 A plate rating reduction of 20% has been applied for the green lumber members. 3 Refer to girder(s) for truss to truss connections. I - 4 This truss has been designed with ANSVTPI 1-1995 criteria. Special connection required to distribute bottom chord loads equally between all plies. 6 2 -ply truss to be connected together with 10d Common(.148"x3") Nails as follows: . Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 10 - 4 rows at 0-4-0 oc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc. ' 7) Special hanger(s) or connection(s) required to support concentrated load(s) 7345.Olb down at 7-11-4, and 2143.Olb down at 12-7-0 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/' ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. /a" -►/a� C2 C3 J5 2. Cut members to bear tightly against each 0 other. 0 0 �. �, LC.6 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane O8v at joint locations, For 4 x 2 orientation, locate 4. Unless otherwise noted, location chord splices C8 C, D plates 1/8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 191/o at time of 'This symbol Indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator, General MITek/Gang-Nall Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS Indicate minimurn plaling requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N; .910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. �m - �� 13. Do not overload roof or floor trusses with stacks BEARING of construction materials, Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MITek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. TM HYDRO A/R ® PANEL 01993 Mitek Holdings, Inc. CLIP OAN(J-NAIL Job , russ russ Type LOADING (ps ; BOT CHORD 8-9--0,7-8--1604,6-7=-O CSI DEFL in (lo c Udefl.,.!'-PLATES . ' - GRIP NOTES R6060609 WESLEY J -HIP ROOF TRUSS 1 1 - ` 3" TCDL 26.0 Lumber Increase 1.25 • " BC ' 0.52 ' Vert(TL) -0.10 6-7 >999 o tional BCLL ' 0.0 Rep Stress Incr NO WB 0.31. Horz(TL) 0.01 6 ' n/a BCDL -10.0 Code UBC97/ANS195 1 st LC LL Min Udefl = 360 of Weight: 84 lb LUMBER BRACING TOP CHORD 2 X 6 DF No.2-G 4 TOP CHORD Sheathed or 4-7-10 oc purlins, except end verticals: BOT CHORD 2 X 4 SPF 1650E 1.4E' .• BOT CHORD Rigid ceiling directly applied or 10-0-0 oc"bracing. " WEBS -t 2 X 4 SPF 1650F 1.4E *Except* WEBS 1 Row at midpt 4 6 • Yuma Truss -California ivision; a um , •s ay MiTek nus es;Inc. on ay age' ' -0-x)13. 4-11-10 1 9-10-9 15-1-0•7 0-2-13 4-11-10 ' 4-10-15 5-2- 5x6 % Scale = 1:35.0 • 2 83 45 Job , russ russ Type LOADING (ps ; BOT CHORD 8-9--0,7-8--1604,6-7=-O CSI DEFL in (lo c Udefl.,.!'-PLATES . ' - GRIP NOTES R6060609 WESLEY J -HIP ROOF TRUSS 1 1 - ` 3" TCDL 26.0 Lumber Increase 1.25 • " BC ' 0.52 ' Vert(TL) -0.10 6-7 >999 o tional '• 3x4 II 3 3x4 ; . , 2 0 u`O5 1x6 8 7 6 1.5x4 11 4x4 - 3x12 = 1.5x4 II -0-2 13 4-11-10 1 9-10-9 1 15-1-0 I 0-2-13 411-10 4-10-15 5-2-7 Plate a LOADING (ps SPACING •2-0-0 . BOT CHORD 8-9--0,7-8--1604,6-7=-O CSI DEFL in (lo c Udefl.,.!'-PLATES . ' - GRIP NOTES TCLL 20.0 ` Plates Increase •, 1:25 t TC 0.73 Vert(LL -0:03 >999 M1120 -,197/144 TCDL 26.0 Lumber Increase 1.25 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 BC ' 0.52 ' Vert(TL) -0.10 6-7 >999 " BCLL ' 0.0 Rep Stress Incr NO WB 0.31. Horz(TL) 0.01 6 ' n/a BCDL -10.0 Code UBC97/ANS195 1 st LC LL Min Udefl = 360 of Weight: 84 lb LUMBER BRACING TOP CHORD 2 X 6 DF No.2-G 4 TOP CHORD Sheathed or 4-7-10 oc purlins, except end verticals: BOT CHORD 2 X 4 SPF 1650E 1.4E' .• BOT CHORD Rigid ceiling directly applied or 10-0-0 oc"bracing. " WEBS -t 2 X 4 SPF 1650F 1.4E *Except* WEBS 1 Row at midpt 4 6 1-9 2 X 6 DF No.2-G' REACTIONS (Ib/size) 6=2143/Mechanical, 9=1035/0-5-8 FORCES (lb) - First Load Case Only TOP CHORD 1-2=-1638,2-3---1480,3-4---1479,4-5---8,4-6---1973,1-9=-1015 BOT CHORD 8-9--0,7-8--1604,6-7=-O WEBS 2-8---427,2-7=-176,3-7=-1137,4-7=2068,1-8--1695 , NOTES 1) This truss has been designed fora 10.0 psf-bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. � ". :3) Refer to,girder(s) for truss to truss connections. -'2) A plate rating reduction of 20% has been applied for the green lumber members. 4 This truss has been designed with ANSVTPI 1-1995 criteria. LOAD CASES) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 t Trapezoidal Loads (plf) Vert: 1=0.0 -to -4-347.4, 4= -347.4 -to -5=-352.4, 9=0.0 -to -6=-76.6• - Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/' ' Center plate on joint unless Damage or Personal Injury dimensions Indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. ya•/s+ CzJ5 2. Cut members to bear tightly against each 0 other. o 5 ZC33 0 ' 3. Place plates on each face of truss at each CO)joint and embed fully. Avoid knots and wane v at joint locations. For 4 x 2 orientation, locate 4. Unless otherwise noted, location chord splices � C6 O plates 1/8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol Indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension Is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. �a ��F 13. Do not overload roof or floor trusses with stacks BEARING of construction materials. Indicates location of joints at M ` 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Inclust ies, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. r� ® TM HYDRO AIR ® PANEL CLIP 01993 Mitek Holdings, Inc. GANG-NAILQD May 21,2001 Job runs russ ype y R6060624 WESLEY K1 ROOF TRUSS 2 1 ' • (optional) Yuma russ - a i ornia vision, a wn , s ay i e nus es;Inc. on ay, age 4-9-0 11-11-11 • ' 4-9-0 7-2-11 I 5 vy 4.00 FT'£" . , . 4 ( Scale =1:27.0 �. 3 ' L 1.5x4 I I 5x5 / .. 2 1 0A 4-9-0 8-9-0 11-11-11 ' 0-k8, 3-11-12 "4-0-0 3-2-11 LOADING (pro SPACING 2-0-0 CSI DEFL in (loc) Udefl "PLATES GRIP . TCLL . ^ 20.0, Plates Increase 1.25 TC 0.30 Vert(LL) -0.01 6 >999 ! M1120;, 197/144 TCDL `''"'26.0- Lumber Increase 1".25 BC 0.10 Vert(TL) -0.02 6-7 >999 BCLL . 0.0 Rep Stress Incr; YES WB 0.04 Horz(TL) • 0.02 5 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Udefl = 360 Weight: 23 Ib . LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.4E TOP CHORD Sheathed or 4-9-0 oc purlins, except end verticals. BOT CHORD 2 X 4,SPF 1650E 1.4E BOT CHORD Rigid ceiling directly applied or •10-).0 oc.bracing. ^, WEBS 2 X 4 SPF Std ' REACTIONS (Ib/size) 5--148/0-5-8,6--43/Mechanical, 7=306/0-5-8.3--328/0-5-8,4--332/0-5-8 t Max Grav 5=148(load case 1), 6=70(load case 2), 7=306(load case 1), 3=328(load case 1), 4=332(load case 1) FORC(Ib) - First Load Case Only ES w TOP CHORD 1-2=36,2-3--35,3-4--47,4-5--38.1-8--35 BOT CHORD 7-8-0,6 7=0 { WEBS 2-7=-293,1-7=-0 T NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other liveloadsper Table No. 16-13, • UBC-97. 2) Refer to girder(s) for truss to truss connections. 3) This truss has been designed with ANSUTPI 1-1995 criteria. < i LOAD CASE(S) Standard ONG NO. 9919 EXP -30.04 • - q ■ t cau40�r May 21,2001 May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/ ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. C3 Cz C3 Js 2. Cut members to bear tightly against each Ys ~ o other. CL 0 0 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C8 C, 0 plates 1 /8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width all respects, equal to or better than the grade 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N; .910080-N 12. Anchorage and/or load transfemng connections to trusses are the responsibility of others unless shown. ��M 13. Do not overload roof or floor trusses with stacks BEARING of construction materials. Indicates location of joints at 111IM1111111` 14. Do not cut or after truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. M� ® TM HYDRO A/R ® PANCLIPEL ©1993 Mitek Holdings, Inc. GANG-NAILQD Jot) toss russ I ype Qty ply BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std ` Max Grav 5=56(load case 1), 6=70(load case 2), 7=306(load case 1), 3=328(load case 1), 4=2400oad case 1) FORCES (lb) - First Load Case Only R6060625 WESLEY K2 ROOF TRUSS 2 1 I NOTES M �i o tional Yuma Truss - Cali omia nroision, La Quinta, CA - 'T 4-9-0 9.4U I JR I D slay 10 4VU I Ivll I UK IIIUUJU IUS; IIIF..: IVI0I1 IVIay;L I .I JAOAI CUV 1 raga 1' 5-2-11 5 Scale: 1/2"=1' LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.4E 1.5x4 5x5 11 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std REACTIONS (Ib/size) 5=56/0-5-8, 6=43/Mechanical, 7=306/0-5-8, 3=328/0-5-8, 4=240/0-5-8 Max Grav 5=56(load case 1), 6=70(load case 2), 7=306(load case 1), 3=328(load case 1), 4=2400oad case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-2=36,2-3--35,3-4--47,4-5--14,1-8--35 BOT CHORD 7-8--0,6-7=0 WEBS 2-7=-293,1-7=-0 NOTES M �i any other live loads per Table No. 16-B, UBC -97. 2) Refer to girder(s) for truss to truss connections. 1 3 This truss has been designed with ANSVTPI 1-1995 criteria. LOAD CASE(S) Standard - . QapFE �p0XP 0-9-4 0 8 O f14 1 4-9-0 8-9-0 9-11-11 1-2-11 3-11-12 4-0-0 0-7-1 LOADING (psf) SPACING 24)-0 CSI DEFL in (loc� Vdefl" -,PLATES GRIP TCLL ",..20.0 Plates Increase 1.25 TC 0.30 Vert(LL) -0.01 6 >999 M1120 ; 197/144 TCDL `26.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.02 6-7 >999 .BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.02 5 . n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st.LC LL Min Vdefl = 360 Weight: 21 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 4-9-0 oc purlins, zexcept end verticals. BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std REACTIONS (Ib/size) 5=56/0-5-8, 6=43/Mechanical, 7=306/0-5-8, 3=328/0-5-8, 4=240/0-5-8 Max Grav 5=56(load case 1), 6=70(load case 2), 7=306(load case 1), 3=328(load case 1), 4=2400oad case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-2=36,2-3--35,3-4--47,4-5--14,1-8--35 BOT CHORD 7-8--0,6-7=0 WEBS 2-7=-293,1-7=-0 NOTES M 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 2) Refer to girder(s) for truss to truss connections. 1 3 This truss has been designed with ANSVTPI 1-1995 criteria. LOAD CASE(S) Standard - . QapFE �p0XP A Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/, ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. v8' �/a ~ C2 C3 J5 2. Cut members to bear tightly against each o other, oN0 L._ 3. Place plates on each face of truss at each O vvze joint and embed fully. Avoid knots and wane p "v at joint locations. For 4 x 2 orientation, locate 4. Unless otherwise noted, location chord splices C, 0 plates 1/8" from outside edge ofat 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 199. at time of 'This symbol indicates the fabrication. required direction of slots In connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE J preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and *For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS Indicate minimum plaling requirements, 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBG 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12, Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. ��P 13. Do not overload roof or floor trusses with stacks BEARING of construction materials. Indicates location of joints at PEEMM" rRPM 1111lMl11111I` 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. TM HYDRO -A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL ® - Yuma uss-.Califom!aL)ivision,LaQuinta,CA I Job russ russ Type Qty Ply R6060626 WESLEY K3 RIO 4-9-0 4-9-0 , y.cu r Qrc ns rviay io cuu r rvu r eK muusuies;anu. mvnawaycr ij.00.ao cuu r -rage i 7-11-11 3-2-11 4 Scale = 1:20.8 3 ' 1.5x4 11 5x5 ch 2 2 1 (optional) 4-9-0 4-9-0 , y.cu r Qrc ns rviay io cuu r rvu r eK muusuies;anu. mvnawaycr ij.00.ao cuu r -rage i 7-11-11 3-2-11 4 Scale = 1:20.8 3 r 1.5x4 11 5x5 ch 2 m ' 0.7-80-9-4 4-9-0 6164 II 3-11-12 5 _ 0-7-12 LOADING (pso SPACING• _ 2-0-0 CSI DEFL in (loc I/defl • ' jiT;,,-PLATES GRIP TCLG• - 20.0 Plates Increase 1.25 TC 0.20 ".Vert LL) -0.01 >999 4 • •� MI120 197/144 ' TCDL 26.0 Lumber.increase •1.25 BC 0.10 Vert -0.02 5-6 >999 t BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(rL) 0.02 4 n/a' BCDL ;' 10.0 - Code UBC97/ANSI95 (Matrix) 1st LC LL Min Udefl = 360 -Weight: 18 lb LUMBER BRACING TOP CHORD. 2 X 4 SPF 1650F 1.4E i TOP CHORD Sheathed or 4-9-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD' Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std REACTIONS (Ib/size) 4=148/0-5-8, 5=43/Mechanical; 6=306/0-5-8, 3=292/0-5-8. Max Grav 4=148(load case 1), 5=70(load case 2), 6=306(load case 1), 3=2920oad case 1) FORCES 0b) - First Load Case Only TOP CHORD 1-2=36, 2-3=35, 34=38,1-7=35 w BOT CHORD 6-7=0, 5-6=0 WEBS 2-6=-293,1-6=-0 'r NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No: 16-13, UBC -97: 2) Refer to girder(s) for truss to truss connections. 3 This truss has been designed with ANSVTPI 1-1995 criteria. ,1 LOAD CASE(S) Standard - i NO. 99 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1,3/' ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in Inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. 1/8 - ► 1/188 cz c3 J5 2. Cut members to bear tightly against each 0 other. 0 �., 3. Place plates on each face of truss at each 30 and embed fully. Avoid knots and wane pjoint at joint locations. ' For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices c8 C, C, 0 plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19961 at time of *This symbol Indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and *For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS Indicate rninirnurn plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 x 4 to slots. Second all respects, equal to or better than the grade perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N; .910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. TM 13. Do not overload roof or floor trusses with stacks BEARING F"W"Im MP" of construction materials. Indicates location of joints at ria` 14. Do not cut or alter truss members or plate without which bearings (supports) occur. NN MiTek Industries, In.c. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. ® TM HYDRO A/R ® PANEL ©1993 Mitek Holdings, Inc. CLIP GANG-NAL oruss SPACING russype CSI 'DEFL in.- (loc Udefl BOTCHORD :?.•:PLATES -GRIP TCLL •. ` 20.0 Plates Increase R6060627 WESLEY K4 ROOFTRUSS 2 1 ;• M1120 . 197/144 TCDL %26.0 Lumber Increase 1.25 BC "° 0.10 Vert(TL) n >999 WEBS . 2-6=-293,1-6=0 BCLL 0.0 "e1ndtt2sf1es;! YES WB 0.04 Horz(TL) 0.02 4 n/aBCDL ,•A.10.0 Code UBC97/ANSI95 (Matrix) uma russ'-Californiaii evasion, a wn% s ay• nc: on ay age4 Qaa.* 9 0 5-11-11 4-9-0 1-2-114 oruss SPACING russype CSI 'DEFL in.- (loc Udefl BOTCHORD :?.•:PLATES -GRIP TCLL •. ` 20.0 Plates Increase R6060627 WESLEY K4 ROOFTRUSS 2 1 ;• M1120 . 197/144 TCDL %26.0 Lumber Increase 1.25 BC "° 0.10 Vert(TL) n 7 5 o?I•�� A 3x = 4-9-01=80-7-12 3-11-12' Scale =1:17.7 LOADING•(psf) SPACING 2-0-0 CSI 'DEFL in.- (loc Udefl BOTCHORD :?.•:PLATES -GRIP TCLL •. ` 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) : ,0.01 5-6 >999 ;• M1120 . 197/144 TCDL %26.0 Lumber Increase 1.25 BC "° 0.10 Vert(TL) -0.02 5-6 >999 WEBS . 2-6=-293,1-6=0 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.02 4 n/aBCDL ,•A.10.0 Code UBC97/ANSI95 (Matrix) 1 st LC LL MiniUdefl = 360 Weight: 16 Ib LUMBER' I BRACING TOP CHORD 2 X 4 SPF 1650F 1AE TOP CHORD Sheathed or 4-9-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1AE BOTCHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2 X 4 SPF Std REACTIONS.(lb/size) 4=56/0-5-8,5=43/Mechanical,6=306/0-5-8,3=200/0-5=8 Max Grav 4=56(load case 1), 5=70(load case.2), 6=306(load case 1), 3=200(load case 1) FORCES(lb) - First Load Case OnlyTOPCHORD 1-2=36,2-3=35,3-4=14,1-7=35BOT CHORD 6-7=0, 5-6=0 WEBS . 2-6=-293,1-6=0 NOTES 1) This truss has been designed for a.10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B,•`UBC-97. 2) Refer to girders) for truss to truss connections. 3),Thistrusshas been designed with ANSVTPI 1-1995 criteria.LOAD CASES) Standard Qaa.* No. ER Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could- Cause Property 13/1 ' Center plate.on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. Cz C3 J5 2. Cut members to bear tightly against each 1/8„ 0 other. c 0 0 �, LC.6 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane Oat joint locations. For 4 x 2 orientation, locate 4. Unless otherwise noted, location chord splices C8 C, O plates 1/8' from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width all respects, equal to or better than the grade 4 X 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. P 13. Do not overload roof or floor trusses with stacks BEARING of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. ® 15. Care should be exercised in handling, erection and installation of trusses. TM HYDRO A/R ® PANEL ©1993 Mitek Holdings, Inc. CLIP GANCr NAIL Job cuss cuss ype r2-0-0 y. DEFL ? in (loc) ' PLATES GRIP TCU: 20.0 R6060628 WESLEY K5 ROOF TRUSS ' 2 1 >999 M1120 : .197/144 TCDL• 26.0 2-5=-236,1-5=-0 Lumber Increase , OVtional BC 0.09 Vert L -0.02 4-5 >999 BCLL 0.0. Rep Stress Incr • YES WB 0.03 Horz(TL) . 0.01 3 , n/a -• BCDL •10.0 . f " Code UBC97/ANSI95 (Matrix) uma russ - a i orma ivision, a um , s ay Mile nus es,Inc. on May age' T. t 3-11-11•' 4-9-0 ' 3-11-11 3 4.00 rT2 0-9-5 • Scale = 1:14.6 Job cuss cuss ype r2-0-0 y. DEFL ? in (loc) ' PLATES GRIP TCU: 20.0 R6060628 WESLEY K5 ROOF TRUSS ' 2 1 >999 M1120 : .197/144 TCDL• 26.0 2-5=-236,1-5=-0 Lumber Increase , OVtional 1.5x4 11 5x5 � 2 M 1 N C? 6 7 4 1.5x4 I I 0-1 �8 0 3-11-11 1 49-0 0-1-8 0-7-12 3-2-7 0-9-5 LOADING (pso BRACING SPACING .h r2-0-0 CSI DEFL ? in (loc) Vdefl PLATES GRIP TCU: 20.0 REACTIONS Qb/size) 3=120/Mechanical, 4-37/Mechanical, 5=281/0-5-8 A. Plates Increase, 1.25 TC 0.13 Vert(LL) -0.01 4-5 >999 M1120 : .197/144 TCDL• 26.0 2-5=-236,1-5=-0 Lumber Increase 1.25 BC 0.09 Vert L -0.02 4-5 >999 BCLL 0.0. Rep Stress Incr • YES WB 0.03 Horz(TL) . 0.01 3 , n/a -• BCDL •10.0 . f " Code UBC97/ANSI95 (Matrix) 1 sf LC LL Min Udefl =360 Weight: 14 Ib LUMBER BRACING TOP CHORD•i2 X 4 SPF 165OF 1.4E TOP CHORD Sheathed or 3-11-11 oc purlins, except end verticals. BOT CHORD ••2 X 4 SPF 165OF 1.4E BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing. WEBS - 2 X 4 SPF Std REACTIONS Qb/size) 3=120/Mechanical, 4-37/Mechanical, 5=281/0-5-8 Max Grav 3=120(load case 1), 4=56Qoad case 2), 5=281.(load case 1) FORCES 0b) -First Load Case Only TOP CHORD 1-2=28,2-3--29,1-6--9 BOT CHORD 5-6=0, 5-7=0, 4-7=0 2-5=-236,1-5=-0 'WEBS NOTES . 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, ' UBC -97. 2) Refer to girders) for truss to truss connections. 3 This truss has been designed with ANSUTPI 1-1995 criteria. ' LOAD CASE(S) Standard y r t Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3 ' Center plate on joint unless Damage or Personal Injury dimensions Indicate otherwise. Dimensions are in Inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties, C2 CJ J5 2. Cut members to bear tightly against each 1/8,/8+ 0 other. 0 �., 0 3. Place plates on each face of truss at each 3 joint and embed fully. Avoid knots and wane CL = at joint locations. For 4 x 2 orientation, locate a 4. Unless otherwise noted, location chord splices C, C, 0 plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE J preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. �� �^^ ��F 13. Do not overload roof or floor trusses with stacks BEARING of construction materials. Indicates location of joints at Mr rii a 14. Do not cut or alter truss members or plate without which bearings (supports) occur. 999 MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses, • v� TM ® PANEL HYDRO A/R ® CLIP ©1993 Mitek Holdings, Inc. GANG -NAIL 5x5 �' 2 - 1 - c2 LO JH 61.5x4 11 7 4 ' q -1-p o-9-4 .X4 —_ 1-11-11 4-9-0 0-1-8 0-7-12 1-2-7 2-9-5 LOADING (psf) SPACING:," 2-0-0 CSI DEFL in Qoc) Udefl PLATES ": GRIP ,TCLL 20.0 A Plates Increase 1.25 TC 0.02 Vert(LL) -0.00 .. 6 >999 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.06 Vert L ' -0.01 4-5 >999 BCLL 0.0 Rep Stress Incr YES WB 0.01 Horz(TL) -0.00 3 - n!a BCDL 10.0 ;' Code UBC97/ANS195 (Matrix) 1st LGLL Min Udell = 360 -Weight:11.Ib ,_LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.4E TOP CHORD Sheathed or 1-11-11'oc purlins; except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std REACTIONS (Ib/size) 3=33/Mechanical, 4=29/Mechanical, 5=196/0-5.8 ' MaxGrav 1), 4--31 (load case 2). 5=196(load easel) ; FORCES 0b) First Load Ca3s3elo0adycase CHORD -2=16,2-3--8,l-6---27 TOP l BOT CHORD 5-6=0, 5-7=0, 4-7=0' WEBS 2-5=-107,1-5=0 ' NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 2) Refer to girders) for truss to truss connections. - 3) This truss has been designed with ANSUTPI 1-1995 criteria. _ LOAD CASE(S) Standard • OQa�E�N QryQONG Y s U NO. 99 -30.0 Job toss : russ Type y ,•, • - R6060629 WESLEY K6 onal ROOF TRUSS 2 1 o ti Yuma Truss -California.Division, a wn , 1-11-11 s ay MiTek nus es, nc. on- May.21. age 4-9-0 ' 1-11-11 4.00 x4 3 2-9-5 . - Scale = 1:11.5 onal Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure t0 FOIIOW Could Cause Property 13/ ' Center plate on joint unless Damage Or Personal Injury dimensions Indicate otherwise. Dimensions are in Inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. /8, 1/8' - ► ~ C2 ca 2. Cut members to bear tightly against each o other, 0 0 �.ZXnJ 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4 x 2 orientation, locate aFor 4. Unless otherwise noted, location chord splices C8 C2P plates 1/8" from outside edge of at 114 panel length (±6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of *This symbol Indicates the fabrication. required direction of slots in connector plates. b. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MITek /Gang-Nall Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicale rninirnum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. �a T�^ ��� 13. Do not overload roof or floor trusses with stacks BEARING of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MITek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses, TM ® PANEL HYDRO A/R ® ©1993 Mitek Holdings, Inc. . CLIP GANG-NAILQD Job . russ .toss ype CSI y , . (loc) Udefl : ?-,.: PLATES GRIP TCLL '•.20.0 component is responsibility of building designer — not truss designer., Bracing shown is for lateral support of individual ' R6060630 WESLEY K7 ROOF TRUSS � 2 � 1 >999 `. MII20 ` . 197/144 TCDL' • Lumber Increase : 1.25 optional) Vert L 0.00 6- >999 with BCLL 0.0 Rep Stress Incr YES WB . 0.04 Horz(TL) - industries, uma•russ.=California ivision, a uin ,. s ay MITek nc. • om ay age Code ' UBC97/ANSI95 f (Matrix) 2-0-0 3-11-11 -~ . 4eight:10 lb < • ' 2-0-0 4.00 1-11-11 3 rT2- r" Scale =1:14.6 Job . russ .toss ype CSI y , . (loc) Udefl : ?-,.: PLATES GRIP TCLL '•.20.0 component is responsibility of building designer — not truss designer., Bracing shown is for lateral support of individual ' R6060630 WESLEY K7 ROOF TRUSS � 2 � 1 >999 `. MII20 ` . 197/144 TCDL' • Lumber Increase : 1.25 optional) 4 1.5x4 5x5 � 2 N �I Cn JH 6 y 1.5x4 11 • 0;1;8 o -s -a �x4 - 2-0-0 ' 0-1-8 0-7-12 1-2-12 LOADING:(psf) SPACING, 2-0-0 CSI . DEFL in . (loc) Udefl : ?-,.: PLATES GRIP TCLL '•.20.0 component is responsibility of building designer — not truss designer., Bracing shown is for lateral support of individual Plates Increase • . 1.25 TC 0.11 Vert(LL) 0.00 6 >999 `. MII20 ` . 197/144 TCDL' 26.0 Lumber Increase : 1.25 BC ' 0.04 Vert L 0.00 6- >999 with BCLL 0.0 Rep Stress Incr YES WB . 0.04 Horz(TL) - 0.00 3 n/a BCDL ' 10.0 1 Code ' UBC97/ANSI95 f (Matrix) 1st CC LL Min I/defl = 360 • - 4eight:10 lb < LUMBER BRACING ' CHORD 2 X 4 SPF 165OF 1.4E TOP CHORD Sheathed or 2-0-0 oc purlins, except end verticals. 1"TOP BOT CHORD 214 SPF 165OF 1.4E "BOT CHORD. Rigid ceiling directly applied or 10-0-0 oc bracing. , WEBS - 2 X 4 SPF Std , REACTIONS (Ib/size) 3=112/Mechanical, 4=32/0-5-8,5=238/0-5=8 component is responsibility of building designer — not truss designer., Bracing shown is for lateral support of individual �FORCES(lb) - First Load Case Only , . TOP CHORD 1-2=36,2-3--27,1-6--34 + BOT CHORD 5-6=0, 45=0 ' regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- WEBS 2-5=-268,1-5=0 NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 2 Refer to girder(s) for truss to truss connections. 3) This truss has been designed ANSVTPI 1-1995<criteria. with „< LOAD CASE(S) Standard t 4d V • ` ' • - • ' F�/ May 21,2001 A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE , r Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual , building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer — not truss designer., Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. , Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendationavailablefrom Truss Plate Institute, 583 D'Onofrio Drive, Madison, wl 53719 MiTek Industries, Inc. F�/ May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/, ' Center plate on joint unless Damage or Personal Injury dimensions Indicate otherwise. Dimensions are in Inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. rya r/a+ O2 C3bJ5 2. Cut members to bear tightly against each 0 other. of 0 3. Place plates on each face of truss at each '� O joint and embed fully. Avoid knots and wane vat joint locations. For 4 x 2 orientation, locate 4. Unless otherwise noted, location chord splices C9 C, O plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of *This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and *For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS Indicate minirnurn plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 x 4 to slots. Second all respects, equal to or better than the grade perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, .910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. im 13. Do not overload roof or floor trusses with stacks BEARING�M of construction materials. Indicates location of joints at � Arm 14. Do not cut or after truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. v� ® TM HYDRO A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG-NAILQD Job russ russ ype CSI y in , poc) Udefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 • R6060631 1 K8 ROOF TRUSS 2 1 ... 1.25 BC 0.03 ' -0.00 6 >999 (optional) BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) '=0.01 3 n/a a BCDL' .10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Udefl = 360 , Weight: 8 Ib uma russ -:California iwsiorr; a wn s ay MiTek Inc:, on, ay age 1-11711 2- 1 A 1-11-11 3o- 4.00 �X4 I I - Scale =1:11.5 Job russ russ ype CSI y in , poc) Udefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 • R6060631 WESLEY K8 ROOF TRUSS 2 1 ... 1.25 BC 0.03 ' -0.00 6 >999 (optional) 5x5 - 2 O r LO IL r 1 1 1 1.5x4 I I 6 4 4-1-5 0 9 4x4 —_ 1-11-11 0-11--8 0-7-12 1-2-7 1 LOADING (psnl SPACING - 2 0 0 - CSI DEFL in , poc) Udefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.05 Vert(LL) 0.00 4 >999 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.03 Vert(TL) -0.00 6 >999 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per.Table No. 16-B, BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) '=0.01 3 n/a a BCDL' .10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Udefl = 360 , Weight: 8 Ib LUMBER - BRACING TOP CHORD .2 X 4 SPF:165OF 1.4E TOP CHORD Sheathed or 1-11-11 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1,.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std REACTIONS (Ib/size) 3=12/Mechanical, 5=192/0-5-8 1 FORCES (1b) - First Load Case Only a , TOP CHORD 1-2=24,2-3-24,1-6-3 ! BOT CHORD 5-6=0, 45=0 WEBS 2-5=-152,1-5=0 . . NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per.Table No. 16-B, UBC -97. 2 Refer to girder(s) for truss to truss connections. t 3) This truss has been designed with ANSUTPI.1-1995 criteria. LOAD CASE(S) Standard ' 1 E� OQa �pONG t • ,r . EIS -K - 4 May 21,2001 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/, ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. y8•/s+ `Z C3 J5 2. Cut members to bear tightly against each 0 other. 0 �. 3 0 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane p�'� 3 v at joint locations. ' For 4 x 2 orientation, locate O_ 4. Unless otherwise noted, location chord splices C8 C, O plates 1/8" from outside edge of at 114 panel length (±6` from adjacent joint.) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of. lumber shall not exceed 19% at time of 'This symbol Indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MiTek/Gang-Nall Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS Indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 4 to slots. Second all respects, equal to or better than the grade x perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. im "UNION 13. Do not overload roof or floor trusses with stacks BEARING of construction materials. Indicates location of joints at iliiilmliill ra 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of,trusses. N� ® TM HYDRO A/R ® PANEL CLIP ©1993 Mitek Holdings, Inc. GANG-NAIL russ russ ype. , - R6060623• WESLEY K -HIP ROOF TRUSS 2 1 ' otional Yuma russ.- Californiaa i ornia Division, a u a 1 s ay i e nus e:rnc., on- ay age a - 4 2-1-7 1-7-6 18-3-2 2-1, 7 1-7-6 ' 16-7-12 ' Scale 1:33.8, ' 2.83 FTT 6 1 5 Cn 8x8 11 5x5 s 4 3 2 5x8 11 1 1-7-.54 11 7-0-2 12-M I 18-M 1-7-6 5-412 4-11-14 6-M ge .,. LOADING (p. SPACING 2-0-0 CSI _ "bEFL in (lo c) Udefl '-';..PLATES GRIP TCLL .. 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) —0.01 22 >999 M1120 197/144 T TCDL ... 26.0. Lumber Increase 1.25 BC 0.02 " ,Vert(TL) . 0.03 1-2 '>820 BCLL -0.0 Rep Stress Incr NO WB 0.09- Horz(TL) -0.01 7 n/a BCDL -10.0 ' Code UBC97/ANSI95 (Matrix) 1st LC LL Min Udefl = 360 Weight: 60 Ib LUMBER :, BRACING TOP CHORD 2 X 6 DF No.2-G *Except* TOP CHORD Sheathed or 1-7-6 oc purlins. 1-4 2 X 12 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 4 SPF 1650F 1:4E WEBS 2 X 4 SPF Std z SLIDER Left 2 X 4 SPF Std 1-4-8 REACTIONS (Ib/size) 7=219/0-5-8,8--721/01-7-12,5--329/0-44,6--621/o-5-8 ; FORCES(lb) - First Load Case Only TOP CHORD 1-2=-16,2-3--206,3-4=-81,4-5=-65.5-6=66,6-7=37 BOT CHORD 2-8=0 . WEBS ` 3-8=-707 . NOTES i 1) This truss has been designed for a 10.0 psf bottom ctiord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-97. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3)' This truss has been designed with ANSUTPI 1-1995 criteria. LOAD CASE(S) Standard OING * NO. 9419 EXP .30.04 o russ russ ype. , - R6060623• WESLEY K -HIP ROOF TRUSS 2 1 ' May 21,2001 � � � � � � �. M � M iim M M illi= ON ! MM Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/, ' Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in Inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 A building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other interested parties. -i/a+ C2 J5 2. Cut members to bear tightly against each 0 other. J7 f0 Zc3 c 5 �.3 0 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. ' For 4 x 2 orientation, locate CL 4. Unless otherwise noted, location chord splices C8 C, O plates 1/8" from outside edge of at 114 panel length (±6" from adjacent joint,) truss and vertical web. BOTTOM CHORDS J1 J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MTek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS indicate minimurri plating requirements. 9. Lumber shall be of the species and size, and in The first dimension is the width 4 x 4 to slots. Second all respects, equal to or better than the grade perpendicular BOCA 86-93, 85-75, 91-28 specified. dimension is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N; .910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. TM 13. Do not overload roof or floor trusses with stacks BEARING of construction materials. Indicates location of joints at 14. Do not cut or after truss members or plate without which bearings (supports) occur. MITek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised in handling, erection ® and installation of trusses. v� ® TM HYDRO A/R ® PANEL CLIP 01993 Mitek Holdings, Inc. GANG -NAIL B.G. STRUCTURAL. ENGINEERING BRIAN GOTTLIEB - CIVIL ENGINEER - Lic. No. C33047 45-535 Via Corona Indian Wells, CA 92210 (760) 568-3553 (760) 568-5681 Fax Mr. & Mrs. A thony & Pamela Wesley Residence Andrzo W. Weber R 74-133 El Paseo, Suite - Palm Desert, Ca. 92260 CITY OF LA Q U I N TA BUILDING & SAFETY DEPT. : APPROVED Job Number .874.01 FOR CONSTRUCTION April 16, 2001 DATE BY of%� car- st G O TT`R` y� No. C 7 sy (-iV1� VALID ONLY IF SIGNED. IN RED r=. Table Of Contents - Loads 1-2 Rafters 3-4 Beams 5-58 Columns 59-63 Footings 64-72 Lateral 73-102 Frames 103-220 Shear Wall Schedule 221 t • ;._rx ,'ti; 1 _ ;.{� rte, •' . • PROJECT SHEET N0. Z W R:G, STRUCTURAL — JOB. N0. �74•01. ITEM - h DATE _ a • ENGINEERING ENGINEE d' IV. IN � qj Du or Y ..�-__ \ Wesley Residence 874.01 Loads Dead Load - Sloned & Flat Roof Roofing 5.0 Plywood 2.0 Trusses 3.0 Insulation 2.0 Ceiling 4.0 Miscellaneous 2.0 Total 18.0 P.S.F. • 1\VVl Seismic Wind 0 20.0 P.S.F. (2.5) (.44) (1.2)(1.0) / (4.5) (1.4) W = (.21) W (1.06) (1.3)(12.6) (1.0) =17.36 P.S.F. PROJECT SHEET NO. B.G. STRUCTURAL JOB NO.��� ITEM DATE ENGINEERING ENGINEER • 0 B.G. Structural Engineering, Inc. Title: Wesley Residence Job # 874.01 45-535 Via Corona Dsgnr: BG Date: 4:50PM, 14 MAR 01 ss1. Indian Wells, CA 92210 Description : -( (760) 568-3553 • 4 Scope (760) 568-5681 FAX Rev: 510300 - {, Be8111 Joist g User. KW-0603989,Ver5.1.3,22Jur 1999,Win32 Pae 1 (c)1983-99 ENERCALC llmb@r T c:1ec\weber 874-01.ecw:Rafters Description Rafters J2 - J3 Timber Member Information? Calculations are designed to 1997 NDS and 1997 UBC. Requirements J2 J3 Timber Section ; 2x12 2x6 Beam Width in 1.500 1.500 Beam Depth in 11.250 5.500' Le: Unbraced Length ft 0.00 0.00 Timber Grade Douglas Fr - Larch, Douglas Fir - Larch, Douglas Fir - Larch Fb - Basic Allow psi 875.0 875.0 Fv - Basic Allow psi 95.0 95.0 Elastic Modulus ksi 1,600.0 1,600.0 Load Duration Factor ' '` 1.250 1.250 Member Type Sawn' Sawn Repetitive Status Repetitive No Center .Span Data Span ft 20.50 5.50 Dead Load #/ft 24.00 36.00 Live Load #/ft 27.00 40.00 Cantilever Span Span ft 2.00 Uniform Dead Load #/ft 36.00 - Uniform Live Load #/ft 40.00 Results Ratio = 0.8078 0.3111 Mmax @ Center in -k 32.15 3.03 @ X = ft 10.25 2.57 Mmax @ Cantilever in -k 0.00 -1.82 fb : Actual psi 1,016.1 400.7 Fb : Allowable psi • 1,257.8 1,421.9 Bending OK Bending OK fv : Actual psi 42.4 36.9 Fv : Allowable psi 118.8 118.8* Shear OK Shear OK Reactions @ Left End DL lbs 246.00 85.91 LL lbs 276.75 110.00 Max. DL+LL lbs 522.75 195.91 @ Right End DL lbs 246.00 184.09 LL lbs 276.75 204.55 Max. DL+LL lbs 522.75 388.64 Deflections Center DL Defl in -0.335 -0.015 UDefl Ratio 1734.6 4,320.7 Center LL Defl in -0.377 -0.025 UDefl Ratio 652.9 2,666.7 Center Total Defl in -0.712 -0.040 Location ft 10.250 2.684 UDefl Ratio 345.7 1,650.7 'Cantilever DL Defl in 0.008 Cantilever LL Defl in 0.009 Total Cant. Defl in 0.018 UDefl Ratio 2,715.5 Beam B1 TJ-BeamT v5.55" serial Numbei-. 700109817 5.25" x 14" 2.0E Parallam® PSL (o BEAMUSA 1111 3/14/2001 6:44:23 PM Page 1 of 1 Build Code: 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0 Roof Slope: 0 19' All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis for Beam Member Supporting ROOF Application'. Tributary Load Width: 1' Loads(psf): 20 Live at 125% duration; 18 Dead; and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Uniform(plf) Roof(1.25) 240 216 0 to.19' Replaces SUPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH LIVE/DEAD/TOT. PLY DEPTH DETAIL OTHER 1 2x6 Stud Wall 5.50" 5.5" 2280 / 2270-/ 4550 1 14.0" Detail R1 SB Shear Blocking 2 2x6 Stud Will 5.50" 5.5" 2280 / 2270 / 4550 _1 14.0" Detail R1 SB Shear Blocking - See TJ SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 4391 3772 17762 Passed(21 %) Lt. end Span 1 under Roof loading Moment(ft-Ib) 20124 20124 50928 Passed(40%) MID Span 1 under Roof loading Live Defl.(in) 0.270 0.611 Passed(U815) MID Span 1 under Roof loading Total Defl.(in) 0.539 0.917 Passed(U408) MID Span 1 under Roof loading - Deflection Criteria: STANDARD(LL: U360, TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the TJ Residential product listed above. PROJECT INFORMATION OPERATOR INFORMATION: Wesley Residence B.G. Structural Engineering, Inc. 874.01 Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 760-568-3553 760-568-5681 Copyright O 2000 by Trus Joist, a Weyerhaeuser Business. TJ-BeamTM is a trademark of Trus Joist. Parallam® is a registered trademark of Trus Joist. • • B.G. Structural Engineering, Inc.. 45-535 Via Corona Indian Wells, CA 92210 (760) 568-3553 (760) 568-5681 FAX Rev 510300 User. KW0803989, Ver 5.1.3, 22Juo-1999, Win32 (c) 198M9 ENERCALC Description Beam B2 Title: Wesley Residence Dsgnr: BG Description Scope: General Timber Beam Job # 874.01 Date: • 6:47PM, 14 MAR 01 Page ,1 874-01.ecw: Beams LGeneral Information Dead Load Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x10 Total Load Center Span 12.00 ft .....Lu 0.00 It Beam Width 5.500 in Left Cantilever It .....Lu 0.00 ft Beam Depth 9.500 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir - Larch (North), No.1 Bm Wt. Added to Loads Fb Base Allow 1,300.0 psi Maximum Load Dur. Factor 1.250 Fv Allow 85.0 psi Allowable Beam End Fixity Pin -Pin Fc Allow 625.0 psi Allowable Wood Density 34.000pcf E 1,600.0ksi 4.55 k -ft Trapezoidal Loads 6.000 It Shear: @ Left #1. DL @ Left 54.00 #/ft LL @ Left 60.00 #/ft Start Loc • - 0.000 ft DL @ Right 144.00 #/ft LL @ Right 160.00 #/ft End Loc 6.000 it #2 DL @ Left 144.00 #/ft LL @ Left 160.00 #/ft Start Loc 6.000 ft DL @ Right 54.00 #/ft LL @ Right 60.00 #/ft End Loc 12.000 ft Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection Beam Design OK - Span= 12.00ft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin -Pin ...Location 16.000 It 6.000 It ...Length/Deft :Max Stress Ratio 0.407 ; 1 ...Length/Deft 1,565.8, 782.71 Right Cantilever... ;Maximum Moment 4.6 k -ft Maximum Shear " 1.5 1.8 k Allowable ...Length/Deft 11.2 k -ft 0.0 Allowable 5:6 k Max. Positive Moment 4.55 k -ft at _ 6.000 It Shear: @ Left 1.33 k Max. Negative Moment 0.00 k -ft at 0.000ft @ Right 1.33 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft 4.55 k -ft 33.63 in3 1,625.00 psi @ Cerite'r 0.138 in Max..M allow 11.20 1,625.00 psi Reactions... . @ Right 0.000 in, fb :660.57 psi fv 35.07 psi Left DL 0.67 k Max 1.33 k Fb 1,625.00 psi Fv 106.25 psi Right DL 0.67 k Max 1.33 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.092 in -0.184 in Deflection 0.000 in 0.000 in ...Location 16.000 It 6.000 It ...Length/Deft 0.0 0.0 ...Length/Deft 1,565.8, 782.71 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs Bending Analysis Ck 25.448 Le 0.000 It Sxx _ 82.729 in3 Area 52.250 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Redd Allowable fb @ Center 4.55 k -ft 33.63 in3 1,625.00 psi @ Left Support 0.00 k -ft 0.00 in3 1,625.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,625.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.83 k . 1.83 k Area Required 17.247 in2 17.247 in2 Fv: Allowable 106.25 psi - 106.25 psi Bearing @ Supports Max. Left Reaction 1.33 k Bearing Length Req'd 0.386 in ' Max. Right Reaction 1.33 k Bearing Length Req'd 0.386 in B.G. Structural Engineering, Inc. 45-535 Via Corona Indian Wells, CA 92210 (760)568-3553 (760) 568-5681 FAX Rer. 510300 User, KW -0603989. Ver 5.1.3, 22Jun-1999, Wh32 (c)1983-99 ENERCALC Description Beam B3 Title: Wesley Residence Dsgnr: BG Description Scope: General Timber Beam Job # 874.01 Date: 6:49PM, 14 MAR 01 Page 1 c:\ec\weber 874-01.ecw:Beam { General information Calculations are designed to,1997 NDS and 1997 UBC Requirements Section Name 6x6 Center Span 8.50 ft .....Lu 0.00 ft Beam Width ,5.500 in Left Cantilever ft .....Lu 0.00 ft ^ Beam Depth 5.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch (North), No.1 Bm Wt. Added to Loads Fb Base Allow 1,300.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000pcf E 1,600.0ksi.r Trapezoidal Loads #1 DL @ Left 144.00 #/ft LL @ Left 160.00 #/ft Start Loc 0.000 ft DL @ Right 54.00 #/ft LL @ Right 60.00 #/ft End Loc 8.500 ft Summary Beam Design OK Span= 8.50ft, Beam Width = 5.500in x Depth = 5.5in, Ends are Pin -Pin Max Stress Ratio 0.523: 1 Maximum Moment 2.0 k -ft Maximum Shear " 1.5 1:4 k Allowable 3.8 k -ft Allowable 3.2 k Max. Positive Moment 1.96 k -ft at 3.944 ft Shear: @ Left -, 1.05 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 0.78 k Max @ Left Support Max @ Right Support 0.00 k -ft 0.00 k -ft Camber: " @ Left @ Center 0.000 in 0.153 in Max. M allow 3.75 @ Right Reactions... 0.000 ' in s fb 849.25 psi fv 45.51 psi Left DL 0.51 .k Max 1.05 k Fb' 1,625.00 psi Fv 106.25 psi Right DL 0.39 k Max 0.78k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.102 in -0.208 in Deflection' 0.000 in 0_.000 in ...Location 4.182 ft 4.182 ft ...Length/Deft 0.0 0.0 ...Length/Deft 998.0 490.06 Right, Cantilever...- antilever..:Deflection Deflection0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calc& Bending Analysis Ck 25.448 Le 0.000 ft Sxx 27.729 in3 Area 30.250 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Read Allowable fb @ Center 1.96 k -ft 14.49 in3 1,625.00 psi @ Left Support 0.00 k -ft 0.00 in3 1,625.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,625.00 psi Shear Analysis @;Left Support @ Right Support Design Shear 1.38 k 1'.09 k . Area Required 12.958 in2 10.282 in2 Fv: Allowable - .106.25 psi 106.25 psi Bearing @ Supports y Max. Left Reaction 1.05 k Bearing Length Req'd 0.306 in Max. Right Reaction 0.78 k Bearing Length Req'd 0.228 in „ { , r • PROJECT f� r SHEET N0. B.G.. STRUCTURAL J .0a NO. a 01 ITEM DATE 0 ENGINEERING ENGINEER. $� bl,-::.. . 1&Zz�7 r? �3 ZL/4 0 • �,✓� w L. i w 3 B.G. Structural Engineering, Inc. Title : Wesley Residence Job # 874.01 45-535 Via Corona 0.000 ft Dsgnr: BG Date: 7:16PM, 14 MAR 01 Indian Wells, CA 92210 LL @ Right 180.00 #/ft End Loc Description 0.0 (760) 568-3553 ...Length/Deft 4,519.5 (760) 568-5681 FAX Scope Rev. 510300 USer.KW-0603989, Ver 5.1.3,22Jun-1999,Win32 General Timber Beam - , Pas e 1 (c) 1983-99 ENERCALC = 5.500in x Depth = 5.5in, Ends are Pin -Pin c:\ec\weber 874-01.ecw:Beams Description Beam B4 Max Stress Ratio, 0.249 : 1 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x6 0.7 k -ft Maximum Shear * Center Span 5.00 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft...Lu 0.00 ft Beam Depth 5.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch (North), No.1 0.49 'k Bm Wt. Added to Loads Max. Negative Moment Fb Base Allow 1,300.0 psi at 5.000 ft Load Dur. Factor 1.250 Fv Allow 85.0 psi Max @ Left Support Max @ Right Support Beam End Fixity Pin -Pin Fc Allow 625.0 psi 0.000 in 0.020 in Wood Density. 34.000pcf E 1,600.0ksi Reactions... #1 DL @ Left 54.00 #/ft LL @ Left . 60.00 #/ft Start Loc 0.000 ft o a oa 0.000 in DL @ Right 162.00 #/ft LL @ Right 180.00 #/ft End Loc 0.000 ft 0.0 Summary ...Length/Deft 4,519.5 2,213.00 Right Cantilever... Beam Design OK 0.000 in Span= 5.00ft, Beam Width = 5.500in x Depth = 5.5in, Ends are Pin -Pin ...Length/Deft Max Stress Ratio, 0.249 : 1 Stress Calcs Maximum.Moment . 0.7 k -ft Maximum Shear * 1.5 0.8 k Allowable 3.8 k -ft Allowable 3.2 k 0.000 ft Max. Positive Moment 0.74 k -ft at 2.700 ft Shear: @ Left 0.49 'k 0.000 Max. Negative Moment -0.00 k -ft at 5.000 ft @ Right 0.68 k - Max Moment Max @ Left Support Max @ Right Support 0.00 k -ft 0.00 k -ft Camber: @ Left @ Center 0.000 in 0.020 in 0.74 k -ft Max. M allow 3.75 Reactions... @ Right 0.000 in 0.00 k -ft fb 320.05 psi fv 26.46 psi Left DL 0.24 k Max 0.49 k 0.00 k -ft Fb 1,625.00 psi Fv 106.25 psi Right DL 0.33 k Max 0.68 k @ Left Support Deflections Design Shear 0.65 k Center Span... Dead Load 'Total Load Left Cantilever D1 -10- T Load T t 1 L d Deflection -0.013 in -0.027 in Deflection 0.000 in o a oa 0.000 in ...Location 2.540 ft 2.540 ft ...Length/Deft 0.0 0.0 ...Length/Deft 4,519.5 2,213.00 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs . Bending Analysis Ck 25.448 Le 0.000 ft Sxx 27.729 in3 Area 30.250 int Cf 1:000 Rb 0.000 Cl 0.000 Max Moment Sxx Read Allowable fb @ Center 0.74 k -ft 5.46 in3 1,625.00 psi @ Left Support 0.00 k -ft 0.00 in3 1,625.00 psi @ Right Support 0.00 k -ft 0.00 in3 , 1,625.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.65 k 0.80 k . Area Required 6.143 in2 7.534 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 0.49 k Bearing Length Req'd 0.143 in Max. Right Reaction 0.68 k Bearing Length Req'd 0.199 in B.G. Structural Engineering, Inc: Title: Wesley Residence Job # 874.01 45-535 Via Corona Dsgnr. BG Date: 7:18PM, 14 MAR 01 Indian Wells, CA 92210 Description : . I I i (760) 568-3553 Scope: (760) 568-5681 FAX • Ree 510300 Ver 5.1.3, 224u�1999, WW2 General Timber Beam- Page 1 (c)198.99 EN989, (c) 1983.99 ENERCALC c:\ec\weber 874-111.ecw:Calculations Description . Beam B5 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x10 Center Span 9.50 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.500 in Right Cantilever ft .....Lu 0.00 ft , Member Type Sawn Douglas Fir - Larch (North), No.1 Bm Wt. Added to Loads Fb Base Allow 1,300.0 psi • Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity k Pin -Pin Fc Allow 625.0.psi ^ Wood Density 34.000pcf , E 1,600.0ksi Trapezoidal Loads #1 DL @ Left 144.00 #/ft LL @ Left 160.00' #/ft Start Loc 0.000 ft DL @ Right 180.00 #/ft LL @ Right 200.00. #/ft End Loc 0.000 ft Summary - Beam Design OK Span= 9.50ft, Beam Widtli = 5.500in x Depth = 9.5in, Ends are Pin -Pin Max Stress Ratio 0.391 : 1 Maximum Moment a.o k -ft Maximum Shear ` 1.5 2.2 k„ Allowable ) 11.2 k -ft Allowable 5.6 k Max. Positive Moment 4.00 k -ft . °' ;at 4.826 ft -: Shear: @Left 1.62 k Max. Negative Moment -0.00 k -ft at 9.500 It @ Right - 1.74 k 'Max @ Left Support 0.00 k -ft a Camber: @ Left 0.000 in Max @Right Support 0.00 k -ft_ @ Center 0.076 in Max. M allow 11.20 @ Right 0.000 in Reactions... ± fb 580.01 psi fv 41.55 psi Left DL 0.80 k Max 1.62 k Fb 1,625.00 psi Fv' 106.25 psi Right DL 0.86 k Max 1.74 k , Deflections r Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.051 in -0.103 in Deflection 0.000 in 0.000 in ...Location 4.788 ft 4.788 ft . ...Length/Defl' 0.0 0.0 ...Length/Deft 2,243.5 1,103.81 ' • Right Cantilever... Deflection 0.000 in ' 0.000 in , ...Length/D'efl 0.0 0.0 Stress Calcs • rw Bending Analysisf Ck 25.448 Le 0.000 ft - Sxx 82.729 in3 Area52:250 in2 ` Cf 1.000 Rb 0.000 Cl 0.000 •. ` Max Moment Sxx Rea'd Allowable fb @ Center 4.00 k -ft 29.53 in3 -1,625.00 psi " @ Left Support 0.00 k -ft 0.00 in3 1,625.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,625.00 psi ' Shear Analysis @ Left Support @ Right Support Design Shear 2.07 k 2.17 k Area Required 19.485 in2 20.434 in2 ' Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 1.62 k Bearing Length Req'd 0.472 in Max. Right Reaction 1.74 k Bearing Length Req'd 0.507 in ex �w Beam B6 - s !Lu'v+m p . TJ-BeamTM v5.55 Serial Number: 700109817 5.25" x.11.075" 2.0E Parallam® PSL 2 BEAMUSA 1111 3/14/2001 7:21:40 PM Page 1 of 1 Build Code: 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED • Member Slope: 0 Roof Slope: 0 Fil.-M n 17' All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis for Beam Member Supporting ROOF Application. Tributary Load Width: V Loads(psf): 20 Live at 125% duration; 18 Dead; and: TYPE CLASS LIVE DEAD. LOCATION APPLICATION COMMENT Tapered(plf) Roof(1.25) 130 to 220 117 to 198 0 to 10' 9" Replaces Tapered(plf) Ro6f(1.25) 220.to 160 198 to 144 10' 9" to 17'. Replaces Point(ibs.) Roof(1.25) 975 879 10' 9" Adds to SUPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH LIVE/DEAD/TOT. PLY . DEPTH DETAIL OTHER 1 2x6 Stud Wall 5.50" 5.5" 1816 / 1800 / 3616 1 11.9" Detail R1 SB Shear Blocking 2 2x6 Stud Wall 5.50" 5.5" 2228 / 2172 / 4400 1 11.9" Detail R1 SB Shear Blocking - See TJ SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1. DESIGN CONTROLS:. MAXIMUM . DESIGN CONTROL CONTROL LOCATION Shear(lb) 4291 3912 15066 Passed(26%) Rt. end Span 1 under Roof loading 'Moment(ft-Ib) 19023 19023 37317 Passed(51%) MID Span 1 under Roof loading Defl.(in) 0.320 0.544 Passed(U613) MID Span 1under Roof loading •Live . Total Defl.(in) 0.630 0.817 Passed(U311) MID.Span 1 under Roof loading - Deflection Criteria: STANDARD(LL: U360, TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the TJ Residential product listed above. PROJECT INFORMATION Wesley Residence 874.01 OPERATOR INFORMATION: Copyright O 2000 by Trus Joist, a Weyerhaeuser Business. Parallam® is a registered trademark of Trus Joist. B.G. Structural Engineering, Inc. Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 760-568-3553 760-568-5681 TJ-BeamTM is a trademark of Trus Joist. C:\t-DATA\BG-STRU\Jobs\Weber\Wesley Residence 874.01\B1.bm • • B.G. Structural Engineering, Inca 45-535 Via Corona j Indian Wells, CA 92210 (760) 568-3553 (760) 568-5681 FAX Rer! 510300 User: KW -0503989, ver5.1.3, 22Jun1999. WW2 Ge (c) 1983-99 ENERCALC Descri tion Beam B7 Title: Wesley Residence Dsgnr: •BG Description Scope: ' Timber Beam Job # 874.01 Date: 7:42PM, 14 MAR 01 14 Page 1 c:\ec\weber 874-01.ecw:Beams P r 0.582: 1 • General Information Maximum Moment Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x8 2.6 k Center Span 6.50 ft :....Lu 0.00 ft Beam Width 5.500 in. - Left Cantilever ft Lu 0.00 ft Beam Depth 7.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch (North), No.1 Max. Negative Moment Bm Wt. -Added to Loads at ' 0.000 ft Fb Base Allow 1,300.0 psi 2.01 k Load Dur. Factor 1.250 Fv Allow 85.0 psi " Camber: Beam End Fixity Pin -Pin Fc Allow 625.0 psi, Max @ Right Support Wood Density 34.000pcf E 1,600.0ksi 0.060 in Trapezoidal Loads Max. Mallow 6.98. Reactions... - . #1 DL @ Left 324.00 #/ft LL @ Left 360.00 #/ft Start Loc 0.000 ft DL @ Right 270.00 #/ft LL @ Right - 300.00 #/ft End Loc 0.000 ft Beam Design OK Span= 6.50ft, Beam Width= 5.500in x Depth = 7.5in, Ends are Pin-Pir Max Stress Ratio r 0.582: 1 Maximum Moment 3.4 k -ft Maximum Shear' 1.5 2.6 k Allowable 7.0 k -ft Allowable 4.4 k , Max. Positive Moment 3.36 k -ft at 3.198 ft Shear: @ Left 2.13 k Max. Negative Moment 0.00 k -ft at ' 0.000 ft @ Right 2.01 k Max'@ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft, r @ Center 0.060 in Max. Mallow 6.98. Reactions... - . @ Right 0.000 in fb 782.78 psi fv 61.88 psi Left DL 1.03 • k Max 2.13 k Fb 1,625.00 psi .. Fv .106.25 psi Right DL 0.97 k Mai 2.01 k Deflections. Center Span... Dead Load Total Load Left Cantilever... Dead Load . Total Load Deflection -0.040 in -0.083 in Deflection 0.000 in -0.000 in ...Location ; 3.250 ft ` 3.250 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,958.8 943.61 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcis Bending Analysis - Ck ' 25.448 Le 0.000 ft Sxx 51.563 in3 Area 41.250 in2 Cf 1.000 Rb . 0.000 Cl 0.000 Max Moment Sxx Redd Allowable fb @ Center 3.36 k -ft 24.84 in3 1,625.00 psi @ Left Support 0.00 k -ft 0.00 in3 1,625.00 psi @ Right Support .0.00 k -ft 0.00 in3 1,625.00 psi Shear. Analysis @ Left Support @ Right Support Design Shear 2.55 k 2.46 k Area Required 24.024 in2 23.188 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 2.13 k Max. Right Reaction 2.01 k Bearing Length Req'd 0.620 in Bearing Length Req'd 0.584 in �� Beam 68 TJ-BeamTM v5.55A Sem alNumber.700109817. 5.25 x 16�� 2.0E Parallam® PSL S BEAMUSA 1111 3/14/2001 7:44:51 PM Page 1 of 1 Build Code: 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0 Roof Slope: 00 F _ n. n 24' All dimensions are horizontal. Product Diagram. is Conceptual. LOADS: Analysis for Beam Member Supporting ROOF Application. Tributary Load Width: 1' Loads(psf): 20 Live at 125% duration; 18 Dead; and: TYPE CLASS LIVE DEAD LOCATION , APPLICATION COMMENT Uniform(plf) Roof(1.25) 160 144 0 to 24' Replaces SUPPORTS: INPUT BEARING REACTIONS(Ibs:) WIDTH LENGTH LIVE/DEAD/TOT. PLY DEPTH DETAIL OTHER 1 2x6 Stud Wall 5.50" 5.5" 1920 / 2043 / 3963 1 16.0" Detail R1 SB Shear Blocking 2 2x6 Stud Wall 5.50" 5.5" . 1920 / 2043 / 3963 1 16.0" Detail R1 SB Shear Blocking See TJ SPECIFIERS ! BUILDER'S GUIDES. for detail(s): R1. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 3853 3371 20300 _ Passed(17%) Lt. end Span 1 under Roof loading Moment(ft-Ib) 22476: 22476 65538 Passed(34%) MID Span"I under Roof loading Live Defl.(in) 0.313 0.778 Passed(U895) MID Span 1 under Roof loading Total Defl.(in) 0.645 1.167 Passed(U434) MID Span 1 under Roof loading - Deflection Criteria: STANDARD(LL: U360, TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by .a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the TJ Residential product listed above. PROJECT INFORMATION Wesley Residence 874.01 • OPERATOR INFORMATION: B.G. Structural Engineering, Inc. Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 760-568-3553 760-568-5681 Copyright O 2000 by Trus Joist, a Weyerhaeuser Business. TJ -Beam"' is a trademark of Trus Joist. Parallam®is a registered trademark of Trus Joist. C:\1-DATA\BG-STRUUobs\Weber\Wesley Residence 874.01\B6.bm • • 0 B.G. Structural Engineering, Inc. Title : Wesley Residence Job # 874.01 45-535 Via Corona Dsgnr: BG Date: 7:43PM, 14 MAR 01 t6 Indian Wells, CA 92210 Description 5.500in x Depth = 7.5in, Ends are Pin -Pin (760) 568-3553 Scope Deflection (760) 568-5681 FAX 0.076: 1 2.000 ft User. SKW-0603989, Ver 5.1.3, 22Jun-1999, W in32 General Timber Beam Page 1 (c) 1983-99 ENERCALC Right Cantilever... c:\ec\weber 874-01.ecw: Beams Description Beam 69 1.5 Deflection Allowable General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name - 6x8 Center Span 4.00 ft .....Lu 0.00 It Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 7.500 in Right Cantilever ft .....Lu 0.00 It Member Type Sawn Douglas Fir - Larch (North), No.1 0.00 k -ft Bm Wt. Added to Loads Fb Base Allow 1,300.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Max @ Left Support Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000 pcf E 1,600.0 ksi ' Max @ Right Support 0.00 k -ft Full Lengh Uniform Loads @ Center Center DL 72.00 #/ft LL 80.00 #/ft 6.98 Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft fb 75.28 psi Deflections Sxx 51.563 in3 0.000 Cl 0.000 Center Span... Dead Load Total Load Span= 4.00ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin -0.002 in -0.003 in Deflection Max Stress Ratio 0.076: 1 2.000 ft ...Length/Deft ...Length/Deft 31,541.5 Maximum Moment Right Cantilever... 0.3 k -ft - Maximum Shear * 1.5 Deflection Allowable 7.0 -k-ft Allowable Max. Positive Moment 0.32 k -ft at 2.000 ft Shear: @ Left ' Max. Negative Moment 0.00 k -ft at 0:000 ft @Right Max @ Left Support 0.00 k -ft Camber: @ Left Max @ Right Support 0.00 k -ft @ Center Max. M allow. 6.98 Reactions... @ Right fb 75.28 psi fv 8.09 psi Left DL 0.16 k Max Fb 1,625.00 psi Fv 106.25 psi Right DL 0.16 k Max Deflections Sxx 51.563 in3 0.000 Cl 0.000 Center Span... Dead Load Total Load Left Cantilever... De Deflection -0.002 in -0.003 in Deflection ...Location 2.000 ft 2.000 ft ...Length/Deft ...Length/Deft 31,541.5 15,940.39 Right Cantilever... 0.32 k Bearing Length Req'd 0.32 k Deflection Stress Calcs Bending Analysis Ck 25.448 Le Cf 1.000 Rb @ Center @ Left Support @ Right,Support Shear. Analysis Design Shear, Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction ...Length/Deft 0.000 ft Sxx 51.563 in3 0.000 Cl 0.000 Max Moment Sxx Reo'd 0.32 k -ft 2.39 in3 0.00 k -ft 0.00 in3 0.00 k -ft 0.00 in3 @ Left Support @ Right Support 0.33 k 0.33 k 3.142 in2 "3.142 in2 , 106.25 psi 106.25 psi 0.32 k Bearing Length Req'd 0.32 k Bearing Length Req'd Beam Design OK 0.3 k 4.4 k 0.32 k 0.32 k 0.000 in 0.002 in 0.000 in 0.32 k 0.32 k 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Area 41.250 in2 Allowable fb 1,625.00 psi 1,625.00 psi 1,625.00 psi 0.094 in 0.094 in PROJECT f L�7 rj , SHEET NO: B.G. STRUCTURAL JOB NO. ITEM DATE ENGINEERING ENGINEER C' L X09 d0" B.G. Structural Engineering, Inc. Title: Wesley Residence Job # 874.01 45-535 Via Corona Dsgnr: BG . Date: 8:18PM, .14 MAR 01 Q Indian Wells, CA 92210 Description : 'S (760)568-3553 Scope: (760) 568-5681 FAX Rev. 510300 User. KW -M3989. Ver 8.1.3, 22Jun1999, Win32 General Timber Beam Page 1 (c) 1983.99 ENERCALC c:\ec\weber 874-01.ecw: Beams Description Beam B10 General information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x6 Center Span 5.00 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 5.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch (North), No.1 Bm Wt. Added to Loads Fb Base Allow 1,300.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000pcf E 1,600.0 ksi Trapezoidal Loads #1 DL @ Left 252.00. #/ft LL @ Left 280.00 #/ft Start Loc 0.000 ft DL @ Right 288.00 #/ft LL @ Right 320.00 #/ft End Loc 0.000 - ft o Summary Beam Design OK Span= 5.00ft, Beam Width = 5.500in x Depth = 5.5in, Ends are Pin -Pin Max Stress Ratio 0.563 1 Maximum Moment 1.8 k -ft .Maximum Shear1.5 1.8 k Allowable 3.8 k -ft Allowable 3.2 k Max. Positive Moment 1.80 k -ft at 2.520 ft Shear: @ Left 1.41 k Max. Negative Moment -0.00 k -ft at 5.000 ft @ Right 1.47 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.048 in Max. Mallow 3.75 Reactions... @ Right 0.000 in fb 780.59 psi fv 59.77 psi Left DL 0.68 k Max 1.41, k Fb • 1,625.00 psi Fv 106.25 psi Right DL 0.71 k Max 1.47 k Deflections Center Span... • Dead Load Total' Load Left Cantilever... Dead Load Total Load Deflection --0.032 in =0.067 in Deflection 0.000 in 0.000 in ...Location 2.500 ft 2.500 ft ...Length/Deft 0.0 ,0.0 ...Length/Deft 1,878.4 • 902.00 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs Bending Analysis Ck 25.448 Le 0.000 ft, 'Sxx 27.729 in3 Area 30.250 int Cf 1.000 Rb _ 0.000 Cl " 0.000 Max Moment Sxx Read Allowable fb @ Center 1.80 k -ft 13.32 in3 1,625.00 psi @ Left Support 0.06, k -ft 0.00 in3 1,625.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,625.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.76 k 1.81 k ,. Area Required 16.553'in2 17.016 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 1.41 k Bearing Length Req'd 0.411 in Max. Right Reaction 1.47 k Bearing Length Req'd 0.429 in a Beam B11 TJ-BeamTM v5.55 Serial Number. 700109817 5.25 X 9.25 2.0E Parallam® PSL 19 BEAMUSA 1111 3/14/2001 8:21:31 PM Page 1 of 1 Build Code: 146 ` THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0 Roof Slope: 0 DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 7927 2440 11736 Passed(21 %) Lt. end Span 1 under Roof loading ?Moment(ft-Ib) 6254 6254 23280 Passed(27%) MID Span 1 under Roof loading `Live Defl.(in) 0.042 0.21.1 Passed(U999+) MID Span 1 under Roof loading Total Defl.(in) 0.081 0.317 Passed(U938) MID Span 1 under Roof loading - Deflection Criteria: STANDARD(LL: U360, TL1/240). Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Tris Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the TJ. Residential product listed above. PROJECT INFORMATION OPERATOR INFORMATION: Wesley Residence B.G. Structural Engineering, Inc. 874.01 Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 760-568-3553 760-568=5681 Copyright O 2000 by Trus Joist, a Weyerhaeuser Business. TJ-BeamTM is a trademark of Trus Joist. Parallam® is a registered trademark of Trus Joist. C:\1-DATAXBG-STRUUobs\WebeAWesley Residence 874.011B8.bm Fir [2] 0-7--� All dimensions are horizontal. ' , Product Diagram is Conceptual. LOADS: Analysis for Beam Member Supporting ROOF Application.. Tributary Load Width: V Loads(psf): 20 Live at 125% duration; 18 Dead; and: TYPE CLASS LIVE' DEAD LOCATION APPLICATION' COMMENT Point(lbs:) Roof(1.25) 3185 2864 6' - Adds to Uniform(plf) Roof(1.25) 410 369 0'to 7' Replaces SUPPORTS: INPUT BEARING REACTIONS(lbs.) ` WIDTH LENGTH LIVE/DEAD/TOT. PLY DEPTH DETAIL OTHER 1 2x6 Stud Wall 5.50" 5.5" 17701/1646 / 3416 1 9.2" Detail R1 SB Shear Blocking 2 2x6 Stud Wall 5.50" 5.5" 4285 / 3907 / 8192 1 9.2" Detail R1 SB ShearBlockingr - See TJ SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 7927 2440 11736 Passed(21 %) Lt. end Span 1 under Roof loading ?Moment(ft-Ib) 6254 6254 23280 Passed(27%) MID Span 1 under Roof loading `Live Defl.(in) 0.042 0.21.1 Passed(U999+) MID Span 1 under Roof loading Total Defl.(in) 0.081 0.317 Passed(U938) MID Span 1 under Roof loading - Deflection Criteria: STANDARD(LL: U360, TL1/240). Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Tris Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the TJ. Residential product listed above. PROJECT INFORMATION OPERATOR INFORMATION: Wesley Residence B.G. Structural Engineering, Inc. 874.01 Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 760-568-3553 760-568=5681 Copyright O 2000 by Trus Joist, a Weyerhaeuser Business. TJ-BeamTM is a trademark of Trus Joist. Parallam® is a registered trademark of Trus Joist. C:\1-DATAXBG-STRUUobs\WebeAWesley Residence 874.011B8.bm �f Beam B12 TJ -Beam v5.55 Serial Number: 700109817 5.25 x 11.875".2.0E Parallam0 PSL BEAMUSA 1111 3/14/2001 8:23:15 PM Page 1 of 1 Build Code: 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0 Roof Slope: 0 1 l21 20' All dimensions are horizontal. Product Diagram.is Conceptual. LOADS: Analysis for Beam Member Supporting ROOF Application. Tributary Load Width: 1' • Loads(psf): 20 Live at 125% duration; 18 Dead; and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Uniform(plf) Roof(1.25) 100 90 0 to 14' 6" Replaces Uniform(plf) Roof(1.25) 240 216 14'6" to 20' Replaces SUPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH LIVE/DEAD/TOT. PLY DEPTH DETAIL OTHER 1 2x6 Stud Wall 5.50" 5.5" 1097 /1182 / 2279 1 11:9" Detail R1 'SB Shear Blocking 2 2x6 Stud Wall 5.50" 5.5" 1673 / 1701 / 3374 1 11:9" Detail R1 SB Shear Blocking - See TJ SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 3216 2686 15066 Passed(18%) Rt. end Span 1 under Roof loading Moment(ft-Ib) 11644 11644 37317 Passed(31%) MID Span 1 under Roof loading Live Defl.(in) 0.274 0.644 Passed(U846) MID Span 1 under Roof loading • Total Defl.(in) 0.564 0.967 Passed(U411) MID Span 1 under Roof loading - Deflection Criteria: STANDARD(LL: U360, TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been'reviewed by a TJ Associate. - Not all -products are readily available. Check with your supplier or TJ technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the TJ Residential product listed above. PROJECT INFORMATION OPERATOR INFORMATION: Wesley Residence B.G. Structural Engineering, Inc. 874.01 Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 760-568-3553 760-568-5681 Copyright 02000 by Trus Joist, a Weyerhaeuser Business. TJ-BeamTM is a trademark of Trus Joist. Parallam® is a registered trademark of Trus Joist . C:\1-DATA\BG-STRUUobs\Weber\Wesley Residence 874.01\B11.bm Beam B13 TJ-BeamTM v5.55A Serial Number: 700109817 5.25" x 9.5" 2.0E Parallam® PSL ?.Z BEAMUSA 1111 3/15/2001 11:47:57 AM Page 1 of 1 Build Code: 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED . Member Slope: 0 Roof Slope: 0 F, ; n �6' All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis for Beam Member Supporting ROOF Application. Tributary Load Width: V Loads(psf): 20 Live at 125% duration; 18.Dead; and: TYPE CLASS LIVE DEAD LOCATION APPLICATION, COMMENT Point(lbs.) Roof(1.25) 4245 3820 1' 6" Adds to Tapered(plf) Roof(1.25) 160 to 200 144 to 180 0 to 6' Replaces SUPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH LIVE/DEAD/TOT. PLY DEPTH DETAIL OTHER 1 2x6 Stud Wall 5.50", 5.5" 3834 / 3497 / 7332 1 9:5 Detail R1 SB Shear Blocking 2 2x6 Stud Wall 5.50" 5.5 1491 /1388 /2.879 1 9.5" Detail R1 SB Shear Blocking - See TJ SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 7224 6922 12053 Passed(57%) Lt. end Span 1 under Roof loading Moment(ft-Ib) 8205 8205 24482 Passed(34%) MID Span 1 under Roof loading Live Defl.(in) 0.031 0.178 Passed(U999+) . Total Defl.(in) 0.060 0.267 Passed(U999+) MID Span 1 under Roof loading MID Span 1 under Roof loading - Deflection Criteria: STANDARD(LL: U360, TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the TJ Residential product listed above. PROJECT INFORMATION Wesley Residence 874.01 • OPERATOR INFORMATION: B.G. Structural Engineering, Inc. Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 760-568-3553 760-568-5681 Copyright© 2000 by Trus Joist, a Weyerhaeuser Business. TJ-BeamTM is a trademark of Trus Joist. Parallam® is a registered trademark of Trus Joist . C:\1-DATA\BG-STRU\Jobs\Weber\Wesley Residence 874.01\B12.Bm Beam 614 75 TJ -Beam- v5.55 Serial Number. 700109817 5.25 x 11.875 2.0E Parallam® PSL BEAMUSA 1111 3/15/2001 11:49:54 AM Page 1 of 1 Build Code: 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope:'6 Roof Slope: 0 .n 18' All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis for Beam Member Supporting ROOF Application. Tributary Load Width:, 1' - Loads(psf): 20 Live at 125% duration; 18 Dead; and: TYPE CLASS ' LIVE DEAD LOCATION APPLICATION COMMENT Tapered(plf) Roof(1.25) 100 to 200 90 to 180 0 to-: 18' Replaces SUPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH LIVE/DEAD/TOT. PLY DEPTH DETAIL OTHER 1 2x6 Stud Wall 5.50" 5.5" 1195 /11251 / 2445 1 11.9" Detail R1 SB Shear Blocking 2 2x6 Stud Wall 5.50" . 5.5" 1505 / 1530 / 3036 1 11.9" Detail R1 SB Shear Blocking - See TJ SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1. DESIGN. CONTROLS: , MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 2903 2468' 15066 Passed(16%) Rt. end Span 1 under Roof loading Moment(ft-Ib) 11464 11464 37317 Passed(31%) MID Span 1 under Roof loading Live Defl.(in) 0.218 0.578 Passed(U952) MID Span 1 under Roof loading Total Defl.(in) 0.443 0.867 Passed(U469) MID Span 1 under Roof loading - Deflection Criteria: STANDARD(LL: U360, TL:U240). - - Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the TJ Residential product listed above. 0 PROJECT INFORMATION Wesley Residence 874.01 OPERATOR INFORMATION: B.G. Structural Engineering, Inc. Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 760-568-3553 760-568-5681 Copyright O 2000 by Trus Joist, a Weyerhaeuser Business. TJ-BeamTM is a trademark of Trus Joist. Parallamg) is a registered trademark of Trus Joist CA1-DATA\BGSTRU\Jobs\Weber\Wesley Residence 874.01\B13:bm.- Beam 615 TJ -Beam"' v5.55� Serial Number. 700109817 5.25" x 14" 2.0E Parallam® PSL ' 2� BEAMUSA 1111 3/15/2001 11:53:56 AM Page 1 of 1 Build Code: 146 ' THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0 Roof Slope: 0 F11 -- n 18' All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis for Beam Member Supporting ROOF Application. Tributary Load Width: 1' Loads(psf): 20 Live at 125% duration; 18 Dead; and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Tapered(plf) Roof(1.25) 60 to 280 54 to 252 0 to 6' Replaces Tapered(plf) Roof(1.25) 280 to 60 252 to 54 6' to 13'6"' Replaces Tapered(plf) Roof(1.25) 60 to 220 54 to 198 13' 6" to 18' Replaces Point(lbs.) Roof(1.25) 856 771 1' Adds to Point(lbs.) Roof(1.25) 856 771y 13' 6 Adds to SUPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH LIVE/DEAD/TOT. PLY DEPTH DETAIL OTHER 1 2x6 Stud Wall 5.50" 5.5" , 2550 /'2503 / 5053 1 14.0" Detail R1 SB Shear'Blocking 2 2x6 Stud Wall 5.50" 5.5" 4,2087 12085 / 4172 1 14.0" Detail R1 SB Shear Blocking -'See TJ SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1. DESIGN CONTROLS: - MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(Ib) 5004 3545 17762 Passed(20%) Rt. end Span 1 under Roof loading Moment(ft-Ib) 17342 17342 50928 Passed(34%) MID Span 1 under Roof loading Live Defl.(in) 0.213 0.578 Passed(U978) MID Span 1 under Roof loading Total Defl.(in) 0.425 0.867- Passed(U490) MID Span 1 under Roof loading -Deflection Criteria: STANDARD(LL: U360, TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: j- - - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representative for product availability. . - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the TJ Residential product listed above. PROJECT INFORMATION Wesley Residence 874.01 • OPERATOR INFORMATION: B.G. Structural Engineering, -Inc. Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 760-568-3553 760-568-5681 Copyright© 2000 by Trus Joist, a Weyerhaeuser Business. TJ-BeamTM is a trademark of Trus Joist. Parallam® is a registered trademark of Trus Joist. - C:\1-DATA%BG-STRUUobs%Weber%Wesley Residence 874.01\B14.bm C. • • B. -G; Structural Engineering, Inc. 45-535 Via Corona Indian Wells, CA 92210 (760) 568-3553. (760) 568-5681 FAX Rev: 510300 User. KW -0603989. Ver 5.1.3, 22Jun1999, Win32 - (c) 1983-99 ENERCALC B Description eam 616 Title : Wesley Residence. Dsgnr:. BG Description Scope General Timber Beam Job # 874.01 Date: 2:29PM, 15 MAR 01 Page 1 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x10 Center Span ., 8.00 ft,: ....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch (North), No.1 Bm Wt. Added to Loads Fb Base Allow 1,300.0 psi Load. Dur. Factor 1.250 Fv Allow 85.0 psi' Beam End Fixity Pin -Pin Fc Allow 625.0 psi.. Wood Density." 34.000pcf E• 1,600.0ksi ' Full Lengh Uniform Loads Allowable Center DL 11.2 k -ft Allowable 144.00 #/ft LL 160.00 #/ft Left Cantilever. DL #/ft LL #/ft Right Cantilever `DL at 4.000 ft Shear: #/ft LL #/ft Summary Beam Design OK Span= 8.00ft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin -Pin Max Stress Ratio 0.276 :,1 Maximum Moment ' 2.5'k -ft Maximum Shear1.5 1.5 k Allowable 11.2 k -ft Allowable 5.6 k Max. Positive Moment 2.53 k -ft at 4.000 ft Shear: @ Left 1.27 k Max. Negative Moment 0.00 k -ft at 0.000 ft • @ Right 1.27 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max,@ Right Support 0.00 k -ft @ Center 0.034 in Max. M allow 11.20 Reactions... @ Right 0.000 in fb 367.08 psi • fv 29.35 psi Left DL 0.63 k Max 1:27 k Fb 1,625.00 p'si Fv 106.25 psi Right DL 0.63 k Max 1.27 k Deflections Center Span..: Dead Load Total Load Left Cantilever.... Dead Load Total Load Deflection 70.023.in -0.046 in Deflection 0.000 in : 0.000 in Location4.000 ft, 4.000 ft ...Length/Deft 0.0 0.0 ...Length/Deft 4,189.4 2,070.44 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs Bending Analysis Ck 25.448' Le 0.000• ft Sxx 82.729 in3 Area 52.250 in2 Cf 1.000 Rb 0.000' Cl •. 0.000 Max Moment • Sxx Read Allowable fb @ Center - 2.53 k -ft " 18.69 in3 1,625.00 psi- @ Left Support 0.00 k -ft 0.00 in3 1,625.00' psi @ Right Support 0.00 k -ft 0:00 in3 1,625.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.53 k 1.53 k Area.Required 14.434 in2 14.434 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 1.27 k Max. Right Reaction 1.27 k Bearing Length Req'd Bearing Length Req'd 0.368 in 0.368, in Beam B17, a TJ-BeamTM v5.55 Serial Number: 700109817 5.25" x 14" 2.0E Parallam® PSL 2-1 BEAMUSA 1111 3/15/2001 2:32:42 PM Page 1 of 1 Build Code: 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member.Slope: 0 Roof Slope: 0 .n All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis for Beam Member Supporting ROOF Application. Tributary Load Width: 1' Loads(psf): 20 Live at 125% duration; 18 Dead; and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Uniform(plf) Roof(1.25) 280, 252 :'0 to 5'6" Replaces Tapered(plf) Roof(1.25) 60 to 240 54 to 216 5' 6" to 11' Replaces Tapered(plf) Roof(1.25) 240 to 60 216 to 54 11' to 19' Replaces Point(lbs.) Roof(1.25) 1240 1116 3' Adds to SUPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH LIVE/DEAD/TOT. PLY DEPTH DETAIL OTHER 1 2x6 Stud Wall 5.50" 5.5" 3132 / 3037./.6170 1 14.0" Detail R1 SB Shear Blocking 2 2x6 Stud Wall 5.50" 5.5" 1673 / 1724 / 3396 1 14.0" Detail R1 SB Shear Blocking - See TJ SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 5985 5268 17762 Passed(30%) Lt: end Span 1 under Roof loading Moment(ft-Ib) 19019 19019 50928 Passed(37%) MID Span 1 under Roof loading Live Defl.(in) 0 0.261 0.611 Passed(U844) MID Span 1 under Roof loading Total Defl.(in) 0.521 0.917 Passed(U422) MID Span 1 under Roof loading - Deflection Criteria: STANDARD(LL: U360, TL:U240). - Bracing(Lu): All compression. edges (top and bottom) must be braced at 2'8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be, accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. - Not all products'are readily available. Check with your supplier or TJ technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the TJ Residential product listed above. PROJECT INFORMATION Wesley Residence 874.01 OPERATOR INFORMATION: Copyright O 2000 by Trus Joist, a Weyerhaeuser Business. Parallam® is a registered trademark of Trus Joist . B.G. Structural Engineering, Inc Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 760-568-3553 760-568-5681 TJ-BeamTM is a trademark of Trus Joist. C:\1-DATA\BG-STRU\Jobs\Weber\Wesley Residence 874.01\B15.Bm „Beam 618 � Serial Number: 5.25 x 16 2.0E Parallam0 � TJ-BeamTM v5.55 Serial Number: 700109817 R PSL BEAMUSA 1111 3/15/2001 2:49:16 PM Page 1 of 1 Build Code: 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0 Roof Slope: 0 All dimensions are horizontal. Product Diagram is Conceptual. LOADS: n, 19' .n All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis for Beam Member Supporting ROOF Application. Tributary Load Width: 1' Loads(psf): 20 Live at 125% duration; 18 Dead; and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Uniform(plf) Roof(1.25) 200 180 0 to 19' Replaces Point(lbs.) Roof(1.25) 2420 2180 . 4'6” Adds to Point(lbs.) Roof(1.25) 2420 2180 14'6" Adds to SUPPORTS: INPUT BEARING REACTIONS(ibs.) WIDTH LENGTH - LIVE/DEAD/TOT. PLY DEPTH DETAIL OTHER 1 2x6 Stud Wall 5.50" 5.5" 4320 / 4140 / 8460 1 16.0" Detail R1 . SB Shear Blocking 2 2x6 Stud Wall 5.50" 5.5" 4320 / 4140 / 8460 1 16.0" Detail R1 SB Shear Blocking - See TJ SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 8324 7732 20300 Passed(38%) Rt. end Span 1 under Roof loading omenf(ft-lb) 36236 36236 65538 Passed(55%) MID Span 1 under Roof loading ve Defl.(in) T 0.357 0.611 Passed(U616) MID Span 1 under Roof loading otal Defl.(in) 0.699 0.917 Passed(U315) MID Span 1 under Roof loading - Deflection Criteria: STANDARD(LL: U360, TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have beer' provided by the software user. This output has not been reviewed by a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the TJ Residential product listed above. PROJECT INFORMATION Wesley Residence 874.01 OPERATOR INFORMATION: B.G. Structural Engineering, Inc. Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 760-568-3553 760-568-5681 Copyright O 2000 by Trus Joist, a Weyerhaeuser Business. TJ-BeamTM is a trademark of Trus Joist . Parallam® is a registered trademark of Trus Joist. C:\1-DATA\BGSTRUUobs\Weber\Wesley Residence 874.01\B17.bm B.G. Structural Engineering, Inc. _ Title : Wesley Residence Job # 874.01 45-535 Via Corona Dsgni: BG Date: 4:04PM, 15 MAR 01 Description 30 Indian Wells, CA 92210 : (760)568-3553 Scope (760) 56875681 FAX • Rev. 51030D User.KW-0803989, Ver 5.1.3,22Jun-1999,Win32 . General Timber Beam Page 1 (c)1883-99 ENERCALC -c:1ec\weber 874-01.ecw:Calculations Description - Beam B19 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x10 Center Span 12.00 ft -... !.Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch (North), No.1 Bm Wt. Added to Loads Fb Base Allow 1,300.0 psi Load Dur. Factor • 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000 pcf E . 1,600.0 ksi Trapezoidal Loads " #1 DL @ Left 54.00 #/ft LL' @ Left 60.00 #/ft Start Loc 0.000 ft DL @ Right 216.00 #/ft LL @ Right 240.00 #/ft End Loc 4.500 ft #2 DL @ Left 216.00 #/ft LL @ Left 240.00 #/ft Start Loc 4.500 ft DL @ Right 54.00 #/ft LL @ Right 60.00 #/ft End Loc 12.000 ft Summary Beam Design OK Span= 12.00ft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin -Pin Max Stress Ratio 0.562 : 1 Maximum Moment 6.3 k -ft Maximum Shear " 1.5 2.6 k Allowable 11.2 k -ft Allowable 5.6 k Max. Positive Moment 6.29 k -ft at 5.712 ft Shear: @ Left 1.87 k Max. Negative Moment -0.00 k -ft at 12.000 ft @ Right 1.70 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.187 in Max. M allow 11.20 @ Right 0.000 in Reactions... fb 912.83 psi fv 50.24 psi Left DL 0.92 k Max 1.87 k Fb 1,625.00 psi Fv 106.25 psi Right DL 0.84 k Max 1.70 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load ' Deflection -0.125 in -0.254 in Deflection 0.000 in 0.000 in ...Location 5.952 ft 5.952 ft ....Length/Deft 0.0 0.0 .,..Length/Deft 1,152.1 567.63 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs Bending Analysis Ck 25.448 Le 0.000 ft Sxx 82.729 in3 Area 52.250 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 6.29 k -ft 46.47 in3 1,625.00 psi @ Left Support 0.00 k -ft 0.00 in3 1,625.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,625.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.63 k 2.38 k Area Required 24.707 in2 22.419 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 1.87 k Bearing Length Req'd 0.544 in • Max. Right Reaction 1.70 k Bearing Length Req'd 0.494 in B.G. Structural Engineering, Inc. 45-535 Via Corona Indian Wells, CA 92210 (760) 568-3553 (760) 568-5681 FAX Rev: 510300 -. User. KW -0603989, Ver 5.1.3, 72Jun-1999, Win32 (c) 1983-99 ENERCALC Description Beam B20 General Information Section Name 6x10 8.50 ft .....Lu 0.00 ft Beam Width 5.500 in Beam Depth 9.500 in Member Type Sawn Bm Wt. Added to Loads Fv Allow Load Dur. Factor 1.250 Beam End Fixity Pin -Pin Wood Density 34.000 pcf Title: Wesley Residence Dsgnr: BG Description Scope : General Timber Beam Job # 874.01 Date: 4:06PM, 15 MAR 01 3 -I Page 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements Center Span 8.50 ft .....Lu 0.00 ft Left Cantilever ft .....Lu 0.00 ft Right Cantilever ft ...Lu O.Od ft Douglas Fir- Larch (North), No.1 Fb Base Allow 1,300.0 psi Fv Allow 85.0 psi Fc Allow 625.0 psi E 1,600.0 ksi Trapezoidal Loads #1 DL @ Left 54.00 #/ft LL @ Left 60.00 #/ft Start Loc 0.000 ft DL @ Right 108.00 #/ft LL @ Right 120.00 #/ft End Loc 8.500 ft Live Load 984.0 lbs lbs lbs lbs lbs lbs lbs ...distance 4.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Beam Design OK Span= 8.50ft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin -Pin Max Stress Ratio 0.499 : 1 Maximum Moment 5.6 k -ft Maximum Shear * 1.5 2.4 k Allowable 11.2 k -ft Allowable 5.6 k Max. Positive Moment 5.59 k -ft at 4.012 ft Shear: @ Left 1.69 k Max. Negative Moment -0.00 k -ft at 8.500 ft @ Right 1.74 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.073 in Max. M allow 11.20 Reactions... @ Right 0.000 in fb 810.59 psi fv 45.50 psi Left DL 0.83 k Max 1.69 k Fb 1,625.00 psi Fv 106.25 psi Right DL 0.85 k Max 1.74 k Deflections Center Span...0112� Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.048 in -0.1'00 in Deflection U00 in 0.000 in ...Location 4.216 ft 4.216 ft ...Length/Deft 0.0 0.0 ...Length/Deft 2,107.4 1,023.67 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs Bending Analysis Ck 25.448 Le 0.000 ft Sxx 82.729 in3 Area 52.250 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment . Sxx Rea'd Allowable fb @ Center 5.59 k -ft 41.27 in3 1,625.00 psi @ Left Support 0.00 k -ft 0.00 in3 1,625.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,625.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.38 k 2.33 k Area Required 22.377 in2 21.962 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports ' Max. Left Reaction 1.69 k Bearing Length'Req'd 0.491 in Max. Right Reaction 1.74 k Bearing Length Req'd 0.506 in • B.G. Structural Engineedrig, Inc. Title : Wesley Residence 1 Job # 874.01 45-535 Via Corona Dsgnr: BG Date: 4:19PM, 15 MAR 01 Z Indian Wells, CA 92210 Description (76.0) 568-3553 Scope: (760) 568-5681 FAX Rev. 510300 User-KW-0803989•Vn5.1.3,22Jun-1999.Win32 - General Timber Beam - Page 1 (c) 1983.99 ENERCALC - c:\ec\weher 874-0l .ecw:Beams Description Beam B21, Span= 11.00ft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin -Pin Max Stress Ratio 0.464 : 1 Maximum Moment 5.2 k -ft Maximum Shear " 1.5 Allowable 11.2 k -ft Allowable Max. Positive Moment ' 5.18 k -ft at 5.764 ft Shear: @ Left @ Right Camber: @ Left @ Center @ Right 0.84 k Max 0.99 k Max Max. Negative Moment nt r n -0.00 k -ft at 11.000 ft General Information 0.00 k -ft Calculations are designed to 1997 NDS 'and 1997 UBC Requirements Section Name 6x10 0.00 k -ft Center Span 11.00 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft. Beam Depth 9.500 in Right Cantilever ft .....Lu 0.00 ft' Member Type Sawn Douglas Fir - Larch (North), No.1 C S Bm Wt. Added to Loads Total Load Left C Fb Base Allow 1,300.0 psi` . Load Dur. Factor 1.250 Fv Allow 85.0 psi 1,625.00 psi Beam "End Fixity. Pin -Pin Fc Allow 625.0 psi 0.00 in3 Wood Density 34.000 pcf E 1,600.0 ksi 0.00 k -ft . 0.00 in3 1,625.00 psi Shear Analysis Trapezoidal Loads @ Right Support #1 DL @ Left 108.00 #/ft LL @ Left 120.00 #/ft Start Loc 0.000 ft DL @ Right 180.00 #/ft LL @ Right 200.00 #/ft End Loc 8.000 ft #2 DL @ Left 180.00 .#/ft LL @ Left 200.00 #/ft Start Loc 8.000 ft DL @ Right 180.00 #/ft ' LL @ Right 200.00 #/ft End Loc . 11.000 ft. Span= 11.00ft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin -Pin Max Stress Ratio 0.464 : 1 Maximum Moment 5.2 k -ft Maximum Shear " 1.5 Allowable 11.2 k -ft Allowable Max. Positive Moment ' 5.18 k -ft at 5.764 ft Shear: @ Left @ Right Camber: @ Left @ Center @ Right 0.84 k Max 0.99 k Max Max. Negative Moment nt r n -0.00 k -ft at 11.000 ft Max @ Left Support. 0.00 k -ft 5.544 ft 5.544 ft ...Length/Deft Max @ Right Support 0.00 k -ft 0.0 Max. M allow 11.20 Reactions... fb 751.95 psi fv 49.29 psi Left DL Fb 1,625.00 psi Fv 106.25 psi Right DL Deflections C S Dead Load Total Load Left C Beam Design OK 2.6 k 5.6 k 1.70 k 2.01 k 0.000 in 0.132 in 0.000 in 1.70 k 2.01 k • Ueau Luau Stress I01al LOaO Deflection -0.088 in -0.179 in Deflection ...Location 5.544 ft 5.544 ft ...Length/Deft ...Length/Deft 1,497.0 , 737.57 Right Cantilever... 0.0 • Deflection ...Length/Defl Beam Design OK 2.6 k 5.6 k 1.70 k 2.01 k 0.000 in 0.132 in 0.000 in 1.70 k 2.01 k • Ueau Luau Stress I01al LOaO 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 .0- 0.0- Stress Calcs Bending Analysis Ck 25.448' Le 0.000 ft Sxx 82.729 in3 Area 52.250 in2 Cf 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Reo'd Allowable fb @ Center 5.18 k -ft 38.28 in3 1,625.00 psi @ Left Support 0.00 k -ft 0.00 in3 1,625.00 psi @ Right Support 0.00 k -ft . 0.00 in3 1,625.00 psi Shear Analysis @ Left,Support @ Right Support Design Shear - 2.27 k 2.58 k Area Required 21.348 in2 24.240 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 1.70 k Bearing Length Req'd 0.494 in Max. Right Reaction 2.01 k Bearing Length Req'd 0.585 in B.G. Structural Engineering, Inc. Title: We Residence Job # 874.01 45-535 Via Corona Dsgnr: `BG Date: 8:23PM, 15 MAR 01-5 Description Indian Wells, CA 92210 (760) 568-3553 ~Scope (760) 568-5681 FAX • Rew User. SKW-0603989, Ver 5.1.3, 224un-1999, Win32MUItI- ENERCALC Span Timber Beam Page 1 (c)1983-99 c:\ec\weber 874-01.ecw:Beams Description' Beam B22 - General Information Douglas Fir - Larch (North), No.1 Fb : Basic Allow 1,300.0 psi Elastic Modulus 1,600.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 85.0 psi Load Duration Factor 1.250 Calculations are designed to 1997 NDS and 1997 UBC Requirements Timber Member Information Description - Left Span - Right Span ft 3.75 9.25 Timber Section 6x10 6x10 Beam Width in 5.500 5.500 Beam Depth in 9.500 9.500 End Fixity Pin - Pin Pin - Pin Le: Unbraced Length It 'i 0.00 0.00 Member Type Sawn Sawn Loads 'Live Load Used This.Span ? Yes' Yes Dead Load #/ft 198.00 198.00 Live Load #/ft 220.00. 220.00 Results Mmax @ Cntr in -k 0.0 35.2 @ X = • ft 0.00 ` 5.49 Max @ Left End in -k 0.0 -40.7 r Max @ Right End in -k -40.7 0.0 fb : Actual psi 492.2 492.2 ' Fb : Allowable psi 1,625.0 . 1,625.0 Bending OK Bending OK Shear@'Left k 0.12 2.30 Shear @ Right k 1.69 '1.57 s fv : Actual psi 38.9 57.2 Fv : Allowable psi 106.3 .106.3 , Shear OK Shear OK Reactions &-Deflection DL@ Left k -0.06 1.89 LL @ Left k -0.06 .2.10 ' Total @ Left k t -0.12 . 3.99 DL @ Right k .' 1.89 0.74 LL @ Right k 2.10 '0.82 Total @ Right k 3.99 41.57 5 Max. Deflection in 0:006 , . -0.060 @ X = ft 2.32 5.06 Query Values . location .,. ft , 0.00 0.00 Moment in -k 0.0 -40.7 Shear lbs -0.1 2.3 Deflection in , 0.0000 0.0000 B.G. Structural Engineering,Inc. Title: Wesley Residence Job # 874.01 . 45-535 Via Corona Total Load . 0.000 in 0.0 0.000 in 0.0 Dsgnr: BG Description Date: 8:24PM, 15 MAR 01 Indian Wells, CA 92210 Span= 7.00ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -,Pin Bending Analysis (760) 568-3553 Scope Max Stress Ratio (760) 568-5681 FAX Le 0.000 ft Sxx 51.563.in3 Area 41.250 in2 • Rer. 510300 User.K'. 3989, Ver5.1.3,224uo-1999, Wh32Vener^dl Maximum Moment. Timber Beam . Page- 1 Maximum Shear* (c)1983.99 ENERCALC - Sxx Read c:\ee\weber 874-01.ecw:Beams Description Beam_1323 7.0 k -ft 1.22 k -ft General Information 1,625.00 psi' 4.4 k @Left Support Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x8 at Center Span 7.00 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 7.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch (North), No.1 Max @ Left Support Bm Wt. Added to Loads Fb Base Allow 1,300.0 psi Camber: Load Dur. Factor 1.250 Fv Allow 85.0 psi Max @ Right Support Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000 pcf E 1,600.0 ksi Max: M allow - Trapezoidal Loads Max. Left Reaction Reactions... Bearing Length Req'd @ Right 0.000 in Max. Right Reaction #1 DL @ Left 72.00 #/ft LL' @ Left 80.00 #/ft Start Loc '0.000 It DL @ Right 108100 #/ft LL @ Right 120.00 #/ft End Loc 0.000. It Center Span..., Deflection ...Location ...Length/Deft """"""l ' Total Load Left Cantilever... -0.035 in Deflection 3.528 ft ...Length/Deft 2,408.30 Right Cantilever... Deflection ...Length/Deft Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load . 0.000 in 0.0 0.000 in 0.0 Stress Calcs Beam Design OK Span= 7.00ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -,Pin Bending Analysis Max Stress Ratio 0.205 :,j Le 0.000 ft Sxx 51.563.in3 Area 41.250 in2 Cf 1.000. Maximum Moment. Cl 0.000 .1.2 k -ft Maximum Shear* 1.5 0.9 k. Sxx Read Allowable 7.0 k -ft 1.22 k -ft Allowable 1,625.00 psi' 4.4 k @Left Support Max. Positive Moment 1.22 k -ft at 3.612 ft Shear: @ Left 0.65 k 1,625.00 psi Max. Negative Moment -0.00 k -ft at 7.000 ft @ Right 0.74 k 0.83 k Max @ Left Support 0.00 k -ft Area Required Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft 106.25 psi @ Center 0.026 in Max: M allow - 6.98 Max. Left Reaction Reactions... Bearing Length Req'd @ Right 0.000 in Max. Right Reaction fb 285.00 psi fv 21.78 psi Left DL 0.33 k Max 0.65 k Fb 1,625.00 psi Fv 106.25 psi Right DL 0.37 k Max 0.74k Deflections Center Span..., Deflection ...Location ...Length/Deft Dead Load -0.017: in 3.528 ft 4,822.9 Total Load Left Cantilever... -0.035 in Deflection 3.528 ft ...Length/Deft 2,408.30 Right Cantilever... Deflection ...Length/Deft Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load . 0.000 in 0.0 0.000 in 0.0 Stress Calcs Bending Analysis Ck 25.448 Le 0.000 ft Sxx 51.563.in3 Area 41.250 in2 Cf 1.000. Rb 0.000 Cl 0.000 Max Moment Sxx Read Allowable ft) @ Center 1.22 k -ft 9.04 in3 1,625.00 psi' @Left Support 0.00 k -ft 0.00 in3 1,625.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,625.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.83 k 0.90 k Area Required 7.808 in2 8.457 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 0.65 k Bearing Length Req'd 0.190 in Max. Right Reaction 0.74 k Bearing Length Req'd 0.216 in B.G. Structural Engineering, Inc. 45-535 Via Corona Indian Wells, CA 92210 (760)568-3553 (760) 568-5681 FAX Rer. 510300 M. KW-06KW.0603989, Ver 5.7.3, 22Jun1999, Win32 (c) 198399 ENERCALC Description Beam 624 Title : Wesley Residence Dsgnr: BG Description Scope : General Timber Beam Job # 874.01 . Date: 8:26PM, 15 MAR 01 Page 1 General Information Dead Load Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x8 lbs lbs Center Span 7.00 ft • .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft ...Lu 0.00 ft Beam Depth 7.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch (North), No.1 Bm Wt. Added to Loads 1,973.6 Fb Base Allow 1,300.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000 pcf E 1,600.0 ksi Full Lengh Uniform Loads 3.7 k -ft Maximum Shear * Center DL Allowable 54.00 #/ft LL 60.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL 3.67 k -ft #/ft LL #/ft Point Loads Live Load 882.0 lbs,lbs Dead Load lbs lbs lbs lbs lbs ...distance 3.750 ft 0.00 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary ...Location 3.556 ft 3.556 ft ...Length/Deft 0.0 0.0 ...Length/Deft . 1,973.6 954.57 Right Cantilever... Beam Design OK Span= 7.00ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin Max Stress Ratio 0.525 0.000 in Maximum Moment ...Length/Deft 3.7 k -ft Maximum Shear * 1.5 1.9 k Allowable 7.0 k -ft Allowable 4.4 k Max. Positive Moment 3.67 k -ft at 3.752 ft Shear: @ Left 1.21 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 1.33 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft Allowable fb @ Center 0.064 in Max. M allow 6.98 Reactions... @ Right 0.000 in lb 853.75 psi, fv 45.61 psi Left DL 0.59 k Max 1,21 k Fb 1,625.00 psi Fv 106.25 psi Right DL 0.65 k Max 1.33 k Deflections @ Right Support Design Shear Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.043 in -0.088 in Deflection 0.000 in 0.000 in. ...Location 3.556 ft 3.556 ft ...Length/Deft 0.0 0.0 ...Length/Deft . 1,973.6 954.57 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs Bending Analysis Ck 25.448 Le 0.000 ft Sxx 51.563 in3 Area 41.250 int. Cf 1.000 Rb" 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 3.67 k -ft 27.09 in3 1,625.00 psi @ Left Support 0.00 k -ft 0.00 in3 1,625.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,625.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.70 k 1.88 k Area Required 16.017 in2 17.706 in2 ` Fv: Allowable 106.25 psi 106.2.5 psi ' Bearing @ Supports Max. Left Reaction 1.21 k Bearing Length Req'd 0.352 in Max. Right Reaction 1.33 k Bearing Length Req'd 0.387 in B.G. Structural Engineering, Inc. Title: Wesley Residence Job # 874.01 45-535 Via Corona Dsgnr: BG Date: 8:46PM, 15 MAR 01 Indian Wells, CA 92210 Description : 39 (760) 568-3553 Scope (760) 568-5681 FAX Rer. 510300 User.KW-0603989, Ver 5.1.3, 22Jun1999, Win32 Multi-Span Timber Beam Page 1 (c) 1983.99 ENERCALC c:\ec\weber 874-01.ecw:Beanns Description Beam B25 General Information Douglas Fir - Larch (North), No.1 Fb : Basic Allow 1,300.0 psi Elastic Modulus 1,600.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 85.0 psi Load Duration Factor 1.250 Calculations are designed to 1997 NDS and 1997 UBC Requirements Timber Member Information Description Left Span Right Span Span ft 10.00 6.00 _ Timber Section 6x12 6x12 , Beam.Width in 5.500 .5.500 Beam Depth in -11.500 11.500 End Fixity Pin - Pin Pin - Pin Le: Unbraced Length It 0.00- 0.00 Member Type Sawn ' Sawn Loads , Live Load Used This Span ? Yes Yes Dead Load #/ft 216.00 216.00 Live Load #/ft 240.00 240.00 Results Mmax @ Cntr in-k 44.9 5.5 @ X = ft 4.07 4.60 Max @ Left End in-k 0.0 -52.0 Max @Right End in-k -52.0 0.0 • fb : Actual psi 428.8 428.8 Fb : Allowable psi 1,625.0 1,625.0 Bending OK Bending OK Shear @ Left k 1.85 2.09 Shear @ Right k 2.71 0.65 fv : Actual psi 53.5 39.6 Fv : Allowable psi 106.3- 106.3 Shear OK Shear OK Reactions & Deflection , DL @ Left k 0.87 2.28 LL @ Left k 0.97 2.53 Total @ Left. k 1.85 4.80. " DL @ Right k 2.28 0.31 LL @ Right k 2.53 0.34 Total @ Right k 4.80 0.65 Max. Deflection in -0.051 - 0.005 @ X = ft 4.53 1.60 Query Values Location ft 0.00 0.00 Moment" in-k 0.0 -52.0 Shear lbs 1.8 2.1 Deflection in 0.0000 0.0000 • Beam B26 4.21 exw� TJ-BeamTM v5.55" Sem nal Number: 700109817 ' 5.25" x 11.875" 2.OE Parallam® PSL 3`'1 BEAMUSA 1111 3/15/2001 8:49:16 PM Page 1 of 1 Build Code: 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope; 0 Roof Slope: 0 Overall Dimension = 19'6" r n n 5. 6" 14' All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis for Beam Member Supporting ROOF Application. Tributary Load Width: 1' CONTROL Loads(psf): 20 Live at .125% duration; 18 Dead; and: 4062 15066 TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT 37317 '' Point(lbs.) Roof(1.25) 1165 1048 18' ' Adds to 0.456 Uniform(plf) Roof(1.25) 240 . '216 0 to 19'6" Replaces 0.180 SUPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH LIVE/DEAD/TOT. PLY DEPTH DETAIL OTHER 1 Column 5.50" 5.5" -553 / -212 / -765 1 11.9" Detail R1 SB Shear Blocking 2 Column 5.50" 5.5" , 3633 / 3546 / 7179 1 11.9" Detail R7 3 Beam 5.50" 5.5" 2444 / 2306 / 4750 1 11.9" Detail R1 SB Shear Blocking - See TJ SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1, R7. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION " Shear(lb) 4592 4062 15066 Passed(27%) Rt. end Span 2 under Roof ALTERNATE span loading Moment(ft-Ib) 9421 9421' 0.092 37317 '' Passed(25%) Rt: end Span 1 under Roof loading Live Defl.(in) 0.456 Passed(U999+) MID Span 2 under Roof ALTERNATE span loading Total Defl.(in) 0.180 0.683 Passed(U909) MID Span.2 under Roof ALTERNATE span loading - Deflection Criteria: STANDARD(LL: U360, TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. - The load conditions considered in this design include Alternate member loading. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ, product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST' PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.. - Allowable Stress Design methodology was used for Code NER analyzing the TJ Residential product listed above. PROJECT INFORMATION OPERATOR INFORMATION: Wesley Residence B.G. Structural Engineering, Inc. 874.01 Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 760-568-3553 760-568-5681 Copyright O 2000 by Trus Joist, a Weyerhaeuser Business. TJ-BeamTM is a trademark of Trus Joist. Parallam is a registered trademark of Trus Joist . C:\1-DATA\BG-STRUUobs\Weber\Wesley Residence 874.01\B17.Bm B.G. Structural Engineering, Inc. 45-535 Via Corona ' Indian Wells, CA 92210 (760) 568-3553 . (760) 568-5681 FAX Rev. 510300 User. KW -M3989, Ver 5.1.3, 22Jun-1999, Win32 (c)1983-99 ENERCALC Description Beam`1327 Title :,Wesley Residence Dsgnr: BG Description Scope General Timber Beam.. Job # 874.01 Date: 8:52PM, 15 MAR 01 / Page 1 General Information Calculations are designed to 1997 NDS and,1997 UBC Requirements Section Name 6x12 -0.006 in, Center Span 6.00 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft , Beam Depth 11.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch (North), No.1 Bm Wt. Added to Loads, • 0.000 ft Fb Base Allow 1,300.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow ` 625.0 psi Wood Density 34.000 pcf E 1,600.0 ksi Full Lengh Uniform Loads Center DL 54.00 #/ft LL 60.00 • #/ft Left Cantilever DL #/ft LL #/ft " Right Cantilever DL #/fY 'LL #/ft LPoint Loads -0.006 in, ••• -0.013 in Deflection 0.000 in oa 0.000 in Dead Load 668.01bs lbs - lbs lbs lbs lbs lbs .Live Load 742:0 lbs lbs_ lbs lbs lbs lbs lbs ...distance . 3.250 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 It Summary - ...Length/Deft 0.0 0.0 Stress. Calcs Beam Design OK Span= 6.00ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin Bending Analysis Max Stress Ratio 0.230 ; 1 Ck 25.448 Le Maximum Moment Sxx 121.229 in3 Area 2.7 k -ft Maximum Shear 1.5 1.5 k Allowable Cl 0.000 16.4 k -ft Allowable - 6.7 k Max. Positive Moment 2.67 k -ft at 3.240 ft Shear: @ Left 1.03 k Max. Negative Moment O.00 k -ft at 0.000 ft @ Right 1.15 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft 1,625.00 psi @ Center 0.010 in Max:,M allow 16.42 Reactions..: @ Right 0.000 in fb - 264.33 psi fv 24.42 psi ',,Left DL 0.51 'k Max 1.03 .k Fb 1,625.00 psi Fv 106.25 psi Right DL 0.57 k Max 1.15k Deflections Max. Left Reaction Center Span... • Dead Load Total Load Left Cantilever Dead Load Total L d Deflection -0.006 in, ••• -0.013 in Deflection 0.000 in oa 0.000 in ...Location 3.048 ft 3.072 ft ...Length/Deft 0.0 0.0 ...Length/Deft 11,222.8 5,492.53 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress. Calcs Bending Analysis Ck 25.448 Le .0.000 ft Sxx 121.229 in3 Area 63.250 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Read Allowable fb ' @ Center 2.67 k -ft 19.72 in3 1,625.00 psi @ Left Support 0.00 k -ft 0.00 in3 1,625.00 psi @ Right Support 0.00'k -ft 0.00 in3 1,625.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.37 k 1.54 k Area Required Fv: Allowable 12.881 in2 106.25 psi 14.539 in2 .106.25 psi ` Bearing @ Supports Max. Left Reaction 1.03 k Bearing Length Req'd 0.301 in Max. Right Reaction 1.15 k Bearing Length Req'd 0.335 in SHEET NO. JORNG: PROJECT: `�l�SLF7 ' R.(�5. • B.G. STRUCTURAL ITEM ` ENGINEERING� DATE ENGINEER gM.S s. . �;�� 3g(3�.� 114 � • : - � _ .. ;:. ' . 09 Beam 628 TJ-BeamTMl�Serial Number. 700109817 5.25" x 11.875" 2.0E O Parall m R � 2 a PSL BEAMUSA 1111 3/17/2001 8:19:08 AM Page 1 of 1 Build Code: 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0 Roof Slope: 0 r n n 10' 6" All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis for Beam Member Supporting ROOF Application. Tributary Load Width: 1' Loads(psf): 20 Live at 125% duration; 18 Dead; and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Point(lbs.) Roof(1.25) 3633 3546 3' Adds to Uniform(plf) Roof(1.25) 60 54 0 to 10' 6" Replaces SUPPORTS: INPUT BEARING REACTIONS(lbs.) F WIDTH LENGTH LIVE/DEAD/TOT. PLY DEPTH DETAIL OTHER 1 Column 5.50" 5.5" 2963 / 2970 / 5933 1 11.9" Detail R1 SB Shear Blocking 2 Column 5.50" 5.5" 1300 /.1347 / 2648 1 11.9" Detail R1 SB Shear Blocking - See TJ SPECIFIER'S % BUILDER'S GUIDES for detail(s): R1. r- DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL' LOCATION Shear(lb) 5889 5740 15066 , Passed(38%) Lt. end Span 1 under Roof loading Moment(ft-Ib) 15228 15228 37317 Passed(41 %) MID Span 1 under Roof loading Live Defl.(in) 0.083 0.328 Passed(L/999+) MID Span 1 under Roof loading Total Defl.(in) 0.166 0.492 Passed(L/710) MID Span 1 under Roof loading - Deflection Criteria: STANDARD(LL: L/360, TL:L/240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and Stated -dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing'the TJ Residential product listed above. PROJECT INFORMATION Wesley Residence 874.01 is OPERATOR INFORMATION: B:G. Structural Engineering, Inc. Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 760-568-3553 760-568-5681 Copyright © 2000 by Trus Joist, a Weyerhaeuser Business. TJ-BeamA1 is a trademark of Trus Joist. Parallam@ is a registered trademark of Trus Joist. C:11-DATA\BG-STRUUobs\Weber\Wesley Residence 874.01\B26.Bm B.G. Structural Engineering-, Inc. 45-535 Via Corona Indian Wells, CA 92210 (760) 568-3553 (760) 568-5681 FAX Rer. 510300 User. KW -0503989. Ver 5.1.3.224un1999. Wh32 (c) 1983.99 ENERCALC Description ' Beam B29 Title : Wesley Residence Dsgnr. BG Description Scope: General Timber Beam Job # 874.01 Date: 8:21AM, 17 MAR 01 Page 1 Center Span... Dead Load Total Load Left Cantilever... Dead Load General Information Beam Design OK Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 4x12 0.000 in Center Span 9.00 ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .Lu 0.00 ft Beam Depth 11.250 in . Right Cantilever ft .....Lu 0.00 ft Member. Type Sawn Douglas Fir- Larch, No.2 7.4 k -ft Bm Wt. Added to Loads Allowable Fb Base Allow 875.0 psi 4.7 k Load Dur. Factor 1.250 Fv Allow 95.0 psi Shear: Beam End Fixity Pin -Pin Fc Allow 625.0 psi -0.00 k -ft at Wood Density 34.000 pcf E 1,600.0 ksi 1.20 k Trapezoidal Loads 0.00 k -ft 0.000 ft Camber: #1 DL @ Left 54.00 #/ft LL @ Left 60.00 #/ft Start Loc 0.000 ft DL @ Right 156.00 #/ft LL @ Right 173.00 #/ft End Loc 0.000 ft Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Beam Design OK Span= 9.00ft, Beam Width = 3.500in x Depth = 11.25in, Ends are Pin -Pin -0.051 in Deflection 0.000 in 0.000 in Max Stress Ratio 0.318 : 1 4.572 ft ...Length/Deft 0.0 0.0 ...Length/Deft Maximum Moment 2.4 k -ft Maximum Shear 1.5 1.3 k Allowable 7.4 k -ft 0.000 in Allowable 4.7 k Max. Positive Moment 2.35 k -ft at 4.860 ft Shear: @ Left 0.88 k Max. Negative Moment -0.00 k -ft at 9.000 ft @ Right 1.20 k Max @ Left Support 0.00 k -ft 0.000 ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft' Cl 0.000 @ Center 0.038 in Max. M allow 7.40 Reactions... - @ Right 0.000 in fb 382.08 psi fv 34.04 psi Left DL 0.44 k Max 0.88 k Fb 1,203.13 psi Fv 118.75 psi Right DL 0.59 k Max 1.20k Deflections @Left Support @ Right Support ' Design Shear Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.025 in -0.051 in Deflection 0.000 in 0.000 in ...Location 4.572 ft 4.572 ft ...Length/Deft 0.0 0.0 ...Length/Deft 4,251.7 2,105.48 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs Bending Analysis Ck 31.019 Le 0.000 ft Sxx 73.828 in3 Area 39.375 int Cf 1.100 Rb 0.000 Cl 0.000 Max Moment Sxx Read Allowable fb @ Center 2.35 k -ft 23.45 in3 1,203.13 psi @ Left Support 0.00 k -ft 0.00 in3 1,203.13 psi @ Right Support 0.00 k -ft 0.00 in3 1,203.13 psi Shear Analysis @Left Support @ Right Support Design Shear 1.13 k 1.34 k Area Required 9.492 in2 11.288 in2 Fv: Allowable 118.75 psi 118.75 psi _ Bearing @ Supports Max. Left Reaction 0.88 k Bearing Length Req'd 0.401 in Max. Right Reaction 1.20 k Bearing Length Req'd 0.548 in • r11 u B.G. Structural Engineering, Inca Title: Wesley Residence 45-535 Via Corona Dsgnr: BG Indian Wells, CA 92210 Description (760) 568-3553 Scope (760) 568-5681 FAX Re¢ 510300' User:KW-0603989, Ver 5.1.3, 22Jurl 999, Win32 General TimberBeam (c) 1983.99 ENERCALC _ . Description Beam B30 Job # 874.01 Date: 8:22AM, 17 MAR 01 Page 1 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x12 -0.222 in Center Span 16.0Oft .....Lu 0.00 ft . Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir -Larch (North), No.1 Bm' Wt. Added to Loads Fb Base Allow 1,300.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi. Wood Density 34.000pcf E 1,606.0ksi Trapezoidal Loads -0.222 in =0.446 in Deflection 0.000 in o a oa 0.000 in #1 DL @ Left 102.00 #/ft LL @ Left 113.00 #/ft Start Loc 0.000 ft DL @ Right' 20,4.00. #/ft LL @ Right 226.00 #/ft End Loc 0.000 ft Summary 0.0001n 0.000 in Beam Design OK Span= 16:00ft, Beam Width = S.SOOin x Depth = 11.5in, Ends are Pin Pin Stress Calcs Max Stress Ratio 0.660 : 1 Bending Analysis Maximum Moment 10.8.k -ft Maximum Shear ` 1.5 3.9 k. . Allowable t 3.250 in2 16 4 k -ft Allowable Cf 1.000 Rb 6.7 k Max. Positive Moment 10.83 k -ft ' at 8.448 ft Shear: @ Left 2.41 k Max. Negative Moment', . -0.00 k -ft„ at 16.000 ft @ Right 2.99 k Max @ Left Support, 0.00 k -ft: Camber: ' @Left 0.000 in Max @ Right Support' 0.00 k -ft @ Center 0.333 in Max. M allow 16.42. Reactions... @ Right 0.000 in fb, 1,071.82 psi fv 61.49 psi Left DL 1.21 k Max 2.41 k Fb 1,625.00 psi Fv 106.25 psi,'. Right DL 1.48 k . Max 2.99 k Deflections 31.078 in2 36.605 in2 Center S an Dead Load Total Load Left Cantilever Dead Load T t I L d p ... Deflection -0.222 in =0.446 in Deflection 0.000 in o a oa 0.000 in ...Location 8.064 ft 8.128 ft,.' ...Length/Deft 0.0 0.0 ...Length/Deft 864.7 430.31 ' Right Cantilever... 0.0001n 0.000 in _Deflection ...Length/Deft 0.0 0.0 Stress Calcs Bending Analysis Ck 25.448 Le 0.000 ft Sxx: 121.229 in3 Area t 3.250 in2 Cf 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Read Allowable lb @ Center 10.83 k -ft 79.96 in3 1,625.00 psi @ Left Support 0.00 k -ft 0.00 in3 1,625:00 psi @ Right Support 0.00 k -ft 0.00 in3 1,625.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.30 k 3.89 k Area Required 31.078 in2 36.605 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 2.41 k Bearing Length Req'd . 0.702 in Max. Right Reaction 2.99 k Bearing Length Req'd 0.869 in Lt. � Beam 631 f . TJ -Beam^' v5.55 Seralhlumber.700109817 5.25" x 14" 2.OE Parallam® PSL 460 BEAMUSA 1111 3/17/2001 8:40:13 AM Page 1 of 1 Build Code: 146 , THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED . ' Member Slope: 0 Roof Slope: 0 0 ° LL' All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis for Beam Member Supporting ROOF Application. Tributary Load Width: 1' Loads(psf): 20. Live at 125% duration; 18 Dead; and: :TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Tapered(plf) Roof(1.25) 60.to 315 54 to 283 0 to 22' Replaces SUPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH LIVE/DEAD/TOT. PLY DEPTH . DETAIL OTHER 1 Beam 5.50" 5.5" 1581 / 1674*/ 3255 1* 14.0" Detail R1 SB Shear Blocking 2 .Beam 5.50" 5.5" 2544 / 2539 / 5083 1 14.0" Detail R1 SB Shear Blocking - See TJ SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 4877 4103• 17762 Passed(23%) Rt. end Span 1 under Roof loading Moment(ft-Ib) 21785 21785 50928 Passed(43%) MID Span 1 under Roof loading Live Defl.(in) 0.381 0.711 Passed(U672) MID Span 1 under Roof loading Total Defl.(in) 0.770 1.067 Passed(U332) MID Span 1 under Roof loading - Deflection Criteria: STANDARD(LL: U360, TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented'is output fromsoftware developed by Trus Joist (TJ).. TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the TJ Residential product listed above. PROJECT INFORMATION OPERATOR INFORMATION: Wesley Residence B.G. Structural Engineering, Inc. 874.01 Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 760-568-3553 760-568=5681 Copyright 02000 by Trus Joist, a Weyerhaeuser Business.TJ-BeamT is a trademark of Trus Joist. Parallam® is a registered trademark of Trus Joist. C:\1-DATA\BG-STRU\Jobs\W eber\W esley Residence 874.01 \B28.bm • .7 0 B.G. Structural Engineering, Inc. Title : Wesley Residence Job # 874.01 45-535 Via Corona Dsgnr: BG Date: • 8:44AM, 17 MAR 01 �� Indian Wells, CA 92210 Description (760) 568-3553 Scope (760) 568-5681 FAX Rev. 510300 User. KW -0803989, Ver 5.1.3.224uo-1999• Win32 'General Tlnlber Bean1 Page 1 (c) 1983.99 ENERCALC ' - c:\ec\weber 874-01.ecw:13eams Description Beam B32, General Information Dead Load Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 4x10 Total Load Center Span 6.50 ft .....Lu 0.00 It T Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 It Beam Depth 9.250 in Right. Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir - Larch (North), No.1 Bm Wt. Added to Loads Fb Base Allow 1,300.0 psi Deflection Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Stress Calcs Wood Density 34.000 pcf . E 1,600.0 ksi Trapezoidal Loads #1 DL @ Left .54.00 #/ft LL @ Left 60.00 #/ft Start Loc 0.000 It DL @ Right 144.00 #/ft LL @ Right 160.00 #/ft End Loc 3.250 ft #2 DL @ Left 144.00 #/ft LL @ Left 160.00 #/ft Start Loc 3.250 It DL @ Right 54.00 #/ft LL @ Right 60.00 #/ft End Loc 6.500 ft Summary - Span= 6.50ft,,Beam Width = 3.500in x Depth = 9.25in, Ends are. Pin -Pin' Max Stress Ratio 0.260: 1 Maximum Moment 1.3 k -ft Maximum Shear1.5 ` Allowable 8.1 k -ft, Allowable Max. "Positive Moment 1.31 k -ft at 3.250 ft Shear: @ Left Max..Negative Moment 0.00 k -ft _ at 0.000 ft Max @ Left Support 0.00 k -ft ' Max @ Right Support 0.00 k -ft Max,'.M allow 8.11 Reactions... fb 315.29 psi fv 27.60 psi Left DL Fb 1,950.00 psi Fv 106.25 psi Right DL Deflections @ Right Camber: @ Left. @ Center @ Right 0.35 k Max 0.35 k Max Beam Design OK 0.9 k 3.4 k „ 0.70 k 0.70 k 0.000 in 0.019 in 0.000 in 0.70 k 0.70 k Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.013 in -0.026 in Deflection 0.000 in 0.000 in ...Location 3.250 ft 3.250 ft ...Length/Deft 0.0 0.0 ...Length/Deft 6,015.4 2,948.92 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs . . Bending Analysis Ck 25.448 Le 0.000 It Sxx 49.911 in3 Area 32.375 in2 Cf 1.200 Rb 0.000 CI 0.000 Max Moment Sxx Read Allowable fb @ Center 1.31 k -ft 8.07 in3 1,950.00 psi @ Left Support 0.00 k -ft 0.00 in3 1,950.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,950.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.89 k 0.89 k Area Required 8.411 in2 8.411 in2 Fv: Allowable 106.25 psi 106.25 psi ° Bearing @ Supports Max. Left Reaction 0.70 k Bearing Length Req'd 0.322 in Max. Right Reaction 0.70 k Bearing Length Req'd 0.322 in B.G. Structural Engineering, Inc. 45-535 Via Corona Indian Wells, CA 92210 (760) 568-3553 (760) 568-5681 FAX Rev: 510300 User. KW -0603989, Ver 5.1.3, 22Jurr1999, Win32 (c) 1983-99 ENERCALC Description Beam B33 Title: Wesley Residence Dsgnr: BG Description Scope: General Timber Beam Job # 874.01 Date: 8:44AM, 17 MAR 01 Page 1 General Information Span= 4.00ft, Left Cant= 3.00ft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin -Pin Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x10 Center Span 4.00 ft .....Lu 0.00 It Beam Width 5.500 in Left Cantilever 3.00ft .....Lu 0.00 ft Beam Depth 9.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch (North), No.1 Bm Wt. Added to Loads End Loc Fb Base Allow 1,300.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000 pcf E 1,600.0 ksi Trapezoidal Loads Span= 4.00ft, Left Cant= 3.00ft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin -Pin #1 DL @ Left 54.00 #/ft LL @ Left 60.00 #/ft Start Loc -3.000 ft DL @ Right 144.00 #/ft LL @ Right 160.00 #/ft End Loc 0.000 ft #2 DL @ Left 144.00 #/ft LL @ Left 160.00 #/ft Start Loc 0.000 It DL @ Right 108.00 #/ft LL @ Right 120.00 #/ft End Loc 4.000 ft Point Loads Dead Load 932.0 lbs lbs lbs lbs lbs lbs lbs Live Load 1,036.0 lbs lbs lbs lbs lbs lbs lbs ...distance -3.000 It 0.000 It 0.000 ft 0.000 ft 0.000 It 0.000 ft 0.000 ft Beam Design OK Span= 4.00ft, Left Cant= 3.00ft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin -Pin Max Stress Ratio 0.649 : 1 Maximum Moment -6.8 k -ft Maximum Shear * 1.5 3.6 k Allowable 11.2 k -ft Allowable 5.6 k Max. Positive Moment 0.00 k -ft at 4.000 ft Shear:. @ Left 2.62 k Max. Negative Moment -3.23 k -ft _ at 0.000 ft @ Right 1.42 k Max @ Left Support -6.76 k -ft Camber: @ Left 0.087 in Max @.Right Support 0.00 k -ft @ Center 0.012 in Max.'M allow 11.20 Reactions... @ Right 0.000 in fb 980.19 psi fv 68.99 psi Left DL 2.36 k Max 4.90 k Fb 1,625.00 psi Fv 106.25 psi Right DL -0.54 k Max -1.16k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection 0.008 in 0.007 in Deflection -0.058 in -0.124 in ...Location 1.650 ft 1.566 ft ...Length/Deft 1,244.7 578.5 ...Length/Deft 6,089.5 7,211.16 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs Bending Analysis Ck 25.448 Le 0.000 ft Sxx 82.729 in3 Area 52.250 int Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Read Allowable fb @ Center 3.23 k -ft 23.85 in3 1,625.00 psi @ Left Support 6.76 k -ft 49.90 in3 1,625.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,625.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.60 k 2.28 k Area Required 33.927 in2 21.483 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 4.90 k Bearing Length Req'd 1.426 in Max. Right Reaction -1.16 k Bearing Length Req'd 0.337 in IJECT �,�y SHEET NO. B.G. STR U CTU RAL JOB NO.. 74, M ATE ENGINEERING ENGINEER' < < i... w� . J B.G. Structural Engineering, Inc. 45-535 Via Corona Indian Wells, CA 92210 (760) 568-3553 (760) 568-5681 FAX Rer. 510300 User. KW -0603989, Ver 5.1.3, 22•Jun 1999, WIn32 (c) 1983.99 ENERCALC Description Beam B34 Title : Wesley Residence Dsgnr: BG Description Scope : General Timber Beam Job # 874.01 Date: 9:34AM, 17 MAR 01 Page ,1 General Information Span= 8,00ft, Left Cant= 3.00ft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin -Pin Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x10 Center Span 8.00 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever 3.00ft .....Lu 0.00 ft Beam Depth 9.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch (North), No.1 Bm Wt. Added to Loads End Loc Fb Base Allow 1,300.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000 pcf E 1,600.0 ksi Trapezoidal Loads Span= 8,00ft, Left Cant= 3.00ft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin -Pin Max Stress Ratio #1. DL @ Left 54.00 #/ft LL @ Left 60.00 #/ft Start Loc -3.000 ft DL @ Right 144.00 #/ft LL @ Right 160.00 #/ft End Loc 0.000 ft #2 DL @ Left 144.00 #/ft LL @ Left 160.00 #/ft Start Loc 0.000 ft DL @ Right 108.00 #/ft LL @ Right 120.00 #/ft End Loc 8.000 ft Point Loads Ueda Joao asz.0 IDs IDS lbs lbs lbs lbs lbs Live Load 1,036.0 lbs lbs lbs IDS lbs lbs lbs ..distance -3.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Beam Design OK 13 Span= 8,00ft, Left Cant= 3.00ft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin -Pin Max Stress Ratio 0.652 : 1 Maximum Moment -6.8 k -ft Maximum Shear * 1.5 3.6 k Allowable 11.2 k -ft Allowable 5.6 k Max. Positive Moment 0.87 k -ft at 5.407 ft Shear: @ Left 2.62 k Max. Negative Moment -3.23 k -ft at 0.000 ft @ Right 0.66 k Max @ Left Support -6.76 k -ft Camber. @ Left 0.107 in Max @ Right Support 0.00 k -ft @ Center 0.026 in Max. M allow 11.20 Reactions... @ Right 0.000 in fb 980.19 psi fv 69.26 psi Left DL 2.25 k Max 4.64 k Fb 1,625.00 psi Fv 106.25 psi Right DL 0.13 k Max 0.66k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection 0.017 in -0.007 in Deflection -0.071 in -0.176 in ...Location 2.681 ft 5.319 ft ...Length/Deft 1,010.3 409.0 ...Length/Deft 5,525.6 13,224.87 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs Bending Analysis �s Ck 25.448 Le 0.000 ft Sxx 82.729 in3 Area 52.250 in2 Cf 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Read Allowable fb @ Center 3.23 k -ft 23.85 in3 1,625.00 psi @ Left Support 6.76 k -ft 49.90 in3 1,625.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,625.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.62 k 0.72 k Area Required 34.060 in2 6.731 in2 Fv: Allowable • 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 4.64 k Bearing Length Req'd 1.350 in Max. Right Reaction 0.66 k Bearing Length Req'd 0.192 in 13 f1kA Beam B35 TJ-BeamTM v5.55 Serial Number. 700109817 5.25" x 11.875" 2.0E Parallam® PSL BEAMUSA 1111 3/17/2001 9:50:05 AM Page 1 of 1 Build Code: 146 MEMBER IS INSUFFICIENT DUE TO UPLIFT Member Slope: 0 Roof Slope: U Overall Dimension= 22' 11`64A. T 6" 10' All dimensions are horizontal. LOADS: Analysis for Beam Member Supporting ROOF Application. Tributary Load Width: 1' Loads(psf): 20 Live at 125% duration; 18 Dead; and: n Product Diagram is Conceptual. TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Tapered(plf) Roof(1.25) 60 to 300 54 to 270 0 to 8' 6" Replaces Uniform(plf) Roof(1.25) 300 270 8'6" to,15' Replaces Tapered(plf) Roof(1.25) 300 to 60 270 to 54 15' to 22' Replaces Point(lbs.) Roof(1.25) 346 • ' - 312 1' Adds to Point(lbs.) Roof(1.25) 1236 1112 1'1'6" Adds to SUPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH LIVE/DEAD/TOT. PLY DEPTH DETAIL OTHER 1 Column 5.50" 5.5" 550 / 370 / 920 1 11.9" Detail R1 ' SB Shear Blocking 2 Column 5.50" 5.5" 3562 / 3398 / 6959 1 11.9" Detail R7 3 Beam 5.50" 5.5" 3161 / 2961 / 6122 1 11.9" Detail R7 4 Beam 5.50" 5.5" -815 / -610 / -1425 .1 11.9" . Detail R1 SB Shear Blocking - See TJ SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1, R7. 4fSIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 4512 3820 15066 Passed(25%) Lt. end Span 2 under Roof ADJACENT span loading Moment(ft-Ib) 6931 6931 - 37317 Passed(19%) MID Span 2 under Roof ALTERNATE span loading Live Defl.(in) 0.041 0.350 Passed(U999+) MID Span 2 under Roof ALTERNATE span loading Total Defl.(in) 0.077 0.525 Passed(U999+) MID Span 2 under Roof ALTERNATE span loading - Deflection Criteria: STANDARD(LL: U360, TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. - The load conditions considered in this design include alternate and adjacent member skip loading. - Uplift exceeds 1000 lbs for total load. - Uplift exceeds 1000 lbs for unbalanced load. Sl ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the TJ Residential product listed above. PROJECT INFORMATION Wesley Residence 874.01 OPERATOR INFORMATION: 0 Copyright © 2000 by Trus Joist, a Weyerhaeuser Business. Parallam® is a registered trademark of Trus Joist . B.G. Structural Engineering, Inc Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 760-568-3553 760-568-5681 TJ-BeamTM is a trademark of Trus Joist. C:\1-DATA\BG-STRUUobs\Weber\Wesley Residence 874.01\B35.bm • B.G. Structural Engineering, Inc. 45-535 Via Corona Indian Wells, CA 92210 (760) 568-3553 (760) 568-5681 FAX Ree. 510300 User: KW -0603989. Ver 5.1.3, 224uo-1999, Win32 (c)1983-99 ENERCALC Description Beam B36 Title : Wesley Residence Dsgnr: BG Description R Scope .General Timber Beam Job # 874.01 Date: 9:36AM, 17 MAR 01 S Z Page 1 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x8 Center Span 8.00 ft .....Lu 0.00 It Beam Width i 5:500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 7.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch (North), No.1 Bm Wt. Added to Loads Fb Base Allow 1,300.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000 pcf E 1,600.0 ksi Trapezoidal Loads #1 DL @ Left 54.00 #/ft LL @ Left 60.00 #/ft Start Loc 0.000 ft DL @ Right 144.00 #/ft LL @ Right 16.0.00 #/ft End Loc 8.000 ft Summary Beam Design OK Span= 8.00ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin Max Stress Ratio 0.279: 1 Maximum Moment 1.8 k -ft Maximum Shear" 1.5 1.2 k' Allowable 7.0 k -ft Allowable 4.4 k Max. Positive Moment 1.76 k -ft at 4.288 ft Shear: @ Left 0.75 k Max: Negative Moment -0.00 k -ft at 8.000 ft @ Right 1.00 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.049 in Max. M allow 6.98 Reactions... @ Right 0.000 in fb 409.36 psi fv 29.65 psi Left DL 0.37 k Max 0.75 k Fb 1,625.00 psi Fv 106.25 psi Right DL 0.49 k Max 1.00k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection =0.032 in -0.065 in Deflection 0.000 in 0.000 in ...Location 4.064 ft 4.064 ft ...Length/Deft 0.0 0.0 ...Length/Deft 2,962.8 1,472.83 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs Bending Analysis " Ck 25.448 Le 0.000 ft Sxx 51.563 in3 Area 41.250 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 1.76 k -ft 12.99 in3 1,625.00 psi @ Left Support 0.00 k -ft 0.00 in3 1,625.00 psi @ Right Support. 0.00 k -ft 0.00 in3 1,625.00 psi Shear Analysis @ Left'Support @ Right Support - Design Shear 1.00 k 1.22 k Area Required 9.440 in2 11.510 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction r 0.75 k Bearing Length Req'd 0.218 in Max. Right Reaction ' 1.00 k Bearing Length Req'd 0.291 in SHEET NO. PROJECT Be G. STRUCTURAL JOB NO. ITEMDATE E N G1 ME E R I« N G 5 -0 1 ' ENGINEER �- \A4 "X- el )06. r - .✓z:c- B.G. Structural Engineering, Inc. Title : Wesley Residence Job # 874.01 45-535 Via Corona Dsgnr: BG Date: 5:50PM, 20 MAR 01 Indian Wells, CA 92210 «_ These columns are Dead + Live Load placed as noted -» Description : 5� (760) 568-3553 LL .. Scope: ' Actual (760) 568-5681 FAX Maximum Moment 135.296 k -ft Rw.. 510300 User.KW-0603989• Ver 5.1.3.22Jun4999, Win32 Max. Deflection Steel Beam Design- Page 1 (c)1983.99 ENERCALC Length/DL Defl 1,484.0 :1 c:\ec\weber 874-01.ecw:Beams Description Beam B37. k -ft Max. M - General Information Length/(DL+LL Defl) Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W16X77 108.239 k . Fy 36'.00ksi fv : Shear Stres: 3.618 ksi 14.400 ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 22.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Shear @ Left 16.55 k Lu : Unbraced Length 22.00 ft Distributed Loads 3 ' Shear @ Right 27.20 k 13.33 #1 #2 #3 #4 #5 #6 #7- DL 0.432 0.054 -0.178 ' k/ft LL 0.480 0.060 0.000 in k/ft ST 0.000 0.000, k/ft Start Location 9.500 15.000 Right Cant Defl ft End Location 15.000 22.000 0.000 ft Trapezoidal Loads ...Query Defl @ 0.000 ft 0.000 #1 DL @ Left 0.108 LL @ Left 0.120 ST @ Left k/ft Start ft DL @ Righl 0.054 LL @ Right 0.060. " ST @ Righl - . k/ft End 9.500 ft Point Loads k Reaction @ Rt #1 #2 #3 #4 #5 #6 #7 Dead Load 1.142 3.905 3.481 2.023 5.849. k. Live Load 1.270 4.340 3.867 2:248 6.499 k Short Term k . Location 2.750 9.500 - 15.000 20.000 17.500 ft summary Beam 'OK Static Load Case Governs Stress Using: W1 6X77 section, Span = 22.00ft, Fy = 36.Oksi «_ These columns are Dead + Live Load placed as noted -» End Fixity = Pinned -Pinned, Lu = 22.00ft, LDF = 1.000 ; DL LL LL+ST Actual Allowable Maximum Moment 135.296 k -ft 241.084 k -ft Max. Deflection -0.362 in' fb : Bending Stress 12.082 kii 21.528 ksi Length/DL Defl 1,484.0 :1 fb / Fb 0.561 : 1 k -ft Max. M - Length/(DL+LL Defl) 730.0 :1 Shear 27.197 k 108.239 k . k -ft Max. M @ Left fv : Shear Stres: 3.618 ksi 14.400 ksi fv / Fv 0.251 : 1 k -ft Max. M @ Right Force & Stress Summary «_ These columns are Dead + Live Load placed as noted -» DL LL LL+ST LL LL+ST Maximum Only Center 6D Center Cants Cants Max: M + 135.30 k -ft 66.45 135.30 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 16.55 k 8.29 16.55 k Shear @ Right 27.20 k 13.33 27.20 k Center Defl. -0.362 in -0.178 ' -0.362 -0.362 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000, 0.000 0.000 0.000 in Right Cant Defl 0.000 in -0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 16.55 8.29 16.55 16.55 k Reaction @ Rt 27.20 13.33 27.20 27.20 k B.G. Structural Engineering, Inc. 45-535 Via Corona - Indian Wells, CA 92210 (760)568-3553 (760) 568-5681 FAX Re,.. 510300 User: KW -0603989. Ver 5.1.3, 22Jun-1999, Win32 (t) 1983.99 ENERCALC Description Beam B38 Title: Wesley Residence Dsgnr: BG Description Scope: General Timber Beam Job # 874.01 Date: 6:01 PM, 20 MAR 01 55' Page 1 c:\ec\weber 874-01.ecw:Beams General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x12 Live Load -750.0 lbs Center Span 7.00 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn 'Douglas Fir - Larch (North), No.1 Bm Wt. Added to Loads Fb Base Allow 1,300.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000 pcf E 1,600.0 ksi Trapezoidal Loads #1 DL @ Left 162.00 #/ft LL @ Left 180.00 #/ft Start Loc 0.000 ft . DL @ Right 54.00 Wit LL @ Right 60.00 #/ft End Loc 0.000. ft Point Loads Live Load -750.0 lbs lbs lbs lbs lbs lbs lbs -distance 4.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Beam Design OK Span= 7.00ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin Max Stress Ratio 0.062 : 1 Maximum Moment • 4.0 k -ft Maximum Shear* 1.5 0.4 k Allowable 16.4 k -ft Allowable 6.7 -k 'Max. Positive Moment 0.20 k -ft at 1.092 ft Shear: @ Left 0.37 k Max. Negative Moment, -1.02 k -ft at 4.004 ft @ Right 0.10k -Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.002 in 'Max. M allow 16.42 Reactions... @ Right 0.000 in fb 100.50 psi tv 5.56 psi Left DL 0.20 k Max 0.37 k Fb .1,625.00 psi Fv 106.25 psi Right DL -0.02 k Max -0.10k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection 0.001 in 0.004 in Deflection 0.000 in 0.000 in ...Location 4.060 ft 4.004 ft ...Length/Deft 0.0 0.0 ...Length/Deft 60,115.4 22,515.23 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs Bending Analysis Ck 25.448 Le 0.000 ft Sxx 121.229 in3 Area 63.250 in2 Cf 1.000 Rb 0.000 Cl 0:000 Max Moment Sxx Req'd Allowable fb @ Center 1.02 k -ft 7.50 in3 1,625.00 psi @ Left Support 0.00 k -ft 0.00 in3 1,625.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,625.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.07 k 0.35 k Area Required 0.671 in2 3.311 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 0.37 k Bearing Length Req'd 0.108 in Max. Right Reaction -0.10 k Bearing Length Req'd 0.028 in B.G. Structural Engineering, Inc. 45-535 Via Corona Indian Wells, CA 92210 (760) 568-3553 (760) 568-5681 FAX Rer.510300 User: KW -=3989, Ver 5.1.3, 22Jun•1999, Win32 (c) 198399 ENERCALC Description Beam B39 Title : Wesley Residence Dsgnr: BG Description Scope General Timber Beam Job # 874.01 Date: 11:39AM, 20 MAR 01 Page 1 General Information Center Span... Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x12 Dead Load Center Span '5.00 ft .....Lu 0.00 it Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch (North), No.1 Bm Wt. Added to Loads End Loc Fb Base Allow 1,300.0 psi Load Dur. Factor 1.250 Fv Allow. 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000 pcf E 1,600.0 ksi Trapezoidal Loads Center Span... Dead Load Total Load Left Cantilever... Dead Load Dead Load 1,599.0 lbs #1 DL @ Left 180.00 #/ft . LL @ Left 200.00 #/ft Start Loc 0.000 ft DL @ Right 180.00 #/ft LL @ Right 200.00 #/ft End Loc 2.000 ft #2 DL @ Left 54.00 #/ft LL @ Left 60.00 #/ft Start Loc 2.000 ft . DL @ Right 54.00 #/ft LL @ Right 60.00 #/ft End Loc 5.000 ft Point Loads Center Span... Dead Load Total Load Left Cantilever... Dead Load Dead Load 1,599.0 lbs lbs lbs lbs lbs lbs lbs Live Load 1,771.0 lbs lbs lbs lbs lbs lbs lbs ...distance 2.000 ft 0.000 ft 0.000 ft 0.000 it 0.000 It 0.000 It 0.000 ft Summary 7,963.8 3,822.08 Right Cantilever... Deflection Beam Design OK Span= 5.00ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin Max Stress Ratio 0.536 : 1 0.0 Maximum Moment 4.8 k -ft Maximum Shear * 1.5 3.6 k Allowable Bending Analysis 16.4 k -ft Allowable 6.7 k Max. Positive Moment 4.76 k -ft at 2.000 ft Shear: @ Left 2.77 k Max. Negative Moment 0.00 k -ft at 5.000 ft @ Right .1.78 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft Allowable fb @ Center' 0.011 in Max. M allow 16.42 Reactions... @ Right 0.000 in fb 470.90 psi fv 56.97 psi Left DL 1.33 k Max 2.77 k Fb 1,625.00 psi Fv 106.25 psi Right DL 0.86 k Max 1.78k Deflections Shear Analysis @ Left Support Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.008 in -0.016 in Deflection 0.000 in 0.000 in ...Location 2.360 ft 2.360 ft ...Length/Deft 0.0 0.0 ...Length/Deft 7,963.8 3,822.08 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs Bending Analysis Ck 25.448 Le 0.000 ft Sxx 121.229 in3 Area 63.250 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Reo'd Allowable fb @ Center 4.76 k -ft 35.13 in3 1,625.00 psi @ Left Support 0.00 k -ft 0.00 in3 1,625.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,625.00 psi Shear Analysis @ Left Support @ Right Support Design Shear Area Required 3.60 k 33.915 int 2.49 k 23.406 int Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 2.77 k Bearing Length Req'd 0.807 in Max. Right Reaction 1.78 k Bearing Length Req'd 0.518 in B.G. Structural Engineering, Inc. 45-535 Via Corona Indian Wells, CA 92210 (760)568-3553 (760) 568-5681 FAX Ree. 510300 User. KW -0903989, Ver 5.1.3, 22Jun-1999, Wm32 (c) 1983.99 ENERCALC Description Beam B40 Title: Wesley Residence Dsgnr: BG Description Scope General Timber Beam Job # 874.01 Date: 6:06PM, 20 MAR 01 ­� CP Page 1 .ecw:Beams General Information Dead Load Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x12 Total Load Center Span 9.00 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 It Beam Depth 11.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch (North), No.1 Bm Wt. Added to Loads 3,258.1 Fb Base Allow 1,300.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000 pcf E 1,600.0 ksi Full Lengh Uniform Loads 5.1 k -ft Maximum Center DL 1.5 216.00 #/ft LL 240.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL 16.4 k -ft #/ft LL #/ft Point Loads Live Load 196.0 lbs lbs lbs lbs lbs lbs - lbs ...distance 7.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.033 in -0.068 in Deflection Beam Design OK 0.000 in ...Location Span= 9.00ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin 0.0 0.0 ...Length/Deft 3,258.1 1,593.16 Right Cantilever... Max Stress Ratio 0.439: 1 Deflection 0.000 in' 0.000 in Maximum Moment ...Length/Deft 5.1 k -ft Maximum Shear " 1.5 3.0 k Allowable 16.4 k -ft Allowable Ck 25.448 6.7 k Sxx 121.229 in3 Area 63.250 int Max. Positive Moment. 5.15 k -ft at 4.680 ft Shear: @ Left 2.20 k Max Moment Sxx Req'd Max. Negative Moment 0.00 k -ft at 9.000 ft ' 38.01 in3 @ Right 2.41 k @ Left Support 0.00 k -ft Max @ Left Support 1 0.00 k -ft @ Right Support Camber: @ Left 0.000 in Shear Analysis Max @ Right Support 0.00 k -ft Design Shear @ Center 0.050 in Max. M allow 16.42 27.780 in2 106.25 psi Reactions... @ Right 0.000 in fti 509.53 psi fv 46.67 psi Left DL 1.08 k Max 2.20 k 2.41 k Bearing Length Req'd Fb 1,625.00 psi Fv 106.25 psi Right DL 1.18 k Max 2.41 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.033 in -0.068 in Deflection 0.000 in 0.000 in ...Location 4.536 ft 4.536 ft ...Length/Deft 0.0 0.0 ...Length/Deft 3,258.1 1,593.16 Right Cantilever... Deflection 0.000 in' 0.000 in ...Length/Deft 0.0 0.0 Stress Cal :S Bending Analysis Ck 25.448 Le 0.000 ft Sxx 121.229 in3 Area 63.250 int Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 5.15 k -ft 38.01 in3 1,625.00 psi @ Left Support 0.00 k -ft 0.00 in3 1,625.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,625.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.64 k 2.95 k Area Required Fv: Allowable 24.862 in2 106.25 psi • 27.780 in2 106.25 psi Bearing @ Supports Max. Left Reaction 2.20 k Bearing Length Req'd 0.641 in Max. Right Reaction 2.41 k Bearing Length Req'd 0.701 in PROJECT SHEET NO. \.✓ew>L 1Zovs . 5°1. B,G,- STRUCTURA JOB. NO. $, ITEM ENGINEERING DATE 3�p' 4iat.um QS ENGINEER � O 0 IAjV Cz go tAP tKtifi M a 1 1D' .41°b C/ cZ /LFCIVY vG o� a OG L G \hoc u X(/\ FF X4� 47 Gti 45s�w CZ ' 97 WOOD POST (6X WALL) Fc Perpendicular 0.04"= 625 PSI 3/21/2001 Fc Perpendicular 0.02"= 456 PSI STUD GRADE 2X6 d= 5.5 IN. 34.91 Fc= 825 PSI AREA Fce E= 1.4 X 10"6 PSI L Ud psi - Cd= 1.00. 5 10.91 3529 Cf= 1.10 6 1.3.09 2451 . 14.08 7 15.27 1801 824 6.80 8 17.45- 1379 Fc= G 9 19.64 10 21.82 1089 882 Fce E= 11 24.00 729 Ud psi 12 26.18 613 5 10.91 13 28.36 522 1.10 6 14 30.55 450 ..-618 5.10 15 , 32.73 392 (p Z 2X6 16 34.91 345 3-2X6 AREA 18 39.27 '272 19.25 24.75 .20 43.64 221 P P 22' 48.00 182 11.73 14.08 16.42 D.F. #2 824 6.80 11.33 d= 5.5 IN. Fc= 1300 PSI 786 6.48 Fce E= 1.6 X 10^6 PSI i Ud psi Cd= 1.00 5 10.91 4033 Cf= 1.10 6 13.09 2801 ..-618 5.10 7 15.27 2058, 15.30 555 8 17.45 1576 10.68 13.73 9 19.64 1245 8.16 9.52 10; 21.82 1008 6.04 ' 1.1 ...24:00 10.88 833 3.23 5.38 12 26.18 700 349 2.88 13 28.36 597 8.63 312 14 30.55 514 6.01' 7.72 15 32.73 448 4.17 4.87 16 34:91 394 2.86 3.43 18 39.27 311 1.44 2.39 20 43.64 252 625. 5.16. 22. 48.00 208 15.47 456 3.76 (p Z 2X6 I 3X6 I 2-2X6 4X6 3-2X6 AREA 8.25 13.75 1 16.5 19.25 24.75 Fc P P P P P 853 7.04 11.73 14.08 16.42 21.11 824 6.80 11.33 13.60 " 15.86 20.39 786 6.48 10.80 12.97 15.13 19.45 738 6.09 10.14 12.17 14.20 18.26 681 5.62. 9.36 11.23 13.10 16.85 ..-618 5.10 8.50 10.20 11.90 15.30 555 4.58 7.63, 9.15 10.68 13.73 -494 4.08, 6.80 8.16 9.52 12.24 440 3.63 6.04 7.25 8.46 10.88 391 3.23 5.38 -6.45 7.53 9.68 349 2.88 4.79 5.75 6.71 8.63 312 2.57 , 4.29. 5.15 6.01' 7.72 253 2.09 3.48 4.17 4.87 6.26 208 1.72 2.86 3.43 4.01 5.15 174 1.44 2.39 2.87 3.35 4.31 625. 5.16. 8.59 10.31 12.03 15.47 456 3.76 6.27 7.53 8.78 11.29 2X6 3X6 I 2-2X6 I X6 I 3-2X6 AREA 8.25 1 13.75 1 16.5 19.25 24.75 Fc P P P P.. P 1305 10.77 17.95 21.53 25.12 32.30 1235 10.19 16.98 20.38 23.78 30.57 "1144 9.44 15.73 18.87 22.02 28.31 1034 8.53 .14.22 17.07 19.91 25.60 917 7.57 12.61 15.13 17.65 22.70 803 6.62 11.04 13.25 15.45 19.87 699 5.77 9.62 11.54 13.46 17.31 610 5.03 8.38 10.06 11.74 15.09 533 4.40 - 7.33 8.80 10.26 13.20 469 3.87 6.45 7.73 9.02 11.60 414 3.42 5.70 , 6.84 7.98 10.25 368 3.04' 5.06 6.08 7.09 9.12 296 " 2.44 4.07. 4.88 5.69 7.32 242 2.00 3.33 4.00 4.66 5.99 202 1.66 2.77 3.33 3.88 4.99' 625 .5.16 8.59 • 10.31 12.03 15.47 456 3.76 6.27 '7.53 8.78 11.29 (p Z • 97 WOOD POST (6X WALL) 3/21/2001 D.F. #1 Fc= , 925 PSI E= 1.6 X 10^6 P Cd= 1.00 G • Fc Perpendicular 0.04"= 625 PSI Fc Perpendicular 0.02"= 456 PSI d=.5.5IN. SI 6X6 6X8 6X10 6X12 I 6X6 6X8 Fce AREA 30.25 41.25 52.25 63.25 Fce L Ud psi Fc P-1 P :P - P• L. Udpsi. 5 10.91 4033 876 26.51 36.15 45.79 55.43 P 5 6 13.09 2801 851 25.74 35.09 44.45 53.81, 53.79 65.11- 7 15.27 205& 817 24.72 `.33.71 42.70 51.69 40.89 51.80 8 17.45% 1576. 775 23.44 31.97 40.49 49.02 . 38.83 9. 19.64 1245 724 21.90 29.86 37.82 45.78 879 Z 10 21.82 1008 666 120.1 .27.471 34.80 42.12 1245 805' 11 . 24.00 833 605 "18. 30 124.951 31.60 38.2 21.82 1008 12 26.18 700 544 16.47 22.46 -28.45 34.44 11 24:00 13 28.36 597 488 14.76 20.12 25.49 30.85 40.97 12 14 30.55 514 436 13.20 18.00 22.81 27.61 30.02 36.34 15 32.73 448 391 11.83 16.13` 20.43 24.73 21.00 26.59 16. 34.91 394 351 10.62 14.48 18.34 22.20 13.66 18.63 18 39.27. 311 286 8.64 11.78 14.93 18.07 402 12.16 20 43.64 252 236 _ 7.14 9.73 12.33 14.92 394 359 22 48.00 208, 198 5.98 8.15 10.32 12.50 39.27 D.F. #SS Fc= 1100 PSI E= 1.6 X 10^6 PSI Cd= 1.00 �7 " d= 5.5 IN. I 6X6 6X8 6X10 I 6X12 Fce AREA 30.25 41.25 52.25 63.25 L. Udpsi. Fc P P P P 5 10.91 4033 1029 31.14 42.46 53.79 65.11- 6 13.09 2801 991 29.99 40.89 51.80 62.70 7 15.27 2058 941. 28.47 38.83 49.18 59.54 8 17.45 .1576 879 26.58 36.24 45.90 55.57 9 • 19.64 1245 805' 24.36 33:21 42.07 50.93 10 21.82 1008 726 21.97 29.96, 37.94 45.93 11 24:00 .833 648. 19.59 26.72 33.85 40.97 12 26.18 700 575 17.38 23.70 _ 30.02 36.34 13 28.36 597 509 15.40 21.00 26.59 32.19 14 30.55. 514 452 13.66 18.63 23.59 28.56. 15 32.73 448 402 12.16 16.58 21.00 25.42 16 34.91 394 359 10.86 -14.81 18.76 22.71 18 39.27 311 290' 8.78 11.98 15.17, 18.37 20 43.64 252 239 7.22 9.85 12.48 15.11 22.' 48.00 208 199 6.03, 8.23. 10.42 12.62 625 18.91 25.78 32.66 39.53 456 13.80 18.82 23.84 28.86 4 °ROJECT ITEM y�vL) Ar s B.G.. STRUCTURAL` ENGINEERING HEET NO. �r OB. NO. ATE 3�CI NGINEER Pl3 55�w PROJECT; <�• �d p,ts SHEET NO. B.G.. STRUCTURAL JOB N0. ITEM DATE EIl G tN E E R I N G ENGINEER g: Z �-�"'>0 r� POINT LOAD ON CONTINUOUS FOOTING FDN-1 3/21/2001 Footing Width(FW)= 12 in. Footing Depth(FD)= 12 in. Soil Bearing(SB)= 1500 psf Increase Width (IW)= 0 psf ' Maximum Soil Bearing= 2000 psf Increase Depth (ID)= •200 psf Plain Concrete Design: F'c= 2000 psi Tension Fb= 71.55 psi PER'97 UBC, SECTION 2622(d)2. Example: Fsoil = {(D - FD) + 12 x ID} + {(W - FW) = 12" �x IW} + SB F'soil = Fsoil - (D _ 12 x (150-110)) w=WxF'soil=12 M= FbxWxD^2=12"=6 L.= (2 x M = w)^1/2 Pmax= 2xLxw ; W " D F'soil (psf). w(#/ft) M '# L ft Pmax # 12 x 12. 1460 1460 1717 1.53 4479 15. x 12 1460 1825 2147 1.53 5598 18 x 12' . 1460 2190 2576 1.53 6718 21 'z 12 1460 2555 3005 -1.53 7838 24 x, 12 1460 2920 3435 1.53 8957 12 x 15 1500 - 1500 2683 1.89. • 5674 15 x 15 1500 1875 3354 1.89 7093 18 x 15 1500 2250 4025 1.89 8512 24 x 15 1500 3000 5367 1.89 11349 30 x '15 1500 3750 6708. 1.89 14186 12 x 18 1540 1540 3864 2.24 6900 - 15 x 18. 1540 1925 4830 2.24 8624 18 x 18 1540 2310 5796 2.24 10349 21 x 18 1540 2695 6762 2.24 12074 24 x 18 1540 3080 7728 2.24 13799 12 x 21'. 1580 1580 5259 2.58 8153 15 z 21 1580 1975 6574 2.58 10192 18 x 21 1580 2370 7889 2.58 12230 21 x 21 1580 2765 9204 2.58 14268 24 x 21 1580 3160 10518 2.58 16307 12 x 24 1620 1620 6869 2.91 9435 15 x 24 1620 2025 8587 2.91 11794 18 x 24 1620 2430 10304 2.91 14153 21 x 24 1620 2835 12021 2.91 16512 24 x 24 1620 3240 13738 2.91 18871 Note: For point loads on footings with uniform loads take the difference between"w" above and the uniform load, then multiply by two and by "L" above for P'max PAD FOOTING DESIGN 3/21/01 Ftg Width (FW)= 1 ft U.S.D. Factor = . 1.65 Ftg Depth (FD)= 1 ft fc= 2000 psi Soil Bearing (SB)= 1500 psf 2 WAY Ovc = 152.1 psi Max. Soil Brg. = 2000 , psf 1 WAY Ovc = 76.0 psi 'Incr. Width.(IW)= 0 psf = Incr. Depth (ID)= 200 psf a1 ( col. dim.) = 6 in B= Horizontal footing width t = Vertical footing thickness a1 = Least column (or base plate) dimension Q net = Net allowable soil bearing capacity A = Plan area of footing P max = Maximum allowable column load .based upon Q net E= Embedment of Ftg' Example: i Q all. = {(E - FD) x ID) + {(B. -,FW) x 2 x, IW) + SB Q net = Q all. - (E x (150-110)) A = .(B)^2 FDN-2 vu = Applied ultimate unit shear due to P max Ovc = Allowable ultimate unit shear Mu = Applied ultimate footing moment d = Effective depth of reinforcing steel a2 = Effective depth of concrete stress block OMn = Allowable ultimate footing moment 3.25 x 1 P max: Q net x A 1460 15.4 -54.1 16.7 7.4 40 0.40 * 2 4 0.40 8.3- 9.8 76% 3.5 x 1 1 1460 17.9 62.8 19.8. * indicates As req'd = (4/3)*As < As min. 40 0.52 * 3 4 0.60 ' 8.3 2 1 , 3.75 x 1 + indicates As req'd = As min. 1460 20.5- 72.0 22.8 11.9 40 0.65 * 4 WAY WAY . 8.3 {19.3 As 4 As 1 1 1460 B 82.0 It t Q net P max vu vu Mu Fy req'd # BAR used d ®Mn Mu/ (ft) 26.4 (ft) (ft) (psf) (kip) (psi) (psi) (f -k) (ksi) (in ^2) BAR SIZE (in ^2) (in) (f -k) fOMn 1.25 x '11 1 1460 2.3 8.0 -7.6 0.2 40 0.01 * 2 4 0.40 8.3 9.5 2% 1.5 x 1 1 .1460 -3.3 11.5 -4.6 0.5 40 0.02 * 2 4 0.40 8.3 9.6 5% 1.75 x 1 1 1460 4.5 15.7 -1.5 0.8 40 ' 0.04 * 2 4 0.40 8.3 9.6 9% '-Z2 x 1 1 1460 '5.8 20.5. 1.5 1.4 40 0.07 * 2. 4 0.40 8.3 9.7 14% 2.25 x 1 1 1460 7.4 25.9 4.6 2.1 40 0.11 * 2 4 0.40 8.31 9.7 21% 3 2.5 x 1 1 1460 9.1 32.0 7.6 3.0 40 0.16 * 2 , 4 0.40 8.3 9.7 31% 2.75 x 1 1 1460 11.0 38.7 10.6 4.2 40 0.23 * 2 4 0.40 8.3 9.7 43% f4 3 x 1 1 1460. 13.1 46.1 13.7 5.6 40 0.31 * 2 4 0.40 8.3 9.7 580/. 3.25 x 1 1 1460 15.4 -54.1 16.7 7.4 40 0.40 * 2 4 0.40 8.3- 9.8 76% 3.5 x 1 1 1460 17.9 62.8 19.8. 9.5 40 0.52 * 3 4 0.60 ' 8.3 14.5 65% 3.75 x 1 1 ' 1460 20.5- 72.0 22.8 11.9 40 0.65 * 4 4 0.80 8.3 {19.3 62% 4 x 1 1 1460 23.4 82.0 25.9 14.8 40 0.81 * 4 4 0.80 8.3 19.3 76% 4.25 x 1 1 1460 26.4 95.9 30.0 _ 18.0 60 0.68 * 4 5 1.24 8.1 42.6 42% 4.5 x 1 - 1 1460 29.6 107.6 33.1 21.7 ' 60 0.82 * 4 5 1.24 8.1 42.7 51% 4.75 x 1 1 1460 32.9 119.8 36.2 25.8 60 0.98 * 4 5 1.24 8.1 42.8 60% 5 x 1 1 1460 36.5 132.8 39.3 30.5 60 1.16 * 4 5 1.24 8.1 43.0 71% 5.25 x • 1 1 1460 40.2 146.4 42.4 35.7 60 1.36 ' * 5 5 1.55 8.1 53.2 67% 5.5 x 1.25 1.25 1500 45.4 99.2 29.4 42.5 60 1.16 * 5 5 1.55 11.1 174.3 57% 5.75 x 1.25 1.25 1500 49.6 108.4 31.8 49.0 60 1.34. * 5 5 1.55 11.1 74.4 66% 6 x 1.25 1.25 1500 54.0 118.0 34.1 56.2 60 1.54 * 5 5 1.55 11.1 74.5. 75% 6.5 x 1.25 1.25 -1500 63.4 138.5 38.7 72.4. 60 2.00 7 5 2.17 11.1 103.2 70% 7 x 1.5 1.5 1540 75.5 110.3 31.3 93.9 60 2.03 * 7 5 2.17 14.1 132.9 71% 7.5 x 1.5 1.5 1540 86.6 126.7 35.1 116.7 60 2.53 * 8 5 2.48 14.1 151.5 77% 8 x 1.5 1.5 1540 98.6 147.4 39.6 142.9 60 3.15' * 8 6 '3.52 13.9 209.5 68% e B.G. Structural Engineering, Inc. Title : Wesley Residence Job # 874.01 45-535 Via Corona' Dsgnr: BG.. Date: 7:33PM, 21 MAR 01 Indian Wells, CA 92210 Description (760) 568-3553 • Scope (760) 568-5681 FAX Re¢ 510300 - User. KW -06W989. Ver 5.1.3,224un-1999,Win32 General Footing Analysis & Design Page 1 (c) 198399 ENERCALC - c:1ec\weber 874-01.ecw:Foundations Description F5 - Pad Footing General Information ACI 9-2 Calculations are designed to ACI 318-95 and 1997 UBC Requirements Allowable Soil Bearing 1,500.0 psf Dimensions... Live Load Short Term Increase 1.330 Width along X -X Axis 4.500 ft Base Pedestal Height 0.000 in Length along Y -Y Axis 4.500 ft Seismic Zone 4 (pressures @ top & bot) Dead Load k -ft k -ft Footing Thickness 18.00 in Overburden Weight 0.00 psf Col Dim: Along X -X Axis 6.00 in Live & Short Tenn Combined Creates Rotation about Y -Y Axis Col Dim. Along Y -Y Axis 8.00 in fc 2,500.0 psi Dead Load k Fy 60,000.0 psi Min Steel % 0.0014 Concrete Weight 145.00 pcf Rebar Center To Edge Distance 3.50 in Applied Vertical Load... ACI 9-2 ACI 9-3 Dead Load 8.485 k ...ecc along X -X -Axis 0.000 in Live Load 9.428 k ...ecc along Y -Y Axis 0.000 in Short Term Load k 85.00 psi 5.87 psi Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis Applied Moments... ' (pressures @ left & right) (pressures @ top & bot) Dead Load k -ft k -ft Live Load k -ft k -ft Short Term - k -ft k -ft Ru / Phi Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis Applied Shears... (pressures @ left & right) (pressures @ top & bot) Dead Load k k Live Load k k Short Term k k Summary IFooting 13.4 psi Design OK 4.50ft x 4.50ft Footing, 18.Oin Thick, w/ Column Support 6.00 x 8:OOin x O.Oin high DL+LL DL+LL+ST i Actual Allowable Max Soil Pressure 1,102.1 1,102.1 psf Max Mu 2.755 k -ft per ft. Allowable .1,500.0 1,995.0 psf Required Steel Area 0,244 in2 per ft "X Ecc, of Resultant 0.000 in 0.000 in "Y' Ecc, of Resultant 0.000 in 0.000 in Shear Stresses.... Vu Vn ' Phi X -X Min. Stability Ratio No Overturning 1.500:1 1 -Way 6.013 85.000 psi 2 -Way 18.928 170.000 psi Y -Y Min. Stability Ratio No Overturning Footing Design Shear Forces Two -Way Shear One -Way Shears... Vu @ Left Vu @ Right Vu @ Top Vu @ Bottom Moments Mu @ Left Mu @ Right Mu @ Top Mu @ Bottom ACI 9-1 ACI 9-2 ACI 9-3 Vn . Phi 18.93 psi 17.01 psi 5.18 psi 170.00 psi 5.87 psi 5.27 psi 1.58 psi 85.00 psi 5.87 psi 5.27 psi 1.58 psi 85.00 psi 6.01 psi 5.41 psi 1.67 psi 85.00 psi 6.01 psi 5.41 psi 1.67 psi 85.00 psi ACI 9-1 ACI 9-2 ACI 9-3 Ru / Phi 2.76 k -ft 2.48 k -ft 0.75 k -ft - 14.6 psi 2.76 k -ft 2.48 k -ft 0.75 k -ft 14.6 psi 2.53 k -ft 2.27 k -ft 0.69 k -ft 13.4 psi 2.53 k -ft 2.27 k -ft 0.69 k -ft 13.4 psi As Rea'd 0.24 in2 perft 0.24 in2 per ft 0.24 in2 per ft 0.24 in2 per ft B.G. Structural Engineering, Inc. Title: Wesley Residence Job # 874.01 45-535 Via Corona Dsgnr: BG Date: 7:33PM, 21 MAR 01 Indian Wells, CA 92210 Description : 70 (760)568-3553 (760) 568-5681 FAX Scope Rev: 510300 User:KW-0603989. ENEVer8.7.3,Y2Jun7999,Win32 (c) 1983-9999ENERCALC General Footing Analysis Design Page' 2 Sol Oec\weber 874-01.ecw:Foundations Description F5 - Pad Footing Soil Pressure. Summary Service Load Soil Pressures Left Right Top mom Bottom, DL + LL 1,102.09 1,102.09 1,102.09 1,102.09 psf DL + LL + ST 1,102.09 1,102.09 1,102.09 1,102.09 psf Factored Load Soil Pressures ACI Eq. 9-1 1,682.60 1,682.60 1,682.60 1,682.60 psf, ACI Eq. 9-2 1,542.93 1,542.93 1,542.93 1,542,93 psf ACI Eq. 9-3 572.86 572.86 572.86 572.86 psf ACI Factors (per ACI, applied internally toentered loads) ACI 9-1 8 9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7 "1.4" Factor 1.400 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9" Factor 0.900 ACI 971 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic = ST' : 1.100 B.G. Structural Engineering, Inc. Title: Wesley Residence Job # 874.01 45-535 Via Corona - Dsgnr: BG Date: 7:35PM, 21 MAR 01 Indian Wells, CA 92210 Description : 7' (760) 568-3553. Scope (760) 568-5681 FAX Rev: 510300 User.KW-0603989, Ver 5.1.3,22Jun•1999,Win32General Footing ® (c)1983.99 ENERCALC Analysis &Design Page 1 c:\ec\weber 874 calculations Description F6 - Pad Footing General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements . Allowable Soil Bearing 1,500.0 psf Dimensions... Short Term Increase 1.330 • Width along X -X Axis 6.000 ft Base Pedestal Height 0.000 in Length along Y -Y Axis 6.000 ft Seismic Zone" 4 Footing Thickness 18.00 in Overburden Weight 0.00• psf Col Dim. Along X -X Axis 12.00 in Live & Short Term Combined Col Dim. Along Y -Y Axis 12.00 in Pc 2,500.0 psi Fy 60,000.0 psi Min Steel % 0.0014 Concrete Weight 145.00 pcf Rebar Center To Edge Distance 3.50 in Loads Applied Vertical Load... Dead Load 17.467 k ...ecc along X -X Axis 0.000 in Live Load 18.190 k ...ecc along Y -Y Axis 0.000 in Short Term Load k Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis Applied Moments... (pressures @ left & right) (pressures @ top & bot) Dead Load r k -ft k -ft .Live Load k -ft k -ft Short Term k -ft " k -ft Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis Applied Shears... (pressures @ left & right) (pressures @ top & bot) ' Deed Load k k .Live Load 'k k Short Term k + k Summary Footing Design OK 6.00ft x 6.00ft Footing, 18.Oin Thick, w/ Column Support 12.00 x 12.00in x O.Oin high DL+LL DL+LL+ST Actual Allowable Max Soil Pressure • 1,208.0 1,208.0 psf Max Mu 4.802 k -ft per ft Allowable 1,500.0 1,995.0 psf Required Steel Area 0,244 int per ft 'XEcc, of Resultant 0.000 in 0.000 in "Y' Ecc, of Resultant 0:000 in 0.000 in Shear Stresses.... Vu Vn •Phi 1 -Way 11.356 85.000•psi X -X Min. Stability Ratio No Overturning 1.500 :1 2 -Way 31.127 170.000 psi Y -Y Min. Stability Ratio . No Overturning Footing Design Shear Forces ACI 9-1 ACI 9-2 ACI 9-3 Vn' Phi Two -Way Shear 31.13 psi 28.06 psi 8.84 psi 170.00 psi One -Way Shears... Vu @ Left 11.36 psi 10.24 psi 3.22 psi' 85.00 psi ..Vu @ Right 11.36 psi 10.24 psi 3.22 psi 85.00 psi Vu @ Top 11.36 psi 10.24 psi 3.22 psi 85.00 psi Vu @ Bottom 11.36 psi 10.24 psi 3.22 psi 85.00 psi Moments ACI 9-1 ACI 9-2 ACI 9-3 Ru / Phi As Read Mu @ Left 4.80 k -ft 4.33 k -ft 1.36 k -ft 25.4 psi 0.24 in2 per ft Mu @ Right 4.80 k -ft 4.33 k -ft . 1.36 k -ft 25.4 psi 0.24 in2 per ft Mu @ Top 4.80 k -ft 4.33 k -ft 1.36 k -ft 25.4 psi 0.24 in2 per ft Mu @ Bottom 4.80 k -ft 4.33 k -ft - 1:36 k -ft 25.4 psi 0.24 in2 per ft e 0 B.G. Structural Engineering, Inc. Title: Wesley Residence Job # 874.01 45-535 Via Corona Dsgnr: BG Date: 7:35PM, 21 MAR 01 Indian Wells, CA 92210 Description t (760)568-3553 Scope: (760) 568-5681 FAX Re¢ 510300 User KW-0603989,Ver5.1.3,22Jun1899,Win32'General (c) 1983.99 ENERCALC Footing Analysis & Design Page 2 c:\eclweber 874-01.ecw:Calculations Description F6 - Pad Footing Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL ' - LL 1,207.97 1,207.97 1,207.97 1,207.97 psf DL'+ LL + ST 1,207.97 1,207.97 1,207.97 1,207.97 ,psf Factored Load Soil Pressures ACI Eq. 9-1 1,842.74, 1,842.74 1,842.74 1,842.74 psf , ACI Eq. 9-2 1,691.16 1,691.16 1,691.16 1,691.16 psf ACI Eq. 9-3 632.42 632.42 632.42 632.42 psf ACI Factors (per ACI, applied internally to entered loads) ACI 9-1&9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7"1.4" Factor 1.400 ACI 9-1 & 9-2 LL 1.700 ACI 9=3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 - ....seismic = ST' : 1.100 e 0 In y r t In PROJECT 'Ml� � SHEET N0. -75 B.G,. S.TRUCTURAL JOB. NaS.�w.1D ITEM ENGINEERING DATE moo, ��•t�Syj�p.L ENGINEER 11 1 CGS (.57') 0 Sol Ee (, ?,1,N cs.o) E D�IYI �L�i oil G� X141 F ex .V„w `1SAs) 1S'49I' -+ C( �bi) � k l�L-)s'b).OK'41 17—\ . � LZQ�I .-j I.s �d b -� �s -2. 57- L 47 G -2 /001V tl33N19N3--a.�id� -� 31Va 9NIV33N�I9N3 . N1311 / -ON SOC IVURDOUS 9'8 'Y' L 'ON 133HS l03fOtld �./�s�`r ►e lrS, ITEM �T B.G. STR U CTU RAL ENGINEERING r 7� r�.(333a/3747� �ao�2� I z ,033• . 49�1S?4;7's1 rc (zZz 31X73 �.►� I: 0,-7 epq%74731 C:`Gl �,::co 7+7 -S'� ("�/di 1g:1 ri.(3?5Z/374-t3� CjO�9 /per /37-5),'( "214,i L �� 7+73,.>�.f�Z�i 25k1 r (54.3s'/314.13� (1013.5'1 t :. 907 r .o . SHEET N0. 7 Q JOB N0. T DATE 3 O.� ENGINEER PROJECT \� ,sL" ggsSHEET NO. r co B' G. STR U CTU RAL JOB NO. s ITEM DATE T E N G I N tERING' ENGINEER /37.473>.( ��/ 7;s T- .. .S •r��> Y L/ Z3+7/37+?'y 31. rL / . 32,1y -ti �9b��374731 L..O L(o, FR.1 ) .-p-` 7/3- 473i, /3���1 PROJECT T 1"67 Re -Re STRUCTURAL -ITEM EN G INE -E R-1 NO - �A FOV) Co 1 5�1 479. r_ 0 5 4 - t'NU. 77 NO. INEW t7_-,4, or 9 1,4-14 0 (t41+ (.q -f. I + LO PROJECT B.G. STRUCTURAL 'ITEM ��s ENGINEERING X11 �� �;��9 C�� c �.0 "�► :z �"�� 7-7 HVL 23 ob o-/Yv.o$sj 4 SHEET NO. 7 Z> JOB NO. S�rLrD1 DATE TT�' ENGINEER - -�p06*1-xq- O t - UPLIFT CALCULATIONS: (IF ONE STORY BLDG., INPUT ZERO FOR ALL UPPER LEVEL INPUT.) 3/26/2001 ALLOWABLE SOIL BEARING (W/ SHORT TERM INCR.) = 1995 PSF: LINE NUMBER = " 5 SHEAR WALL LENGTH = 1.5 FT. UPPER LEVEL UNIT SHEAR = 0 PLF. UPPER.LEVEL PL. HT. = 0 FT. TOTAL LOWER LEVEL UNIT SHEAR = 302 PLF. LOWER LEVEL PL. HT. _ 10 FT. LOWER LEVEL: UPPER LEVEL DL = 0 • PLF. r OTM = 4.5' FT -KIPS LOWER LEVEL DL = 72 PLF. RM (AT UPPER LEVEL SILL PL.) = 0.3 ' FT -KIPS WALL DL = 17 PSF. NET LOWER LEVEL UPLIFT= 2826 LBS. ADD'L UPPER LEVEL DL AT END OF WALL = 0 LBS. ADD'L LOWER LEVEL DL AT END OF. WALL = 0 LBS. FOUNDATION:, ADD'L UPPER LEVEL RES. MOMENT = 0 FT -KIP OTM`= 5.3 FT -KIPS ADD'L LOWER LEVEL RES. MOMENT = 0 FT -KIP RM = 10.6 FT -KIPS USE STRAP.TO UPPER LEVEL ? n (Y OR N) FTG. WT. = 628 PLF. , FOOTING LENGTH = 5.50 , FT. F.S. = 1.99: >=1.50, O.K. FOOTING WIDTH = 15 IN. L (cantilever) = 2.0 ' FT. FOOTING DEPTH = 15 IN. SOIL BRG. = 1513 PSF. O.K. INTERIOR FTG. ? n Y OR N SOIL BRG. RESULTANT IS OUT OF MID 1/3 USE NO UPPER LEVEL TIE DOWN STRAP - M (cant) UPLIFT = 1.3 FT -KIPS USE twoft HOLDOWN AT FOUNDATION W/ M (cant) SOIL BRG. = 2.5 FT -KIPS (GOV.) 15 IN. W X 15 IN. D G.B. W/ 2- :* T & B As (GR40) = 0.10 IN. -2 (EXTEND GRADE BEAM 2 FEET MINIMUM As (GR60) = 0.07 IN. -2 0 BEYOND END OF. SHEAR WALL r PROJECT ITEM B.G. STRUCTURAL '.. ENGINEERING b"ttl nu. JOB NO. DATE ENGINEER I s l7r. llu Lj) - V )Cll KL 7 -7 > �'�rZ. L (► g (9 , � �' �.1 �.��� �= t l � s'1ZC.:� I.-� � t. / � ISG• �`-,� 5, 9. D. ZL PROJECT/x.amt,.may � B.G. STRUCTURAL ITEM ENGINEERING SHEET N0.' .rG7 J JOB NO. g (,+ .- DATE DATE 4% ENGINEER /0A 0 LOWER LEVEL PL. HT. = 11 . FT. LOWER LEVEL: UPLIFT CALCULATIONS: (IF ONE STORY BLDG., INPUT ZERO FOR ALL UPPER LEVEL INPUT.) 0 PLF.OTM 3/26/2001 58.0 FT -KIPS' ALLOWABLE SOIL BEARING 72 -PLF. RM (AT UPPER LEVEL SILL PL.) = (W/ SHORT TERM INCR.) = 1995 PSF. WALL DL = LINE NUMBER = 11 8024 SHEAR WALL LENGTH = 6.5 FT. 0 LBS: UPPER LEVEL UNIT SHEAR = 0 PLF. UPPER LEVEL PL. HT. = 0 FT, FOUNDATION: TOTAL LOWER LEVEL UNIT SHEAR =. 811 PLF. LOWER LEVEL PL. HT. = 11 . FT. LOWER LEVEL: UPPER LEVEL DL = 0 PLF.OTM = 58.0 FT -KIPS' LOWER LEVEL DL = 72 -PLF. RM (AT UPPER LEVEL SILL PL.) = 5.8 FT -KIPS WALL DL = 17 PSF. NET LOWER LEVEL UPLIFT = 8024 LBS. ADD'L UPPER LEVEL DL AT END OF WALL= 0 LBS: ADD'L LOWER'LEVEL DL AT- END OF WALL = 0" LBS. FOUNDATION: ADD'L UPPER LEVEL RES. MOMENT "= 0 FT -KIP OTM = 68.5 FT -KIPS ADD'L LOWER LEVEL RES. MOMENT = 0 FT -KIP RM = 157.7 FT -KIPS USE STRAP TO UPPER LEVEL ? n (Y OR N) FTG. WT. = 1050 PLF. FOOTING LENGTH = 16.50. FT. F.S. = 2.30 -11.50, O.K. FOOTING WIDTH = 18 IN. L (cantilever) = 5.0 FT. FOOTING DEPTH = 18 IN. SOIL BRG. = 1798 PSF. O.K. INTERIOR FTG. ? Y OR N SOIL BRG. RESULTANT IS OUT OF MID 1/3 USE NO UPPER LEVEL TIE DOWN STRAP M (cant) UPLIFT = •13.1 FT -KIPS USE HDPtI)101k HOLDOWN AT FOUNDATION W/ M (cant) SOIL BRG. = 19.6 FT -KIPS (GOV.) 18 IN. W X 18 IN..D G.B. W/ 3_4-5- T & B As (GR40) = 0.67 IN.A2 (EXTEND GRADE BEAM 5 FEET MINIMUM_ As (GR60) = 0.44 IN.A2 BEYOND END OF SHEAR WALL e 0 . 4 UPLIFT CALCULATIONS: (IF ONE STORY BLDG., INPUT ZERO FOR ALL UPPER LEVEL INPUT.) - 3/29/2001 ALLOWABLE SOIL BEARING " (W/ SHORT TERM INCR.) = . 1995 PSF. " LINE NUMBER = - 12 SHEAR WALL LENGTH = 1.5 FT. UPPER LEVEL UNIT SHEAR = 0 PLF. UPPER LEVEL PL. HT. = , 0 FT. TOTAL LOWER LEVEL UNIT SHEAR = 418 PLF. LOWER LEVEL PL. HT. = 10 FT.' LOWER LEVEL: UPPER LEVEL DL = 0 • PLF. ` OTM = 6.3 FT -KIPS • LOWER LEVEL DL = 72 PLF. RM (AT UPPER LEVEL SILL PL.) = 0.3 FT -KIPS WALL DL = 17 PSF. NET LOWER LEVEL UPLIFT = 3986 LBS. ' ADD'L UPPER LEVEL DL AT END OF WALL = 0 LBS. ADD'L LOWER LEVEL DL AT END OF WALL = 0 LBS. FOUNDATION: ADD'L UPPER LEVEL RES. MOMENT = 0 FT -KIP OTM = 7.4 FT -KIPS ADD'L LOWER LEVEL RES. MOMENT = 0 FT -KIP RM = 14.5 FT -KIPS USE STRAP TO UPPER LEVEL ? n (Y OR N) FTG. WT.= 628 PLF. FOOTING LENGTH = 6.50 FT. F.S. _ 1•.97 >=1.50, O.K. FOOTING WIDTH = 15 IN. L (cantilever) = 2.5 FT. - FOOTING DEPTH = 15 IN. SOIL BRG. = 1498 PSF. O.K. INTERIOR FTG. ? n Y OR N SOIL BRG. RESULTANT IS OUT OF MID 1/3 USE NO UPPER LEVEL TIE DOWN STRAP, M (cant) UPLIFT = 2.0 FT -KIPS IISE3— HOLDOWN AT FOUNDATION W/ M (cant) SOIL BRG. = 3.8 FT-KIP:S (GOV.) 15 IN. W X 15 IN. D G.B. W/ Z ^ T & B As (GR40) = 0.16 IW' -2 (EXTEND GRADE BEAM 2.5 FEET MINIMUM As (GR60) = 0.11 IN."2 BEYOND END OF SHEAR WALL 0 B.G.. STRUCTURAL ./,,:. 1 -5 c- -Vc- -7 I. -A L 40"' O UPLIFT CALCULATIONS: (IF ONE STORY BLDG., INPUT ZERO FOR ALL UPPER LEVEL INPUT.) 3/26/2001 ALLOWABLE SOIL BEARING (W/ SHORT TERM INCR.) = 1995 PSF. LINE NUMBER = 13 SHEAR WALL LENGTH = . FT. UPPER LEVEL UNIT SHEAR = 0 PLF. UPPER LEVEL PL. HT. = 0 FT. TOTAL LOWER LEVEL UNIT SHEAR = 604 PLF. LOWER LEVEL PL. HT. = 10 FT. LOWER LEVEL: UPPER LEVEL DL = 0 PLF,. OTM = 12.1 FT -KIPS LOWER LEVEL DL = 72 PLF. RM (AT UPPER LEVEL SILL PL.) = 0.5 ..FT -KIPS WALL DL = 17 PSF. NET LOWER LEVEL UPLIFT = 5781 LBS. ADDT UPPER LEVEL DL AT END OF WALL = 0 LBS. ADD'L LOWER LEVEL DL AT END OF WALL = 0 LBS.. FOUNDATION: ; - ADD'L UPPER LEVEL RES. MOMENT = 0 +0 FT -KIP OTM = 14.5 FT -KIPS ADD'L LOWER LEVEL RES. MOMENT = FT=KIP RM = 26.1 FT -KIPS USE STRAP TO UPPER LEVEL? n (Y OR N) FTG. WT. = 750 PLF. FOOTING LENGTH ` 8.00: FT. F.S. = 1.80 >=1.50, O.K. FOOTING WIDTH = 18 IN. L (cantilever) = 3.0 FT. FOOTING DEPTH = 18 IN. SOIL.BRG. = 1664 PSF. O.K. INTERIOR FTG. ? n Y OR N SOIL BRG. RESULTANT IS OUT OF MID 1/3 USE NO UPPER LEVEL TIE DOWN STRAP M (cant) UPLIFT = 3.4 FT -KIPS USE f00*qi}. HOLDOWN AT FOUNDATION W/ M (cant) SOIL BRG. = 6.0 FT -KIPS (GOV.) 18 IN. W X .18 IN. D G.B. W/ -2-- 05- T & B As (GR40) = 0.20 IN.A2 O(EXTEND GRADE BEAM 3 FEET MINIMUM As (GR60) = 0.13 IN.A2 BEYOND END OF SHEAR WALL i Pars. BASTRUCTURAL . 1. -ING ,�s ENGINEER SHEET NO. JOB NO. FATE ENGINEER. �400�"t -A- m .22 oe VTWIPC-� ZL PROJECT B.G. ST'R U CTUIRAL ITEM ENGINEERING . � 2z 4 Ira. = 4-z. 3 :g SHEET N0. JOB NO. DATE �J ' ENGINEER /Z 000 �L' �l•�� C�fio i3'v�+.11 �4�1.1 L 3��� �1 4'D�.�# ` Qp UPLIFT CALCULATIONS: (IF ONE STORY BLDG., INPUT ZERO FOR ALL UPPER LEVEL INPUT.) 3/27/2001 ALLOWABLE SOIL BEARING (W/ SHORT TERM INCR.) = 1995 PSF. LINE NUMBER = 20 ' SHEAR WALL LENGTH = �4 FT. UPPER LEVEL UNIT SHEAR = 0 PLF. UPPER LEVEL PL. HT. = 0 FT. TOTAL LOWER LEVEL UNIT SHEAR = 944 PLF. LOWER LEVEL PL. HT. = 10 'FT. LOWER LEVEL: UPPER LEVEL DL = 0 PLF. OTM = 37.8 FT -KIPS LOWER LEVEL DL = 90 PLF. RM (AT UPPER LEVEL SILL PL.) = 2.2 FT -KIPS WALL DL = 17 PSF. NET LOWER LEVEL UPLIFT = 8886 LBS.-­ BS.-•ADD'L ADD'LUPPER LEVEL DL AT END OF WALL= 0 LBS. ADD'L LOWER LEVEL DL AT END OF WALL = 0 LBS. FOUNDATION: ADD'L UPPER LEVEL RES. MOMENT = 0 FT -KIP OTM = 45.3 FT -KIPS ADD'L LOWER LEVEL RES. MOMENT = 0 'FT -KIP RM = 81.3 FT -KIPS USE STRAP TO UPPER LEVEL ? .•• n (Y OR N) FTG. WT. = 750 - PLF*, FOOTING LENGTH = 14.00- FT. F.S. = 1'.79 >=1.50, O.K. FOOTING WIDTH = 18 IN. L (cantilever) = 5.0 FT. FOOTING DEPTH = 18 IN: SOIL BRG. = 1707 PSF. O.K. INTERIOR FTG. ? n Y OR N SOIL BRG. RESULTANT IS OUT OF MID 1/3 USE NO UPPER LEVEL TIE DOWN STRAP M (cant) UPLIFT = 9.4 FT -KIPS USE I3MM"} HOLDOWN AT FOUNDATION W/ M (cant) SOIL BRG. = 17.1 FT -KIPS (GOV.)0 ' 18 IN. W X 18 IN. D G.B. W/ 3—" S T 11 B As (GR40) = 0:58. IN.A2 (EXTEND GRADE BEAM 5 FEET MINIMUM As (GR60) = 0.39 IN.A2 r BEYOND END OF SHEAR WALL - f n u UPLIFT CALCULATIONS: (IF ONE STORY BLDG., INPUT ZERO FOR ALL UPPER LEVEL INPUT.) 3/27/2001 ALLOWABLE SOIL BEARING (W/ SHORT TERM INCR.) = 1995 PSF. LINE NUMBER= 21_ SHEAR WALL LENGTH = 2.667 .FT. UPPER LEVEL UNIT SHEAR = 0, PLF., UPPER LEVEL PL. HT. = 0 FT. TOTAL LOWER LEVEL UNIT SHEAR .= 482 PLF: LOWER LEVEL PL. HT. = 10' FT. LOWER LEVEL: UPPER LEVEL DL = 0 PLF. -OTM = 12.9 FT -KIPS' LOWER LEVEL DL =_ 108 PLF. RM (AT -UPPER LEVEL SILL PL.) _. 1.0 FT -KIPS WALL DL = 17 PSF. NET LOWER LEVEL UPLIFT = 4427 LBS.. ADD'L UPPER LEVEL DL AT END OF WALL = 0 LBS. ADD'L LOWER LEVEL DL AT END OF WALL = 0 LBS. FOUNDATION: ADD'L UPPER LEVEL RES. MOMENT = 0 FT -KIP OTM = 15.1 FT -KIPS ADD'L LOWER LEVEL RES. MOMENT =. 0 FT -KIP RM = 38.3 FT -KIPS USE STRAP TO UPPER LEVEL ? _ n (Y OR N) FTG: WT. = 928 PLF., FOOTING LENGTH = 8.67 SFT. F.S. = 2.53 >=1.50, O.K. FOOTING WIDTH = ' 15 : IN. L'(cantilever) = 3.0 FT. FOOTING DEPTH =. 15 IN. SOIL BRG. = . 1763 PSF. , O.K. INTERIOR FTG. ? Y OR N SOIL BRG. RESULTANT IS OUT OF MID 1/3 USE NO UPPER LEVEL TIE DOWN STRAP M (cant) UPLIFT = 4.2 FT -KIPS USE HD5A HOLDOWN AT FOUNDATION W/ M (cant) SOIL BRG. = 6.9 FT -KIPS (GOV.) " 15 IN. W X 15 IN. D G.B. W/ T & B As (GR40) = 0.29 IN."2 (EXTEND GRADE BEAM 3. ', FEET MINIMUM As (GR60) _ ` 0.19 IN.^2 BEYOND END OF SHEAR WALL n u -PROJECT B.G. STRUCTURAL ITEM _ ENGINEERING SHEET N0: JOB N0: DATE 7�0I ENGINEER 91 UPLIFT CALCULATIONS: (IF ONE STORY BLDG., INPUT ZERO FOR ALL UPPER LEVEL INPUT.) 3/27/2001 ALLOWABLE SOIL BEARING (W/ SHORT TERM INCR.) = 1995 PSF. LINE NUMBER = 22 SHEAR WALL LENGTH = a� 4 FT. UPPER LEVEL UNIT SHEAR = 0 PLF. UPPER LEVEL PL. HT. = 0 FT. TOTAL LOWER LEVEL UNIT SHEAR = 887 PLF. LOWER LEVEL PL. HT. = 10 FT. LOWER LEVEL: UPPER LEVEL DL = 0. PLF: •OTM = 35.5 FT -KIPS LOWER LEVEL DL = 108 PLF. RM (AT UPPER LEVEL SILL PL.) = 2.4 FT -KIPS WALL DL .= 17 PSF. NET LOWER LEVEL UPLIFT.= "8280 LBS: ADD'L UPPER LEVEL DL AT END OF WALL = 0 LBS. ADD'L LOWER LEVEL DL AT END OF WALL= 0 LBS. FOUNDATION: ADD'L UPPER LEVEL RES. MOMENT = 0 FT -KIP OTM = 42.6 FT -KIPS ADD'L LOWER LEVEL RES. MOMENT = 0 FT -KIP RM = 111.2 FT -KIPS USE STRAP TO UPPER LEVEL ? n (Y OR N) FTG. WT. = 1050 PLF. 'FOOTING LENGTH = 14.00 FT. F.S. = 2.61 —1.50, O.K. FOOTING WIDTH = 18 IN. L (cantilever) = 5.0 FT. FOOTING DEPTH = 18- IN. SOIL BRG. = 1606 PSF. O.K. INTERIOR FTG. ? Y OR N),, SOIL BRG. RESULTANT IS OUT OF MID 1/3 ' USE NO UPPER LEVEL TIE DOWN STRAP M (cant) UPLIFT = 13.1 FT -KIPS USE !OW HOLDOWN AT FOUNDATION W/ M (cant) SOIL BRG. = 17.4 FT -KIPS (GOV.) 18 IN. W X 18 AN. D G.B. W/ 3- tLr T & B As (GR40) = 0.59 IN. -2 (EXTEND GRADE BEAM 5 FEET MINIMUM As (GR60) = 0.39 IN. -2 BEYOND END OF SHEAR WALL UPLIFT CALCULATIONS: (IF ONE STORY BLDG., INPUT ZERO FOR ALL UPPER LEVEL INPUT.). 3/27/2001 ALLOWABLE.SOIL BEARING . (W/ SHORT TERM INCR.) = 1995 PSF. . LINE NUMBER = T` SHEAR WALL LENGTH = 2.667 FT. UPPER LEVEL UNIT SHEAR = 0 PLF. UPPER LEVEL PL. HT. = 0 FT. TOTAL LOWER LEVEL UNIT SHEAR = 324 PLF. LOWER LEVEL PL. HT. = 12 FT. LOWER LEVEL: UPPER LEVEL DL = 0 PLF. OTM = 10.4 FT -KIPS LOWER LEVEL DL = ,. 54 PLF. RM (AT UPPER.LEVEL SILL PL.) = 1.0 `FT -KIPS WALL DL = 171. PSF: NET LOWER LEVEL UPLIFT = 3521 LBS. ADD'L UPPER LEVEL DLAT END OF WALL = 0 LBS. ADD'L LOWER LEVEL. DL AT END OF WALL = 0 LBS. FOUNDATION: _ ADD'L UPPER LEVEL RES. MOMENT = 0 FT -,KIP OTM = 11.9 FT -KIPS ADD'L LOWER LEVEL RES. MOMENT = 0 FT -KIP RM = 38.0 FT -KIPS USE STRAP TO UPPER LEVEL ? n (Y OR N) FTG. WT. = 928 PLF. FOOTING LENGTH = 8.67 FT. F.S. = 3.20 —1.50, O.K. FOOTING WIDTH = 15 'IN. L (cantilever) = 3.0 FT. FOOTING DEPTH = 15 IN. " ° SOIL BRG. _ 1515 PSF. O.K., INTERIOR FTG. ? Y OR N SOIL BRG. RESULTANT IS OUT OF MID 1/3 USE NO UPPER LEVEL TIE DOWN STRAP M (cant) UPLIFT = 4.2 FT -KIPS USE .. HOLDOWN AT FOUNDATION W/ ,.: ' M (cant) SOIL BRG. = 6.0 FT -KIPS (GOV.) 15 - IN. W X 15, IN. D G.B. W/ S—*S' T & B As (GR40) = . 0.25 IN.A2 (EXTEND GRADE BEAM 3 FEET MINIMUM As .(GR60) = 0.17 IN.A2 BEYOND END OF SHEAR WALL i UPLIFT CALCULATIONS: (IF ONE STORY BLDG., INPUT ZERO FOR ALL UPPER LEVEL INPUT.) 3/27/2001 ALLOWABLE SOIL BEARING (W/ SHORT TERM INCR.) = 1995 PSF. - LINE NUMBER = SHEAR WALL LENGTH = 2 FT. UPPER LEVEL UNIT SHEAR = 0 PLF. UPPER LEVEL PL. HT. = _0: FT. TOTAL LOWER LEVEL UNIT SHEAR = 297 PLF. LOWER LEVEL PL. HT. = 12 FT. LOWER LEVEL: UPPER LEVEL DL = 0 PLF. a OTM = 7.1 FT -KIPS LOWER LEVEL DL = 54 PLF. RM (AT UPPER LEVEL SILL PL.) = 0.6 FT -KIPS WALL DL = 17 PSF. NET LOWER LEVEL UPLIFT = 3289 LBS. ADD'L UPPER LEVEL DL AT END OF WALL = 0 LBS. ADD'L LOWER LEVEL DL AT END OF WALL = 0 LBS. FOUNDATION: ADD'L UPPER LEVEL RES. MOMENT = 0 FT -KIP OTM = 8.2 FT -KIPS ADD'L LOWER LEVEL RES. MOMENT = 0 FT -KIP RM = 24.7 FT -KIPS USE STRAP TO UPPER LEVEL ? n (Y OR N) FTG. WT. = 928 PLF. FOOTING LENGTH = 7.00 FT. F.S. = 3.02 -11.50, O.K. FOOTING WIDTH = 15 IN. L (cantilever) = 2.5 FT. FOOTING DEPTH = 15 IN. SOIL BRG. = 1556 PSF. • O.K. INTERIOR FTG. ? y Y OR N SOIL BRG. RESULTANT IS OUT OF MID 1/3 USE NO UPPER LEVEL TIE DOWN STRAP M (cant) UPLIFT = 2.9 FT -KIPS USE J1t HOLDOWN AT FOUNDATION W/ M (cant) SOIL BRG. = 4.3 FT -KIPS (GOV.) 15 IN. W X 15 IN. D G.B. W/ Z -"'S T & B As (GR40) = 0.18 IN.^2 (EXTEND GRADE BEAM 2.5 FEET MINIMUM As (GR60) = 0.12 IN."2 BEYOND END OF SHEAR WALL r e PROJECT 37 B. G_. STRUCTURAL ITEM s.-,4 ENGINiEER1NG SHEET NO. q`+ JOB NO. g7 0' DATE ENGINEER S� lVo Av��J, Z>�'l i� a 0 v, � \,,/S.SLArj Rw4rg., .n B. -G.- STRUCTURAL ENGINEERING 5, �� (i ,s-�z�,� + Cal ve: SHEET NO. JOB NO. jo 7 DATE 046) /wIPL-6 Z-0 'o (-7 6/,* pit lo, V-7 Co 34zl ZL 0 ' r L-14- ``V33Nl9N3 31V0 9 #143.3..N'' O N 3 ��,// W311 oN eor 1 V H D R UIS ones L� 'ON 133HS )-3 1 AI"% 103rOHd • 'T7 UPLIFT CALCULATIONS: (IF ONE STORY BLDG., INPUT ZERO FOR ALL UPPER LEVEL INPUT.) 3/27/2001 ALLOWABLE SOIL BEARING (W/ SHORT TERM INCR.) = 1995 PSF. LINE NUMBER = 32 SHEAR WALL LENGTH = �2 FT. UPPER LEVEL UNIT SHEAR = 0 PLF._ UPPER LEVEL PL. HT. = 0 FT. TOTAL LOWER LEVEL UNIT SHEAR = 494 PCF. LOWER LEVEL PL. HT. = 11 FT. LOWER LEVEL: UPPER LEVEL DL =: 0 PLF. OTM = 10.9 FT -KIPS LOWER LEVEL DL = 54 PLF. RM (AT UPPER-LEVEL SILL PL.) = 0.5 FT -KIPS WALL'DL = 17 PSF. NET LOWER LEVEL UPLIFT = 5176 LBS. ADD'L UPPER LEVEL DL AT END OF WALL = 0 " ". LBS. ADD'L LOWER LEVEL DL AT END OF WALL = 0 LBS. FOUNDATION: ADD'L UPPER LEVEL RES. MOMENT = :O� FT -KIP OTM = 12.6 F -KIPS ADD'L LOWER LEVEL RES. MOMENT = 0 : FT -KIP RM = 31.8 FT -KIPS USE STRAP TO UPPER LEVEL ? n (Y'OR N) FTG. WT. _. 928 PLF. FOOTING LENGTH = " 8.00 FT. F.S. = 2.52" >=1.50, O.K. FOOTING WIDTH = 15' IN. L (cantilever) _ - 3.0 FT. FOOTING.DEPTH = 15 IN. 'SOIL BRG. = 1726 PSF. O.K. INTERIOR FTG. ? y Y OR N SOIL BRG. RESULTANT IS OUT OF MID 1/3 USE' NO UPPER LEVEL TIE DOWN STRAP M (cant) UPLIFT = 4.2 FT -KIPS USE HOLDOWN AT FOUNDATION W/ M (cant)"SOIL BRG. = 6.7 FT -KIPS (GOV.) 15 IN. W X 15 IN. D G.B. W/ Z—i j T & B As (GR40) = 0.28 IN.^2 ' (EXTEND GRADE BEAM 3 FEET MINIMUM As (GR60) = 0.19 IN. -2 " BEYOND"END OF.SHEAR WALL • PROJECT .� �,� SHEET N0. q Q B.G. STRUCTURAL CTU:RAL JOB N025 '7+,o, ITEM DATE �./� ,,`s ENGINEERING ENGINEER 4. O1 \.../ I>3 (�•c of MOMENT BASE PLATE: Shear Wall 33 (ULTIMATE STRENGTH) W10x19 ' LOADS AT COLUMN BASE: P DL = 2.03 kips P LL = 2.256 kips P EQ = 0 (max)kips MEQ = 9.856 ft -kips P EQ = 0 (min)kips F'c = 2.5 ksi COLUMN SIZE: W10x19 Bf = 4.02 in. D = 10.24 in. BASE PLATE SIZE: Pu = 1.4'(P(DL) + P(LL) + P(EQ)) Area Req'd = Pu/(.85'.7"F'c) = 6.0• kips = 4.5 in.^2• = 1.4'P(DL) + 1.7'P(LL) = 6.7 kips GOVERNS DESIGN BASE PLATE: 13= 12'in. L= 22 in., AREA= 264 in^2 Eb = 3 in. EI = 3 in. CASE I: 1.3•(P(DL) + P(LL) + P(EQ)max) CASE II: :9'P(DL) + 1:3'P(EQ)min Pu = 5.6 kips Mu = 12.8 ft -kips Pu =' 1.8 kips Mu = 12.8 K' SOLVE QUADRATIC EQUATION FOR a:. SOLVE QUADRATIC EQUATION FOR a: A= 1 B = -38 C= 15.555137 A= 1 B = -38 C = 13.21 al= 37.59 a1 = 37.65 a2 = 0.41 GOVERNS a2 = 0.35 GOVERNS Tu = 5.0 kips Tu = 7.1 kips Tu MAXIMUM=' 7.1 kips a DESIGN BASE PLATE THICKNESS:. COMPRESSION- TENSION - f brg = 0.025 ksi < 2.13 ksi Tu = 7.1 kips Mu = 0.44 in -kips per 1"wide strip Mu = 1.71 in -kips per 1" wide strip Zr = 0.012 in^3 Zr = 0.047 in^3 ` T= 0.220 in. T= 0.436 in. REQUIRED PLATE THK. = 0.436 in. USE 1/2 IN. THICK PLATE UPLIFT PLATE DESIGN: Tu MAX = 7.12 kips FOR 3 BOLTS, TENS./BOLT = 1.82 kips/bolt USE 3 1" DIA. BOLTS GRADE A449 PER AISC 4-3, TABLE I -B Icr-D MOMENT BASE PLATE: (CONT'D) W10x19 UPLIFT PLATE DESIGN: BEARING ON CONCRETE, Ar = 2.4 in^2 FOR 12 IN., WIDE STRIP, WIDTH REQ'D = 0.2 in. USE 4 IN. WIDE PLATE PUNCHING SHEAR: d = 15 in. Bo= 54 in., Vu = 0.010 ksi Vu Allow. = 0.2 ksi PLATE DEPTH ADEQUATE DESIGN UPLIFT PLATE THICKNESS: _-........... ............. ... ... ........ - ............. -- - ----..... ----- --- ----- - - wu = 0.593093 kips/in. S = 3 in. Mut = 2.67 in -kips Mut = 3.56 in -kips Mu3 = -2.37 in -kips Zr = 0.098849 in^3 T pl = 0.314402 in. USE 1/2 IN. THICK UPLIFT PLATE BASE PLATE SUMMARY: 0 W10x19 USE 1/2 IN. x 12, IN.x 22 IN. BASE PLATE WITH (6)- 1" GRADE A449 ANCHOR BOLTS USE 1/2 . IN.x 4 IN:x 12 IN. UPLIFT PLATE EMBED UPLIFT PLATE 15 IN. MINIMUM 0 El 0 • B.G. Structural Engineering, Inc. 45-535 Via Corona Indian Wells, CA 92210 (760) 568-3553 (760) 568-5681 FAX Rey.. 510300 User: KW -0603989. Ver 5.1.3.22Jun 1999, Win32 (c) 1983-99 ENERCALC Title: Wesley Residence Dsgnr: BG Description Scope : General Footing Analysis & Design Description Sear Wall 33 - Pad Footing General Information 0.00 psf Allowable Soil Bearing 1,500.0 p1 Short Term Increase 1.330 Base Pedestal Height 0.000 in Seismic Zone 4 Job # 874.01 Date: 4:28PM, 27 MAR 01 Page 1 Calculations are designed to ACI 318-95 and 1997 UBC Requirements Dimensions... Width along X -X Axis 8.000 ft Length along Y -Y Axis 2.000 ft Footing Thickness 24.00 in Overburden Weight 0.00 psf Col Dim. Along X -X Axis 22.00 in Live & Short Term Combined k -ft Col Dim. Along Y -Y Axis 12.00 in fc 2,500.0 psi Applied Shears... (pressures @ left & right) Fy 60,000.0 psi Min Steel % 0.0014 Concrete Weight 145.00 pcf Rebar Center To Edge Distance 3.50 in Loads k -ft per ft Allowable 1,500.0 Applied Vertical Load... Required Steel Area 0.344 in2 per ft Dead Load 2.030 k ...ecc along X -X Axis 0.000 in Live Load 2.256 k ...ecc along Y -Y Axis 0.000 in Short Term Load k Vu Vn ' Phi Creates Rotation about Y -Y Axis Applied Moments.... (pressures @ left & right) Dead Load k -ft Live Load k -ft Short Term 9.856 k -ft high Creates Rotation about Y -Y Axis Applied Shears... (pressures @ left & right) Dead Load k Live Load k Short Term 0.896 k Creates Rotationabout X -X Axis (pressures @ top & bot) k -ft k -ft k -ft Creates Rotation about X -X Axis (pressures @ top & bot) k k k Footing Design Shear Forces ACI 9-1 ACI 9-2 ACI 9-3 Vn' Phi Footing Design OK .8.00ft x 2.00ft Footing, 24.0in Thick, w/ Column Support 22.00 x 12.00in x O.Oin high 1.12 psi 0.34 psi DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 557.9 1,103.9 psf Max Mu 4.546 k -ft per ft Allowable 1,500.0 1,995.0 psf Required Steel Area 0.344 in2 per ft "X' Ecc, of Resultant 0.000 in 15.659 in -1.12 psi 85.00 psi "Y' Ecc, of Resultant 0.000 in 0.000 in Shear Stresses.... Vu Vn ' Phi X -X Min. Stability Ratio No Overturning 1.500 :1 1 -Way 2 -Way 5.501 1.241 85.000 psi 170.000 psi Y -Y Min. Stability Ratio 3.065 Moments ACI 9-1 Footing Design Shear Forces ACI 9-1 ACI 9-2 ACI 9-3 Vn' Phi Two -Way Shear 1.24 psi 1.12 psi 0.34 psi 170.00 psi One -Way Shears... Vu @ Left 2.19 psi 5.50 psi 2.27 psi 85.00 psi Vu @ Right 2.19 psi -1.57 psi -1.12 psi 85.00 psi Vu @ Top 0.00 psi 0.00 psi 0.00 psi 85.00 psi Vu @ Bottom 0.00 psi 0.00 psi 0.00 psi 85.00 psi Moments ACI 9-1 ACI 9-2 ACI 9-3 Ru / Phi As s Rea'd Mu @ Left 1.98 k -ft -0.98 k -ft -0.79 k -ft 5.2 psi 0.34 in2 per ft. Mu @ Right 1.98 k -ft 4.55 k -ft 1.87 k -ft 12.0 psi 0.34 in2 per ft Mu @ Top 0.05 k -ft 0.05 k -ft 0.01 k -ft 0.1 psi 0.34 in2 per ft Mu @ Bottom 0.05 k -ft 0.05 k -ft 0.01 k -ft 0.1 psi 0.34 in2 per ft B.G. Structural Engineering, Inc. ' Title: Wesley Residence Job # 874.01 45-535 Via Corona Dsgnr: BG Date: 4:28PM, 27 MAR 01 Indian Wells, CA 92210 Description : toz- (760)568-3553 (760) 568-5681 FAX Scope Rer.510300 ., llser.KW-0603989, Ver 5.1.3,22Jwr1999,Win32Design (e)1983.99 ENERCALC General Footing Analysis 8c Page 2 c:\ec\weber 874-01.ecw:Lateral Description Sear Wall 33 = Pad Footing " Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL + LL 557.87 557.87 557.87 557.87 psf DL + LL + ST 11.87 1,103.87 557.87 557.87 psf Factored Load Soil Pressures ACI Eq. 9-1 823.32 823.32 823.32 823.32 psf ACI Eq. 9-2 16.62 1,545.42 781.02 781.02 psf ACI Eq. 9-3 7.99 742.39 375.19 375.19 psf ACI Factors (per ACI, applied internally to entered loads) -77 17-1 & 9-2 DL' 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7 "1.4" Factor 1.400 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900. ' UBC 1921.2.7 "0.9" Factor 0.900 . ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor ,1.300 ....seismic = ST' 0 0 B.G. STRUCTURAL ENGINEERING EN�NEE>�641 Y' B.G. STRUCTURAL ENGINEERING EN�NEE>�641 1 j N► �" 1 �''� `�= I" M 1 I 1 3 O I 1 J i 1 I • � � I I 1I.IJ tJ O V3 � oo— N� 1 t ) J • -, i- - XI cr- v * y L.L- N 1 I I iej L J / N 0 n 0 Company BG Structural Engineering Designer Job Number: 874.01 Frame 1 Global Steel Code AISC 9th Edition ASD Allowable-Stressanc�rease',.Factor ASIF 1:445 Include Shear Deformation Yes Include_1Na� in '`: COL No. of Sections for Member Calcs 5 Red"esi K Sections ...: 1.2 1.2 107 P -Delta Analysis Tolerance 10.50% Vertical` xis • Y March 31, 2001 r o� Checked By: Materials (General) Material Label , Young's Modulus Shear Modulus Poisson's Thermal Coef. Weight Density Yield Stress Sections Section Database Material Area SA(yy) SA(zz) I y -y I Z -Z J (Torsion). T/C Label Shape Label 0W2(in ^4 (In ^4 (in ^4 Onl COL W12X58 STL 17 1.2 1.2 107 475 2.1 VG12X35 .:: STL - 10:3 1.2 •<: ' 1.:2 : • 241'5 . =128&-, :7:4 BM2 RBSW12X35 STL 1 8.18 1.2 1 1:2 1 8.243 207.891 .498 Joint Coordinates Joint Label X Coordinate Y Coordinate Z•Coordinate Joint Temperature :N&J 21:333: D - '0 d Boundary Conditions Joint Label X Translation Y Translation Z Translation MX Rotation MY Rotation MZ Rotation Member Data X -Axis Section End Releases End Offsets Inactive Member Member Label I Node J Node K Node Rotate Set [-End J -End I -End J -End Code Length 1t1PnrPPS1 YW YW YV7 YV7 11nl 11n1 IPA RISA -3D Version 4 [D:\1-DATA\Frames\B874-01-01.R3D] 1 Page 1 N 3 .333 13 0 0 " N5 20.333 13 0 .0 N6° X1:3 N7 21.333 13 0 0 :N&J 21:333: D - '0 d Boundary Conditions Joint Label X Translation Y Translation Z Translation MX Rotation MY Rotation MZ Rotation Member Data X -Axis Section End Releases End Offsets Inactive Member Member Label I Node J Node K Node Rotate Set [-End J -End I -End J -End Code Length 1t1PnrPPS1 YW YW YV7 YV7 11nl 11n1 IPA RISA -3D Version 4 [D:\1-DATA\Frames\B874-01-01.R3D] 1 Page 1 Company BG Structural Engineering March 31, 2001 Designer / dIs � Job Number : 874.01 Frame 1 Checked By: Steel Design / NDS Parameters Member Section Length Lb y -y Lb z -z L_comp Cm y -y Cb Sway Label Set le2 lel le_bend K y -y K z -z CH Cm z -z B y z /Ftl IFR /Ft1 /Ffl Distributed Load Patterns Pattern Label Direction Start Magnitude End Magnitude Start Location End Location /K/ft F% /I!/ft Fl IM — 0/ % /1:4 , of W1 DL Y -.072 -.18 0 4.67 °W1;LLw. .. Y :.-08 ::: ,.::.. -;2 :... :0: :. :67;.. 4 W2DL Y -.18 -.18 4.67 14.67 _ - W2LL Y. =:2. -2' :` ... •4:67 "1416.7:= W3DL Y -.18 -.072 14.67 %100 `W3LL:: Y :- 2 z„? 08 = .: _' - A14.67 %':100' W4DL Y -.1 -.1 0 0 N2 L X 2.614 :N2 . .... ; l- Z Basic Load Case Data I Joint J Joint Load Pattern Label BLC No. Basic Load Case Category Category N2 Load Type Totals Description Code Description Nodal Point Distributed Surface N4:' 1 D None ;1 . M4 7 N5 W1 DL '.2=. L ''None _:- M4 N4 7 .::°W2DL.. 1 3 1 Eh None N4 3 W3DL 1 Joint Loads/Enforced Displacements. Cate -gory: None. BLC 3: Eh Joint Label [L]oad or Direction Magnitude N7 D is lacement 1 K K -ft In rad N2 L X 2.614 :N2 . .... ; l- Z 2:46.. . N7 I L I Z 1 -2-46 ru Member Distributed Loads. Cate -gory: None. BLC I: D Member Label I Joint J Joint Load Pattern Label Pattern Multiplier' M2 N2 N3 W4DL 1 M4 N4 N4:' W4DL' ;1 . M4 N4 N5 W1 DL 1 M4 N4 -N5 .: .::°W2DL.. 1 M4 N4 N5 W3DL 1 NS. _ ... ..N6 M6 N6 N7 W4DL 1 Member Distributed Loads. Cate -gory: None. BLC 2: L Momhor I ahol I .Inint I Ininf 1 —4 D.her.. I �K.I D. ff— M2 N2 N3 W4LL 1 M3 N3 N4 W4LL 1 M4 N4 N5 W1 LL 1 M4. N4 N5 W2LL 1 M4 N4 N5 WKIL 1 RISA -3D Version 4 [D:\1-DATA\Frames\B874-01-01.R3D] - Page 2 El Company BG Structural Engineering March 31, 2001 Designer 040 Job Number : 874.01 Frame 1 Checked By: Member Distributed Loads Cate -gory: None BLC 2 (continued) Member Label I Joint J Joint Load Pattern Label Pattern Multiplier Load Combinations Num Description Env WS PD SRSS CD BLC Factor BLC Factor BLC Factor BLC Factor Joint Displacements. LC 1 : D+L Joint Label X Translation Y Translation Z Translation X Rotation Y Rotation Z Rotation (In) (In) (In) (radians) (radians) (radians) 1 111 . 1 111 1 111 . 1 111 1 111 �1 111 0 A0 / 01 0 001 1 110 1 00e 1 1 11 1 11 � 1 111 1 111 1 111 1 11 1 eo a 11• 0 111 ® 1 eeo � 1 eIe 1 el t 11 1 11• 1 111 1 111 Reactions. LC 1 : D+L Joint Label X Force Y Force Z Force X Moment Y Moment Z Moment Center of Gravity Coords (X,Y,Z) (Ft) : 1 10.667 11.905 1 0.000 Material Takeoff, LC I: D+L Section Set Database Shape Total Length Total Weight I aivr I vv Ienao I Ia.aya I 'U.r.ul I 0 RISA -3D Version 4 [D:\1-DATA\Frames\B874-01-01.R3D] Page 3 sell its eel o ee� o Ile o ole 1 oeo 1 to 1 11 1 11 1 111 1 111 fill 1 e eel a III a Ile a lee 1 eel 1 ell Reactions. LC 1 : D+L Joint Label X Force Y Force Z Force X Moment Y Moment Z Moment Center of Gravity Coords (X,Y,Z) (Ft) : 1 10.667 11.905 1 0.000 Material Takeoff, LC I: D+L Section Set Database Shape Total Length Total Weight I aivr I vv Ienao I Ia.aya I 'U.r.ul I 0 RISA -3D Version 4 [D:\1-DATA\Frames\B874-01-01.R3D] Page 3 Company BG Structural Engineering March 31, 2001 Designer j 0 1 Job Number : 874.01 Frame 1 Checked By: Is Material Takeoff LC I: D+L continued Section Set Database Shape Total Length Total Weight' E'l-A Member Section Forces, LC 1 : D+L -0.356 0 0.789 -0.789 0 Member Label Section Axial Shear y -y Shear z -z Torque Moment y -y Moment z -z 3 K K K(K-ft) 0 (K -ft) (K -ft) M1 1 4.462 -1.303 0 0 0 -5.124 M2 M3 M4 . M5 - M6 M7 Member Stresses, LC 1 : D+L 0.262 -0.356 0 0.789 -0.789 0 2 4.274 -1.303 0 0 0 -0.888 3 4.086 -1.303 0 0 0 3.347 4 3.898 -1.303 0 0 0 7.583 5 3.71 -1.303 0 0 0 11.819 1 1.303 3:•7.11 Q_:.:. '0- 0:. 11:8:19-:,. 2 1:303 .. ::3:691' 0 .: 0•. ;0.- 0:0.127 3 1.303 '3:672 :0 0. 0 0 4 1:303> 6'52- 0 O. . :. .:: 0.' ..:.. 1.0:899.:: ::5 1303 :; " ,31633 11-69 0 2;868 2:868 1 1.303 3.633 0 0 0 10.596 2 1.303 3.595 0 0 0 9.993 3 1.303 3.557 0 0 0 9.397 4 1.303 3.519 0 0 0 8.807 5 1.303 3.481 0 0 0 8.223 1" °1.303 148` ;0. - •0 .' .' 2 _1 `303 .:2:006.: ....0:. ... ,0.. 0. 5:4.92 :.: . 3 1-303 , - -Z0 , .--: .:0:.. 0 . 0:;: .--10.34 4 1:3.03:_ -2'00:6°.5;493 . 5 1;303 -3:4'8 0 0 :0', -' .8.223: 1 1.303 -3.481 0 0 0 8.223 2 1.303 -3.519 0 0 0 8.807 3 1.303 -3.557 0 0 0 9.397 4 1.303 -3.595 0 0 0 9.993 5 1.303 -3.633 0 0 0 10.596 1 7 -1.303 =3:633:. 0. ... 0; 0.:.. , 10596 : 2 r 1303 -3:653 0 3 '1:303 -3:672. 4._ : `1:`303=3:692 ...... 0'.. 5":, 1:303...:. =3 7,11: 0 .:0 .0 11V819. 1 3.711 -1.303 0 0 0 -11.819 2 3.899 -1.303 0 0 0 -7.583 3 4.087 -1.303 0 0 0 -3.348 4 4.275 1 -1.303 0 0 0 0.888 5 4.463 1 -1.303 0 0 0 5.124 Member Stresses, LC 1 : D+L 0.262 -0.356 0 0.789 -0.789 0 Member Label Section Axial Shear y -y Shear z -z Bending y -top Bending y -bot Bending z -top Bending z -bot Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi M1 0 0 4 0.229 -0.356 0 -1.168 M2 1 0.262 -0.356 0 0.789 -0.789 0 0 2 0.251 -0.356 0 0.137 -0.137 0 0 3 0.24 -0.356 0 -0.515 0.515 0 0 4 0.229 -0.356 0 -1.168 1.168 0 0 5 0.218 -0.356 0 -1.82 1.82 0 0 1 0.127 -1.187 0 -3.1.1. 3:11 0. ;0.- 0:0.127 0.127 1:181 0 -3:029. ' ' 3:029' ` 0 0 '3 0.127 1.175 0 -2:948 2:9.48 0 0 4 0.127 11-69 0 2;868 2:868 0 0= 5 0.127 1:162 0 -2.788 1 2:788 0 0. RISA -3D Version 4 [D:\1-DATA\Frames\B874-01-01.R3D] Page 4 �J Company BG Structural Engineering March 31, 2001 Designer OS Job Number : 874.01 Frame 1 Checked By: Member Stresses LC 1 : D+L continued Member Label Section Axial Shear y -y Shear z -z Bending y -top Bending y -bot Bending z -top Bending z -bot (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) M3 M4 ;M6. M7 1 0.159 1.162 0 -3.823 3.823 0 0 2 0.159 1.15 0 -3.605 3.605 0 0 3 0.159 1.138 0 -3.39 3.39 0 0 4 0.159 1.126 0 -3.177 3.177 0 0 5 0.159 1.114 0 -2.967 2.967 0 0 1 . ' :0:127 1.1:14 0 -2:164 2.164 . 0 : :0 " "2.. 0.127` 0:642 0 1:445 =1.:44.5'. : 0 0' 3 0:127 0 0 . 2.721 =2.721 _ . `.0 ; ........ 0; : . `4 0.127 -0:642 0 -1;446 -;1.446 0 0 ' :5 0.127.. -:1:1:1'4 0 _. =2:164 . - :2 °164 :0. 0.- 1 0.159 -1.114 0 -2.967 2.967 0 0 2 0.159 -1.126 0 -3.177 3.177 0 0 3 0.159 -1.138 0 -3.39 3.39 0 0 4 0.159 -1.15 0 -3.605 3.605 0 0 5 0.159 -1.163 0 -3.823 3.823 0 0 1. 0.127' -1 A63 -0.� =2.788 '2.788 .0- - .0: 2 0:127 --;1;1.69 : A. ` '- :.. --2.868' - 2:868. :: -0 0• 3 .0.127 -1:1-75 ...0:: _2.949 2.949 0..:. ,0 4:,- .0:127 4:181 0 -3.029' 3.029 =O 0 5. 0.127 -1.188. 0+.+. '3.11.. 3.1=1 0: -0 1 0.218 -0.356 0 1.82 -1.82 0 0 2 0.229 -0.356 0 1.168 -1.168 0 0 3 0.24 -0.356 0 0.515 -0.515 0 0 4 0.251 -0.356 0 -0.137 0.137 0 0 5 0.263 -0.356 0 -0.789 0.789 0 0 Member Deflections, LC 1 : D+L Member Label Section x -Translation y -Translation z -Translation x -Rotation (n) Uy Ratio (n) Uz Ratio (In) (In) (In) (radians) M1 1 0 0 0 0 NC NC 2 0 0.004 0 0 NC NC. 3 -0.001 0.009 0 0 NC NC 4 -0.001 0.009 0 0 NC NC 5 '-0.001 -0.001 0 0 NC NC - M2 : -1- .0.001' :: -0:001 0 0 :"-`,--`,NC. "NC', .;:..: 2 0:091 -0.002 0 0 . 7033:319 NC 3 ;0:001 =Os002. 10..'''0. 3465:789 NC. .. 4 -0 001:=0:003 .0 0. = =2278:155 5 " 0.001.` -0.004: '0- `0 -�1,685.429. " 'NC" M3 1 0.001 -0.004 0 0 NC NC 2 0.001 -0.005 0 0 6224.369 NC 3 0.001 -0.006 0 0 3018.698 NC 4 0:001 -0.008 0 0 1956.045 NC 5 0.001 -0.009 0 0 1428.627 NC M4 1`. .0.001 -0:009 .0 -0. NC 'NG-. : 2 0 -0:056 0 0 5005=855` NC 3 0 -0:079 0 0 3332:104.- -•NC --: - . 4 - 0 -0:056 0 0 :5005:581 °NC. 5 -0.001 -0:009 0 0 NC NC M5 1 -0.001 -0.009 0 0 1428.454 NC 2 -0.001 -0.008 0 0 1955.802 NC 3 -0.001 -0.006 0 0 3018.313 NC 4 -0.001 -0.005 0 0 6223.555 NC 5 -0.001 -0.004 0 0 NC NC M6 1 -0.001 -0.004 0 0 16.85.195 NC RISA -3D Version 4 [D:\1-DATA\Frames\B874-01-01.R3D] Page 5 Company BG Structural Engineering March 31, 2001 Designer 4.01 Job Number 874.01 Frame 1 Checked By:- foMember Deflections, LC 1 : D+L, (continued) Member Label Section x -Translation y -Translation z -Translation x -Rotation (n) Uy Ratio (n) Uz Ratio 0 Member AISC ASD 9th Code Checks, LC I: D+L Member Label Code Chk Loc Shear Chk Loc Dir Fa Fb y -y Fb z -z ASID Eqn. /1:A /r:fl lvc;% IV_A IV-;\ Mi 0.068 13 0.018 0 y 20.067 37.5 30 H1-2 "M2. .-- - 11 .0 .9- "33- HT M3 0.1 21 0 0.058 0 y 29.292 37.5 33 H1-_2 97. 4.11 .66.6 _.G .3 14'583 `37 5 :�t� �. __: , 1 - 411_!:&.. LAiHO-Z'­� M5 0.121 0.667 0.058 0.667 y 29.292 37.5 33 H1-2 ',O.D98.�� _0� -333 0.1 . -059�'[: , O.� -333,,`..:29":793..:7 Y'.-+ A `![ - 5. M 7 0.068 0 0.018 1 0 . Y 20067 . 375 30 H 1 2 RISA -3D Version 4 [D:\1-DATA\Frames\B874-01-01.R3D] Page 6 • Company BG Structural Engineering March 31, 2001 Designer l o Job Number : 874.01 Frame 1 Checked By: Envelope Joint Displacements Joint Label X Translate Y Translate Z Translate X Rotate Y Rotate Z Rotate (In) Lc (In) Lc (In) Lc (radians) Lc (radians) Lc (radians) Lc N1 max 1 0.000 4 1 0.000 5 0.000 3 0.000 3 0.000 2 0.000 3 .-0;554- min- .0.000 ..:3 .. _ 0e000- 1 :0:000' . _4 0:000` 2... 0:000:- 1= - .0:000 -4= N2 max 0.066 2 -0.001 4 1.016 3 0.01 3 0 2 0 5 1:313, - min =0:066 ':5:.. =0:001 .1 -1:016 :2 -0:01- ,2 : ..0:000:. -1. -0.0.01 '2 N3 max 0.066 2 0 5 1.016 3 0.01 3 0 2 0 5 min -0:066 5 -0.005 2 =1:016. . 2 >'.:.=0:01: 0 2: 0;000 1 =0:001 - 2 N4 max 0.066 2 0 5 1.016 3 0.01 3 0 2 0 5 min.. -0:066 - -5 0:01;3 2 -9.01:6 2 -0x01. 2 Oe000°- 1 - . =0:001 2- N5 max 0.064 4 -0.002 4 1.014 3 0.01 3 0 2 0.001 3 .':,min: =0.065 .3 70.01A- .3-_ =1019 '2- -0:0:1 2 0.000.:-.:;1 2 0 --• 4.. N6 max 0.064 4 -0.001 4 1.014 3 0.01 3 0 2 0.001 3 -min` 4:065 3 =0:004: 3'`. =:1:019.. 2 =0:0:1 2 . 0:000 ; _ 1 _ _:; 0: 4' N7 max 0.064 4 0 5 1.013 3 0.01 3 0 2 0.001 3 .min =0:065 :. 3 : -0:001 2 . -1.019 ._ :.2: -0:0:1' r2 =0:000 - =1 - 0 4 ; N8 max 0.000 2 0.000 5 0.000 5 0.000 3 0.000 2 0.000 5 - min 0:000 5 '•0:000 2. ;:0':000.: .2 : 0.000. 2 .0:000 1. 0.000.`2:. Envelope Reactions Joint Label X Force Y Force Z Force X Moment Y Moment Z Moment (K) Lc (K) Lc (K) Lc (K -ft) Lc (K -ft) Lc (K -ft) Lc N1 max 2.293 3 4.462 1 2.46 4 32.29 2 0.000 1 8.447 4 min. .-0;554- ,4,-- =2:371 5 -2:46 _ 3:' ;-32.292 =3'-- . 0 2 -15.291. '3 ' N8 max 0.836 5 5.254 2 2.46 2 32.38 2 0.000 1 16.298 2 min -2:576 2 1:313, - _ 5" =2.4.6 :5 .. =32.203 3 0 2 =9e44T:- .5 - Reaction Totals: max `min. 2.614 -2.614 3 ...:4 :'. 9.447 3:684 , ` 2 5 ` 4.92 -4.92 2 3 - 1 0.554 4 2.484 2 0 Material Takeoff, LC 1 : D+L Section Set Database Shape Total Length Total Weight Envelope Member Section Forces max 4.462 1 0.554 4 Member Label Section Axial Lc Shear y -y Lc Shear z -z Lc Torque Lc Moment y -y Lc Moment z -z Lc K K K(K-ft) min (K -ft) (K -ft) M1 3 -2.484 3 0 2 -32.29 1 max 4.462 1 0.554 4 2.484 2 0 1 32.292 3 8.447 4 min 2.371 5 -2.295 3 -2.484 3 0 2 -32.29 2 -15.291 3 2 max 4.274 1 0.554 4 2.484 2 0 1 24.219 3 6.645 4 min 2.244 5 -2.295 3 -2.484 3 0 2 -24.218 2 -7.833 3 3 max 4.086 1 0.554 4 2.484 2 0 1 16.146 3 6.169 2 min 2.083 4 -2.295 3 -2.484 3 0 2 -16.145 2 -1.697 5 4 max 3.898 1 0.554 4 2.484 2 0 1 8.073 3 7.583 1 min 1.873 4 -2.295 3 -2.484 3 0 2 -8.073 2 3.041 4 5 max 1 3.71 1 0.554 4 2.484 2 0 1 0 1 14.543 3 min 1 1.662 4 -2.295 3 -2.484 3 0 2 0 2 1.239 4 1 .max 2.576 2 3.711 1 '0: 3 0 2 0 1. 14.54-3 3 min -0.836 .5 '1:664 4 0 1 0 1 0 2 1.239 4 2 1 max 2.576 2 3.691 1 1 0 1 3 1 0 2 0' 1 14267 �3 RISA -313 Version 4 [D:\1-DATA\Frames\B874-01-01.R3D] Page 1 Company BG Structural Engineering March 31, 2001 Designer Job Number : 874.01 Frame 1 Checked By: Envelope Member Section Forces continued Member Label Section Axial Lc Shear y -'y Lc Shear z -z Lc Torque Lc Moment y -y Lc Moment z -z Lc (K) (K) (K) (K -ft) (K -ft) (K -ft) M3 • MS M6 M7 RISA -31) Version 4 [D:\1-DATA\Frames\B874-01-01.R3D] Page 2 min 4-83.6 5 1:651 -4 1 0 1 1 0 1 1 0 2. 1.101 4. 3 max 2.576 2 3.672 1 0 3, '. 0 2 0 1 13.992 3 min . -0:836. 5 1.638 4 0 1 .0 1- : 0 .2 0.964 `. 4 4 max 2:576 2 3:652 1 0 3 0 2• 0 1 13718 3 rein -0:836 5. 1:626 4 0 1 0 1.. 0 .. . 2.: _ . 0.829 .4 5- max 2.576 2 3:633= 1 -. 0 3. A 2 0. A 13:446. 3 .. min' -0:836 5 -1.613 4 0 T. 0, 1 '0. 2 .0.694 4 1 max 2.576 2 3.633 1 0 3 0 2 0 1 13.446 3 min -0.836 5 1.613 4 0 1 0 1 0 2 0.694 4 2 max 2.576 2 3.595 1 0 3 0 2 0 1 12.904 3 min -0.836 5 1.589 4 0 1 0 1 0 2 0.427 4 3 max 2.576 2 3.557 1 0 3 0 2 0 1 12.368 3 min 1 -0.836 5 1.566 4 0 1 0 1 0 2 0.164 4 4 max 2.576 2 3.519 1 0 3 0 2 0 1 11.836 3 min -0.836 5 1.542 4 0 1 0 1 0 2 -0.095 4 5 max 2.576 2 3.481 1 0 3 0 2 0 1 11.309 3 min -0.836 5 1.518 4 0 1 0 1 0 2 -0.351 4 1 max; 2576- 2 3:48 =1 0 - . 2 ..: :0. 2'. 0 1 11'.309 - - -:3' min -0.836 .5 -1:516 4 0 1 0 1 0 2 -0:351 4r 2 max 2.576 .2 2.032. 3 0 -2 "' 0 2 0, 1 0.634 .. .5 min -0.836 5. -0:635 4 0 -1- ..0 1" `0 - 2 -7:966 ..2 3 max . .2:576 2 0.53 3 :0 Z. - :0-: :.• -2 =0 = V 1--.:3:633-.. 5° min:. --0:836" 5 -0.53 2 0 1 -0 : A. . 0 1 .; .=10.34;: 1 4 -max- .:2`57.6::'; 2-,- -0.1.77'. 5 . `0 1 0 2 ' -:0 -2 -0:6727' : 4 .min. =0.836 5 -2.489 -2 0 1 . 0- 1 .0- 1 =-6:659-" .'3 5 max- .2.576 2 .0.713 ..5 - - 0 2' 01 2 0 2 13.14-7 :2 min =0:836 - :5 -3.951`. 2 0 1. 0 1 0 1 -2:185 5- 1 max 2.576 2 -0.712 5 0 3 0 2 0 2 13.147 2 min -0.836 5 -3.952 2 0 1 0 1 0 1 -2.185 5 2 max 2.576 2 -0.727 5 0 3 0 2 0 2 13.809 2 min -0.836 5 -3.99 2 0 1 0 1 0 1 -2.065 5 3 max 2.576 2 -0.741 5 0 3 0 2 0 2 14.478 2 min -0.836 5 -4.029 2 0 1 0 1 0 1 -1.942 5 4 max 2.576 2 -0.756 5 0 3 0 2 0 2 15.153 2 min -0.836 5 -4.068 2 0 1 0 1 0 1 -1.818 5 5 max 2.576 2 -0.77 5 0 3 0 2 0 2 15.835 2 min -0.836 5 -4.106 2 0 1 0 1 0 1 -1.69 5 1 max -2.576 2 -0.77 :5 0 3 0. 2 0 2' 15.835 "2" min- -=0:836 5 -4:1.06: 2 0 `.1.'. 0. 1. .. -0.. 1 -1:69 5 .2- max 2:576 2 :-0778--- 5. 0 37. 0 2.: 0 2. -16.177 :: 21'. min:. -0:836 5 4=126". -2 0'. 1 0. -1 0: 1 -1.626 -- 5, 3 - max, 2.576. 2 . -=0.786 -5- 0 = 3 -0 2 0: ;. 2 .16:522 2'', min -0:836 .:5 -4.146 2 .-0: 1-:` 0 1 0 T -1.561--- 1:561- -4 4 max 2.57.6 .1 -0.793 5 0 3 0 2 0 2 16:868: _2:; min -0.836.. .5 -4:166 .2 ' 0 1 0 1 1 0 '1 =1:495 =`:5 ' 5: max 2.576 2 -0.801 5 0 !3 0 2 0 2 17.215 ' 2 min -0:836 5 4:1.86" -2.: 0 .- :1. 0- 1 '0, 4 -1.429 5 . 1 max 4.186 2 0.837 5 2.491 2 0 1 0 1 1.429 5 min 0.801 5 -2.578 2 -2.477 3 0 2 0 2 -17.215 2 2 max 4.453 2 0.837 5 2.491 2 0 1 8.095 2 -1.29 5 min 0.929 5 -2.578 2 -2.477 3 0 2 -8.051 3 -8.837 2 3 max 4.72 2 0.837 5 2.491 2 0 1 16.19 2 0.865 4 min 1.057 5 -2.578 2 -2.477 3 0 2 -16.102 3 -5.335 3 4 max 4.987 2 0.837 5 2.491 2 0 1 24.285 2 7.92 2 min 1.185 5 -2.578 2 -2.477 3 0 2 -24.152 3 -6.728 5 RISA -31) Version 4 [D:\1-DATA\Frames\B874-01-01.R3D] Page 2 Company BG Structural Engineering max 0.262 1 0.152 March 31, 2001 0.233 • Designer 2.355 3 .1.301 - 4 18.126 3 18.125- } Job Number : 874.01 0.139 5 Frame 1 3 -0.233 3--1.301 Checked By: -2.355 Envelope Member Section Forces continued 2-18.126 3 2 max Member Label • Section T Axial Lc - Shear y -y Lc Shear z -z Lc Torque Lc Moment y -y Lc Moment z -z Lc 13.594 K K K (K-ft)(K-ft)(K-ft) 0.132 5 -0.628 '3 5 max 5.254 2 0.837 5 .2.491 2 0 1 32.38 2 1 16.298 2' min 1 1.313 1 5 1 -2.578 1 2 -2.477 1,3 1 0 1 2 1 -32.203 1 3 1 -9.447 1 5 Envelope Member Section Stresses. . 2 9.063 3 9.062 2 min Member Label Section Axial Shear y -y Shear z -z Bending y -top Bending y -bot Bending z -top Bending z -bot • Ksi Lc Ksi Lc Ksi Lc Ksi Lc Ksi Lc Ksi Lc Ksi Lc M1 0.229 1 0.152 4 0.233 2 -0.468 -4 1.168 . 1 -4.531 3 4:531 2 min 0.11 4 --0.628. 3 -0.233 3- -1.168 1 0.468 ,4 -4.531 2 -4.531 .3 5 max -- M3 M5 1 max 0.262 1 0.152 4 0.233 • 2 2.355 3 .1.301 - 4 18.126 3 18.125- 2 min 0.139 5 -0.628 3 -0.233 3--1.301 4 -2.355 3-18.125 2-18.126 3 2 max 0.251 1 0152 4 0.233 2 1206. 3 .1 .023 "4 13.594 3 13.594 2 min 0.132 5 -0.628 '3 -0.233 3 -1.023 4 -1.206 3 -13.594 2 -13.594 3 3 max 0.24 1 0.152 4 0.233 2 0.261 5. 0.95 2 9.063 3 9.062 2 min 0.123 4 -0.628 3 -0.233 3' -0.95 2 -0.261 5 -9.062 2 -9.063 3 4 max 0.229 1 0.152 4 0.233 2 -0.468 -4 1.168 . 1 -4.531 3 4:531 2 min 0.11 4 --0.628. 3 -0.233 3- -1.168 1 0.468 ,4 -4.531 2 -4.531 .3 5 max 0.218 1 0.152 4 0.233 2 -0.191 4 -2.239 3 0 1 0- 2 min 0.098 4 -0.628 -3- -0.233 3 -2.239 3 0.191 4 0. 2 0 1 1 ,. max:.:';0:25' 2'. `° to 07 :' ..-,1 _ I. ,0 i-.3 -0.326 .:"4' : :3'827 : ` 3'.: ' `:;0."< �1 � X000.1 '.; . 2 :mm; =0:081 : -:5 : 0.532 .' �4. ' JO, : '- - =3:827_;.:-3:= �.0W6'- •4 max; .0:25:• ...2 :1:181f:= :':1 . < . 0 _; .;.3 0`29 , : 4, 3x7.54 ,_.3y -.0 min =0.08.1 .3..-7754-... 3 3:,.: max. =0:25`.' . 2 1':175..':1 0. :::3 =0:254. ,41 .3:682. .3- 0::: mini=0 081.1 5: t O�524 ,. 4 0 _ :.1 -,3:.682 .Q- . -20:254'..4" `:=0:001 2-t 0 ::' .1. ;: ax `x0:25: ' _2: :`1:169 '.:.1..:. :0 + :..::3 ;.0:218: 4; ._33:6'1 : �3'` 0 .., 1 ti 0 001 '2-, ..3; X0`:218 4; 5 :: max:..?;0 25 =: i2 : 1:=162.` 1 0 %3: 0:1:83 ..4::.:.1538 . 3 < 0 0;001 #.: <min, :' 0 081.:' S ! ..0:516- 4_ .:- ...0 .:'.1 3:538 •3r+ Oa.183.: 4'i 0:001: _;2 - :: 0.�,>M ".1;:: 1 max 0.315 2 1.162 1 0 3 -0.25 4 4.851 3 -0 1 0.001 2 min -0.102 5 0.516 4 0 1 -4.851 '3 0.25 4 -0.001 2 0 1 2 1 max 0.315 2 1.15 1 0 3 -0.154 4 •4.655 3 0 1' 0.001 2 min -0.102 5 0.509 4 0 1 -4.655 3 0.154 4 -0.001 2 0 1 3 max 0.315 2 1.138 1 0 3 -0.059 4 4.462 3, 0. 1 0.001 2 min . -0.102 5 0.501 4 .0 1 -4.462 3 0.059 4 -0.001 2 0 1 .4 max '0.315 2 1.126 1 0 3 0.034 4 4.27 3, 0 1 0.001 2 min -0.102 5 0.493 4 0 1 -4.27 3 -0.034 4 -0.001 2 0 1 5 max 0.315 2 1.114 1 0 3 0.126 4 4.08 3 0 1 0.001 2 min -0.102 5 0.486 4 0 1 -4.08 3 -0.126 4 -0.001 2 0' 1 1 ; `max " .0.-25 . 2' :1-114- ; 1 _0'--­2,-*---'-,-0:092 -4 :..:2:976 w 3.= 0 .: 1 T _ 0:001. ;2:' min :.-0.081;:..5 0:485 4 �. 0 :° 1 .:.2.976y _:3 ': =0:092 .4 :.=0:001: ,;2 2.' maxT, '0:25 => .:2 ; .::0.65. _3 , :.:, 0 2 . :2:096 2;,:. '=.0:167 5 .:. 0 �~ . 1 .. , 0 ..::, f2.; i m in': ; -'0.081 r 5? 0 203 ``4 . . - 0 _;1 =0'1°67. - .:5 :=2.096: '.2 °. :.0. •.: 2 :. 0. _..: �,1 . 2 ::0.17 3 .:.:0 Y `: _2 t ;2:721. ,.1.,, :`=0:956:` . 5 : 0:.:� . �1;. > 0 1 , . min_ . _0 081;.. 5 =0:1:7', 2: .0. =1 ..0:956:.,0 � �1 4 :. max :`0:25:. 2. =0:057:. .5 -'0 ..' :2.; =1.752 = :3. - 0:177. 4' .' 0'. 2_:. ��.0.::� : 1 -: min ..=0:081:; .:5- =0.796:::2 -`; :0 ''1 ;0.177:: F,4 :;=1:752_, ..3:::: _•0' 1�'.< . 0 ... � 5 ::max. -a0:25. 2. -0.228 ..5: .0. < ,2 --:0'57.5 5';- °3'4.6, ..21 .0001-- �2.:. 0 *.;::'.1 .. min„=1-0:081: '5 '. =1:264.. -2 0' ..,. .1 .--3.46.:.2 ;5:,=0:575. ?5 . p: ��; .:.:1 - . -0:001:".,2:. 1 max 0.315 2 -0.228 5 0 3 0.788 5 4.743 2 0.001 2 ' 0 1 min -0.102 5 -1.265 2 0 1 -4.743 2 -0.788 5 0 1 -0.001 2 2 max 0.315 2 -0.233 5 0 3 0.745 5 -4:982 2 0.001 2 0 .1 min -0.102 5 -1.277 2• 0 1 -4.982 2 -0.745 5 0 1 -0.001 2 3 max 0.315 2 -0.237 5 0 3 0.701 5 5.223 2 0.001 2 0 1 min -0.102 5 -1.289 .2 0 1 -5.223 2 -0.701 5 0 1 -0.001 2 4 max 0.315.;!2 -0.242 5 0 3 0.656 5 5.467 2 0.001 2 0. 1 min -0.102 -1.302 2 0 1 -5.467 2 -0.656 5 0 1 -0.001 2 5 max 0.315 -0.247 5 0 3 0.61 5 5.713 2 0.001 2 0 1 aRISA -3D Version 4 [D:\1-DATA\Frames\B874-01-01.R3D] . Page 3 • is Company BG Structural Engineering March 31, 2001 Designer i Job Number : 874.01 Frame 1 Checked By: Member Stresses. (continued) Member Label Section - Axial Shear y -y Shear z -z Bending y -top Bending y -bot Bending z -top Bending z -bot M6 M7 Member Deflection min -0.102 5 -1.314 2 0 1 -5.713 2 -0.61 5 0 1 -0.001 1 2 1. ' max. ' 0.25 ,.: 2 -0:247..::"5:'- • '° 0.' 3' • .0:445 -_- S . "4167" .2. 0`001. - 2.,: _ , -0: . to 0.011 min-..-' .08` , .:5 . -1:314-".'•:2,: - ;x ^0 ` .1 . •;4.1'67'•'2 1775.337 _�=0:445 - . 5 ' 0 .: ' .1..:." 0.001' .. 2., 2 max , 0:25..., '2. ..-0:249-- : 5 :0: 3 * 0:428' 5 4:257x, _:2�_ :0:001 2 3 mini -0:081 =5 =1:32-.: .2 -0 - :1 -4'257:n ,2:...=01428 '5"': :.:0 :. .1 0 001Y _2,. 3 max -:'0;25 2: -0:251',' '5`.: -0. •' ..3 0:41;1: 'S . 4:348.: • 2 0:001' ;2 : 0 : - 1-: .:min::: -0:081^: 5 -1:327::. 2 ' . .:0: 1 ' .-4'348 ,:2: =0:4:11 5:. ='0 4 . "-0:001::2:-. 4 max: - 0:25; -2, : -0 254`z: 5 : :0` 3 ;0:393-' :5 14.439 :2 -:.0.00:1 2"' Oa' ` . 1 5 `min. •-0:081=, :5 ' =1.333 = 2: -. :0 1: ,4:439 2 Y=0:393 _': "5 5 153.501 3 5 • mak' 00 %. - 2 ,:-0:256'::<5 0 ... +- ='3.. _ 0.376: s L ; 5 _ 453 .'_ _2 ' :'0:001 2: 0 0_4:53. 2'. =0:376 5>< <;,..0 1:. "'0 0.09;11 2:. 1 max 0.246 2 0.229 5 0.233 2 2.651 2 0.22 5 0 1 0 2 min 0.047 5 -0.705 2 -0.232 3 -0.22 5 �-2.651 2 0 2 0 1 2 max 0.262 2 0.229 5 0.233 2 1.361 2 -0.199 5 .4.544 2 4.519 3• •;2 min 0.055 5 -0.705 2 -0.232 3 0.199 5 -1.361 2 -4.519 3 -4.544 2 3 max .0.278 2 0.229 5 0.233 2 0.821 3 0.133 4 9.088 2 9.038 3 1 min 0.062 5 -0.705 2 -0.232 3 -0.133 4 -0.821 3 -9.038 3 -9.088 2 4 max 0.293 2 0.229 5 0.233 2 1.036 5 1.22 2 13.632 2 13.557 3 1.016 min 0.07 5 -0.705 2 -0.232 3 -1.22 2 -1.036 5-13.557 2 3-13.632 2 2 5 max 0.309 2 0.229 5 0.233 2 1.455 5 2.51 2 1 18.175 2 18.076 3 min 0.077 5 -0.705 2 -0.232 3 -2.51 2 -1.455 5-18.076 2 NC 3-18.175 4 2 Member Deflection max 0 1 - 0 1 0 Member Label Section x -Translate Lc y -Translate Lc z -Translate Lc x -Rotate Lc (n) Uy Ratio Lc (n) Uz Ratio Lc • . In In In radians -• 0 1 M1 1 NC NC 2 max 0 1 M3 max 0 1 - 0 1 0 1 0 1 NC NC min 0 1 0 1 -• 0 1 0 1 NC NC 2 max 0 4 0.011 3 0.088 3 0 2 NC 1775.337 3 min 0 1 -0.006. 4 -0.088 2 0 1 NC 1775.435 2 3 max '0 4 0.032 3 0.318 3 0 2 4915.974 .3 490.26 3 min -0.001 1 -0.02 4 -0.318 2 0 1 7699.019 4 490.287 2 4 max 0 4. 0.053 3 0.643 3 0 2 2927.669 3 242.425 3 min -0.001 1 -0.041 4 -0.643 2 0 1 3785.169 4 242.438 2 5 max -0.001 4 0.066 5 1.016 ' 3 0- 2 2376.626 5 153.501 3 min -0.001 1 -0.066 2 -1.016 2 0 1 2347.582 2 153.509 2 1: 'm _ °0:066... 2-. -0:00:1• :4... :1::016 : 3 =::.`0`01 :' ::.3 . °N:C a•NC:: min... -0:066 ,,2;,, ;rnax .,0:066.:.;23- ._0:0.1..;: _'17' :9346'56.8.` : 5 _ .:: NC • - << •, .; min'. -0.066 •::5,.:: =0:002.1 ::2.: �­l 016- = 3 max, •:0.066 : ;2-. 0 :- 5.: 1:016 `3 t.0.01 .min: - -0:066-- 5= =0:003:, ,2:, =:1:016 •;2 -.:2;::21384.14'= 2.....:._:NC".,:.:, 4;-; -max 0.066' 2 _ -...0 `: 5 1:016 `3:. %.'.0.0.1. Min. =0:066. :5.... =0:004 2 1;016 . 2 =0 01 1:2 44-19:576 5 :'016. ;::3 ? .10:01 3 rNC _ rw , NC= min ..- -Ory066 5 � _'-0e005.-' :2 -1:016 : 11' =0:01:..• .2 : -1060:335 1 max 0.066 2 0 5 1.016 3 0.01 3 NC NC min -0.066 5 -0.005 2 -1.016 2 -0.01 2 NC NC 2 max 0.066 2 0 5 1.016 3 0.01 3 NC NC min -0.066 5 -0.007 2 -1.016 2 -0.01 2 4148.186 2 NC 3 Imaxi 0.066 2 0 5 1.016 3 0.01 3 NC NC min -0.066 5 -0.009 2 -1.016 2 -0.01 .2 2055.502 2 NC 4 max 0.066 2 0 5 1.016 3 0.01 3 NC NC min -0.066 5 -0.011 2 -1.016 2 -0.01 • 2 1359.077 2 NC 5 max 0.066 2 0 5 1.016 3 0.01 3 NC NC min -0.066 5 -0.013 1 2 1 -1.016 2 1 -0.01 F 2 1011.673 2 NC RISA -3D Version 4 - [D:\1-DATA\Frames\B874-01-01.R3D] Page 4 • • Company BG Structural Engineering March 31, 2001 Designer I 1 Job Number : 874.01 Frame 1 Checked By: Member Deflections. (continued) .0:066 2 0 5 1.016 Member Label Section x -Translate Lc x -Translate Lc x -Translate Lc x -Rotate Lc (n) Uy Ratio Lc (n) L/z Ratio Lc 1 In In In radians 2 -1.016 M4 -0.01" 2 NC 1 NC' 0 2 N16 M7 1 max .0:066 2 0 5 1.016 .3 0:01 3 NC :M2 NC 0 1 min '-0.066 5 -0.013 2 -1.016 2- -0.01" 2 NC 1 NC' 0 2 max .0.066 2 7-0:011 5 1.016 "3 0:01 " 3 • NC y 1 -NC ... 37.5 ;14:116 :min ;0:065 .'5. -0:063: -2 4.01T. 2 -0.01 2 4478.022. 2 NC - M6 3 . max 0.065 .2'. -0.028 5 1:015 3 0:0:1'. .. 3. 9497.721 5 SNC 2 0.024 min -1 -0.065 3 =0.079 1 4.018 '.: ;'•2 -0.01 2 :3332:1"04 1 , . NC. 4 max -0.'065 -. 4 -0.025 4 1.014 .3 -0.01 3 NC iNC min -0.065 3. -0.056 1-1:018 2 -0.01.. 2 -5005:581.: `1 NC- , 5 - max: � 0.064" � 4. =0:002 4 ' 1:014 3 -:0.01_. .3 ., NC- NC . min - =0.065 3 . -0:011 .3. '.:-1.019-: 2 : -0.-01,- 2. NC.- -= NC . 1 max 0.064 4 -0.002 4 1.014 3 0.01 3 8625.999 4 NC min -0.065 3 -0.011 3 -1.019 2 -0.01 2 1220.594 3 NC 2 max 0.064 4 -0.002 4 1.014 3 0.01 3 NC NC min -0.065 3 -0.009 3 -1.019 2 -0.01 2 1634.041 3 NC 3 max 0.064 4 -0.001 4 1.014 3 0.01 3 NC NC min -0.065 3 -0.007 3 -1.019 2 -0.01 2 2462.449 3 NC 4 max 0.064 4 -0.001 4 1.014 3 0.01 3 NC NC min -0.065 3 -0.006 3 -1.019 2 -0.01 2 4950.813 3 NC 5 max 1 0.064 4 -0.001 4 1.014 3 0.01 3 NC NC min 1 -0.065_ 3 -0.004 3 -1.019 2 -0.01 2 NC NC 1 max. 0.064 1 4 j -0:001 4 1:014 3 - '0:01 3 NC. -NC. -min- ,--0:065; _ .3 -0.004 .',3.' 4.019 2. --0.01: .2 ' 1253:453' 3 . NC- 2 max' •0:064 4 -0.001 4 . 1-014 3 0.01 3 � * NC . NC min =0`065 3 -0.003 3 =.1:019' , 2 =0:01 2.1-1675:54T ' 3 -;N C 3 max -0.064::::4 -0:001 4. :1.01`4 3 0.01 3.1 NC. _ `NC " -min. -0.065: 3 -0;0.02 1 -1:0:1:9 : .2 -0.01 2,.-1 3465:297.. '.1 'NC ` 4 :max. 0:064 :4 .. _0:001: 5 1.013' "3.:' 0:01. 3':=- NC ". 'NG min- '4065 3 1, -0.002: 1. :4.019 2' . -0.01 ..2 7032:31 1 NC 5 max 0:064 .4-• -0 5 ',V-0 13 3 .030.1 •3 NC ` NC-_-: min- . -0.065 ` ` 3 -0:00:1 -2 - =1:01.9 2 4.01 2 NC NC _; " - 1 max 0.001 2 0.065 3 1.019 2 0 1 2393.739 3 153.082 2 min 0 5 -0.064 4 -1.013 3 0 2 2422.363 4 153.924 3 2 max 0.001 2 0.043 5 0.645 2 0 1 3669.181 5 241.763 2 min 0 5 -0.055 2 -0.642 3 0 2 NC 243.094 3 3 max 0.001 2 0.022 5 0.319 2 0 1 7145.757 5 488.921 2' min 0 5 -0.033 2 -0.317 3 0 2 NC 491.612 3 4. 1 max 1 0 2 0.006 5 0.088 2 0 1 NC 11770.488 2 min 0 5 -0.011 2 -0.088 3 0 2 NC 1780.235 3 5 max 0 1 0 1 0 1 0 1 NC NC min 0 1 0 1 0 1 0 1 NC NC Envelope Member A/SC ASD 9th Code Checks Member Label Code Chk Loc Shear Chk Loc Dir Fa Fb y -y Fb z -z ASD Eqn. (Ft) Lc (Ft) Lc (Ksi) (Ki) 11( iA M 1 0.394 0 3 0.022. 6.5 v 3 1 28.997 54.188 43.35 H1-2 :M2 0:098 0 1 '0:059 0 Y 1 29.793 37.5 33 °H1-2 M3 0.121 0 1 0.058 0 Y 1 29.292 37.5 33 H1-2 =M4 0197 9.666 1 0.056 19.333 y 1 4.583 37.5 ;14:116 H1:=2 M5 0.127 0.667 2 0.058 0.667 y 1 42.327 54.188 47.685 H1-2 M6 0.101 0.333 2 0:059 0.333 1 43.05 54.188 47.685- H1=2 M7 0.4 13 2 0.024 6.5 2 28.997 54.188 43.35 1-11-2 (9 RISA -3D Version 4 [D:\1-DATA\Frames\B874-01-01.R3D] Page 5 Company BG Structural Engineering March 31, 2001 Designer Job Number : 874.01 Frame 1 Checked By: Reactions, LC 8: 1.OD+1.OEh Joint Label • X Force Y Force Z Force X Moment Y Moment Z Moment 11 K K K(K-ft) - •(K -ft) (K -ft) N 1 -0.635 2.179 1 2.46 - 32.132 0 8.767 _N8 -1:979 3.239:..'. 2-46... 32]222.: :. 0 13 9A4 Reaction Totals: -2.614 5.418 1 4.92. Center of Gravity Coords (X,Y,Z) (Ft) : 10.667 11.196 1 0.000 RISA -3D Version 4 [D:\1-DATA\Frames\B874-01-01.R3D] Page 1 t Company BG Structural Engineering } March 31, 2001 Designer l fo Job Number : 874.01 Frame 1 Checked By: Reactions. LC 9: D Joint Label X Force Y Force Z Force X Moment Y Moment Z Moment K K K(K-ft) (K -ft) (K-ft) N1 0.68 2.709 0.000_ 0.000 •0.000 -2.675 ,...-NB ....4_0:68 2.709 ;0.:000.:. 0:000` 0.000 •`i2 6,75: Reaction Totals: 1 0.000 1 5.418 1 0.000 Center of Gravity Coords (X,Y,Z) (Ft) : 10.667 11.196 0.000 t n • 1 RISA -3D Version 4 [D:\1-DATA\Frames\B874-01-01.R3D] Page 1 Company BG Structural Engineering March 31, 2001 Designer 1 Job Number : 874.01 Frame 1 Checked By: Reactions, LC 10: L' Joint Label X Force Y Force Z Force X Moment Y Moment Z Moment K K K(K-ft) K-ft(K-ft) N1 0.623 1.753 0.000- 0.000 0.000 -2.449 N8. 1623 _ 1.753:: ;0:'000:'.:x: �; 000 0 000. ir2:449 Reaction Totals: 1 0.000 1 3.507 1 0.000 .. Center of Gravity Coords (X,Y,Z) (Ft) : 10.667 13 1 0.000 • Z Q RISA -3D Version.4 [D:\1-DATA\Frames\B874-01-01.R3D ] Page 1 Company BG Structural Engineering March 31, 2001 Designer r g Job Number : 8.74.01 Frame 1 Checked By: Reactions, LC 11.: Eh/1.4 Joint Label X Force Y Force Z Force X Moment Y Moment Z Moment K K K(K-ft) (K -ft) (K -ft) N1 -0.939 -0.378 1.756 22.811 0 8.164 :.;,.-.:•N8 0.927'... 0.37:8, s.,,.. A.75.6 22856 0 <8.04: Reaction Totals: -1.866 0.000 3.513 Center of Gravity Coords (X,Y,Z) : No Calculation. t - . i RISA -3D Version 4 [D:\1-DATA\Frames\B874-01-01.R3D] Page 1 t DESIGN OF REDUCED BEAM SECTION _• 11� FRAME 1 ' - R . radius of cut Bc a=(.5 to .75) bf e b=(.65 to .85) db, c=<.2 bf � a D Fig. 3 Geometry of Radius Cut RBS • + . • g RBS r . ununiform,uniform,beam gravity toed • 1! RBS t I - - I I e D p e f L'. distance between centers of RBs cuts a J ,r L . distance between column eeoterpnes - - BEAM 1 SIDE Fig. 4 Typical Moment Frame Beam with RBS Connections STORY HEIGHT ABV= OFT b I STORY HEIGHT BLW= 13 FT BASE FIXED = y BEAM LENGTH= 21.33 FT ,' S wpL= 0.180 k/ft 0.015 Win 1 y Is wu= 0.200 k/ft 0.016666667 Win d/2 P.N.N aC ham asaW tw w=1.2D+.5L= 0.0263 Win' • ' ..._..... P1.91C st.0 W Alis BEAM USED COLUMN USED (IF NONE ENTER "NONE") ABOVE BELOW d/2 w12x35 none w12x58 arlWm am lmm e.eee db = 12.50 in. do = 0.00 in. 12.19 in. " bfb = 6.56 in. bfc = 0.00 in. 10.01 in. c "C tfb = 0.52 in. tfc = 0.00 in. 0.64 in. twb = 0.300 in.,,twc = 0.000 in. 0.360 in. Zb = 51.2 in.^3 Zc = 0 in.^3 _ 86.4 in.^3 fa= 0.5 KSI STEP 1 CHOOSE TRAIL VALUES OF a,b,c a= min= 3.28 max= 4.92 use 4.1 4 b= min= 8.125 max= 10.625 use 9.375 9 C= min= 0.984 max= 1.312 use , 1.148 1 • t STEP 2 COMPUTE PLASTIC SECTION MODULUS AT THE MIMIMUM SECTION OF RBS ZRBS =Zb-2c tf (d-tf)= 38.7408 in3 STEP 3 ESTABLISH THE EXPECTED YIELD STRESS OF THE BEAM FOR A572 FG 50 STEEL RY=1.1 FYE= Ry FY= 1.1 X 50= 55 KSI STEP 4 COMPUTE MAXIMUM MOMENT EXPECTED AT CENTER OF THE RBS t MRBS= 1.15 ZRBs FYE= 2450.36 KIP -IN STEP 5 COMPUTE THE SHEAR FORCE AT THE CENTER OF THE RBS CUTS AT EACH END OF THE BEAM L'= THE DISTANCE TO CENTERLINE OF THE RBS CUTS= L'=L-dc-2(a+b/2)= 226.81 IN and VRBS=(2MRBs/L)+ (wL'/2)= 24.59 K + V'RBS=(2MRBs/L)7.(wL72)= 18.62 K OTEP 6 COMPUTE MAXIMUM MOMENT EXPECTED AT THE FACE OF THE COLUMN Mf= MRBS + VRBS (a+b/2)= 2659.40 KIP -IN rt RBS ,• M� Mt i VRBSMRBS i� al b STEP 7 COMPUTE THE PLASTIC MOMENT OF THE BEAM BASED UPON THE EXPECTED YIELD STRESS MPE= Zb FYE = 2816 KIP -IN STEP 8 CHECK THAT MF IS IN THE RANGE OF 85% TO "100% OF MPE s MW MPE= 2659.40 94.44% < 100% OK 2816 THEREFORE PRELIMINARY DIMENSIONS ARE OK a= 4 b= 9 STEP 9 CHECK STRONG COLUMN WEAK BEAM REQUIREMENTS , i i ht - • where: M of i ' Zc = plastic section modulus of the column section above and below the connection- /� Maes`\ ) i I M + nes d p F, = minimum specified yield stress of the column Vries Vaes Mab f, = axial stress in the column above and below the connection ht. MM, = sum of the column moments at the top and bottom of the panel i zone corresponding to the development of MRes at the center of Vc the RBS cuts in the attached beams a s (b/2) d, a+ (bl2) where: ' MRBS {' (VRBS + VRBS)� 2 t C + 21 , Vc ; h,+db+hb (11) Ma = Vc h, ` ' (12) Mb = Vchb (13) • Mc = Mc, + Mcb (14) where: Vc = shear force in the columns above and below the connection Mc, = column moment immediately above connection Mcb = column moment immediately below connection h, = distance from top of beam to point of inflection in the column above the connection hb = distance from bottom of beam to point of inflection in the column below the connection db = depth of beam all other variables as previously defined Vc= 39.501008 K McT= Vc ht= 0 KIP -IN Mcb= Vc hb= 2834.1973 KIP -IN SUM Mc= 2834.1973 KIP -IN 1--�Z'(F' --f,) M. 1.51 > 1.0 0. K. p f • STEP 10 CHECK COLUMN PANEL ZONE r - 02vr a VFZ = o, d IMS=Mf+Mj (16) ( \ M� = M" + VAI a + 21 (17) where: Vpz _ , panel zone shear force corresponding to the development of 80 ' percent of the maximum expected column face moments Mf maximum moment expected at the face of the column, calculated according to Eq. 7 M'� = maximum moment expected at opposite column face THE PANEL ZONE SHEAR IS AS FOLLOWS: Mf= 2659.40 KIP -IN M, f__ 0 KIP -IN SUM Mf= 2659.40 KIP -IN ' W/OUT PLUG WELDS ATTACHING VPZ= 173.381775 K DOUBLER TO WEB MIN. THICKNESS OF WEB & THE STRENGTH OF THE PANEL ZONE IS CALCULATED AS FOLLOWS: DOUBLERS = t t > (dz+wz)/90 = 0.249 in. r 3b�r5L twc = 0.360 in. O.K. a = � VOSSFy�d - l. + t doubler = 0.250 in. O.K. db d t J e t= total thickness of panel zone including doubler plates= 0.61 IN thickness of doubler plates if needed= 0.25 IN DOUBLER PLATES REQUIRED V= 147.74163 KIPS < 173.3818 N.G. W/OUT DOUBLER PLATES V= 231.54788 KIPS > 173.3818 O.K. W/DOUBLER PLATES • ADD 0.250 IN THK DOUBLER PLATES IF REQUIRED 0 EXAMPLE DETAIL 8ymmatrie About f Z3 B.U. bar to ll I , Remora weld tabs V x 8' (B.S.) Web B.U. bar to colo mt 5116 W36x1S0 (A36) • • ata most ba adequate for erection loads Plsignn and to sena as backing for UP beam web Maid. • • De of plate AN connection of plate to column and beam b7 fabricator. tisN After root is cleaned and Inspected ' W1ex42 (AS72 Gr. 50) Remora B.U. bar Remora weld tabs Snip plata comere to avob welding in k-area 32.5'• Radius of column/ 8rind Smooth Grind Parallel to t!•am Flange 2.5- 7' 2.5' 'r 7' 2111 All webs: E70. , • Ali groove webs: electrodes must be rated ler CVN of at four 20 ft-lbs at -20 deg. F. All welding sham conform to AWS Dt.l-gb. 0 Frame 1 'Bearing Pressure Maximum Bearing 3.464 ksi Max/Allowable Ratio .825 UBC (12-13) (ABIF = 1.333) %0 3.464 g (ksi). 0. 24 in 5. -9. 8.417 Plain Base Plate Connection - 46.188. Base Plate Thickness : 1. in .232 Base Plate Stress 12-13 Base Plate : 36. ksi 0. Maximum Stress 9.578 ksi f Surface Bearing Sua ce Fp 3.15 ksi : .001 owa Max/Allowable. Ratio .266 - UBC 12-13 Anchor Bolt Diameter ': 1. in UBC 12=13 - ABIF 1.333) - (- Anchor Bolt Material : Other -9. 7.419 -.209 Anchor Bolt Fu : 105. ksi 46.188 9.578 Column Shape : W12X58 UBC 12-13 4 5.. 9. Design Code : AISC ASD 9th .209 .001 46.188 23.794 - (ksi) Coarse Solution Selected 12-13 5 0. 9. 4.841 -.209 .329 ' 46.188 123.794 1 .133 UBC 12-13 6 Bolts 9. 8.743 -.209 FIAnchor Bolt X (i'Z (in) Tens_W Vx W V7 (kl Ft (kci) Fv (kcil 1 1nity r„mhinn+Gnn 1 5. -9. 8.417 .209 .001 46.188. 23.794 .232 UBC 12-13 2 0. -9. 4.393 .209 .001 46.188 23.794 .121 UBC 12=13 3 -5. -9. 7.419 -.209 .225 46.188 23.794 .205 UBC 12-13 4 5.. 9. -7.938 .209 .001 46.188 23.794 .219 UBC. 12-13 5 0. 9. 4.841 -.209 .329 ' 46.188 123.794 1 .133 UBC 12-13 6 -5. 9. 8.743 -.209 .225 46.188 123.794 1 .241 1 UBC 12=13 Load DL LL EL P k Vx k Vz k Mx(k-ft) Mz (k ft Reverse 2.709 . -.68 2.675 No Company B.G. Structural Engineering March 31, 2001 Designer 17,r Job Number: 874.01 Frame 1 Checked By: X 24 in Bolt X (in) Z (in) 1 5. -9. 2 0. -9. 3 -5. -9. 4 5. 9. 5 0. 9. 6 -5. 9. Geometry and Materials Vz k Mx(k-ft) Length 24. in Column Shape W12X58 Anchor Bolt Diameter 1. in Width 16. in Column eX 0. in Anchor Bolt Material Other Thickness 1. in Column eZ 0. in Anchor Bolt Fu 105. ksi Base Plate Fy 36. ksi Column to Edge Min (X) .5 in Anchor Bolt E 29000. ksi Base Plate E 29000. ksi Column to Edge Min (Z) .5 in AB Projected Length. 6 in Bearing Fp 3.15 ksi WF Flanges welded AB to AB Min Spacing 3 in Bearing Fc' 4.5 ksi WF Web welded AB to Stiffner Min Spacing 1 in Pedestal Length 0 in Plain Base Plate Connection AB to Column Min Spacing 2.5 in Pedestal Width 0 in Vx Shear Lug NOT present AB to Edge Min Spacing 3 in Analyze Base Plate as Flexible Vz Shear Lug NOT present AB Row Min Spacing 3 in Fp Based on AISC J9 Criteria Coarse Solution Selected Priority is AB to Edge Spacing AISC ASD 9th 35.991 1.333 Include Threads for AB Design 4.199 1.333 .825 AB Fv, Ft based on AISC Criteria Loads DL LL EL P k Vx k Vz k Mx(k-ft) Mz(k-ft) Reverse 2.709 -.68 1 2.675 1 No 1.753 -.623 2.449 1 No .378 1.756 -.939 8.164 1 22.856 1 Yes Base Plate Stress and Bearin_a Result Base Plate Stress (ksi) Bearing Pressure (ksi) Description Load Sets AllnwnhlP ASIF 11 r aunwnhio ARID 11 rr UBC 12-12 1 DL+1 LL 27. 1. .038 3.15 1. .063 UBC 12-13 1 DL+1 LL+1 WL 35.991 1.333 .029 4.199 1.333 .047 UBC 12-13 1 DL+1 LL -1 WL 35.991 1.333 .029 4.199 1.333 .047 UBC 12-13 1 DL+1 WL 35.991 1.333 .013 4.199 1.333 .028 UBC 12-13 1 DL -1 WL 35.991 1.333 .013 4.199 1.333 .028 UBC 12-13 1 DL+1 LL+.715EL 35.991 1.333 .261 4.199 1.333 .825 UBC (12-13) 1 DL+1 LL-.715EL 35.991 1.333 .236 1 4.199 1.333 .457 UBC 12-13 1DL+.715EL 35.991 1.333 .266 4.199 1.333 .719 UBC 12-13 1 DL-.715EL 35.991 1.333 .254 1 4.199 1 1.333 1 .524 RISABase Version 1.02a [D:\1-DATA\CROSSENG\JOBS\BG\874-01-Wesley\FramePL-01.rbs] Page 1 Company B.G. Structural Engineering March 31, 2001 ,Designer f� OJob Number: 874.01 Frame 1, Checked By: Bearing Contours :.198 198 .198 (ksi) (ksi) (ksi) 0 0. 0• 1DL+1 LL 1 DL+1LL+1 WL -1 DL+1 LL-1 WL Allowable 3.15 ksi Allowable : 4.199 ksi Allowable :4.199 ksi U.C. :.063 U.C. :.047 U.C.:.047 • 116 .116. 3.464 (ksi)(ksi) (ksi), 10. 0. 10. 1 DL+1 WL ' , 1 DL-1 WL 1 DL+1 LL+.715EL Allowable : 4.199 ksi Allowable .:4.199 ksi Allowable : 4.199 ksi U.C. :.028 UL. :.018 U.C. .825 1:92 3.019 2.2 4 (ksi). (ksi) ksi 0. 0. 0. 1 DL+1 LL-.715EL 1 DL+.715EL _ 1 DL-.715EL, Allowable :4.199 ksi Allowable : 4.199 ksi Allowable : 4.199 ksi U.C.:.457 U.C. :.719 U.C. -..524 Base Plate Stress Contour. 1.0291.029 1.029 (ksi) (ksi) (ksi) 003 .003 .003 1 DL+1 LL „ 1 DL+1 LL+1 WL 1 DL+1 LL-.1 WL Allowable :27. ksi Allowable :35.991 ksi Allowable :35.991 ksi U.C. :.038 U.C. :.029 U.C. .029 f 7 RISABase Version 1.02a [D:\1-DATA\CROSSENG\JOBS\BG\874-01-Wesley\FramePL 01.rbs] Page 2 v Company B.G. Structural Engineering March 31, 2001 Designer 1711 Job Number: 874.01, Frame 1 Checked By: Base Plate Stress Contours (continued) 1.469 .469 9.409 (ksi) (ksi) (ksi) 002 .002 .172 1 DL+1 WL 1 DL -1 WL Allowable : 35.991 ksi Allowable :35.991 ksi U.C. :.013 U.C. :.013 8.486 (ksi) .108 9.578 (ksi) .152 1 DL+1 LL+.715EL Allowable : 35.991 ksi U.C. :.261 1 DL+1 LL-.715EL 1 DL+.715EL 1 DL-.715EL Allowable :35.991 ksi. Allowable :35.991 ksi Allowable :35.991 ksi U.C. :..236 U.C. :.266 U.C. :.254 Anchor Bolt Results Descrintion I nnrl Sat- Rnit Tcnc W \/v tLr% X/, /Ir% Cr /b-iN UBC 12-12 1 DL+1 LL1 .015 0. .217 34.65 17.85 .015 2 .009 0. .217 34.65 17.85 .015 3 .015 0. .217 34.65 17.85 .015 4 .877 0. .217 34.65 17.85 .032 5 .98 0. , .217 34.65 17.85 .036 6 .877 0. .217 34.65 17.85 .032 UBC 12-13 1 DL+1 LL+1 WL 1 .015 0. .217 46.188 23.794 .012 2 .009 0. .217 46.188 23.794' .012 3 .015 0. .217 46.188 23.794 .012 4 .877 0. .217 46.188 23.794 .024 5 .98 0. .217 46.188 23.794 .027 6 .877 0. .217 46.188 23.794 .024 UBC 12-13 1 DL+1 LL -1 WL 1 .015 0. .217. 46.188 23.794 .012 2 .009 0. .217 46.188 23.794 .012 3 .015 0. .217 46.188 23.794 .012 4 .877 0. .217 46.188 23.794 .024 5 .98 0. .217 46.188 23.794 .027 6 .877 0. .217 46.188 23.794 .024 UBC 12-13 1 DL+1 WL 1 .012 0. .113 46.188 ' 23.794 .006 2 .01 0. .113 46.188 23.794 .006 3 ..012 0. .113 46.188 23.794 .006 4 .397 0. .113 46.188 23.794 .011 5 .444 0. .113 46.188 23.794 .012 6 .397 0. .113 46.188 23.794 .011 RISABase Version 1.02a [D:\1-DATA\CROSSENG\JOBS\BG\874-01-Wesley\FramePL-01.rbs] Page 3 El Company B.G. Structural Engineering March 31, 2001 Designer I ,� Job Number: 874.01 Frame 1 Checked By: Anchor Bolt Results (continued) DPSCfini'inn I nnrl Qatz Rnl} T.- /L\ UBC 12-13 1 DL -1 WL 1 .012 0. .1.13. 46.188 23.794 .006 2 .01 0. .113 46.188 23.794 .006 3 .012 0. .113 46.188 23.794 .006 4 .397 0. .113 46.188 23.794 .011 5 .444 0. .113 46.188 23.794 .012 6 .397 0. .113 46.188 23.794 .011 UBC 12-13 1 DL+1 LL+.715EL 1 0. -.209 .329 46.188 23.794 .021 2 2.876 -.209 .329 46.188 23.794 .079 3 6.837 -.209 .329 46.188 23.794 .188 4 .665 -.209 .329 46.188 23.794 .021 5 4.841 -.209 .329 46.188 23.794 .133 6 8.554 -.209 .329 46.188 23.794 .236 UBC 12-13 1 DL+1 LL-.715EL 1 7.828 .209. .105 46.188 23.794 .216 2 3.938 .209 .105 46.188 23.794 .109 3 .225 ` .209 .105 46.188 23.794 .013 4 7.721 -.209 .209 .105 46.188 23.794 .213 5 3.817. .209 .105 46.188 23.794 .105 6 .19 - .209' .105 46.188 23.794 .013 UBC 12-13 1 DL+.715EL 1 .017 - -.209 .225 46.188 23.794 .016 2 3.323 -.209 .225 46.188 23.794 .092 3 7.419 -.209 .225 46.188 23.794 .205 4 .568 -.209 .225 46.188 23.794 .016 5 4.836 -.209 .225 46.188 23.794 .133 6 8.743 -.209 .225 46.188 23.794 .241 UBC (12-13) 1 DL-.715EL 1 8.417 .209- .001 46.188 23.794 .232 2 4.393 .209 .001 46.188 23.794 .121 3 .316 .209 .001 46.188 23.794 .011 4 7.938 .209, .001 46.188 23.794 .219- 5 3.85 .209 .001 46.188 • 23.794 .106 6 .158 .209 .001 46.188 23.794 .011 RISABase Version 1.02a [D:\1-DATA\CROSSENG\JOBS\BG\874-01-Wesley\FramePL-01.rbs] Page 4' R"1:51- "General Footing Analysis & Design Page 1 Description. Frame 1 General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Allowable Soil Bearing 1,500.0 psf Dimensions... Short Term Increase 1.330 Width along X -X Axis 6.000 ft Base Pedestal Height 0.000 in Length along Y -Y Axis 6.000 ft Seismic Zone 4 Footing Thickness . 24.00 in Overburden Weight 0.00, psf Col Dim. Along X -X Axis 24.00 in Live & Short Term Combined Col Dim. Along Y -Y Axis 16.00 in fc 3,000.0 psi Biaxial Applied Loads Fy 60,000.0 psi Min Steel % 0.0014 Concrete Weight 145.00 pcf Rebar Center To Edge Distance 3.50 in Loads, Applied Vertical Load... Dead Load 2.709 k ...ecc along X -X Axis 0.000 in Live Load 1.753 k ...ecc along Y -Y Axis 0.000 in Short Term Load 0.378 k Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis Applied Moments... (pressures @ left & right) ' (pressures @ top & bot) Dead Load 2.675 k -ft k -ft Live Load 2.449 k -ft k -ft , Short Term 8.164 k -ft 22.856 k -ft Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis Applied Shears... (pressures @ left & right) (pressures @ top & bot) Dead Load -0.680 k k O Live Load -0.623 k k Short Term -0.927 k 0.378 k Summary Footing Design OK 6.00ft x 6.00ft Footing, 24.Oin Thick, w/ Column Support 24.00 x 16.00in x O.Oin high 6.00ft x 6.00ft Footing, 24.Oin Thick, w/ Column Suppo DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 483.9 1,530.2 psf Max Mu 2.912 k -ft per ft Allowable 1,500.0 1,995.0 psf Required Steel Area 0.344 int per ft "X' Ecc, of Resultant 2.028 in 6.933 in "Y' Ecc, of Resultant 0.000 in 18.543 in Shear Stresses.... Vu Vn . Phi 1 -Way 2.874 93.113 psi X -X Min. Stability Ratio 1.941 1.500 :1 2 -Way. 2.379 186.226 psi Y -Y Min. Stability Ratio 5.193 Footing Design Shear Forces ACI 9-1 ACI 9-2 ATI §--3- VnPhi Two -Way Shear 1.01 psi 2.38 psi 1.18 psi 186.23 psi One -Way Shears... - Vu @ Left 0.32 psi 0.69 psi 0.37 psi 93.11 psi Vu @.Right 0.09 psi -0.00 psi -0.03 psi 93.11 psi Vu @ Top 0.35 psi 2.87 psi 1.59 psi 93.11 psi Vu @ Bottom 0.35 psi -0.81 psi -0.54 psi 93.11 psi Moments ACI 9-1 ACI 9-2 ACI 9-3 Ru / Phi As Rea'd Mu @ Left 0.22 k -ft 0.10k -ft 0.00 k -ft 0.6 psi 0.34 int per ft Mu @ Right 0.54 k -ft `0.51 1:08 k -ft 0.57 k -ft 2.9 psi 0.34 int per ft Mu @ Top k -ft 2.91 k -ft 1.61 k -ft 7.7 psi 0.34 int per ft Mu @ Bottom' 0.51 k -ft -0.83 k -ft -0.55 k -ft 2.2 psi -0.34 int per ft S 13-o Rev: 510300+.G " eneral Footing Analysis &Design Page 2 Description Frame 1 Soil Pressure Summary. Service Load Soil Pressures Bottom= Top -Rig Bottom- Top-Lef DL + LL 483.89 483.89 344.00 344.00 psf . DL + LL + ST 265.70 1,530.23 0.00 998.84 psf Factored Load Soil Pressures ACI Eq. 9-1 694.52 694.52 493.74 493.74 psf ACI Eq. 9-2 371.98 2,142.33 0.00 1,398.37 psf ACI Eq. 9-3 214.98 1,238.14 0.00 808.18 psf ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7 "1.4" Factor 1.400 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic = ST' : 1.100 0 vwatn V./�S Lz SNEEi No. B.G. STRUCTURAL �aeNo. X74,01 ITEM 2 ENGINEERING ENTE G EER' O1 S-4 Fj A Company BG Structural Engineering April 1, 2001 Designer 132- Job 3iJob Number : 874.01 Frame 2 Checked By: Global Steel Code AISC 9th Edition ASD Allowable;.Stress lhcrease-.Factor's ASIF. 14245 - Include Shear Deformation Yes IncludeWarin .: ... No. of Sections for Member Calcs 5 �Redesi 'na`Section§• •Y;es P -Delta Analysis Tolerance 10.50% 11154 .3 .65 1 .49 .Y Materials (General) Shape Label In ^2 Material Label Young's Modulus Shear Modulus Poisson's Thermal Coef. Weight Density Yield Stress W8X35 Ksi Ksi Ratio(per 10^5 F K/ft^3 Ksi STL 29000 11154 .3 .65 1 .49 50 ;STL =5:26 0 0 Sections BM2 RBSW8X18 STL Section Database Material Area SA(yy) SA(zz) I y -y I z -z J (Torsion) T/C Label Shape Label In ^2 I04) (InA4) IInA4)Onl COL W8X35 STL 10.3 1.2 1.2 42.6. 127 .77 :BM . .W8X18 ;STL =5:26 0 0 N4. BM2 RBSW8X18 STL 1 4.03 1.2 1.2 2.366 43.268 1 109 Joint Coordinates . `I vvvlulllaic Ft I �.uululllaie Ft Z-k.00ralnate Ft joint temperature F N1 0 0 0 0 _� N2� _ 0` ._ .. 11::5. � 0.: : 271:;x_: N3 .271 11.5 0 0 N4. 77.1 "t.5- .0 : 1:1;:9 & •• N5 12.729 11.5 0 0 .::N6- 1312 9 ,11::5 r: •:: , O, 0 ":: N7 13.5 11.50 COL 0 :N8 13:5', . ,0.. 0:.. Boundary Conditions Joint Label X Translation Y Translation Z Translation MX Rotation MY Rotation MZ Rotation Member Data RA -1 _`-1 X -Axis Section End Releases End Offsets Inactive Member 10611I0OI Lauwl I IYuuG ., I`IVue n rvoue Rotate aet de rees i -End j -Eno I -End J -End Code Length In In Ft M1 N1 N2 COL 11.5 M2 "N2: N3 `13%.' : 271:;x_: M3 N3 N4 BM2 .5 -M4. N4. ;N5 BM ..:..:. : 1:1;:9 & •• M5 N5 N6 BM2 .5 M6. 3N627:1.. M7 N7 N8 COL 11.5 RISA -3D Version 4 [D:\1 -DATA\Frames\B874-01-02. R3D] Page 1 C,7 0 Company BG Structural Engineering April 1, 2001 Designer 1-53 Job Number : 874.01 Frame 2 Checked By: Steel Design / NDS Parameters Member Section Length Lb y -y Lb z -z L—comp Cm y -y Cb Sway Label Set le2 lel le—bend K v -v K z -z CH Cm z -z B v z Distributed Load Patterns Pattern Label Direction Start Magnitude End Magnitude Start Location End Location nem ai IVIF4 M In. ..-m W1 DL Y -.108 -.108 0 6.729 UV1:Lt Y -: I Z: • =i12 ` 0- r ; x - 'fi:729 W2DL Y -.144 -.144 6.729 %100 +1N2LL:, ;Y M5 N5 X6729 %x:10.0 W3DL Y -.144 -.144 0 0 WWL r16; SO.: W4DL Y -.108 -.108 0 0 -:.' Y :: :=.1:2 . -:1:2:, '-: 0 .._: 0 - Basic Load Case Data BLC No. Basic Load Case Category Category Load Type Totals Description Code Description Nodal Point Distributed Surface 1 D None 6 2 ;L... None „_ 3 Eh None 1 3 Joint LoadslEnforced Displacements, Category: None. BLC 3: Eh Joint Label [L]oad or Direction Maqnitude D is lacement K K -ft In rad N2 L X 861 N2" ,L" Z =.753 N7 L Z -.753 Member Distributed Loads. Category : None. BLC 1 : D Mamhar 1 nhal I Ininf 1 1-in1 1 ,.-1 M2 N2 N3 W4DL 1 M3 :.. N3 'N4. 'UV4DL _ 1' M4 N4 N5 W1 DL 1 M4' • ... -N4 N5 .:, `:.W2DL "' 1 M5 N5 N6 W3DL 1 :M6: :. -. , N6.... N7 •W3DL 1 Member Distributed Loads. Category: None. BLC 2: L Mamhur 1 �hnl I L.Inf i i..:... M2 N2 N3 W41-1- 1 M3 :.. N3 'N4. W4LL M4 N4 N5 W 1 LL 1 :M4 N4 - N5:. W2LL 1 M5 N5 N6 W3LL 1 M6 N6 : N7�WKIL 1 RISA -3D Version 4 [D:\1-DATA\Frames\B874-01-02.R3D] Page 2 • Company BG Structural Engineering April 1, 2001 Designer Job Number : 874.01 Frame 2 Checked By: -r -4 -hr Load Combinations Joint Displacements, LC 1 : D+L Joint Label X Translation Y Translation Z Translation X Rotation Y Rotation Z Rotation In i (,I (farliansl lrariiancl /rte lioncl Reactions. LC 1 : D+L Joint Label X Force Y Force Z Force X Moment Y Moment Z Moment Center of Gravity Coords (X,Y,Z) (Ft) : r 7.124 1 10.487 1 0.000 Material Takeoff, LC I: D+L Section Set Database Shape Total Length Total Weight RISA -3D Version 4 [D:\1-DATA\Frames\B874-01-02.R3D] Page 3 e eee a eee a eee a eee a eee a eee e eo eeo a eoe a eoe a oee o eee eee a eee a eee a eee e oee eee. a eeo a ooe o 000 0 oe eee � eee a eee a eee a eeo eee eee a so a eea e�eee a eee eoe eee eee a eee a eee a eee e o oeo a eeo a eee a eee a eoe a ese Reactions. LC 1 : D+L Joint Label X Force Y Force Z Force X Moment Y Moment Z Moment Center of Gravity Coords (X,Y,Z) (Ft) : r 7.124 1 10.487 1 0.000 Material Takeoff, LC I: D+L Section Set Database Shape Total Length Total Weight RISA -3D Version 4 [D:\1-DATA\Frames\B874-01-02.R3D] Page 3 Company BG Structural Engineering April 1, 2001 Designer /is- Job 3s- Job Number : 874.01 Frame 2 Checked By: Member Section Forces, LC 1 : D+L -0.429 0 0 0 -1.617 Member Label Section Axial Shear y -y Shear z -z Torque Moment y -y Moment z -z M1 K K K(K-ft) 0 (K -ft) (K -ft) M2 M3 - ;M4 M5 ® ;W6 • M7 1 2.153 -0.429 0 0 0 -1.617 2 2.052 -0.429 0 0 0 -0.383 3 1.952 -0.429 0 0 0 0.851 4 1.851 -0.429 0 0 0 2.085 5 1.75 -0.429 0 0 0 3.319 1' ._ 0:429 ._ ..1.75 0 0- 0 3.-319:,.., .. 2' .0:429 1:7340' : 0 .. 0 " . 3:202 .3' 0.429: '17x1..7 0 0 ... 0. - .::.. -:.W08'5:. 4.:. 0:429.. 1 7.. :Q : -2:434: =2.343 :2:4-M 20343 x2'969:: ..= 5 . ` _ _0:429. 1 684':. :0.. _ ..: 0.. _ . .; : - 0'.,:. - a2 8% .. 1 0.429 1.684 0 0 0 2.854 2 0.429 1.654 0 0 0 2.646 3 0.429 1.623 0 0 0 2.441 4 0.429 1.593 0 0 0 2.24 5 0.429 1.563 0 0 0 2.043 0 0 0. 2 0:43`.:7-7 :20;429..: ;0:828 0.: :0 0. .3 t_4 5 .. - :0.429 .10428: : 0' 29 '. 0:092 -0:813. -1-77,5 0.. 0 - 0 0,. 0' : 0 0 . •.. 0 =,1x892.: , 1 0.429 -1.776 0 0 0 1.977 2 0.429 -1.815 0 0 0 2.202 3 0.429 -1.855 0 0 0 2.431 4 0.429 -1.895 0 0 0 2.665 5 0.429 '0.429 -1.934 0 0 0 2.905 1 .. --1?934: .0- 0= 0: ;2;90,5-: 2 0:429.956 .. 0. 0 0_ 3'036. :.3 4 0:429 0.429 -1.:978 .... _2.: 0 0.. .. 0 0: 3:305,:r 5 0.429, -2.022 ..:' _ m0 .:. . ; 0.... 0 .: 1 2.021 -0.429 0 0 0 -3.441 2 2.122 -0.429 0 0 0 -2.207 3 2.223 -0.429 0 0 0 -0.973 4 2.324 -0.429 0 0 0 0.261 5 2.424 -0.429 0 0 0 1.495 Member Stresses, LC 1: D+L 0.209 -0.205 0 0.62 -0.62 0 Member Label Section Axial Shear y -y Shear z -z Bending y -top Bending y -bot Bending z -top Bending z -bot M1 Ksi) (Ksi) (Ksi) (Ksi) (Ksi Ksi Ks ' M2 M3 1 0.209 -0.205 0 0.62 -0.62 0 0 � 2 0.199 -0.205 0 0.147 -0.147 0 0 3 0.189 -0.205 0 -0.326 0.326 0 0 4 0.18 -0.205 0 -0.8 0.8 0 0 5 0.17 -0.205 0 -1.273 1.273 0 0 1 0.082. 1:122 -0 -2:619: :2:61.9 0... -0 ' . 2 0:082. 1.:111: 0 2:526. 2.'526. 3 4 0:082 0.082 1.101° 1.09 0 0 : -2:434: =2.343 :2:4-M 20343 -'0 0- 0 :.. 0 5 1 0:082 0.107 1:079. 1.079 0. 0 ..2.252w -3.222 °2:252 ' 3.222 0'_ 0 0 0 2 0.107 1.06 1 0 -2.987 2.987 0 0 3 0.107 1.04 0 -2.755 2.755 0 0 4 0.107 1.021 0 -2.529 2.529 0 0 5 0.107 1.002 0 -2.306 2.306 0 0 RISA -3D Version 4 [D:\1-DATA\Frames\B874-01-02.R3D] Page 4 • Company BG Structural Engineering April 1, 2001 Designer 3,� Job Number : 874.01 Frame 2 Checked By: Member Stresses, LC 1 : D+L. (continued) Member Label Section Axial Shear y -y Shear z -z Bending y -top Bending y -bot Bending z -top Bending z -bot (Ksi) fKsi) filcil lwcil lupi% /L'-;% rv_:, M4 M5 (- M6 M7 1 0:082 - 1.002 -wi 0 -1.612 1.612 0 -0: 2 0.082 .0.53 0- 1:207 -1.207 0: 0 3 0.082 01059 0. 2:292 -2:292 0 0 4 0.082 -01521- 0 1.493 4.493 0 0 5 0:082 -1.138 0 -1:56 1:56 .0 0 1 0.107 -1.138 0 -2.232 2.232 0 0 2 0.107 -1.164 0 -2.485 2.485 0 0 3 0.107 -1.189 0 -2.744 2.744 0 .0 4 0.107 -1.214 0 -3.009 3.009 0 0 5 0.107 -1.24 0 -3.279 3.279 0 0 1 0:.082. =1:24 0 -2:292: .' 2292.' 0- <0: 2: 0:082 .4:254 0- -2.396: :2.3960 7105.474 -0 3 0:082 -1:268. 0 - --2 50.1.... 2:501 3436.859 NC 4 0:082• :_1.282 °0. -2.607.. 2:607. 0.... ;0.. '5 . -0.082 :-1.296'__ :. =0 ,2:715 2.71:5 .0 '- 0: 1 0.196 -0.205 0 1.32 -1.32 . 0 0- 2 0.206 -0.205 0 0.847 -0.847 0 0 3 0.216 -0.205 0 0.373 -0.373 0 0 4 0.226 -0.205 0 -0.1 0.1 0 0 5 0.235 -0.205 0 -0.574 0.574 0 0 Member Deflections, LC 1 : D+L Member Label Section x -Translation y -Translation z -Translation x -Rotation (n) Uy Ratio (n) Uz Ratio (In) (In) fin) frnriinne) M1 1 0 0 0 0 NC NC 2 0 0.003 0 0 NC NC 3 0 0.007 0 0 NC NC 4 -0.001 0.009 0 0 NC NC 5 -0.001 0.002 0 0 NC NC M2 1 -0:002'. -0:001.. p. 0. .. NC:... 'NC 2 -0:002 =0 00.1. 0 '0 : .,8.1`591322 3 -0:002" , =0:002. 0 ' 0' 4.008:575 NG4-. -0:002 -0:002 0: 0: :=2627:7.;1=. .5' �'-M02 . -0:003 0 : 0.. 1939:;1:69; _ . NC-,., M3 1 -.0.002 -0.003 0 0 NC NC 2 -0.002 -0.003 0 0 7105.474 NC 3 -0.002 -0.004 0 0 3436.859 NC 4 -0.002 -0.005 0 0 2222.489 NC 5 -0.002 -0.006 0 0 1620.842 NC M4 1... -0.002-'. -0.006__ 0 ;0 NC :NC' :2 -0:0.02_ - -0.03=` 0 .. 50 6000:82 NC. 3 =0:0.02 -0:043 0 .0'' 2959.71:1 :NC :4 -0.002 -0.0320 0 X5688.448. NC: 5 -0:002 -0:007 0 0. ,NC. NC:: M5 1 -0.002 -0.007 0 0 1455.29 NC 2 -0.002 -0.006 0 0 1989.305 NC 3 -0.002 -0.005 0 0 3066.306 NC 4 -0.002 -0.004 0 0 6317.819 NC 5 -0.002 -0.003 0 0 NC NC M6 1 -0:002 -0.003 0 0 .1705.1-89 NC .2 -0:002 -0.002 0 .0 2306:998 NC -- 3 -0.002 4002 0 0 3513.607 NC 4 -0:002 -0.001 .0 -0 7139.852 NC 5 -0.002 -0.001 0 0 NC . NC M7 1 0.001 0.002 0 0 NC NC RISA -3D Version 4 [D:\1-DATA\Frames\B874-01-02.R3D] Page 5 Company BG Structural Engineering ngineering April 1, 2001 Designer I 3I I Job Number 874.01 Frame 2 Checked By: Member Deflections, LC 1 : D+L, (continued) Member Label Section x -Translation y -Translation , z -Translation x -Rotation (n) Uy Ratio (n) Uz Ratio - 11n1 /InI 11�� Member AISC ASD 9th Code Checks, LC I : D+L Member Label Code Chk Loc Shear Chk Loc Dir Fa Fb y -y Fb z -z ASD Eqn. MA I ICA /V-:% M1 0.048 0.001 -0.006 0 0 NC NC 0.001 -0.006 0 0 NC NC 0 -0.003 0 0 NC NC 0 0 0 0 NC Kir Member AISC ASD 9th Code Checks, LC I : D+L Member Label Code Chk Loc Shear Chk Loc Dir Fa Fb y -y Fb z -z ASD Eqn. MA I ICA /V-:% M1 0.048 11.5 -6-.01 0 Y 18.725 37.5 30 -__37,5 M3 4 0.101 0 0.054 T:. 0 Y t`�1;1:968' 29.307 37.5 33 1-11-2 H _W;�.-. M5 0.103 0.5 0.062 0.5 y 29.307 37.5 33 H1-2 _04,0, 0.271.-;', � _` 0-� 3.3- 8.8 .T M7 0.051 0 0.01 0 y 18.725 37.5 30 1 H1-2 0 oRISA -3D Version 4[DA1 -DATA\Frames\B874-01-02.R3D] Page 6 0 Company Structural Enig'ineening April 1, 2001 Designer Job Number 874.01 Frame 2 Checked By: Envelope Joint Displacements Joint Label X Translate Y Translate Z Translate X R�6iate Y Rotate Z Rotate 11.1 I � Ii -N /I_% I - I - 1, .. N1 max 0.000 4 O -OW 5 0.000 -3 0.000 --3 8.738 '1 0.000 2 0.000 3 min �'5, <:v ,O J738-, A:'I4.468-z-,, Y: N8 -n0:&000 2 '5 2.774 N2 max 0.052 4 0 4 0.54 3- 0.006 -3-- 0 2 10 5 -OM -4. -5, 3, .0.*001 r -54 -, .0,� 4-. ;:� -0. 006 :,,2. &!0,00 --.. -,,, 1.2 7-0 - - --`Q&QJ.!, --'Z.. .N.3. max - 0.052 4 0 5 1 0.54 -3 0.006 - 3 0 2 .0 5 -0.76 OF -2 -2- 0- 2 -6.553 N4 - max 0.052 4 0 5 0.54 3 0.006* 3 0- 2 5- -7 L ',-,3, 2L wm - 10 I _0 2,-� A.,z0:.000 G; N5 max 0.051 4 -0.002 4 0.539: 3 0.006 3 0 -1--A 2 0.001 -mU n. 2 3, & '542 12 -3 4a. N6 max. 0. - 051 4 -0.001 4 0.539 3 0.006 3 0 2 0.001 3 M54-` L3.:- 'in: ;-:,0' 1 � . . 3-.'. _- 1 ,2:`:ill��0=000,1, -,-, N7 max 0.051 4 0 -5- 0.539 3 0.006t -3 0 2 0.001 3 4 5 .0:0.06__ 6_,-, -2 1.75 4, - N8 max 0.000 2 0.000 5' 0.000 .5 0.000 3 0.000 2 0.000 5 rnijn; 4 -:5 3 00:-'j -1,0.000 Envelope Reactions Joint Label X Force Y Force Z Force X Moment Y Moment Z Moment ,N1 max 0.751 3 2.153 1 0.753 2 8.738 '1 2 1, 0.000 1 1 1. 2.349 rhih 0. -� 1'8.8 A'I. �'5, <:v ,O J738-, A:'I4.468-z-,, Y: N8 max 0.281 '5 2.774 2 0.753 4 -,'�s;0:7.53;* 8.772 2 0.000 1 1 4.691 2 2: 5 84- -2 0 --,7715 7 5-,,-w '-1.506 1 8.738 3 Reaction Totals: max 0.861 3 4.789 2 4 1.2 0 1 6.554 1•3 1.807 4 min 1-064- 0 Total Weights: I 1.044 • Material Takeoff, LCl:D+L Section Set Database Shape Total Length Total Weight Member Label Section Axial ' Lc (Ft) (K) Lc '.Moment y -y- Lc IOL W8X35 - 23 0.806 (K -ft) % " ( K -ft) ;B 2: 5 0.188 4 0.76 2 0 1 8.738 3 BM2 RBSW8X1 8 1 1 n n1A 0.188 0 RISA -3D Version 4 [D:\1-DATA\Frames\B874-01-02.R3D] Page 1 Total Weights: I 1.044 Envelope Member Section Forces Member Label Section Axial ' Lc Shear y -y Lc Shear z -z Lc Torque' Lc '.Moment y -y- Lc Moment z -z Lc (K) (K) (K) - (K -ft) (K -ft) % " ( K -ft) M1 1 1 max 1- 2.153 1 1 0.188 4 0.76 2 0 1 8.738 3 2.349 4 max RISA -3D Version 4 [D:\1-DATA\Frames\B874-01-02.R3D] Page 1 'I min 1- 1.133 5 1 -0.752 3 -0.76 1.3 -0 2 - -8.738 1 2 -4.468 3 21 max 2.052 1 1 0.188 4 0.76 1.2 0 1 6.554 1•3 1.807 4 min 1-064- 5 1 -0.752 3 -0.76 1 3 0- 2 -6.553 1 -2.307 3 3 max .1.952 1 1 0.188 4 0.76 2 0 1- 4.369 1-3- -1.605 2- . min 0.972 4 1 -0.752 3 -0.76 3 0 2 -4.369 2 -0.484 5 4. max 1.851 1 1-0.188 4 0.76 -2 0 1 2.185 3 -2.085 1 min 0.859 4 -0.752 -3 -0.76 3 0 2 -2.184-. 2--0.724 4 5 max 1.75 1 0.188 4 0.76 2 0 1r1 0 1 4.177 3 min 0 0.746 4 -0.752 3 -0.76 3 9 - 0.182 4 x .-'0.844 max' 1 0-� AA -7-7, W -0 2 O'.'�8;4;4;1 ..5 2.1 -0.747- - 4 .2 1 4`1171 RISA -3D Version 4 [D:\1-DATA\Frames\B874-01-02.R3D] Page 1 • M5 M7 mm'"t=0.28.1 �-`: '.5 • 3�* max 0:844'.. ::2 t: '0:737 1.1':717 4... "1 0'.' '>' 1 • ...=0 .. -0. : "2 _ •., :0•;39681:::: ':1 ,•:.'0;:_•.2.. .':0:.132.'. 3.: min...:=0.281.' S - 0727 4''0 1� t0 2 0 082 4x: max- :!'T.'844- . 2 :. 1:7`' -1 Company BG Structural Engineering 0 •;_ 2 0 ...,:: _: 1 LIMA 5.:; April t, 2001 Designer 5 : max,." 0;844" Job Number : 874.01 Frame 2. 0:281 5.'- Checked By: 3-1 -Envelope Member Section Forces. (continued) I max 0.844 2 Member Label Section - Axial' Lc Shear y -y Lc Shear z -z ' Lc Torque Lc Moment y -y 'Lc Moment z -z Lc ' K K min K(K-ft) 5 (K -ft) (K-ft) 4 0 1 0 1 0 2 -0.015 .4 2 max 0.844 2 1.654 1, 0 2 0, 2 M5 M7 mm'"t=0.28.1 �-`: '.5 • 3�* max 0:844'.. ::2 t: '0:737 1.1':717 4... "1 0'.' '>' 1 • ...=0 .. -0. : "2 _ •., :0•;39681:::: ':1 ,•:.'0;:_•.2.. .':0:.132.'. 3.: min...:=0.281.' S - 0727 4''0 1� t0 2 0 082 4x: max- :!'T.'844- . 2 :. 1:7`' -1 0 • > .. 2' 0 •;_ 2 0 ...,:: _: 1 LIMA 5.:; 5 : max,." 0;844" 2.F; _6841. 0:281 5.'- : :0:708:.:.:4: 0 1 ... ti0 .1 . - p ;=2 - � '=0:015 I max 0.844 2 1.684 1 � 0 2 0 2 0 1 3.762 3 min -0.281' 5 0.708- 4 0 1 0 1 0 2 -0.015 .4 2 max 0.844 2 1.654 1, 0 2 0, 2 0 1 3:575 3 min" -0.281 5 0.691 4, 0 1 0- 1 - 0 2• =0.102 4 3 max 0.844 2 1.623 1 -• 0 2E 0 .. - 2 0 1 3.391 3. min -0.281 -5 0.674- 4 0 1 0 1 70 2 -0.188 4 4 max 0.844 2 -1.593 1 0 2 .0 2 0 1. 3.21 3 min -0.281 5 0.657 4 0 1 0- 1 0 2 j -0.271 4 5. max 0.844 2 1.563 1 0 2 0 2 0 •1- 3.032 3 min • -0.281 • 5 0.64 4 0 1 0 1 0 2- =0.352 4 -max.*-0:849:;= . �2 . :1;563. ..1;'• ,f0i' ;•2'0� _; . 2,," min #r O-- 81 5 0 4F 0 : _ 1•- t0 0 '1 'r :0 -2{, ..0 352 ' ,4 2 d °max r 0844. 2_: 03868 } 3': Os 2. ° ..: 0 .:2 - = 0 4 ..1 '0.226'x.. ;, 243.1.;;2- min 4 :• :max >' 0'844 r 2 ; 0:029 5A 0 2 0 2 ,f :.0 :2 T 0 317 �':- - 4 min, .= 0:281". 5 _: `- .1 0391. ..2:' _0, . 1. "0 • x ::1 _f. 0.7 0.. =1 -2:154:; ..3:r 5>s':max :0:844 ` ;2:. 0:358 "5.' ..0:> :•2= A: 2; .0 2 13'42 -:i 966 2< ..;0 .: 1=�..ti0 .:_:.:15 .:.z.:`0 .:;.;'F1 -0.82.1_: r5,' 1 max 0.844 2 -0.358 -5 0 2 0 2 0 2 +3.42 2 min -0.281 5 -1.966- 2 0 .1 0--- 1 0-. 1 -0.821 5 2 max 0.844 2 -0.371 5 0 2 0?- 2 0 2 3.668 2- min -0.281 5 -2.004'' 2 0 t1 0 1 0• 1 -0.775 5 • 3 max 0.844 2 -0.385 , 5 0 < 2 0 2 0 2 3.921 2 - min --0.281. 5 -2.042-. 2 0 1 0 1 0 1 -0.728 5 4 max 0.844 2 -0.398 5 0 2 0 2 0 2 4.178 2 min -0.281 5 -2.08 2 0' 1 0 1 0 1 -0.679 5 5 max 0.844 2 -0.411 • 5 .0 2 0 2 0 2 4.441 2 min -0.281-1 5 -2.118 2 0 1 0 1 0 1 -0.628 5 1 max 0844 2 -0:411 . -5 0 2;� 0.. "2 441'-: �2 : >•mm =0.281- 5 > .' =2:11°8. , .:2 _ 0-. '::1 ' 0 -:'1 �. 0 : '1 _0:628 _:k 5>:, 2 Max!]0'8474.-:7- 2 0:4.19 5 : 0 2 _0 �2 4.585 '- 2 ' * �min6.... 3' ax 0;844' 2s 2 =0:426 . -5 _ -:.0= :;2<' >0 k:2 a: 0 '2. : -473. _� 2 t Y mm 5" _ 2 1:6 w :2. ;,0:;' 1� + 0,.5 4 _r ;max 0 844 - 7': : ;° -0:434-.5." ' 0..::- 2: > ' ;z:0 A _; :min' " - 0 289 is s :5 � > =0:543 ,5' :max ':0:844'`: 2•• `:.=:_.0:441 .::5.' ;0.. 2i _':0..2 5:026 5': ': -2:202 .:2"': .:.0 ,' •. r :.1; :0_ 1 max 2.202 2 0.281 5• .0:763 2 0 1 '10 1 0.513 5 min 0.441 5 -0.845 2 -0.759• 3 0' 2 • 0 2 -5.02642 2 2 max 2.345 2: 0.281 5 0.763 ' 2 -0 1 2.193 2 -0.296 5 min 0.51 5 =0.845 . 2 -0.759 3 0 2 -2.181- 3 -2.597 2 3 max 2.488 2 0.281 5 0.763' 2 0 1 4.386 t2 0.22 4 min 0.578 5 -0.845 2 -0.759 3 -0 2 -4.362 3 -1.493 3 4 max 2.631 • 2 0.281 5 0.763 2 .O 1 6.579 2 2.262 2 min_ 0.647 5 -0.845 2 -0.759 3. 0 y' 2 -6.543 3 -1.913 5 F RISA -3D Version 4. [D:\1-DATA\Frames\B874-01-02.R3D]' , Page 2 Company BG Structural Engineering April 1, 2001 Designer �o Job Number : 874.01 Frame 2 Checked By: Envelope Member Section Forces continued Member Label Section Axial Lc Shear y -y Lc Shear z -z Lc Torque Lc Moment y -y Lc Moment z -z Lc Envelope Member Section Stresses Member Label Section Axial Shear y -y Shear z -z Bending y -top Bending y -bot Bending z -top Bending z -bot (Ksi) I c !Keil I c !Keil I r /lleil I n IV -A I iv -n M1 CM2 r1 M3 • ;M4 M5 1 max 0.209 1 0.09 4 0.115 2 1.714 3 0.901 4 9.871 LV 3 mbl 9.87 Ll: 2 min 0.11 5 -0.358 3 -0.115 3 -0.901 4 -1.714 3 -9.87 2 -9.871 3 2 max 0.199 1 0.09 4 0.115 2 0.885 3 0.693 4 7.403 3 7.402 2 min 0.103 5 -0.358 3 -0.115 3 -0.693 4 -0.885 3 -7.402 2 -7.403 3 3 max 0.189 1 0.09 4 0.115 2 0.186 5 0.616 2 4.935 3 4.935 2 min 0.094 4 -0.358 3 -0.115 3 -0.616 2 -0.186 5 -4.935 2 -4.935 3 4 max 1 0.18 1 0.09 4 0.115 2 1 -0.278 4 0.8 1 1 2.468 3 1 2.467 2 min 0.083 4 -0.358 3 -0.115 3 -0.8 1 0.278 4 1 -2.467 2 1 -2.468 3 5 max 0.17 1 0.09 4 0.115 2 -0.07 4 1.602 3 1 0 1 0 2 min 0.072 4 -0.358 3 -0.11.5 3 -1.602 3 0.07 4 0 2 0 1 A max' "0,46 min ' -0:053 2 =5. :1':122' 1'.; 0 478 _ 4-,' a0 -,0. = :'2 =:0`144: :1 - `3295° -4-. ':3`2,95 y -3 :0:1'44 '3 � 4'--; 0' -0:001`.• 1;. 2 _,0;001.: 2 '. : u0 T: 2 -mak-1; 0 16' •:°1 0 '::. =2 :.0:104_ ,;4 ` 3:21:3- 3 0' 1 . -0'00-1: mlri:, -.0.053> ,5. .0.472= :4 _ : 0 :. >1: :..3:213: 3F. n,Vl04 _. 4:4 '..0:.001:.::2 3 max` ,..0 ,1,6 ._ 2 1..10.1_.. 1 :.,. 0 :;2•.: . 0-;;065. --4:, 3:1:3:1 3 0 A -0,00-1- 2�, X0.466• . - 4 f0 1r 0.:065 ; 4' : 0.00:1 2 4:`_ max `:,0;'=1.6 2.,' A.,09---:1 ;. 1 .:0 :.`2 3::049 :3 0 r1 :_:0.001:::::'2'r -min:.'0053. 5=- 046 4 . ' 0: "9 0:026 -4 < .0:001 2 :~ 0:: _.5 max .0.16 , : 2 ' 1:079- ':=1 : 0 `2 ;2:9:68 _ .'3 ,0 :.:. 1 ` 0..001 2 :. mtn:_ .4-0.'-.05 3: 5- 0.454 . 4 .. '0 A 0:01'-2'; =4 : 0:0011 max 0.209 21.079 1 0 2 .4 4.247 3 1 0 1 0.001 2 min -0.07 5 0.454 4 0 1 -4.247 3 -0.017 4 1 -0.001 2 0 1 2 max 0.209 2 1 1.06 1 0 2 0.115 4 4.036 3 0 1 0.001 2 min -0.07 5 0.443 4 0 1 -4.036 3 -0.115 4 -0.001 2 0 1 3 max 0.209 2 1.04 1 1 0 2 0.212 4 1 3.828 3 0 1 0.001 2 min -0.07 5 0.432 4 0 1 -3.828 3 -0.212 4 -0.001 2 0 1- 4 max 1 0.209 2 1.021 1 0 2 0.306 4 3.623 3 0 1 0.001 2 min -0.07 5 0.421 4 0 1 -3.623 3 -0.306 4 -0.001 2 0 1 5 max 0.209 2 1.002 1 0 2 1 0.397 4 1 3.422 3 1 0 1 0.001 2 min -0.07 5 0.41 4 0 1 -3.422 3 -0.397 4 -0.001 2 0 1 1, max 0.16 2• -1:002: "11 : .-0:.=2 ,0:278::4' 2:392 ;- 3.' 1 '0:001_,: =2: min -0:053,` 5.'..`041 4 '0 :1 2:392'' 3: .;0:278= 4. =0:001 T2' 0=` • :.1;.` ,-2mai ;0.1:6 2 :0:556 _3: :'.0 ..2 177 ..2=: :0.1.78'; .5 , 0. :,1 0 Z`=, min ='`0-.053 5 .::0.14.:4 : 0 :: 1. , . 0:178.:.. 2 A w. 3 :max ; >0:16 ' : 2 0:205 . - 3 0 ` 2 2:292 .. 1: ; =0:789: 'SR= . :0-: ; ` : 1 •: 0 :5-;0' 4 : max : �0 16 . 2 7-0:018 :.5 _ .0 . 2 1::7 3. ; -0:25 4 .::: :0' 2 .. =. 0_ 5 mm max ' .5 -.0116`` - 2 - _0:666'.. -:-2 -0:229' ` '5 0 .-0 :1 : '2 025 `0'648 4. 5-...2:698 =1'7 3 = '_ _0.. :1 ;..0 ..: 2 x:0:001 2 2: : :;1 min. -0:053;.- .:5 : =1:26 :.; 2 ' - ...0 1. _ =2-:698:: 2' =0. 648 5.... 1 max 1 0.209 2 1 -0.229 5 0 2 0.926 5 3.86 2 0.001 2 0 1 min -0.07 5 -1.26 2 0 1 -3.86 2 -0.926 5 0 1 -0.001 2 2 max 0.209 2 -0.238 5 0 2 0.875 5 4.14 2 0.001 2 0 1 min -0.07 5 -1.284 2 0 1 -4.14 2 -0.875 5 0 1 -0.001 2 3 max 0.209 2 -0.247 5 0 2 0.822 5 4.426 2 0.001 2 0 1 min -0.07 5 -1.309 2 0 1 1 -4.426 2 -0.822 5 0 1 -0.001 2 4 max 0.209 2 -0.255 5 0 2 1 0.767 5 4.716 2 1 0.001 2 0 1 5 min max -0.07 0.209 5 2 -1.333 -0.264 2 1 5 1 0 0 1 2 -4.716 0.709 2 5 1 -0.767 5.012 5 2 0 0.001 1 2 -0.001 0 2 1 RISA -3D Version 4 [D:\1-DATA\Frames\6874-01-0273D] Page 3 • • Company BG Structural Engineering April 1, 2001 Designer Job Number : 874.01 Frame 2 Checked By: Member Stresses (continued) Member Label Section Axial Shear y -y Shear z -z Bending y -top Bending y -bot Bending z -top Bending z -bot (Ksi) Lc (Ksi) Lc (Ksi) Lr. (Keil I r Wcil I r [Wei) I fk.i% I M7 Member Deflection Member Label Section x -Translate Lc y -Translate Lc z -Translate Lc x -Rotate Lc (n) Uy Ratio Lc (n) Uz Ratio Lc (Inl (in) (Inl /rnrlinnc) M2 M3 1 min -0.07 5 -1.358 2 0 1 1 -5.012 2 -0.709 5 0 1 -0.001-F-2--1 min 1 max ., .0.16_ 2- :0.264 '5 : 0 2: 0.496-: 5 3.504 2 0:001 2 0:.. I 1.;: 0.008 `min -0:053: '5 A-357 ` .2 ' .0' 1 :.-3:504 :' .2 -0:496 ° ..._5 - 0-- 1 -0:001: -2, 2 max.. :0:16; 2 =0268 5 0 2` •:0:474. 5 3.617 :, `2 0:001: 2 0` 1 ' 3 min .=0:053 :.:;5 5370.052 >-1371 : 2' :0_ 1 731."64-7 2,-0.474:: ='5:., 4. 1":-0:00.17 -0.169 2 .3 Tmax 0:16 • :::2 : .=0.273'.::5 2 0 " 2 0:451 ,: 5;=:. '`3:732: : 2 -0:001 2;. 0 - 1 2 'min: -0:053. '5.' -:1:384'-''2> :0 1 - -3.7.:32-..2 -0.032 --0:451: -5. 0 :1 . =0:001': 2s: 4. max ' 7. D. 16� : .'2 -0:-278'. , -.5, . 0 : 2 , 0:428 -. 5 3:84,8. .2. -0:001 - .2 :0: ;;1'.= 255.446 .mina:`=0 053: :`5; -1.398..2. -0.001 .. - .0., . 1 -32848. 2:.. -0:428 :.5 .. ::0 1 1 2675.576 5' ' -max '.0:16:: 2 ;:`0.283" 5- 0. 2 0:.405_ _ 5'-. '3:965 .:..2 ` k0001 ; 2 : 0 1= min: =0.053, . 5 :=1.4-1<1 2; 0:: 1 .'3:965. ri _2'_ --0.405' `: c5 0.": 1:= 0:001':' `2 . 1 max 0.214 2 0.134 5 0.115 2 1.928 2 0.197 5 0 1 0 2 min 0.043 5 -0.403 2 -0.115 3 -0.197 5 -1.928 2 0 2 0 1 2 max 0.228 2 0.134 5 0.115 2 0.996 2 -0.113 5 2.477 2 2.464 3 --0.002 min 0.05 5 -0.403 2 -0.115 3 0.113 5 1 -0.996 2 -2.464 3 -2.477 2 3 max 0.242 2 0.134 5 0.115 2 0.573 3 0.084 4 4.954 2 4.928 3 -0:006 min 0.056 5 -0.403 2 -0.115 3 -0.084 4 -0.573 3 -4.928 3 -4.954 2 4 max 0.255 2 0.134 5 0.115 2 0.734 5 0.868 2 7.431 2 7.391 1 3 :'NC min 0.063 5 -0.403 2 -0.115 3 -0.868 2 -0.734 5 -7.391 3 -7.431 2 5 max 0.269 2 0.134 5 0.115 2 1.044 5 1.799 2 9.908 2 9.855 3 0.052 min 1 0.069 5 -0.403 2 -0.115 3 -1.799 F 2 -1.044 5 -9.855 3 -9.908 2 Member Deflection Member Label Section x -Translate Lc y -Translate Lc z -Translate Lc x -Rotate Lc (n) Uy Ratio Lc (n) Uz Ratio Lc (Inl (in) (Inl /rnrlinnc) M2 M3 1 max 0 1 0 1 0 1 0 1 NC NC min 0 1 0 1 0 1 0 1 NC NC 2 max 0 4 0.008 3 0.047 3 0 2 NC 2957.614 3 min 0 1 -0.004 4 -0.047 2 0 1 NC 2957.866 2 3 max 0 4 0.026 3 0.169 3 0 2 5370.052 3 816.14 3 min 0 1 -0.016 4 -0.169 2 0 1 8639.548 4 1 816.209 2 4 max 0 4 0.044 3 0.342 3 0 2 3166.144 3 1 403.472 3 min -0.001 1 -0.032 4 -0.342 2 0 1 4262.978 4 403.505 2 5 max 0 4 0.054 3 0.54 3 0 2 2571.818 3 255.446 min -0.001 1 -0.052 4 -0.54 2 0 1 2675.576 4 2.55.467 2 1' .max ..0:052' . =4,.._ 0, ::. .4": =0:54 :3' 0:006..:- .3_._ ::NC... ,min. . =0"054--,."'3 .4.09.1 -- -0:54- : 2..; _0.006 �.2 :: �°NC :: `: 2 .:max 0:052: , 4::. :0 ` .t5 0:54 `°3s - -&M13' '3:NC=NC min ..- -0:054:.....3 =0:001 2 _ =.0.54 _ y: •.'2 =0;006. : -2:4.958:622.2 'NC, 0 ` 5 0 54 3: r -"0:006 .' . 3 NC- -<. NO. mld.l : 0 054 ; ` = 3 --0.002 -2. -0'54.: = :2 -0.:006`. 2 246..7 2 _ NC •.4. max' `.. ;0:052:: , :4C-: - ,0 . :5- 0:54 3 : _3 . : .NC` . ::0.006-.:: NC =0:003 2 =0:54 .'::.2 -0:006 2. 1637:72 2:' =. INC. .5 max:. -:0.052..:. ;4.. :0 °5 0:59 `.. 3 0:006..: 3 : ..``NC" - :NC:.: - : njin::.'r zO,054,.3 - . -0:003 ` . _:2 =0'.54'-. 2 . -0;006 2 ' 1223;0ff _ 2 . :'NC 1 max 0.052 4 0 5 0.54 3 0.006 3 NC NC min -0.054 3 -0.003 2 -0.54 2 -0.006 2 NC NC 2 max 0.052 4 0 5 0.54 3 0.0063 NC NC min -0.054 3 -0.005 2 -0.54 2 -0.006 2 4798.5051 2 NC 3 1 max 1 0.052 4 0 5 0.54 3 0.006 1 3 NC NC min 1 -0.054 3 -0.006 2 -0.54 2 -0.006 1 2 2379.775 2 NC 4 max 1 0.052 4 0 5 0.54 3 0.006 3 NC NC min -0.054 3 -0.007 2 1 -0.54 2 -0.006 2 1575.225 2 NC 5 max 1 0.052 4 0 1 5 1 0.54 3 0.006 3 NC NC min 1 -0.054 1 3 1 -0.009 1 2 1 -0.54 1 2 -0.006 2 1174.15 2 NC ` RISA -3D Version 4 [D:\1-DATA\Frames\B874-01-02.R3D] Page 4 r Company BG Structural Engineering April 1, 2001 Designer Job Number : 874.01 Frame 2 Checked By: Z Member Deflections. (continued) Member Label Section x -Translate Lc x -Translate -_ Lc x -Translate Lc x -Rotate Lc (n) L/y Ratio Lc (n) Uz Ratio Lc ' In In In radians 7M4 M5 • iM6=. M7 1; . max: -,::.0:052- 4', 1 : e 0:: 5:: -:0:541 •; ":33'j- 0..006' 0.012 5.75 v 1 -3 min' ':. 0:054'-:: 3 : =0:009'- t•2.._2< 0:006: ` '2 NG,' ,r 1. -2 - mak, : 0:05.1 : 4.;'S'� - . _29:788 : ;:0:54 3: `.0:006.. ; 3 - -° _••. NC . '+ -' =mint _ -0:054 3 ' ; =0:034 %2:= - `•0':541. 2 =0.006 ::::2:. - :5427.91:< : 2 3 = rnax-:0.051 4..: :0.01`5:. 5y: 0:54 3': M:0006.. `3 ;NC i..; _NC: 33 H1-2 3. 0:043: 14< :Oa.541 r : , 2' ' 0:006 :.:t'2 . X3959.711.: 1 -NC:' .40,': max...: 0:051' 4:•: ..0.0:1:.4 4:= 0:54 s z . 3 : `0006 : , 3r NCs - `- i : N,C ""I- M5 . . 4.3 0.5 • 2 0542,: '2, 8 688.44 -1: 7 NC,=min A5 :5 .:max y 1 :0.051:,:. u.4:: =0:002, 4 0:539... 3} :::0:006 3_ `-�NCNCS.; 47.685 , X0:006, z:2 . `NC �s �: NC W. s'j k� 1 max 0.051 4 -0.002 4, 0.539 3 0.006 3 7188.865,24 NC 0.231 1 min -0.054 3 -0.008 _3 -0.542 2 -0.006 2 1314.92 3'- NC 2 max 0.051 4 -0.001 4 0.539 3 0.006 3 NC 3 NC min -0.054 3 -0.007 3 -0.542 2 -0.006 2 1756.443 3 NC 3 max 0.051 4 -0.001 4 0.539 3 0.006 • 3 NC NC min -0.054 -3 -0.005 3 -0.542 2 -0.006• 2 2641.835 3 NC 4 max 0.051 4 =-0.001 4 '0.539 3 0.006 3 NC NC min -0.054 3 -0.004 3 -0.542 2 -0.006 2 5302.872 3 NC 5 max 0.051. 4 -0.001 4 0.539 3 0.006 3 - NC NC min 1 -0.054 3 1 -0.003 3 -0.542 2 -0.006 2 NC NC _ 051..:4.: 0;00:1 :: 4 ;O.a539� 4.:3 ::M0;006: :3 _ vNC min" . 0 054.:. 3 =0:0.03+ �.3:_:::- z0:542 F:.2�'= _,-0:006: `;2,+:1334 7. 83 .:,3. 051;:4. `a• "-0:`001: 4 ' ::0:539 13:a: :0:.006 3 xNC .:. `NG._ �s �.N min:: '-0:054:..,, . 3 "':.:0:002.Of542i'..1:784 00.4.. a;3 3 >Imaxe _ - 0:051. s4':: .Oi001'.... A mm 0 054 3 0 002 1:f 0:542 2 0:0062 35136071 ' NCS 4. max _ 0.051' min: E. - `0:054': 3 0:001 ° 1•: ;0`5 42 2: :. ,:0:006 ;2' 7:139 852- u1 .. ; ..;NC 4 : 5`.d max. ,:,;-:0:051: 4s: 0'� : 5r 0 5.3 3,-.-"<0 006 "3 :N77 C ;:: : -min %.:=0.:054:. , 3„ :- _0:00:1. .::2.,.: � =:.0542, l :`2 ; _- .0:006 +254.473 1 max 1 0.001 2 0.054 - 3 0.542 2 0 1 2577.555 3 2 min .0 5 -0.051 4 -0.539 3 0 2 2714.034 4 255.846 3 2 max 0.001 2 0.035 5 0.343 2 0 1 3985.358 5 401.934 2 min 0_ 5 -0.043 2 -0.341 3 0 2- NC 404.103 3 3 max 0.001 2 0.018 5 0.17 -2 0 1., 7771.694 5 813.03 2 min 0. 5 -0.026 .2 -0.169 3 0 • 2 NC - 817.418 3, 4 max 0 2 0.005 5- 0.047 2 0 1 NC 2946.341 1 2 min 0 5 -0.009 ' '2 -0.047 3 0 2 NC 2962.247 3 5 Imaxi 0 1 1 0 t1 0- 1 .0 1 NC., NC min 1 0 1 1 1 0 1 0 1 1 .0 " 1 NC ., NC Envelope Member AISC ASD 9th Code Checks Member LabelCode Chk ' Loc Shear Chk Loc Dir Fa Fb y -y Fb z -z R:ASD Eqn. 111- M1. 0.226 0 :: 3 0.012 5.75 v 1 -3 27.058 54.188 43.35 H1-2 M2.,..:'- 0:082. :"0 _t c-1,..:0:056 - 0 w �1 ;_' - . _29:788 ::37:5 -: ,.33. ,H:1-2;. M3 ' 0.101 0 1 0.054 0 v 1. 29.307 37.5 33 H1-2 >M4 0:132 :.6:31:1: °.1 • 0:057 - -1.1:958' 7:63.1::. 37:5 =:17:798.. - H>1=2'. M5 0.11 0.5 • 2 0.062 0.5 y 1 42.348. 54.188 47.685 H1-2 M6 . ; : 0.087 % :. 0:27.1 °: :'2.:: 0:065 - 0:271 ` • :.: 1 ' - '43:044 :F • ' .; "54.188!,1. 47:685 H 12 M7, 0.231 1 11.5 2 0.014 1 5.75 y -1-r 27.058 54.188 - 43.35 RISA -3D Version 4 [D:\1-DATA\Frames\B874-01-02.R3D] Page 5 r is Company BG Structural Engineering April 1, 2001 Designer ' +.3 Job Number : 874.01 Frame 2 Checked By: Member AISCASD 9th Code Checks, LC 6 : 1.2d+0.5L+2.8Eh Member Label Code Chk Loc Shear Chk Loc Dir Fa Fb y -y Fb z -z ASD Eqn. M 1 0.58 0 0.014 5.75 27.058 54.188 43.35 H1-2 01 430'0 . M3 0.068 0.5 0.016- 0 y 42.348 54.188 47.685. 1-11-2 ;.11:958:.. ":.0 049: :1;1:958 a1.1026:f, ;, 54:1.88. 'M5 0.176- 0.5 0.052 0.5 42.348 54.188 47.685 1-11-2 _.4.7.685 _ : .1 H1'2=` M7 0.611 ii 11.5 0.026 5.75 27.058 54.188 43.35 H1-2, a RISA -3D Version 4D:\1-DATA\Frames\B874-01-02.R3D I ] Page 1 Company BG Structural Engineering April 1, 2001, Designer Job Number 874.01 Frame 2 Checked By: Member AISC ASD 9th Code Checks, LC 7: 0.9D-2.8Eh Member Label Code Chk ' Loc Shear Chk Loc Dir Fa Fb y -y Fb z -z ASD Eqn. (Ft) (Ft) (Ksi) (Ksi) (Ksi) , M1 0.602 0 1 0.023 5.75 v 1 27.058 54.188' 43.35 H1-2 54.t- 88 44.V - '6 �'H2--.V` M3 0.146 0 0.033 0 4-2.348 54.188 47.68 5 -w,-0,099, .. 0 - ' . I ':- -0- 3Z4�V., 6 "X43:35AFS&f �H2-1 Li12-11,`% M5 0.084 0, 0.004 0.5— y 42.348 54.188 47.685 H2-1 , 0.27x1° EJL. .: A 10 2- M7 7 0.582 0.582 11.5 0.017 5.75 y , 27.058 54.188 1 43.35 H1-2 RISA -3D Version 4 D:\1-DATA\Frames\B874-01-02.R3D] Page 1 r Company BG Structural Engineering April 1, 2001 Designer Job Number 874.01 Frame 2 Checked By: Reactions, LC 8: 1.OD+1.OEh Joint Label X Force Y Force Z Force X Moment Y Moment Z Moment K K K(K-ft) (K -ft) (K-ft) N1 -0.214 1.042 0.753 8.697 0. 2.447 N8 0,'6-4;7,... = 16.75 Reaction Totals: 0.861 2.718 1 1.506 Center of Gravity Coords (XYZ) (Ft) : 7.048 9.794 0 nnn �� RISA -3D Version 4 [D:\1-DATA\Frames\B874-01-02.R3D] Page 1 Company. BG Structural Engineering April 1, 2001 Designer Job Number :. 874.01 Frame 2 Checked By: Reactions, LC 9: D Joint Label X Force Y Force - Z Force X Moment Y Moment Z Moment K K K(K-ft) (K-ft) (K-ft) Ni 0.218 1.295 0.000 0.000 0.000 -0.819 N8r.'>..� _0.2,.1,8 ._;.. 1._423 .: ., 0:000 :' O O.OQ, . ::0:0-0.0 ,M: ;0:76:1 _: `•. Reaction Totals: 1 0.000 2.718 1 0.000 Center of Gravity Coords (X,Y,Z) (Ft) _ 7.048 1 9.794 0 000 O RISA -3D Version 4- - [D:\1 - DATA\Frames\B874 01 02.R3D] Page 1 Company BG Structural, Engineering April 1, 2001 " Designer ' 4 OJob Number : 874.01 Frame 2 Checked By: Reactions, LC 10: L Joint Label X Force Y Force Z Force X Moment Y Moment Z Moment K K K(K-ft) (K -ft) (K -ft) Ni 0.211 0.859 0.000 - • 0.000 1 0.000 -0.799 N8 :4 A.2,.1u1 f0 0.11 �_.,, :• Or'000 _w .:: 0:000: , 0 OQO:..' 0734.',:': Reaction Totals: 1 0.000 1 1.86 0.000 Center of Gravity Coords (X,Y,Z) (Ft) : 7.234 11 5 6.666 - i t r ' r RISA -3D Version 4 [D:\1-DATA\Frames\B874-01-02.R3D .. ] Page 1 s Company BG Structural Engineering April 1, 2001 Designer �S Job Number : 874.01 • Frame 2 Checked By: - Reactions., LC 11 : Eh/1.4 Joint Label X Force Y Force Z Force X Moment Y Moment Z Moment K K K(K-ft) (K -ft) (K -ft) N1 -0.308 -0.18 0.538 6:177 0 2.329 N8 - 0:3`061 0:1'8 ."0'538 rt 6:`1189. ; 0 2•:31'.1:;'_`• Reaction Totals: 1 -0.615 1 0.000 71.075 Center of Gravity Coords (X,Y,Z) : No Calculation i RISA -3D Version 4 [D:\1-DATA\Frames\B874-01-02.R3D]. Page 1 - g DESIGN OF REDUCED BEAM SECTION FRAME 2 R . "Us of cut Be a=(.5 to .75) bf . b=(.65 to .85) dbl C c=<.2 bf e r � _I Fig. 3 Geometry of Radius Cut RBS • 4 RBS w , uoffa m beam gra vf y load - RBS . i ' . a L' = dlstence Wlween centers of RBS Cuts a ' L = distance between column centerlines BEAM 1 SIDE Fig. 4 Typical Moment Frame Beam with RBS Connections STORY HEIGHT ABV= 0 FT bf STORY HEIGHT,BLW= 11.5 FT BASE FIXED = y e: i BEAM LENGTH= 13.5 FT T wDL= 0.144 k/ft 0.012 Win y 1 Porltmn M fmm Oenpe wLL= 0.160 k/ft 0.013333333 Win dl2 tw w=1.2D+.5L= 0.0211 Win . .. ._.— — — ------ Plerik Meut"t Ace BEAM USED COLUMN USED (IF NONE_ ENTER "NONE"). ABOVE BELOW die w8x18 none w8x35 yemem cut I— un. db = 8.14 in... do = 0.00 in. 8.12 in. 1 bfb = 5.25 in. bfc = 0.00 in. 8.02 in. c ffb = 0.33 in. tfc = 0.00 in. 0.50 in. twb.= 0.230 in. twc = 0.000 in. ' 0.310 in. Zb = 17 in.^3 ' Zc = 0 in 'A3 34.7 in.^3 fa= 0.5 KSI STEP 1 CHOOSE TRAIL VALUES:OF a,b,c a=, min= 2.625 max= 3.9375 use 3.28125 3.25 b= min=. 5.291 max= 6:919 use 6.105 6 C= min= 0.7875 max= 1.05 use 0.91875 0.785 STEP 2 COMPUTE PLASTIC SECTION MODULUS AT'THE MIMIMUM SECTION OF RBS' S a O?RBS =Zb-2c tf (d-tf)= 12.953639 in3 STEP 3 ESTABLISH.THE EXPECTED YIELD STRESS OF THE BEAM FOR A572 FG 50 STEEL RY=1.1 FyE= Ry Fy 1.1 X 50= 55 KSI STEP 4 COMPUTE MAXIMUM MOMENT EXPECTED AT CENTER OF THE RBS MRBs= 1.15 ZRBs FyE= 819.32 KIP-IN STEP 5 COMPUTE THE SHEAR FORCE AT THE;CENTER OF THE RBS CUTS AT EACH END OF THE BEAM L'= THE DISTANCE TO CENTERLINE OF THE RBS CUTS L'=L-dc-2(a+b/2) 141:38 IN and ; VRBS=(2MRBS/L)+ (wL'/2)= 13.08 K VRBS=(2MRBs/L)- (wL'/2)= 10.10 K OEEP 6 COMPUTE MAXIMUM MOMENT EXPECTED AT THE FACE OF THE COLUMN Mr= MRBs + VRBs (a+b/2)= 901.06 KIP-.IN. Ct RBS i l�C11� • Mi M� i VRBsMRBS STEP 7 COMPUTE THE PLASTIC MOMENT OF THEBEAMBASED UPON THE EXPECTED YIELD STRESS . MPE= Zb FvE = 935 KIP-IN STEP 8 CHECK THAT MF.IS IN THE RANGE OF 85% TO 100% OF MPE MW MPE= 901.06 96.37% < 1.00% OK 935 THEREFORE PRELIMINARY DIMENSIONS ARE OK a= 3.25 b= 6 c= 0.785 T2,(F, —f,) ISI, ____Ve 1 .b j t Ma d MaesC ! ,Maes ° , VpBS V aeS j Meb h° i i • i V—~ 4 c a + (b12) d c a + (b/2) M, 1.72 > 1.0 O.K. STEP 9 CHECK STRONG COLUMN WEAK BEAM REQUIREMENTS . EZ(F,Y -I) a > E l.o Mr ' where: Z, = plastic section modulus of the column section above and below the connection Fye = minimum specified yield stress of the column f, = axial stress in the column above and below the connection EMS = sum of the column moments at the top and bottom of the panel zone corresponding to the development of MRes at the center of the RBS cuts in the attached beams where: -- • M RHS + (vRBS '+ vRBS k + a + 2 / (11) hr +, db + hb 0 Ma = V� h, (12) M,b=V,hb (13) (14) Mo, + Mab • Owhere:. ' v, = -s hear force in the columns above and below the connection Md = column moment immediately above connection M,b = column moment immediately below connection h, = distance from top of beam to point of inflection in the column above the connection hb distance from bottom of beam to point of inflection in the column below the connection db = . depth of beam all other variables as previously defined 1 Vc= 15.337818 K McT= Vc ht= .0 KIP -IN Mcb= Vc hb= 995.884545 KIP -IN SUM Mc= 995.884545 KIP -IN T2,(F, —f,) ISI, ____Ve 1 .b j t Ma d MaesC ! ,Maes ° , VpBS V aeS j Meb h° i i • i V—~ 4 c a + (b12) d c a + (b/2) M, 1.72 > 1.0 O.K. STEP 10 ' CHECK COLUMN PANEL ZONE r 5 Z 027- O1; VPz = 095 d — OSV, •(15) -. EMf=MJ+Mj (16) M j = Mies + V;asl ° + 2) (17) where: - Vpz = panel zone shear force corresponding to the development of 80 , percent of the maximum expected column face moments Mf = 'maximum moment expected at the face of the column. calculated according to Eq. 7 M j = maximum moment expected at opposite column face THE PANEL ZONE SHEAR IS AS FOLLOWS: Mf= 901.06 KIP -IN M, f= ' 0 KIP -IN SUM Mf__ 901.06 KIP -IN W/OUT PLUG WELDS ATTACHING VPZ= 95.1131157 K DOUBLER TO WEB MIN. THICKNESS OF WEB & THE STRENGTH OF THE PANEL ZONE IS CALCULATED AS FOLLOWS: DOUBLERS = t t > (dz+wz)/90 = 0.162 in. twc = 0.310 in. O.K. r 3 b t� V = OSSFy�d�t� 1.+ t doubler = 0.250 in. O.K. L db de t] t= total thickness of panel zone including doubler plates= 0.56 IN thickness of doubler plates if needed= 0.25 IN DOUBLER PLATES REQUIRED V= 89.139559 KIPS < 95.11312 N.G. W/OUT DOUBLER PLATES V= 144.96456 KIPS > 95.11312 O.K. W/DOUBLER PLATES - t ADD 0.250 IN THK DOUBLER PLATES IF REQUIRED. EXAMPLE DETAIL Bya}matrk About B.U. bar to remain - - . Remora veld tabs (B.S.) Web B.U. bar to. column , 5116 W36050 (Ass) • • Plate most be adequate for oreetlon loads and to terve as backing for GP beam web weld. • . Design of plate and connection dl plate to 46111010 and bum by fabricator. stisN el Atter root Is Clsaned and Inspected W M42 (AS72 Gr. SO) Remove B.U. bar - Romovo weld labs Snip plate Camara to avoid welding In k-area 02.5' Radius ' of column Grind Smooth Grind Parallel to Beam Flaage 2.5' 7' , 2.5' T. 25• All welds: E70. Ali groes VOWS:. aleekodes mull be rated for CVN of at lout 2011•tbs at -20 deg. F. " •. All wal0i0g aMil.conlorm to AWS 01.f•g5. r A • 0 X r. H 20 in 5. Plain Base Plate Connection Base Plate Thickness :.75 in Base Plate Fy : 36. ksi Bearing Surface Fp : 3.15 ksi Anchor Bolt Diameter : 1. in Anchor Bolt Material : Other Anchor Bolt Fu : 105. ksi Column Shape : W8X35 Design Code : AISC ASD 9th Coarse Solution Selected Frame 2 Bearing Pressure Maximum Bearing 1.369 ksi Max/Allowable Ratio .326 UBC (12-13) (ABIF = 1.333) 1.369 (ksi) 0. Base Plate Stress Maximum Stress 5.054 ksi Max/Allowable Ratio .14 UBC (12-13) (ASIF = 1.333) 5.054 (ksi) .05 - Anchor Bolts Bolt X (in) 7 (in) Tans (kl VY (kl \/7 Ikl Ft Ikeil M" (keit i In;h, r,,.Y.ti;., ,•:,,.. 154 1 5. -7. 2.675 .064 -.00037 46.)88 23.794 .074 UBC 12-13 2 0: -7. 1.553 .064 -.00037 46.188 23.794 .043 UBC 12-13 3 -5. -7. 2.317 -.064 .073 46.188 23.794 .064 UBC 12-13 4 5. 7. 2.532 .064 -.00037 46.188 23.794 .07 UBC 12-13 5 0. 7. 1.901 -.064 .108 46.188 23.794 .052 UBC 12-13 6 -5. 7. 2.809 -.064 1 .073 146.188 123.794 1 .077 UBC 12-13 Loads DL LL EL P k Vx k) Vz k Mx(k-ft) Mz(k-ft) Reverse 1.423 -.218 .819 No 1.001 -.211 .799 No .18 .538 -.308 2.329 6.189 Yes • 0 • Company B.G. Structural Engineering April 1, 2001 Designer 115s - Job Number : 874.01 Frame 2 Checked By: X 20 in Geometry and Materials Bolt X (inl 7 (in) 1 5. -7. 2 0. -7. 3 -5. -7. 4 5. 7. 5 0. 7. 6 -5. 7. Length 20. in Column Shape W8X35 Anchor Bolt Diameter 1. in Width 16. in Column eX 0. in Anchor Bolt Material Other Thickness .75 in Column eZ 0. in Anchor Bolt Fu 105. ksi Base Plate Fy 36. ksi Column to Edge Min (X) .5 in Anchor Bolt E 29000. ksi Base Plate E 29000. ksi Column to Edge Min (Z) .5 in AB Projected Length 6 in Bearing Fp 3.15 ksi WF Flanges welded AB to AB Min Spacing 3 in Bearing Fc' 4.5 ksi WF Web welded AB to Stiffner Min Spacing 1 in Pedestal Length 0 in Plain Base Plate Connection AB to Column Min Spacing 2.5 in Pedestal Width 0 in Vx Shear Lug NOT present AB to Edge Min Spacing 3 in Analyze Base Plate as Flexible Vz Shear Lug NOT present AB Row Min Spacing 3 in Fp Based on AISC J9 Criteria Coarse Solution Selected Priority is AB to Edge Spacing AISC ASD 9th UBC 12-13 Include Threads for AB Design 35.991 1.333 .137 AB Fv, Ft based on AISC Criteria Loads DL LL EL P k Vx k Vz k Mx(k-ft) Mz(k-ft) Reverse 1.423 -.218 .819 No 1.001 -.211 .799 No .18 .538 -.308 2.329 6.189 Yes Base Plate Stress and Bearin-g Result Base Plate Stress (ksi) Bearing Pressure (ksi) Description L pari (;Pt--, Allnwnhla ASIP I I r` All -1 ki- noir I I n UBC 12-12 1 DL+1 LL 27. 1. .025 3.15 1. .04 UBC 12-13 1 DL+1 LL+1 WL 35.991 1.333 .018 4.199 1.333 .03 UBC 12-13 1 DL+1 LL -1 WL 35.991 1.333 .018 4.199 1.333 .03 UBC 12-13 1 DL+1 WL 35.991 1.333 .008. 4.199 1.333 .017 UBC (12-13) 1DL-1WL 35.991 1.333 .008 4.199 1.333 .017 UBC 12-13 1 DL+1 LL+.715EL 35.991 1.333 .137 4.199 1.333 .326 UBC 12-13 1 DL+1 LL-.715EL 35.991 1.333 .118 4.199 1.333 1 .154 UBC 12-13 1 DL+.715EL 35.991 1.333 .14 4.199 1.333 .277 UBC 12-13 1 DL-.715EL 35.991 1.333 .133 4.199 1.333 .186 RISABase Version 1.02a [D:\1-DATA\CROSSENG\JOBS\BG\874-01-Wesley\FramePL-02.rbs] Page 1 Company B.G. Structural Engineering April 1, 2001 Designer 154 Job Number: 874.01 Frame 2 Checked By: Bearing Contours • .124 - .124 .124 (ksi) ' (ksi) (ksi) 0. t0. 1 DL+1 LL 1 DL+1 LL+1 WL 1 DL+1 LL-1 WL Allowable :3.15 ksi Allowable : 4.199 ksi Allowable :4.199 ksi U.C.:.04 U.C.:.03 U.C.:.03 071 m.071 1.369 (ksi) (ksi) :::.: (ksi) 0 s 0• 0. 1 DL+1 WL 1 DL-1 WL 1 DL+1 LL+.715EL Allowable :4.199 ksi Allowable :4.199 ksi Allowable :4.199 ksi U.C.:..017 U.C.:.017 U.C.:.326 .646 1.162 782 (ksi) (ksi) (ksi) 0. 0. 0. 1 DL+1 LL-.715EL 1 DL+.715EL 1 DL-.715EL Allowable :;4.199 ksi Allowable :4.199 ksi Allowable : 4.199 ksi U.C.:.154 U.C.:.277 U.C.:.186 Base Plate Stress Contour .665 :.665 665 (ksi) (ksi) (ksi) 005 , 005 .005 1 DL+1 LL 1 DL+1 LL+1WL 1 DL+1 LL-1 WL Allowable :27. ksi Allowable : 35.991 ksi Allowable :35.991 ksi U.C.:.025 U.C.:.018 U.C.:.018 • ,L RISABase Version 1.02a [D:\1-DATA\CROSSENG\JOBS\BG\874-01-Wesley\FramePL-02.rbs] Page 2 DI 0 Company B.G. Structural Engineering April 1, 2001 Designer ,57 Job Number : 874.01 Frame 2 Checked By: Base Plate Stress Contours (continued) 1 DL+1 WL Allowable :35.991 ksi U.C. :.008 rcrrw- 1 DL+1 LL-.715EL Allowable : 35.991 ksi U.C. :.118 284 (ksi) .002 IDL-1WL Allowable : 35.991 ksi U.C. :.008 1 DL+.715EL Allowable : 35.99.1 ksi U.C. :.14 284 (ksi) .002 5.054 (ksi) .05 1 DL+1 LL+.715EL Allowable : 35.991 ksi U.C. :.137 1 DL-.715EL Allowable : 35.991 ksi U.C. :.133 4.936 (ksi) .065 4.783 (ksi) .077 Anchor Bolt Results Description Load Sets Rolt Tens (k) Vx fkl V7 fkl Ft fkcil Fv fksil I Inity UBC 12-12 1 DL+1 LL 1 .06 0. .071 34.65 17.85 .005 2 .095 .0. .071 34.65 17.85 .005 3 .06 0. .071 34.65 17.85 .005 4 .336 .0. .071 34.65 17.85 .012 5 .465 0. .071 34.65 17.85 .017 6 .336 „ 0. .071 34.65 17.85 .012 UBC 12-13 1 DL+1 LL+1 WL 1 .06 0. .071 46.188 1 23.794 .004 2 .095 0. .071 46.188 23.794 .004 3 .06 0. .071 46.188 23.794 .004 4 .336 0. .071 46.188 23.794 .009 5 .465 0. .071 46.188 23.794 .013 6 .336 0. .071 46.188 23.794 .009 UBC 12-13 1 DL+1 LL -1 WL 1 .06 0. .071 46.188 1 23.794 .004 2 .095 0. .071 46.188 23.794 .004 3 .06 0. .071 46.188 23.794 .004 4 .336 0. .071 46.188 23.794 .009 5 .465 0. .071 46.188 23.794 .013 6 .336 0. .071 46.188 23.794 .009 UBC 12-13) 1 DL+1 WL 1 .029 0. .036 1 46.188, 23.794 .002 2 .047 0. .036 46.188 23.794 .002 3 .029 0. .036 46.188 23.794 .002 4 .142 0. .036 46.188 23.794 .004 5 .197 0. .036 46.188 23.794 .005 6 .142 0. .036 46.188 23.794 .004 RISABase Version 1.02a [D:\1-DATA\CROSSENG\JOBS\BG\874-01-Wesley\FramePL-02.rbs] Page 3 �M Company _ B.G. Structural Engineering Designer April'.1, 2001 r 5$ Job Number : 874:01 Frame 2 Checked By: Anchor Bolt Results (continued) f Description Load Sets' Rnit Ti -n-, M VY /kl \h !kl Ft /kcil Fv Neil I Inif- UBC 12-13 1 DL -1 WL 1 ; .029 0. .036 46.188 " 23.794 .002 2 .047 0. .036 46.188 23.794 .002 3 '.029 0. .036 46.188 23.794 .002 4 .142 0. .036 46.188 23.794 .004 5 .197 0. .036 46.188 .23.794 .005 6 .142 0. .036 46.188 23.794 .004 UBC " 12-13 1 DL+1 LL+.715EL 1 .126 -.064 .108 46.188 1 23.794 .007 2 .855 -.064 .108 46.188 23.794 .024 3 ' 1.986 -.064 .108 46.188 23.794 .055 4 .254 -.064 .108.46.188 23.794 .007 5 1.901 -.064 .108 46.188 .23.794 .052 6 2.728 -.064 .108 46.188 23.794 .075 UBC 12-13 1 DL+1 LL-.715EL 1 2.383 .064 .035 46.188 1 23.794 .066 2 1.309 • .064' .035 46.188 •23.794 .036 3 1 .039 :064 .035 46.188 1 23.794 .004 4 2.375 .064 .035 46.188 23.794 .065 5 -1.299 .064 .035 46.188 23.794 .036 6 .041 .064 .035 46.188 23.794 .004 UBC (12-13) 1DL+.715EL 1 .094 -.064 .073 46.188 23.794 .005 2 1.116. -.064 .073' 46.188 23.794. .031 3 2.317 -.064 .073 46.188 23.794 .064 4 .173 -.064. :073 46.188 1 23.794 " .005 5 1.811 -.064 .073 46.188 23.794 '.05 6 2.809 -.064 .073 46.188, 23.794 .077 UBC 12-13) IDL-.715EL 1 2.675 .064 -.00037 46.188 23:794 .074 2 1.553 .064 -.00037 46.188 23.794 .043 3 .059 ..064 -.00037 1 46.188 23.794 .003 4 '2.532 .064. -.00037 46.188 23.794 .07 - 5 1.352 1 .064 -.00037 46.188 23.794 .037 6 1 .054 1 .064 1 -.00037 46.188 23.794 .003 t RISABase Version 1.02a [D \1-DATA\CROSSENG\JOBS\BG\874=01-Wesley\FramePL-02.rbs] Page 4' R.�.S,.3.. General Footing Analysis & Design Page 1 Description Frame 2 General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Allowable Soil Bearing 1,500.0 psf Dimensions... Short Term Increase • 1.330 Width along X -X Axis 4.000 ft Base Pedestal Height 0.000 in Length along Y -Y Axis 4.000 ft Seismic Zone 4 Footing Thickness 24.00 in Overburden Weight 0.00 psf " Col Dim. Along X -X Axis 20.00 in Live & Short Term Combined Col Dim. Along Y -Y Axis 16.00 in fc 3,000.0 psi Biaxial Applied Loads Fy 60,000.0 psi Min Steel % 0.0014 Concrete Weight 145.00 pcf Rebar Center To Edge Distance 3.50 in Loads Applied Vertical Load... Dead Load 1.423 k ...ecc along X -X Axis 0.000 in Live Load 1.001 k ...ecc along Y -Y Axis 0.000 in Short Term Load 0.180 k , Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis Applied Moments... (pressures @ left & right) (pressures @ top & bot) Dead Load 0.819 k -ft k -ft Live Load 0.799 k -ft k -ft Short Term 2.329 k -ft 6.189 k -ft Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis Applied Shears... (pressures @ left & right) (pressures @ top & bot) Dead Load Live Load -0.218 k -0.211 k k k Short Tenn -0.308 k 0.538 k :3 Footing Design OK 74.00ft OOft Footing, 24.Oin Thick, w/ Column Support 20.00 x 16.00in x O.Oin high OOft Footing, 24.Oin Thick, w/ Column Suppo DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 512.7 1,583.2 psf Max Mu } 1.067 k -ft per ft Allowable 1,500.0 1,995.0 psf Required Steel Area 0.344 in2 per ft "X' Ecc, of Resultant 1.291 in 4.097 in "Y' Ecc, of Resultant 0.000 in. 12.035 in Shear Stresses.... Vu Vn' Phi . 1 -Way 0.000 93.113 psi X -X Min. Stability Ratio 1.994 1.500:1 2 -Way 0.717 186.226 psi Y -Y Min. Stability Ratio 5.858 Footing Design Shear Forces ACI 9-1 ACI 9-2 ACI 9-3 VnPhi Two -Way Shear 0.30 psi 0.72 psi 0.34 psi 186.23 psi One -Way Shears... Vu @ Left 0.00 psi 0.00 psi 0.00 psi 93.11 psi Vu @ Right 0.00 psi 0.00 psi 0.00 psi 93.11 psi Vu @ Top 0.00 psi 0.00 psi 0.00 psi 93.11 psi Vu @ Bottom 0.00 psi 0.00 psi 0.00 psi 93.11 psi Moments ACI 9-1 ACI 9-2 ACI 9-3 Ru / Phi As Rea'd Mu @ Left 0.10k -ft 0.06 k -ft 0.01 k -ft 0.3 psi 0.34 in2 per ft Mu @ Right 0.21 k -ft 0.40 k -ft 0.20 k -ft 1.1 psi 0.34 in2 per ft Mu @ Top 0.21 k -ft 1.07 k -ft , 0.57 k -ft 2.8 psi 0.34 in2 per ft Mu @ Bottom 0.21'k -ft -0.28 k -ft -0.19 k -ft 0.7 psi -0.34 in2 per ft • Rev: 5103W - General Footing Analysis & Design - ` Page 2 Description Frame 2 4 Soil Pressure Summary Service Load Soil Pressures Bottom- Top -Rig Bottom- Top-Lef - DL + LL 512.75 .512.75 370.25 370.25 psf DL + LL + ST 254.43 1,583.22 0.00 .1,074.36 psf Factored Load Soil Pressures r ACI Eq. 9-1 739.65 739.65 534.09 - 534.09 psf ACI Eq. 9-2 356.20 2,216.51 0.00 1,504.11 psf ACI Eq. 9-3 200.50 1,247.62 0.00 846.66 psf ' ACI Factors (per ACI, applied internally to entered load's) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7 "1.4" Factor 1.400 ACI 9-1 & 9-2 LL 1.700 ?l ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic = ST' : 1.100 , • • e s 77 20'-0• W i — —— — — —imp 3� --— --- — — — BOT QF BEAM - � � / ^ L �i CA 1 M / FIN. FLR. �_--^---^ .__ 77 Q , cl 1.0 y ac ot Ar • Company BG Structural Engineering April 1, 2001 Designer 'G Z Job Number : 874.01 Frame 3 Checked By: Global Steel Code AISC 9th Edition ASD Allowable -Stress Increase:Factor (ASIF) :1.445 - Include Shear Deformation Yes Include;War"'in - Yes' No. of Sections for Member Calcs 5 Rede.si n_Sections :.':.Yes :. P -Delta Analysis Tolerance 10.50% vdftidalimi .. Materials (General) Material Label Young's Modulus Shear Modulus Poisson's Thermal Coef. Weight Density Yield Stress Ksi Ksi Ratio(per 10^5 F KLft^3 Ksi STL 29000 1 11154 1 .3 1 .65 1 .49 1 50 Sections Section Database Material Area SAW) SA(zz) I v -v 17-7 J (Tnrcinnl Trr. Label Shape Label In ^2In^4 Joint Temperature F In^4) (InA4)Onl COL W1 2X45 STL 13.2 1.2 1 1.2. 50 350 1.31 :BM <W:12X35 . ' : , ...;STL 1.0:3` 24:5 285 =-.: BM2 RBSW12X35 STL 1 8.18 1.2 1 1.2 8.243 207.891 .498 Joint Coordinates avun �auci n %,wi wi iaie Ft T tooramaie Ft c cooroinate Ft Joint Temperature F N1 0 0 0 0 'N2� .. ; .:: 0 -•. , 11:5 ,:: :0-;•.. :. '..: .. :0.=_ - N 3 .333 11.5 0 0 N5 19 11.5 0' 0 Y>> N6 :. - 19:667, x1415 N7 20 11.5 0 0 .0 Boundary Conditions Joint Label X Translation Y Translation Z Translation MX Rotation MY Rotation MZ Rotation Member Data X -Axis Section End Releases End Offsets Inactive Member Member Label I Node . J Node K Node Rotate Set I -End J -End I -End J -End Code Length RISA -3D Version 4 [D:\1-DATA\Frames\B874-01-03.R3D] Page 1 • Company BG Structural Engineering April 1, 2001 Designer Job Number: 874.01 Frame 3 Checked By: Steel Design / NDS Parameters Member Section Length Lb y -y Lb z -z L_comp Cm y -y Cb Sway Label Set let lel le- K y -y K z -z CH Cm z -z B y z (Ft) (Ft) II MA Distributed Load Patterns Pattern Label Direction Start Magnitude End Magnitude Start Location End Location (Klft Fl Wift F\ ir4 — of _ .11 W1 DL 1N1LL ' Y Y25- -.09 -.09 iu 0 krL U1 .-/0) 13.25 W2DL Y -.216 -.216 13.25 %100 W2L W1 DL 24" . . 4 1`32 . ; 0'.... W3DL nn -.216 -.216 0 0 nn Y : =: -24== : x 24;:. s0. ...;: ` nvA W4DL Y -.09 -.09 nn Distributed Load Patterns Pattern Label Direction Start Magnitude End Magnitude Start Location End Location (Klft Fl Wift F\ ir4 — of _ .11 W1 DL 1N1LL ' Y Y25- -.09 -.09 iu 0 krL U1 .-/0) 13.25 W2DL Y -.216 -.216 13.25 %100 W2L W1 DL 24" . . 4 1`32 . ; 0'.... W3DL Y -.216 -.216 0 0 .W3LL,. Y : =: -24== : x 24;:. s0. ...;: ` . ::s 0 W4DL Y -.09 -.09 0 0 Basic Load Case Data BLC No. Basic Load Case Category Category Load Type Totals Description Code Description Nodal Point Distributed Surface 1 D None - :,2`_L. None • 6:= _ Joint Loads/Enforced Displacements. Category : None BLC 3 • Eh Member Distributed Loads. Cate -gory: None. BLC 1 • D Member Label I .mint --- i oi-t , , 4 o.,µ.,... -k-,k„� M2 - ----- N2 -.... N3 w�... a..cnauw W4DL raun 1cimuiu nCr M3 N3: N4 1N:4DL J1A M4 N4 N5 W1 DL 1 M4. N4.-. ; . N5 :W2DL q M5 N5 N6 W3DL 1 M6 'N6 N7.. I W3LL 1 . Member Distributed Loads. Category: None. BLC 2 • L Member Label I Joint J Joint Load P tt L b l M2 N2 N3 a em a e W4LL Pattem Multi her 1 M3 'N3 N4 W4LL 1 M4 N4 N5 W1LL 1 M4 :N4 N5 W2LL 1 M5 N5 N6 W3LL 1 M6.-. N6 N7.. I W3LL 1 . RISA -31D Version 4 [D:\1-DATA\Frames\B874-01-03.R3D] Page 2 Company BG Structural Engineering April 1, 2001 Designer 14P.4 - Job Number : 874.01 Frame 3 Checked By: 0 Load Combinations Joint Disalacements, LC I: D+L. Joint Label X Translation Y Translation Z Translation X Rotation Y Rotation Z Rotation Reactions, LC 1: D+L - Joint Label X Force Y Force Z Force X Moment Y Moment 7 MnmPnt Center of Gravity Coords (XYZ) (Ft) : r 11.545 1 10.658 1 0.000 Material Takeoff, LC I: D+L Section Set Database Shape Total Length Total Weight RISA -31) Version 4 [D:\1-DATA\Frames\B874-01-03.R3D] Page 3 1 111 1 111 1 111 1 111 1 111 1 111 1 AI / IB a eee 1 001 � � 6 ee/ 0 1 11 1 11 1 111 1 111 1 111 1 - 1 11 1 11: 1 111 1 111 1 111 1 m - • 1 /1� 0'01 1 ABA 1 AIA �I 910 1 1 11 � 1 11 1 111 1 111 1 111 1 1 011 I eee A Oel / 001 1019 a 961 Reactions, LC 1: D+L - Joint Label X Force Y Force Z Force X Moment Y Moment 7 MnmPnt Center of Gravity Coords (XYZ) (Ft) : r 11.545 1 10.658 1 0.000 Material Takeoff, LC I: D+L Section Set Database Shape Total Length Total Weight RISA -31) Version 4 [D:\1-DATA\Frames\B874-01-03.R3D] Page 3 Company BG Structural Engineering April 1, 2001 Designer 1 -r Job Number : 874.01 Frame 3 Checked By: Member Section Forces, LC I: D+L 1• 1 1 1 0 Member Label Section Axial Shear y -y Shear z -z Torque Moment y -y Moment z -z © •• 1 • 1 1 1 -0.363 M1 0 e• e o e 0 -0.898 M2. M3 M5 • M6' M7 Q • 1• 1 1 1 0 0 2 0.214 1 1 1 1 © •• 1 • 1 1 1 -0.363 Q 0 e• e o e 0 -0.898 0.898 0 0 5 0.185 -0.267 0 -1.433 1.433 0 0 1 0:087 0.78. 0. ,1:824. .. ':1;;824 0.._ 0 2 ® e• 0; 0 1 e 0 3 0:087 0:768 0 -1:718 1 1.7,18 •0 ® 1 OA87 1 e e .1.666- 10 0 5 --.0.087 0:756 0 .1:6.14..: © 1 • ®_ 1 1 1 0 -2.213 2.213 0 0 2 0.11 0.744 0 -2.072 2.072 0 0 3 0.11 0.733 0 -1.933 1.933 0 0 4 �® 0 ' • 0 A 0 � e0e 5 0.11 0.709 0 -1.662 1.662 0 0 © 1 • 1 1 1 © �• 1 e• 1 1 e Member Stresses, LC I: D+L Member Label Section Axial Shear y -y Shear z -z Bending y -top Bending y -bot Bending z -top Bending z -bot IKsil lKcil fKcil tKcil lv�;% ,v..:, --:, M1 :M2 . M3 1 0.224 -0.267 0 0.706 -0.706 0 0 2 0.214 -0.267 0 0.171 -0.171 0 0 3 0.204 -0.267 0 -0.363 0.363 0 0 4 0.194 -0.267 0 -0.898 0.898 0 0 5 0.185 -0.267 0 -1.433 1.433 0 0 1 0:087 0.78. 0. ,1:824. .. ':1;;824 0.._ 0 2 0.:087 :_ 0:7:74 - 0; =1:771:: 1 771 0 0 3 0:087 0:768 0 -1:718 1 1.7,18 •0 0 4 OA87 0.762 `0 -1:666 .1.666- 10 0 5 --.0.087 0:756 0 .1:6.14..: 1`614 :0.0 _ 1 0.11 0.756 0 -2.213 2.213 0 0 2 0.11 0.744 0 -2.072 2.072 0 0 3 0.11 0.733 0 -1.933 1.933 0 0 4 0.11 0.721 0 -1.796 1.796 0 0 5 0.11 0.709 0 -1.662 1.662 0 0 RISA -3D Version 4 [D:\1-DATA\Frames\B874-01-03.R3D] Page 4 • • • Company BG Structural Engineering 0.;709. 0' =1-:212 April 1, 2001 Designer :0 2 tO.08T -0:385. 0 0:813 Job Number: 874.01 w0 :.. Frame 3 0.087. :0.061. ' Checked By: I Member Stresses, LC 1 : D+L. (continued) - 0 . 0 . 0:087. Member Label Section Axial Shear y -y Shear z -z Bending y -top Bending y -bot Bending z -top Bending z -bot O Q87 Ksi Ksi Ksi Ksi Ksi Ksi Ksi M4: 0.11 -0.992 0 -1.507 1.507 0 0 M5 M7 ,1: 0:087 0.;709. 0' =1-:212 1-:21.2 �:0. :0 2 tO.08T -0:385. 0 0:813 =0:813 ' . - 0, w0 :.. 0.087. :0.061. ' . Q 1--;638 =1:15384. - 0 . 0 . 0:087. =0;284. -0 1.2152 -.1:262. 0 0: - 5 O Q87 =0:99.1. 0 : =1 099.:.- 1:099: ::. :0 - .:,0- 1 0.11 -0.992 0 -1.507 1.507 0 0 2 0.11 -1.017 0 -1.695 1.695 0 0 3 0.11 -1.043 0 -1.889 1.889 0 0 4 0.11 -1.069 0 -2.088 2.088 0 0 5 0.11 -1.095 0 -2.291 2.291 0 0 :1 ....:Q087' .=1-:095- 0 =1:671; _: 1';671., . -. ..0.; NC 2 0::087 -.1:1'08-17.47.. -0.003 0 9:747 := 0 NC 3' 0 087 1 121 :. 0::. _ i ' -1' 823 .:. : =1:823:.. : :0 0 4 0:087 -1:134 0:: , :==1 9 . ; ` :1'9 " ". 0:. 0 5 . ; `0:087: .:: =1:1:47 .:..0' -0.006 =,1.978 '::`ib 4:97.8 2298.428 NC 1 0.272 -0.267 0 1.554 -1.554 0 0 0.281 -0.267 0 1.019 -1.019 0 0 3 L2 0.291 -0.267 0 0.485 -0.485 0 0 4 0.301 -0.267 0 -0.05 0.05 0 0 5 0.311 -0.267 0 -0.585 0.585 0 0 Member Deflections, LC 1 : D+L Member Label Section x -Translation y -Translation z -Translation x -Rotation (n) Uy Ratio (n) Uz Ratio (In) (In) /In) /rro li-1 M1 1 0 0 0 0 NC NC 2 0 0.003 0 0 NC NC 3 0 0.006 0 0 NC NC 4 -0.001 0.008 0 0 NC NC 5 -0.001 0.003 0 0 NC NC M2 : ' 1`-0 00-1 ' ,0 :NC ..'0-!- =NC -'0'002` 5472:335: N.0 4 ; =0.003 ..-0:002 3601.:0.88. _ NC-:' -0:003' :' -0:002. 0.'' 0:: ::2667.:052::. -. .,4NC.:._ M3 1 -0.003 -0.002 0 0 NC NC 2 -0.003 -0.003 0 0 9942.869 NC 3 -0.003 -0.004 0 0 4834.019 NC 4 -0.003 -0.005 0 0 3139.77 NC 5 -0.003 -0.006 0 0 2298.428 NC - .M4:. 9 -0.:00.3_ _0:006 ' . ; .,0. ' : 0:. . NG . :. NC - -0.003-.-% --,0 032:::: 0., 0. ' .0 : :. `85.18 734- NC ., 3.. -0 003=: -0:046. 0 ��0 . 5503482 NC =: :-4 -0.0031,_ :=0:036 '. ::0 0 .. ;7606:308. NC 5 -0:004 =0:008.:..: 0:: 0 NC .. , . _NC M5 1 -0.004 -0.008 0 0 1783.049 NC 2 -0.004 -0.007 0 0 2420.902 NC 3 -0.004 -0.006 0 0 3703.954 NC 4 -0.004 -0.004 0 0 7569.486 NC 5 -0.004 -0.003 0 0 NC NC - M6 1 -0.004 -0.003 0 0 1985.689. ".NC. 2 -0.004 =0.003:0 0 2673;89 NC' 3. .-0.004 -0.:002 - :0 :0 4052.237 NC. 4 =0.004 -0.002 0 -0 8f91.:384 NC 5 -.0.004 =0:001 .0 0 7 NC ':NC M7 1 0.001 0.004 0 0 NC NC RISA -3D Version 4 [D:\1 -DATA\Frames\B874-01-03. R3D] Page 5 to Company BG Structural Engineering April 1, 2001 Designer Job Number : 874.01 Frame 3 Checked B_y: j Member Deflections LC 1: D+L continued Member Label Section' x -Translation y -Translation z -Translation x -Rotation (n) Uy Ratio (n) Uz Ratio MemberAISCASD 9th Code Checks LC 1: D+L Member Label Code Chk Loc Shear Chk Loc Dir Fa Fb y -y Fb z -z ASD Eqn. M1 0.054 11.5 0.013 0 17.976 37.5 © 1 11 1 11 1 1ilk , .;: ...29:793>.` ..: ' -7. M3 0.071 0 0.038 0 29.292 37 5 33 H1-2 :.. a MemberAISCASD 9th Code Checks LC 1: D+L Member Label Code Chk Loc Shear Chk Loc Dir Fa Fb y -y Fb z -z ASD Eqn. M1 0.054 11.5 0.013 0 17.976 37.5 30 1-11-2 :M2 c•.:' : :'0:058...: .0 ..::'0'039 _.:• , .;: ...29:793>.` ..: ' -7. M3 0.071 0 0.038 0 29.292 37 5 33 H1-2 :.. a ' 1'0.. -:0.05.'287. y M5 0.073 0.667 0.055 0.667 y 29.292 37.5 33 1-11-2 106> 05.7,:; M7 0.061 0 0.013 0 17.976 37.5 30 H 1-2 RISA -3D Version 4 [D:\1-DATA\Frames\B874-01-03.R3D] Page 6 a • Company BG Structural Engineering April 1, 2001 Designer Job Number : 874.01 Frame 3 Checked By: tlo� Envelope Joint Displacements Joint Label X Translate Y Translate Z Translate X Rotate Y Rotate Z Rotate In Lc In Lc In, I diL N1 max 0.000 4 0.000 5 0.000 3 ra ans 0.000 c 3 -Al adians 0.000 Lc 2 0radiandians Lc 3 :0:188 min. 0:0.00 3 0:000.:::2 .3- ... 0:.000 '2= 0:000. 2 "0.000.° - 3" �-0.-000° 4 N2 -maxI 0.014 4 0 5 0.471 3 1 0.0051 5.431 0 2 0 5 ..1'.484. rriin 1. =0.018 7-3 . 5 -. -.0:001 1 1 -0:471. :2". . -0.005:: 2- 1 0 3 O- 2-.. N3 max 1 0.014 4 -0.001 5 1 0.471 3 0.005 3 0 2 _ 0 5 - =1:5-38' ` . In in -0:018 3 : -0'003 . 2 -0:471. ; .2'-' =0:005: 2 0 3 0 . ; ,2 N4 max 0.014 4 -0.001 5 1 0.471 3 0.005 3 0 2 0 5 .min -0 01.8.. 3 ...:`=0:007. -1.039 .2 -0-:472..2:: 3 -0:00'5.- ,2_'0-.-,,; -2.237 ..3: 2.045 5 N5 max 1 `` 0.013 4 -0.004 5 0.472 3 0.005 3 0 2 0.001 1 min _0.0:1'8 .:3. 5 : `=0:008'_" 1`:. ` -0:474._. -:-2 =On005 2 . �0 _ '3 . __ .. 0!. :.4 N6 max 0.013 4 -0.002 5 0.472 3 0.005 3 0 2 - 0 1 -min. =0.018_. 3 ;' .=0::003 1 =0.474 2 -0.005 .:2 0 :; 3 � .0- ; __;: 4 N7. max 0.013 4 1 0 5 0.472 3 0.005 3 0 2 0 1 :. min : -0:0:18. 3. ; . =0:001-.: 2 : -0.4Z4.: : 2 =0:005. 2 0 1-3 . " 0 4:.. N8 max 0.000 , 2 1 0.000 5 0.000 5 0.000 3 1 0.000 2 0.000 5 .min 0.000 ..:5, .-O.GOO : j 0.000: --4- -0:000" .:.'.2: : -,0:000-- ..:3 - 0:000- -- 2":' Envelope Reactions Joint Label X Force Y Force Z Force X Moment Y Moment Z Moment (K) Lc (KI Ic 11(1 1, nu kN i iv "% N1 max 1.039 3 3.035 2 0.769 2 8.949 w r�-�� 0 Ll: 3F P5 4min 4 :0:188 4 . "1:405 5 -0:769, .3- -8.932. -,3 0 2 -.19 '3, N8 max 0.021 5 4.401 2 0.769 4 9.002 1 2 0 3 5.431 1 2 min 1 -1.248 "2 ..1'.484. . 5. .-0:769,- . 5 -. ..-8:953. , :.3 0 : 2 0 2 Reaction Totals : max 1 0.707 5 7.436 2 1.538 4 1 1 -0.188 4 0.778 2 0 3 0.707. > ,2 ` .:-2:889.:- -- 5- :. =1:5-38' ` . = 5 1.229 5 1 -1.039 3 -0.777 3 Material Takeoff, LC I: D+L Section Set Database Shape Total Length Total Weight Envelope Member Section Forces max 3.035 2 -0.188 4 Member Label Section Axial Lc Shear y -y Lc Shear z -z Lc Torque Lc Moment y -y Lc Moment z -z Lc M1 4 min (K-ft)(K-ft) 5 Kft 1 max 3.035 2 -0.188 4 0.778 2 0 3 8.932 3 0.591 4 min 1.405 5 -1.039 3 -0.777 3 0 2 -8.949 2 -5.219 1 3 2 max 2.852 2 -0.188 4 0.778 2 0 3 6.699 1 3 1.131 4 min 1.317 5 1 -1.039 3 -0.777 3 0 2 -6.712 2 -2.231 3 3 max 2.695 1 1 -0.188 4 0.778 2 0 3 4.466 3 2.357 2 min 1.229 5 1 -1.039 3 -0.777 3 0 2 -4.474 2 0.072 5 4 max 1 2.565 1 1 -0.188 4 0.77778 2 0 3 2.233 3 4.345 1 min 1.142 5 -1.039 3 -0.7 3 0 2 -2.237 2 2.045 5 5 max 2.436 1 1 -0.188 4 1 0.778 2 0 3 0 3 6.932 1 1.054 5 -1.039 3 -0.777 3 0 2 0 2 2.751 4 1 1:248 2 -2.437 1 0 2 2 0 3 6.932 1 ;m4ak -0:021. 5 1.054. 5 0 3.- 0 3 0 2. 2:751 4 2. 1.248 2 2.41.8 1 0 2 0 2 0 3 6.73 1 0 RISA -3D Version 4 [D:\1-DATA\Frames\B874-01-03.R3D] Page 1 Company BG Structural Engineering Designer April 1, 2001 Job Number : 874.01 Frame 3 Checked By:- Envelope y:Envelo a Member Section Forces continued Member Label Section Axial Lc Shear y -y Lc Shear z -z Lc Torque Lc Moment y -y Lc Moment z -z Lc IV% - -ivy 1.11 M3 "M4 - M5 M7 RISA -31D Version 4 [D:\1-DATA\Frames\B874-01-03.R3D] Page 2 min' =0'.021: • 5 - .1:0475 0. ;.3 0:.. °3 : 0 _ .: s:2 . :: 2.639: 4, `• 3 max :. 1:248 ." . 2 =2.399. 1 0- =2: 0 2_:: ` 0.; 3 6:529` 1 - rhin' .::-0:02.1 5:" 9:04 ,. . • 5:: p` , , -3 :0 :a '3 0 .: .2 _ :_ -2-;:528,«,-4 2:38 =1'6:33.; - min. =0:021: 5 , 1x03.3 .. :5,, : ,.<0, 4 :3 0 • `° ;3... y.0 2 4 . 5 :; max 1 248 2. 2:362 1: 0" ^ 2 0 20 .2 3 .4.18;<, a6 133 1 min ::..,0.021. 5s 1?026 ..5:_ .,1 -A: _.. 3, • .. 0 . ... 3. `:..:: 1 max 1.248 2 2.362 . 1 0 2- 0 2 0 3, 6.133 1 min -0.021 5 1.026 5 0 3 0 3 0 2 2.309 4 2 max 1.248 2 2.325 1 0 2 0• 2 0 3 5.752 3 min -0.021 5 1.012 5 0 3 0 3 0 2 2.093 4 3 max 1.248 .2 -57 2.289 1 0 2 0: 2 0 3 5.434 3 min -0.021 0.999 5 0 3 0 3 0 2• 1.881 4 max 1.248- 2 1 2.253 1 0 -0-3 2 0 2 0 3 1,4 5.121 1 3 min -0.021 5 1 0.985 5 0 3. 0 2 1.673 1 4 5 max 1.248 2 .2.216 1 . 0 2 0 2 0- 3 4.812 3 min -0.021 5 0.972 5 0 3 0 3 0 2 1.468 4 1 :max 1 248" 2 221'6 ^' 1 0: 2. 0 :2 - 0 p' 3 4 812 a 3 min 0 0215< 0.972 5 0' max 1 2:4,8 min 0 021: 2 A,1203 0=586 1.:, 0.. �2` ;0�. ,� :;2 i0_. _ ._` 3s s=0.508 - :5• 5� 4 0 3: y0 • -3 :0 2 r -3 78Z; 3 '. max :.1a248 2 7 = 0 284 3:. l 0. 2 0 2 0�1 °2 2995 4. ..- min 0 02=1: 5 0 044 4 0.=6 239 f..: 2 4. max `• 1 248 2 : 0.1.9.7 5 0` .�t 2 0 2 .0 �> min; ` :0:021 r2. ;0 .`.:• r37 .,.:0 " .-;:,.3 0,. 3.._`.:4.795: _:1_ 5 .max1 248? 2 0'965 0" 5 49 mmP :0.021: . 5 . ::3:198 2_: 0 -3: _ ; ..0.25`.: 5:;= 1 max. 1.248 2 -0.965 5 0 2 0 2 0 2 5.49 2 min -0.021 5 -3.198 2 0 3 0 3 -01-3 0.25 5 2 max 1.248 2 -0.993 5 0 2 0 2. 0 2 6.03 2 min -0.021 5 -3.276 2 0 3 0 3 0 3 0.413 5 3 Imaxi 1.248 2 -1.021 5 0 2 0 2 0 2 6.583 2 min -0.021 5 -3.354 2 0 3 0 3 0_ 3 0.581 5 4 max 1.248 2 -1.048 5 0 -0-3 2 0 2 0 2 7.149 2 min -0.021 5 -3.431 2 0 3 0 3 0.754-1 5 5- max 1.248 2 -1.076 5 0 2 0 2 0 2 7.727 2 min -0.021 5 -3.509 2 0 3 0 3 0- 3" 0.931 5 1 max - 1 248`' 2 • 1':076 5 : _'z 0::y 2 0- 2 -, . e0- 52r<7 727 :min .. 0:021 • 5 3=509 2 0- 3' 0 3 0 ,M 3 0-93 2.: max. `. 1,2481. 2,:: , 1:095.: 0.. 2;,0...,r :2 ,..0- :2 .,..8.02,1x2... min{ 0 021: 5 3 549 �2 , , 0 ' 3< 0-+ 3 ;. 0 3 1021 : "5 3 •`max •i. 1 248'. 2 : ; .1:104 5= i0: 2° :0 t� ;':2 n • 0..::..8.318;..,'. 2• mm 0021= 5 ,:•-3:588 2-;:-0:.. :3:. ..<0:...._. 3.: 0°a_<::-'3: max •:'1 248 2 1:119 2' °, 0 2 + 0 ?2 �`8 618 - . 2 min := 0:021 ;5: 3:628 2 : 0' 3; :0 . :30 �'� 5 _ 5 - max 1:248 21:1'33 ='5' 0.: 2: 0 2 . ..:.0 2: :8.922 '; 0 _ 3• ..24 ,.;1 298 `°;.: 5: 1 max: 3.667 2 0.021 5 0.783 2 0 -0-2 3 - 0 1 .3 -1.298 5 min 1.133 5 -1.248 2 -0.779 3 0 1 2 -8.922 2 2 Imaxi 3.851 2 0.021 5 0.783 2 0- 3 2.251 ' 2 -1.359 5 min 1.221 5 -1.248 2 -0.779 3 0 2 -2.238 3 -5.334 2 3 max 4.034 2 0.021 5 0.783 2 0 3 4.501 2 -0.823 4 min 1.309 5 -1.248 2 -0.779 3 -0-2 -4.477 3 -2.344 �1 4 max -.4.217. 2 0.021 5 0.783 2 0 3 6.752 2 1.842 2 min 1.396 5 -1.248 2 -0.779 3 0. 2 -6:715 ' 3 -1.48 5 RISA -31D Version 4 [D:\1-DATA\Frames\B874-01-03.R3D] Page 2 • • Company BG Structural Engineering April 1, 2001 Designer 1� Job Number : 874.01 Frame 3 Checked By: Envelope Member Section Forces continued Member Label Section Axial Lc Shear y -y Lc Shear z -z Lc Torque Lc Moment y -y Lc Moment z -z Lc Envelope Member Section Stresses RISA -3D Version 4 [D:\1-DATA\Frames\B874-01-03.R3D] Page 3 • Company BG Structural Engineering April 1, 2001 Designer / Job Number : 874.01 Frame 3 Checked By: Member Stresses continued Member Label Section Axial Shear y -y Shear z -z Bending y -top Bending y -bot Bending z -top Bending z -bot (Ksi) Lc (K -i) I c (Keil It, !Keil I qe�n I /Le -:X I_ 11-:1 M6 M7 Member Deflection Member Label Section x -Translate Lc y -Translate Lc z -Translate Lc x -Rotate Lc (n) Uy Ratio Lc (n) Uz Ratio Lc (Inl fin! 11n1 M1 •M2 M3 1 min 1 -0.003 5 1 -1.123 2 0 3 1 -2.788 2 0.336 5 0 1 3-0_.001 2 1 max - 0.121 2 .. -0:344 '5 -0. 2 =0.245 ` -5 2:033 2 0:001 2 -0 ' 3 0.004 min: -0.002 5 -1.123 .2 0 3 -2.033-. :2 0:245 '5 0 3 -0.001. -2 :2 max. 0.121 2 -0.349: 5 .0 2 ;0.269 5 . 2:111 2�. 0:001' .-2. 0 :3. 0 min -. =0.002 5-1-1.136- 937.082 2 0 3. _2:111 21. :0.269. Z 0 3 -0:001 t2 3 max 0:1.21 2- =0.353 ;. 5 .. 0 2 =0:293. 55:- 2:189 - 2 0:001 2 0 3 463.264 min 1 '0'.002..' 5.' -.1.148 2 .0 3 -2:189 :2 - 0.2915 5. _.- 0' 3 : '0.001.:_`2 2 `4 max: °0:121....2 5 -=0'358..,5 3 0 2 • =0:31:7 '5 2:268..: 2 : =0:001 2 `_0:. :3 . -0.001 min -.=0.002_..:5 -0.014 4 =1:161 `2 0. 3 2-268 2 ..0:31.7 5 0 3 =0.001 ..2.= 5:. -max - .0:121' :2 =.0:363'5_1 5 0 :: 2 ,-0:342 '_<'5 . 2-348,1;2 : :0:001.. -2; �0 min` -. -0:002,- `5 ,:1:174:..2. =0:005 .:' O. , .:.3 - ' `NG_ -2:348 2 .: 0:342: ' S = .:0 .' 3;•. 0:00:1 2 1 max 0.278 2 0.006 5 1 0.102 2 1.845 2 -0.268 5 03 min; 0 2 =0:001 '- min 1 0.086 5 -0.371 2 1 -0.101 3 0.268 5 -1.845 2 0 2 0 3 2 max 0.292 2 0.006 5 0.102 2 1.103 2 -0.281 5 2.173 2 2.161 3 -2 min 0.092 5 -0.371 2 -0.101 3 0.281 5 -1.103 2 -2.161 3 -2.173 2 3 max 0.306 2 0.006 5 0.102 2 0.485 1 -0.17 4 4.345 2 4.322 3 min 0.099 5 -0.371 2 -0.101 3 0.17 4 -0.485 1 -4.322 3 -4.345 2 4 max 0.32 2 1 0.006 5 0.102 2 0.306 5 0.381 2 6.518 2 6.483 3 4 min 0.106 _LL__ .371 2 -0.101 3 -0.381 2 -0.306 5 -6.483 3 -6.518 2 5 max 0.333 2 0.006 5 0.102 2 0.318 5 1.123 2 8.691 2 8.644 3 3 min 0.112 5 -0.371 2 -0.101 3 -1.123 2 -0.318 5 -8.644 3 -8.691 2 Member Deflection Member Label Section x -Translate Lc y -Translate Lc z -Translate Lc x -Rotate Lc (n) Uy Ratio Lc (n) Uz Ratio Lc (Inl fin! 11n1 M1 •M2 M3 1 max 0 1 0 1 0 1 O J 1 NC NC min 0 1 0 1 0 1 0 1 NC NC 2 max 0 5 0.004 3 0.041 3 0 2 NC 3395.814 3 min 0 1 0 4 -0.041 2 0 3 NC 3389.565 2 3 max 0 5 0.011 3 0.147 3 0 2 NC 937.082 3 min 0 1 -0.002 4 -0.148 2 0 3 NC 935.356 2 4 max 1 0 5 0.017 3 0.298 3 0 2 NC 463.264 3 min 1 -0.001 1 -0.007 4 -0.298 2 0 3 NC 462.411 2 5 max 0 5 0.018 3 0.471 3 0 2 NC 293.303 3 min -0.001 1 -0.014 4 -0.471 2 0 3 9807.474 4 292.762 2 1 maxi '0.014- 4.. 0 '5 0:471 3 0:005 3 ` - `NC NC . mi =0:018 ,= 3 =0:001 . .1 -0.471 .'-2 =0:005 : _2 - ' `NG_ NC 2 mak: 0.014' 4: _O . , .: - .5. 0:471 3 -0.005. : 3 . ._'NC _ NC min; --0:01:8. ..3- =0:001 '- '2 . 4:471 2 ;0'005 2 8822 66T '2 '.NC::. 3 max:. 0.014 .: 4 -0.:001: ..:5 0'.4.7.1 .3 0'.005 '3 . AC. NC . :min :.. 0.01:87. -3 =0.002 2 0:471.. -2 -0.005--_ -2 : 4374.432_ 2 NC.- 4. rt 6x_ '0.-'0141°. 4. -0:0011 :5 '0.471 3 0:005. 3 NC ,. NG min -0.018 3 =0:002 ::2 -0:471 2 -0:.005! 2 2892:669`• 2`. NC. -5 max; 0:014 -.4 -0.'001 _5 0.47.1 `:3'" �Oi005 :. 3 - . NC - NC min: -0:01.8- ::.:3: =0:003 -2 =0:471. 2- _ =0:005 2 -" 2,1:52:494 12 1 NC= 1 max 0.014 4 -0.001 5 0.471 3 0.005 3 NC NC min -0.018 3 -0.003 2 -0.471 2 -0.005 2 NC NC 2 max 0.014 4 -0.001 5 0.471 3 0.005 3 NC NC min -0.018 3 -0.004 2 -0.471 2 -0.005 2 8248.532 2 NC 3 max 0.014 4 -0.001 5 0.471 3 0.005 3 NC NC min -0.018 3 -0.005 2 -0.471 2 -0.005 2 4052.006 2 NC 4 max 0.014 4 -0.001 5 0.471 3 0.005 3 NC NC min -0.018 3 -0.006 2 -0.471 2 -0.005 2 2657.367 2 NC 5 max 0.014 4 -0.001 5 0.471 3 0.005 3 NC NC min -0.018 3 -0.007 2 -0.472 2 -0.005 2 11962.932, 2 NC RISA -3D Version 4 [D:\1-DATA\Frames\B874-01-03.R3D] Page 4 O M5 s.. r' M6 M7 •� 1� max :.0:014 .., �4� •-0:001.: 5 • , '0.471:-: �.:3 ° Company BG Structural Engineering . `3:� : • NC. April 1, 2001 Designer 0:018 3.: ::0.007 -:2 '.:=0:472•..,;`.'2 Job Number : 874.01 `--0.005;': Frame 3 . '::NC: Checked By: 1 Member Deflections. (continued) -0.0:1 :�'5 , :0:`471: ::-'3 Member Label Section x- Translate Lc x -Translate Lc x -Translate Lc x -Rotate Lc (n) L/y Ratio Lc (n) L/z Ratio Lc : -0:034 2 _ In In In radians 2: 'W .. -",4, 3 ma)( ; 0 0.14' 4 0:01:7"•, .,5` :0:471 3 ":0 005,'c. ' 3.. NC -0:00&t- 004.6 f:2': 0:473, 32 .0':005`:. ,2..:5500757_ 4; .max 0 014° 4;= 0:0.15 "5'y:.3 ;NC ; :min`s 0.0.1`8 s.3`' -0:036 ' .;1': =0.473 :.`_2 =0:005. 2;;7606:308` 1 M5 s.. r' M6 M7 •� 1� max :.0:014 .., �4� •-0:001.: 5 • , '0.471:-: �.:3 ° x0.005. , . `3:� : • NC. 54.188 43.35 0:018 3.: ::0.007 -:2 '.:=0:472•..,;`.'2 1 `--0.005;': '2 . '::NC: 29:793:.' , 2.. max= . 0.014` 4:`:. -0.0:1 :�'5 , :0:`471: ::-'3 .::0:005: ':: 3 ; �_ •:NC min: =0.0.18 3" : -0:034 2 _ r. -70A-72- 0:472 '2". 0 005 2: -",4, 3 ma)( ; 0 0.14' 4 0:01:7"•, .,5` :0:471 3 ":0 005,'c. ' 3.. NC -0:00&t- 004.6 f:2': 0:473, 32 .0':005`:. ,2..:5500757_ 4; .max 0 014° 4;= 0:0.15 "5'y:.3 ;NC ; :min`s 0.0.1`8 s.3`' -0:036 ' .;1': =0.473 :.`_2 =0:005. 2;;7606:308` 1 001:3'' 4a% 0:004* 5- :. '0€008- :y'NC <0:472 >.3 =0:005 -':.'3 'NC _;:' NCS. ;.,: 1 max .0.013 4 -0.004 5 0.472 3 0.005 3 3665.169 5 NC min -0.018 3 -0.008 1 -0.474 2 -0.005 2 1783.049 1 NC .2 max 0.013 4 -0.003 5 0.472 3 0.005 ' 3 4905.734 5 NC min -0.018 3 -0.007 1 -0.474 2 • -0.005.. 2' 2420.902 1 NC 3 max 0.013 4 -0.003.: 5 0.472 3 0.005 3 7393.211 5: NC min -0.018 3 -0.006 1 -0.474 2 - -0.005 2 3703.954 1 NC 4. max 0.013 4 -0.002 5 0.472 3 0.005 3 NC - NC min -0.018 •3 -0.004 1 -0.474 2 -0.005 2 7569.486 1 NC 5 max 0.013 4 -0.002 5 0.472 3 0.005 3 NC NC mm -0.018. 3 0.003 1 -0.474 2 -0.005 2 NC NC 1 ;max 0 013:' 4 r 0 002 5 :: 0 47:-2F 3- 0 005 3 3750 473 ; 5 ° ,.NC min 2 a: max :; 0.018- 3 ; > -0:003 .1.._ . } 0:4.7...4 _- t' 0 013n 4` 0:00.1 5'. ; 0:4.72 �„ :2.: w_0:005 .'2 y -19:85 6.89. 3`_ 0':005 ., : 3 50:1:5:392?. 5: :A=NC: 4 s II :min r: 0:018.' 3h. a 0 003 =1 0 474 2. t 0 005 '2 2673%9 r 1 sNC •' 3 ,' max , . 0.0.13 4 0 001 5 ;: 0=472 ., �.3 0.0.05 :.: 3",1:;. ;7546 622: `5 - : L NC ., min's 0 01;8', 3 0 002 1 0 474 2r 0:005 :2 4052 237 4 •.: max 001 5-r 0.4,7,•2 _. #.3 0:005 0- 3 , ;...UNCzNC ...: f �< min-: 0;018' 3- '-0:002 t- max a 0 013= 4 . = '0 . 5 ,24.474 2 ;., 0:00.5 0 472 3 0 005 _ 3 r �.=NC.r t .. NC ;NC 0.018` 3f: _ 0:00;1 ,�2:1 .0:474 2` ;._SNC._ 1 max 0.001 2 . 0.018 3 0.474. .2 0 ' 3 7668.871 3 291.017 2 min 2 max 0 0.001 5. 2 -0.013 -0-009- 4 5 -0.472 0.3 .3 2 0 0 2 -3 NC' NC • 292.61 3 459.651 2 min 3 max • 0 0.001 5 2 . -0.015 - 0.004 2 5 • -0.299 0.148 3 2•. .0 0 2 3 NC NC 462.169 3 929.77 2 min 4 max • 0 0 5. 2 -0.011 0.001- 2 5 -0.148 0.041 3 2 0 0 2 3 NC NC -934.864 3 3369.311 2 min 5 max 0 0 5 1 -0.004 0 2 1 -0.041 • 0. '•3 1 0 0 2 1 NC NC 338.7.773 3' I NC -min . -. 0 1 0 1 0- 1 0 - 1 NC NC Envelope Member RISC ASD 9th Code Checks Member Label Code Chk Loc Shear Chk Loc. Dir Fa ' .Fb y -y Fb z -z ASD Eqn. mi 0.188 0 3 0.013 0 1 25.976 . 54.188 43.35 H1-2 M2 :.:0:058` 0 .: 1 ': 09:: ... ..1':. 29:793:.' , " -. 37:5 33-.,, �°H 1=2 - M3 0.071 0 . 1 0.038 0 ' 1 29.292: 37.5 33 H1-2 M4- "0:112. -.10-- -1. :0:05 :-` & .1. ;.. 5:287' ': .. 37:5... . M5 0.073 ' 0.667 1 0.055 0.667 1 29.292- 37.5 33- ;M6 :--0`.063 0:333 +' 1 0:057 .0.333= � 11 . 29.793. , .;` .- 375' ' .:`. 33 ` H1=2 M7 0.194 11.5 2 0.013 ' 0 1 25.976 54:188 --- . 43.35 H1.2 RISA -3D Version 4. [D:\1-DATA\Frames\6874-01-03.R3D] Page 5 1 0 Company BG Structural Engineering April 1, 2001 Designer r73 Job Number : 874.01 Frame 3 Checked By: •MemberAlSC ASD 9th Code Checks LC 6: 1.2d+0.5L+2.8Eh' Member Label Code Chk Loc Shear Chk Loc Dir Fa Fb y -y Fb z. -z' ASD Eqn. /CA ��.. M1 0.47 0 0.01 5.75 z. 25.976 54.188 43.35 1-11-2 M2 .0 0]'5- 0 ='0 01:9 .. :°0 ..' ` :: 43205-::. Z54•.Y1:88 :.,47-685:. M3 0.016 0 0.019 0 y 42.327 54.188 47.685 111-2 ;. . ... .. .764 54:188: :37:23 .N9M: M5 0.077 0.667 0.037 0.667 Y 42.327 54.188 47.685 H1-2 M6, : 0`0631-` `,0:333 ;0:039 "0;333 4:3 05 < 54188 -' 4:7'685. HU M7 0.503I i I y 1 25.976 54.188 43.35 H1-2 RISA -3D Version 4 [D:\1-DATA\Frames\B874-01-03.R3D] Page 1 z 4 . • RISA -3D Version 4 [D:\1-DATA\Frames\B874-01-03.R3D] Page 1 z Company BG Structural Engineering Designer April 1, 2001 � Job Number : 874.01 Frame 3 Checked By: . Member RISC ASD 9th Code Checks, LC 7: 0.9D-2.8Eh . Member Label Code Chk Loc Shear Chk Loc Dir Fa Fb y -y Fb z -z ASD Eqn. Ml 0.491 0 0.015 5.75 y 25.976 54.188 - 43.35 1-11-2 0 04.3;--' .:: 0` : '.54:188' .. .. 47\685_",„`. H2':1"`;: M3 0.054 .0 0.017 0 42.327 54.188 47.685 1 1-12-1 M4. .... Ot037: : 0 0 01.7::::-- - 0._,; ,:.: .. _. 7:64 ': ' ..' ::54:1:88 .: « . -:. 4,3?35:;H2 M5 0.014 0 0.013 0.667 42.327 54.188 47.685 H2-1 .:'M6":.0.Q06':...:0094`, 0:333 "4305 y:. 5,4;1188:` = 4:7:685: H2'.,1s M7 0.475 11.5 0.01 5.75 z 25.976. 54.188 1 43.35 H1-2 RISA -3D Version 4 [D:\1-DATA\Frames\B874-01-03.R3D] Pagel . f , r a. RISA -3D Version 4 [D:\1-DATA\Frames\B874-01-03.R3D] Pagel Company BG Structural,Engineering April 1, 2001 Designer Job Number : 874.01 Frame 3 Checked By: Reactions. LC 8: -1.OD+1.OEh Joint Label X Force Y Force ' Z Force X Moment Y Moment Z Moment K K K (K-ft)K-ft (K -ft) N 1 0.13 1.707 0.769 1 8.9- 0 0.81 :.N8 x :_:,-0:837 2 542..:.. A:,769 ,'.., "_81933:, Reaction Totals: -0.707 1 4.249 1 1.538 Center of Gravity Coords (XYZ) .(Ft) : 11.215 10.102 0.000 h • L • i ORISA -3D Version 4 [D:\1-DATA\Frames\B874-01703.R3D] Page 1 Company BG Structural Engineering. April 1, 2001 Designer P�L(o Job Number : 874.01 Frame 3 Checked By: Reactions. LC 9: D Joint Label X Force Y Force Z Force X Moment Y Moment Z Moment K K K(K-ft) (K -ft) (K-ft) 'Ni 0.486 1.852 0.000 0.000 0.000 -1.824 N =0 486 2' 396x;:: 0 000 Reaction Totals: 0.000 4.249 0.000 Center of Gravity Coords (X,Y Z) (Ft) : 11.215 10.102 noon RISA -3D Version 4 [D:\1-DATA\Frames\6874=01-03.R3D] Page 1 Company BG Structural Engineering April 1, 2001 Designer ] 77 Job Number : 874.01 Frame 3 Checked By: .a a . .. Reactions. LC 10 : L Joint Label X Force ' Y Force Z Force X Moment Y Moment Z Moment K K K(K-ft) (K -ft) (K -ft) Ni 1 0.414 .1.1 0.000 0.000 0.000 -1.591 04x14_ 9:705 ._::'.,: 0:000...: 0:000''... 9 283::" Reaction Totals: 1 0.000 1 2.805 0.000 Center of Gravity Coords (XYZ) (Ft) : 12.045 '11.5 0.000----1 4 i aRISA -313 Version 4 [D:\1-DATA\Frames\B874-01-03.R3D] Page 1 ti Company BG Structural Engineering. April 1, 2001 Designer Job Number : 874.01 Frame 3 Checked By: Z$ Reactions, LC 11 : Ehi1.4' 4' Joint Label X Force Y Force Z Force X Moment Y Moment Z Moment K K K K-ft(K-ft) (K -ft) Ni -0254 -0.104 0.549 6.311 0 1.88 N8 0:251- Reaction Totals: 0.505 1 0.000 1 1.098 Center of Gravity Coords (XYZ) : No Calculation RISA -3D Version 4 [D:\1-DATA\Frames\B874-01-03.R3D] Page 1 DESIGN OF REDUCED BEAM SECTION FRAME 3 .. X . redus of cut Bc a=(.5 to .75) bf c b=(.65 to .85) dD c=<.2 bf l I I a D Fig. 3 Geometry of Radius Cut RBS '_ ■t•uu��uu�rtutut�tuuiu�auuuttuuttueuut_r _' L = dstance between column centedUfec - BEAM L = dstance between column centedUfec - BEAM 1 SIDE Fig. 4 Typical Moment Frame Beam with RBS Connections STORY HEIGHT ABV= 0 FT . STORY HEIGHT BLW= � 11.5 FT - BASE FIXED = y bt --- BEAM LENGTH= 20 FT wpL= 0.216 k/ft 0.018 Win 1 4 wu= 0.240 k/ft 0.02 Win d/2 P� tum. w=1.2D+.5L= 0.0316 Win --------- .—__.—. PW71c NrWM Asia . BEAM USED COLUMN USED (IF NONE ENTER "NONE"). ABOVE BELOW do _ w12x35 none w12x45 01W. "" f— flee° db = 12.50 in. do = 0.00 in. 12.06 in. bfb = 6.56 in. bfc = 0.00 in.. 8.05 in. tfb = 0.52 in. tfc = 0.00 in. 0.58 in. twb = 0.300 in. twc = 0.000 in. 0.335 in. Zb = 51.2 in.^3 Zc = 0 in.^3 64.7 in.^3 - ...- —_.._...._.......................__..-.... fa= 0.5-_--....._..._ 'KSI---- .---- --:...._.......__...._......__........_....._.........__..__...... STEP 1 CHOOSE TRAIL VALUES OF a,b,c a= min= 3.28 max= 4.92 use 4.1 , 4 b= min= 8.125 max= 10.625 use' 9.375 9 C= min= 0.984 max= 1.312 use 1.148 1 t STEP 2 COMPUTE PLASTIC SECTION MODULUS AT THE MIMIMUM SECTION OF RBS I� OZRBs =Zb-2c tf (d-tf)= 38.7408 in3 STEP 3 ESTABLISH THE EXPECTED YIELD STRESS OF THE BEAM FOR A572 FG 50 STEEL RY=1.1 FYE= Ry FY= 1.1 X 50= 55 KSI STEP 4 COMPUTE MAXIMUM MOMENT EXPECTED AT CENTER OF THE RBS MRBs= 1.15 ZRBs FYE= 2450.36 KIP-IN STEP 5 COMPUTE THE SHEAR FORCE AT THE CENTER OF THE RBS CUTS AT EACH END OF THE BEAM _ L'= THE DISTANCE TO CENTERLINE OF THE RBS CUTS= L'=L-dc-2(a+b/2)= 210.94 1N and VR13s=(2MRBs/L)+"(wL'/2)= 26.57 K• V'RBs=(2MRBs/L)- (wL'/2)= 19.90 K 4JEEP 6 COMPUTE MAXIMUM MOMENT EXPECTED AT THE FACE OF THE COLUMN ' Mf= MRBs + VR8s (a+b/2)= 2676.16 KIP-IN Ct RBS ml hid j VPBASS B+ 2 ; STEP 7 COMPUTE THE PLASTIC MOMENT OF THE BEAM BASED UPON THE EXPECTED YIELD STRESS MPE= Zb FYE = 2816 KIP-IN , STEP 8 CHECK THAT MF IS IN THE RANGE OF 85% TO 100% OF MPE Mf/ MPE= 2676.16_ 95.03% < 100% OK 2816 THEREFORE PRELIMINARY DIMENSIONS ARE OK " a= 4 b= 9 + c= 1 STEP 9 CHECK STRONG COLUMN WEAK BEAM REQUIREMENTS �Z (F,—f,) O > IM, l.o where: Z, = plastic section modulus of the column section above and below' the connection M nes C Fye. = minimum specified yield stress of the column f, = axial stress in the column above and below the connection FMS = sum of the column moments it the top and bottom of the panel zone corresponding to the development of MRas at the center of the RBS cuts in the attached beams where: MRBS + (VUs + V"S)(4 + a + 21 V` — h,+db+hb (11) Y,Z,(F,—fe)_ M<. 1.13 > 1.0 O.K. O •c I a + (b/2) d c a + (b/2) �S1 ht d Maas b V a9S hb M. = V� h, (12) Mcb = V, hb (13) Mc = Ma + Mcb (14) where: Vc = shear force in the columns above and below the connection Mc, = column moment immediately above connection Mcb = column moment immediately below connection h, = distance from top of beam to point of inflection in the column above the connection hb = distance from bottom of beam to point of inflection in the column below the connection db = depth of beam all other variables as previously defined 1 VC= 45.297081 K McT= Vc ht= 0 KIP -IN Mcb= Vc hb = 2842.39186 KIP -IN SUM Mc= 2842.39186 KIP -IN Y,Z,(F,—fe)_ M<. 1.13 > 1.0 O.K. O •c I a + (b/2) d c a + (b/2) �S1 ht d Maas b V a9S hb STEP 10 CHECK COLUMN PANEL ZONE 'g,L 0 j VpZ = — 08V, (15) 0 95 d LMf=Mf+mj (16) 1 Mf — Maes + Vjtgsl ° + 21 (17) where: Vp = panel zone shear force corresponding to the development of 80 percent of the maximum expected column face moments ' Mf = maximum moment expected at the face of the column, calculated according to Eq. 7 M' = maximum moment expected at opposite column face THE PANEL ZONE SHEAR iS AS FOLLOWS: Mf= 2676.16 KIP -IN M, f= 0 KIP -IN • t SUM Mf`__ 2676.16 KIP -IN W/OUT PLUG WELDS ATTACHING vpz= 169.260174 K DOUBLER TO WEB MIN. THICKNESS OF WEB ,& THE STRENGTH OF THE PANEL ZONE IS CALCULATED AS FOLLOWS: DOUBLERS = t t > (dz+wz)/90 = 0.249 in. 2 3k twc = 0.335 in. - O.K. V = 055Fyeder 1.+ f t doubler = 0.250 in. O.K. d d t) b c . t= total thickness of panel zone including doubler plates= 0.585 IN thickness of doubler plates if needed= 0.25 IN DOUBLER PLATES REQUIRED V= 128.65795 KIPS < 169.2602 N.G. W/OUT DOUBLER PLATES V= 211.57045 KIPS > 169.2602 O.K. W/DOUBLER PLATES fADD 0.250 IN THK DOUBLER LATES IF REQUIRED a EXAMPLE DETAIL ' Symmetric About �� 7 B.U. her to remain ` Remove weld tabs Q 1' 10* Is, -S.) Weld B.U. bar to column 5116 i • W36050 (A36) • • Plata most be adequate tot erection toads and to terve as backing for CJP beam web weld. • . Desipn of plate and wriodlon of plate to townto and beam by fabricator. stisN After root Is Cleaned and Inspected Wfds{2 (AS72 at. 50) Remove B.U. bar . Remove weld tabs Snip plate come" to avoid welding In k -area 22.5' Radius of column Grind Smooth . Grind Parallel to Beam Flange 3 2.5' E 2.S' t� 25� . , All welds: E70. Ali groove weldi: electrodes amp be rated for CVN of at but 20 ft•Ibs at •20 deg. F. AU welding ebaS conform to AWS DIA -66. �ttl► X 5. -9. 2.407 .065 .051 46.188 Z.; .066 UBC 12-13 2 1 ~i T• 24 in .065 Plain Base Plate Connection Base Plate Thickness :.75 in Base Plate Fy : 36. ksi Bearing Surface Fp : 3.15 ksi Anchor -Bolt Diameter : 1. in Anchor Bolt Material : Other Anchor Bolt Fu : 105. ksi Column Shape : W12X45 Design Code : AISC ASD 9th Coarse Solution Selected • • Frame 3 g� Bearing Pressure Maximum Bearing 1.488 ksi Max/Allowable Ratio .354 UBC (12-13) (ABIF = 1.333) 1.488 (ksi) 0. - Base Plate Stress Maximum Stress 4.631 ksi Max/Allowable Ratio .129 UBC (12-13) (ASIF = 1.333) 4.631 (ksi) . .056 Anchor Bolts Bolt X (in) Z (in) Tens M Vx M - V7 (kl Ft (Ikcil Fv (kcil I Inihi 1 5. -9. 2.407 .065 .051 46.188 23.794• .066 UBC 12-13 2 0. -9. 1.3 .065 .051 46.188 23.794 .036 UBC 12-13 3 -5. -9. 2.242 -.065 .111 46.188 23.794 .062 UBC 12-13 4 5. 9. 2.456 .065 .051 46.188 23.794 .068 UBC 12-13 5 0. 9. 1.586 -.065 .18 46.188 23.794 .044 UBC 12-13 6 -5. 9. 2.575 -.065 .111 146.188 123.794 1 .071 UBC 12-13 Loads DL LL EL P k Vx k Vz k Mx(k-ft) Mz(k-ft) Reverse 2.396 -.486 1.824 No 1.705 -.414 1.591 No .104 .549 -.254 1.88 6.317 Yes 0 0 Company B.G. Structural Engineering April 1, 2001 Designer ' $ Job Number: 874.01 Frame 3 Checked By: X .4 1' r Geometry and Materials 24 in Bolt X (in) 7 (in) 1 5. -9. 2 0. -9. 3 -5. -9. 4 5. 9. Sn.w 0. 9. 6 Bolt X (in) 7 (in) 1 5. -9. 2 0. -9. 3 -5. -9. 4 5. 9. 5 0. 9. 6 -5. 9. Length 24. in Column Shape W12X45 Anchor Bolt Diameter 1. in Width 16. in Column eX 0. in Anchor Bolt Material Other Thickness .75 in Column eZ 0. in Anchor Bolt Fu 105. ksi Base Plate Fy 36. ksi Column to Edge Min (X) .5 in Anchor Bolt E 29000. ksi Base Plate E 29000. ksi Column to Edge Min (Z) .5 in AB Projected Length 6 in Bearing Fp 3.15 ksi WF Flanges welded AB to AB Min Spacing 3 in Bearing Fc' 4.5 ksi WF Web welded AB to Stiffner Min Spacing 1 in Pedestal Length 0 in Plain Base Plate Connection AB to Column Min Spacing 2.5 in Pedestal Width 0 in Vx Shear Lug NOT present AB to Edge Min Spacing 3 in Analyze Base Plate as Flexible Vz Shear Lug NOT present AB Row Min Spacing 3 in Fp Based on AISC J9 Criteria Coarse Solution Selected Priority is AB to Edge Spacing AISC ASD 9th .028 UBC (12-13) Include Threads for AB Design 35.991 1.333 .119 AB Fv, Ft based on AISC Criteria Loads .354 UBC 12-13 DL LL EL P k Vx k Vz k Mx(k-ft) Mz(k-ft) Reverse 2.396 1 -.486 1.824 No 1.705 1 -.414 1.59.1 No .104 .549 1 -.254 1.88 6.317 Yes Base Plate Stress and Bearin_a Result Base Plate Stress (ksi) Bearing Pressure (ksi) DeScrintinn I nnri gatc All--Kln ACIC I I r, All_..._L�_ nn�r UBC 12-12 1 DL+1 LL 27. 1. 032 3.15 1. .066 UBC 12-13 1 DL+1 LL+1 WL 35.991 1.333 .024 4.199 1.333 .049 UBC 12-13 1 DL+1 LL -1 WL 35.991 1.333 .024 4.199 1.333 .049 UBC 12-13 1 DL+1 WL 35.991 1.333 .011 4.199 1.333 .028 UBC 12-13 1 DL -1 WL 35.991 1.333 .011 4.199 1.333 .028 UBC (12-13) 1 DL+1 LL+.715EL 35.991 1.333 .119 4.199 1.333 .354 UBC 12-13 1 DL+1 LL-.715EL 35.991 1 1.333 .108 4.199 1.333 .253 UBC 12-13 1 DL+.715EL 35.991 1.333 .129 4.199 1.333 .278 UBC 12-13 1 DL-.715EL 35.991 1.333 .122 1 4.199 1.333 .168 RISABase Version 1.02a [D:\1-DATA\CROSSENG\JOBS\BG\874-01-Wesley\FramePL-03.rbs] Page 1 • Company :,B,G. Structural Engineering ' April 1, 2001 Designer . I $� Job Number: 874.01 Frame 3 Checked By: Bearinq Contours 207 207 207 (ksi) ) - (ksi) . (ksi) 0. 0. 0. 1 DL+1 LL ,1 DL+1 LL+1 WL 1 DL+1 LL -1 WL Allowable :3.15 ksi Allowable : 4.199 ksi Allowable : 4.199 ksi U.C.:.066 U.C. :.049 U.C.:.049 118 .118 1.488 (ksi) (ksi) ' (ksi) . 0. 10. 0. 1 DL+1 WL 1 DL-1VVL 1 DL+1 LL+.715EL Allowable : 4.199 ksi Allowable : 4.199 ksi Allowable : 4.199 ksi U.C.:.028 U.C. :.028 U.C. :.354 1.062 1.166 706 (ksi) (ksi) (ksi) 1 DL+1 LL-.715EL 1 DL+.715EL 1 DL-.715EL Allowable : 4.199 ksi Allowable : 4.199 ksi Allowable 4.199 ksi U.C.:.253 U.C. :.278 U.C. :.168 Base Plate Stress Contour 876 .876 876 -: (ksi) (ksi) (ksi) .007 .007- 007 , 1 DL+1 LL 1 DL+1 LL+1 WL 1 DL+1 LL -1 WL AllowableR :27. ksi , Allowable :35.991 ksi Allowable : 35.991 ksi U.C. :.032 U.C. :.024 U.C. :.024 ORISABase Version 1.02a [D:\1-DATA\CROSSENG\JOBS\BG\874"-01-Wesley\FramePL-03.rbs] Page 2 ` Ol O O Company B.G. Structural Engineering April 1, 2001 Designer 1,97 $ ,� Job Number: 874.01 Frame 3 Checked By: Base Plate Stress Contours (continued) :.405 .405 4.273 (ksi):.004 (ksi) (ksi) .004 1.05 1 DL+1 WL 1 DL -1 WL 1 DL+1 LL+.715EL Allowable : 35.991 ksi - Allowable : 35.991 ksi Allowable : 35.991 ksi U.C.:.011 U.C.:.011 U.C.:.119 3.888 _....4.631 :4.401 (ksi) (ksi) (ksi) p .066 .056 .096 1 DL+1 LL-.715EL I 1 DL+.715EL 1 DL-.715EL Allowable : 35.991 ksi Allowable : 35.991 ksi Allowable : 35.991 ksi U.C.:.108 U.C.:.129 U.C.:.122 ti Anchor Bolt Results Desr.rintion I nAfI :oats Rnit Tone Ile\ \/v /lel \h Ile\ G+ A -;N M, IL-;\ i i..;§ - UBC 12-12 1 DL+1 LL 1 .083 0. .15 34.65 17.85 .011 2 .131 0. .15 34.65 17.85 .011, 3 .083 0. .15 34.65 17.85 .011 4 .454 0. .15 34.65 17.85 .017 5 .616 0. .15 34.65 17.85 .023 6. .454 0. .15 34.65 17.85 .017 UBC 12-13 1 DL+1 LL+1 WL 1 .083 0. .15 46.188 1 23.794 .008 2 .131 0. .15 46.188 23.794 .008 3 .083 0. .15 46.188 23.794 .008 4 .454 0. .15 46.188 23.794 .013 5 .616 0. .15 46.188 23.794 .017 6 .454 0. .15 46.188 23.794 .013 UBC 12-13 1 DL+1 LL -1 WL 1 1 .083 0. .15 46.188 23.794 .008 2 .131 0. .15 46.188 23.794 .008 3 .083 0. .15 46.188 23.794 .008 4 .454 0. .15 46.188 23.794 .013 5 .616 0. .15 46.188 23.794 .017- 6 .454 0. .15 46.188 23.794 .013 UBC (12-13) 1 DL+1 WL 1 1 .043 0. .081 46.188 23.794 .004 2 1 .069 0. .081 46.188 23.794 .004 3 .043 0. .081 46.188 23.794 .004 4 .209 0. .081 46.188 23.794 .006 5 .284 0. .081 46:188. 23.794 .008 6 .209 0. .081 46.188 23.794 .006 RISABase Version 1.02a [D:\1-DATA\CROSSENG\JOBS\BG\874-01-Wesley\FramePL-03.rbs] Page 3 0 Company B.G. Structural Engineering April 1, 2001 Designer I�$ Job Number: 874.01 Frame 3 Checked By: Anchor Bolt Results (continued) Descriotion I and Retc Rnit Tone 10 Vv Ael \h AA M /L,;\ c., 16..:x 1 1-:a. UBC 12-13 1 DL -1 WL 1 .043 0. .081 46.188. 23.794- .004 2 .069 0. .081 46.188 23.794 .004 3 .043 0. .081 46.188 23.794 .004 4 .209 0. .081 46.188 23.794 .006 5 .284 0.. .081 46.188 23.794 .008 6 1 .209 0. .081 46.188 23.794 .006 UBC 12-13 1 DL+1 LL+.715EL 1 .146 -.065 .18 46.188 1 23.794 .01 2 .726 -.065 .18 46.188 23.794 .02 3 1.741 -.065 .18 46.188 23.794 .048- 4 .181 -.065 .18 46.188 23.794 .01 5 1.586 -.065 .18 46.188 23.794 .044 6 1 2.365 -.065 .18 46.188 23.794 1 .065 UBC 12-13 1 DL+1 LL-.715EL 1 1.953 .065 .12 46.188 23.794 .054 2 .96 .065 .12 46.188 23.794 .026 3 .09 .065 .12 46.188 23.794 .007 4 2.163 .065 .12 46.188 23.794 .06 5 1.243 .065 .12 46.188 23.794 .034 6 .051 .065 .12 46.188 23.794 .007 UBC (12-13) 1DL+.715EL 1 .1 -.065 .111 46.188 1 23.794 .007 2 1.103 -.065 .111 46.188 23.794 .03 3 2.242 -.065 .111 46.188. 23.794 .062 4 .107 -.065 .111 46.188 23.794 .007 5 1 1.559 -.065, .111 46.188 23.794 .043 6 2.575 -.065 .111 46.188 23.794 .071 UBC (12-13) 1DL-.715EL 1 2.407 .065 .051 46.188 1 23.794 .066 2 1.3 .065 .051 46.188 23.794 .036 3 .053 .065 .051 46.188 23.794 .004 4 2.456 .065 .051 46.188 23.794 .068 5 1.365 .065 .051 46:188 23.794 038 6 .037 .065 .051 46.188 23.794 .004 RISABase Version 1.02a [D:\1-DATA\CROSSENG\JOBS\BG\874-01-Wesley\FramePL-03.rbs] Page 4 Rev: 510300' General Footing Analysis & Design Page 1 Description Frame 3 General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Allowable Soil Bearing 1,500.0 psf Dimensions... Short Term Increase 1.330 Width along X -X Axis 4.000 ft Base Pedestal Height 0.000 'in Length along Y -Y Axis 4.000 ft Seismic Zone 4 Footing Thickness 24.00 in'* Overburden Weight 0.00 psf Col Dim. Along X -X Axis 24.00 in Live & Short Term Combined Col Dim. Along Y -Y Axis 16.00 in fc 3,000.0 ,psi Biaxial Applied Loads Fy 60,000.0 psi. .'Min, Steel% 0.0014 Concrete Weight 145.00 pcfRebar Center To Edge Distance 3.50 in Loads Applied Vertical Load..: Dead Load 2.396 k ...ecc along X -X Axis 0.000 in Live Load 1.705 k ...ecc along Y -Y Axis 0.000 in Short Term Load 0.104 k Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis Applied Moments... (pressures @ left & right) (pressures @ top & bot) Dead Load 1.824 k -ft, k_ft Live Load 1.591 k -ft k -ft Short Term 1.880 k -ft 6.317 k -ft Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis Applied Shears... (pressures @ left & right) (pressures @ top & bot) • Dead Load Live Load -0.486 k .. ` -0.414 k k k Short Tenn -0.251 k 0.549 k Footing Design OK .00ft Footing, 74.00ft _24.Oin Thick, w/ Column Support 24.00 x 16.00in x.O.Oin high .00ft Footing, 24.Oin Thick, w/ Column `Supp-0 DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 697.7 1,624.9, psf Max Mu .1.101 k -ft per It Allowable 1,500.0 1,995.0 psf Required Steel Area 0.344 int per ft "X Ecc, of Resultant 2.217 in 4.061 in "Y' Ecc, of Resultant' 0.000 in 10.060 in Shear Stresses.... , Vu Vn 'Phi 1 Wa y 0.000 93.113 psi X -X Min. Stability Ratio 2.3861.500 :1 2 -Way '0.724' 186.226 psi Y -Y Min. Stability Ratio 5,910 Footing Design Shear Forces . ACI'9-1 ACI 9-2 ACI 9-3 ': VnPhi Two-way Shear 0.47 psi 0.72 psi, 0.30 psi 186.23 psi One -Way. Shears... Vu @ Left 0.00 psi 0.00 psi 0.00 psi 93.11 psi Vu @ Right 0.00 psi 0.00 psi 0.00 psi 93.11 psi Vu,@ Top 0.00 psi 0.00 psi 0.00 psi 93.11 psi Vu @ Bottom 0:00 psi 0.00 psi -0.00 psi 93.11 psi Moments ACI 9-1 ACI 9-2 ACI 9-3 Ru / Phi As Rea'd Mu @ Left 0.10k -ft 0.07 k -ft ' 0.01 k -ft 0.3 psi 0.34 int per ft Mu @ Right 0.29 k -ft 0.38 k -ft . 0.17 k -ft 1.0 psi 0.34 in2 per,ft Mu @ Top 0.35k -ft 1.10k -ft. 0.53 k -ft 2.9 psi 0.34 in2 per ft - Mu @ Bottom 0.35 k -ft -0.24 k -ft -0.17 k -ft 0.9 psi 0.34 in2 per ft • Rev: 5103WGeneral Footing Analysis & Design Page 2 Description Frame 3 Soil Pressure Summary Service Load Soil Pressures Bottom- Top -Rig Bottom- Top-Lef DL + LL 697.72 697.72 394.91 394.91 psf. DL'+ LL + ST 294.23 1,624.91 0.00 1,036.45 psf Factored Load Soil Pressures ACI Eq. 9-1 1,017.63 1,017.63 575.98 575.98 psf ACI Eq. 9-2 411.92 2,274.88 0.00 1,451.03 psf ACI Eq. 9-3 215.49 1,190.07 0.00 759.09 psf ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7 "1.4" Factor 1.400 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic = ST ' : 1.100 • o- PROJECT \A.AiS L." SHEET x0. itEw B.G. STRUGTUML JOB n0• .; , 4 ENGINEERING E"M NEER IV -0• , OF �.•JCPTOP pi� Cl - FIN. FLR. Ll [?o F R A M E 4 5�:-+ 9 G (z�.s� z `� �r o" z 1J4 �Tq�►�° v.�,-1 LL. L -w f- Loo T`L 2zg"1r,�3g�#1� ' ,A, C,�)CrC�f��l 3, e," O Company BG Structural Engineering April 1, 2001 Designer • �.L Job Number : 874.01 Frame 4 Checked By: Global Steel Code AISC 9th Edition ASD Allowable'SteessQlnc�.ease Factor:: ASIF . %:"T.4.45- '•:-: . Include Shear Deformation Yes :Include_Wai in' Yes " No. of Sections for Member Calcs 5 Redesl nSqctions Yes r - , P -Delta Anal sis Tolerance .,10.50% 17.1 53.4 .46 Materials (General) Material Label Young's Modulus Shear Modulus Poisson's Thermal Coe'f. Weight Density Yield Stress R Ksi Ksi Ratio(per 10A5 F K/ftA3 Ksi STL 29000 11154 .3 .65 . r .49 50 Sections r Section Database Material Area SA(vv) SA(zz) I v -v 17-7 _I (Tominn) Tic Label Shaba Label In A2 0 InA4) (InA41 (InA4 Or COL: W6X25 STL 7.34 1.2 1.2 17.1 53.4 .46 ,.. ,_ X15 STL" ... r'443 1 2.=fi1.2-" •: _ 9:32 ta> .29 1.,r 1_ ..: `; BM2.: RBSW6X15 STL 3.333 .. 1.2 1.2- 2.758 20.179 1 .066 - Joint Coordinates Joint Label X Coordinate Y Coordinate Z Coordinate Joint Temperature N1 0 00 0 _,. .. ' N2;11;(5 N3 .'.312 11.5 0 0 `N4 :688. F y N5 . • 10.312 11.5 0 0. N7 11 11.5 0 0 7. Boundary Conditions .. 'Joint Label X Translation Y Translation Z Translation MX Rotation MY Rotation MZ Rotation (K/in) ' , (Win) ' (K/inl (K-ft/rRHI (K-fl/mri) IILC-441—Al . Reaction; `Reactlon:v'�� :Reaction, RPartinn* Ra'ac ion, Dom + GGIV\IVI I e .Member Data - X -Axis Section End Releases .,End Offsets • Inactive Member Member Label I Node J Node K Node Rotate Set I -End J -End , [-End-End Code Length i.ae ..vee, RISA -3D Version 4 [D:\1-DATA\Frames\6874-01-04.R3D] Page 1 4. Company BG Structural Engineering April 1, 2001 Designer 1.413 isJob Number : 874.01 Frame 4 Checked By: Steel Design / NDS Parameters Member Section Length Lb y -y Lb z -z L_comp Cm y -y Cb Sway Label Set let lel le_bend K Y -Y K z -z CH Cm z -z B v z Distributed Load Patterns Pattern Label Direction Start Magnitude End Magnitude Start Location End Location Basic Load Case Data BLC No. Basic Load Case Category Category Load Type Totals .._.. ..., .... ...... vnn uwuwuicu aunt 491 D None 6 2' L - 'None 3 Eh None 1 Joint Loads/Enforced Disalacements. Cate -gory: None. BLC 3: Eh Joint Label [L]oad or Direction Magnitude 1D]isplacement (K. K -ft. In. rad) Member Distributed Loads. Category : None. BLC 1 : D M2 N2 Wtt r K/tt, r Ft or % Ft or W1 DL Y -.108 -.18 0 7.312 -'.Wa1 LL-:, :Y -.1.2., x2 < 0". 7.31:2:, W2DL Y -.18 -.18 7.312 %100 V\I2LL W. -N6:. ;N7 7:3:12 1 W3DLY -.18 -.18 0 0 -'-..W3LL . Y... 2 ,- W4DL Y -.108 -.108 0 0 '0 Basic Load Case Data BLC No. Basic Load Case Category Category Load Type Totals .._.. ..., .... ...... vnn uwuwuicu aunt 491 D None 6 2' L - 'None 3 Eh None 1 Joint Loads/Enforced Disalacements. Cate -gory: None. BLC 3: Eh Joint Label [L]oad or Direction Magnitude 1D]isplacement (K. K -ft. In. rad) Member Distributed Loads. Category : None. BLC 1 : D M2 N2 N3 W4DL 1 _103. N3. N4 -W4LL 1.. M4 N4 N5 W1DL 1 M4., N4 : N5- ',1N2DL<i. 1 M5 N5 N6 W3DL 1 W. -N6:. ;N7 W3DL 1 Member Distributed Loads. Cate4ory : None. BLC 2: L M2 N2 N3 W4LL . 1 _103. N3. N4 -W4LL 1.. M4 N4 N5 W1 LL 1 M4., N4 N5 1N2LC 1 M5 N5 N6 W3LL 1 M6 N6 ' N7 W3LL 1 RISA -3D Version 4 [D:\1-DATA\Frames\B874-01-04.R3D] Page 2 s Company BG Structural Engineering April 1, 2001 Designer r Job Number : 874.01 Frame 4 Checked By: Load Combinations Joint Disvlacements, LC 1 : D+L Joint Label X Translation Y Translation Z Translation X Rotation Y Rotation Z Rotation Reactions, LC 1 : D+L Joint Label X Force Y Force Z Force X Moment Y Moment Z Moment Center of Gravity Coords (X,Y,Z) (Ft) : r 5.937 1 10.724 1 0.000 Material Takeoff, LC I: D+L Section Set Database Shape Total Length Total Weight 0 RISA -3D Version 4 [D:\1-DATA\Frames\B874-01-04.R3D] Page 3 0 000 0 000 0 eee 0 eee0 000 0 eee a 00 0 00 0 Doe 0 000 0 000 a o0 0 00 0 00� 0 000 0 000 0 000 0 00 '0 0e a o0• ® e aoe � e ooe o ooe eee 0 00� 0 0 0 000 0 000 0 000 0 00 • o ee- a o0 0 e00 a oe0 0 eoe o a0 0 00� 0 00 0 000 0 000 �� 0 000 0 00 � 0 Dee o ooe o ooe a ea0 a oee 0 000 Reactions, LC 1 : D+L Joint Label X Force Y Force Z Force X Moment Y Moment Z Moment Center of Gravity Coords (X,Y,Z) (Ft) : r 5.937 1 10.724 1 0.000 Material Takeoff, LC I: D+L Section Set Database Shape Total Length Total Weight 0 RISA -3D Version 4 [D:\1-DATA\Frames\B874-01-04.R3D] Page 3 Company BG Structural Engineering April 1, 2001 Designer Job Number : 874.01 Frame 4 Checked By: �`� Member Section Forces LC 1 : D+L Member Label Section Axial Shear y -y Shear z -z Torque Moment y -y Moment z -z I M1 M2 (- M3 , M5 0 FM6 - • M7 1 1.951 -0.334 t"I 0 - 0 n-n 0 K-tt -1.292 2 1.88 -0.334 0 0 0 -0.331 3 1.808 -0.334 0 0 0 0.63 4 1.736 -0.334 0 0 0 1.591 5 1.664 -0.334 0 0 0 2.552 1 0:334 1:664. 0`: &. 0- 2 . 0.334' . -1:645. 0 `. A 0 3 0:334.. 1:626 0.: 0. 0,, 2:295" 4- 0 *334" 1 607 -, '0 ;0 5 :0:334. 1x588 .0,. 0 . 0 2:044: 1 0.334 1.589 0 0 0 . 2.044 2 0.334 1.566 0 0 0 1.896 3 0.334 1.544 0 0 0 1.75 4 0.334 1.521 0 0 0 1.606 5 0.334 " 1.499 0 0 0 1.465 1. .:0:334. --1.498` Q_ 0:., <0 1 465:: 2 0:334 !:0:853 0 0 y0; . 3 0:334: 0:088: 0,:.. -01_..-2 545:a D.334 : =0 798: 0, ; 00'..- - 1.7.1.5 5 0.3-34.:.., =1 '748 1 0.334 -1.749 0 0 0 1.348 2 0.334 -1.785 0 0 i 0 1.514 3 0.334 -1.822 0 0 0 1.683 4 0.334 -1.859 0 0 0 1.855 5 0.334 -1.896 0 0 0 2.031 1 :0 334 . -1::895:- T -0 0-. :2. .. 0.334;.. _1..926. 0 " :0 ::0. 2.181 .. 3 0:334: =.:0 .. .. . 0 4 -0:334. =1:988 .0..; ` 0 5 - '0.334. -2:019 .:_ 0 07.. 0 - . 2:64.3:; =. 1 2.019 -0.334 0 0 _ 0 -2.643 2 2.09 -0.334 0 0 0 -1.682 3 2.162 -0.334 0 0 0 -0.722 4 2.234 -0.334 0 0 0 0.239 5 1 2.306 -0.334 0 0 0 1.2 Member Stresses LC I: D+L 0.266 -0.196 0 0.926 -0.926 Member Label Section Axial Shear y -y Shear z -z Bending y -top Bending y -bot Bending z -top Bending z=bot M1 Ksi Ksi Ksi Ksi Ksi K ' K . :M2 M3 1 0.266 -0.196 0 0.926 -0.926 0 RISA -3D Version 4[D:11-DATA1Frames1B874-01-04.R3D] Page 4 • • • Company BG Structural Engineering 0:075 - 1.305 0 April 1, 2001 Designer 01 -n � 2 1 0.075 Job Number : 874.01 Frame 4 1 1.715 -1115 Checked By: _Member Stresses. LC I: D+L. (continued) 3 0.075 .0.077. 0 Member Label Section Axial Shear y -y Shear z -z Bending y -top Bending y -bot Bending z -top Bending z -bot KsiKsi M4 Ks Ksi Ksi Ks' K ' F M5 M6 M7 1 0:075 - 1.305 0 -1.809 1809 01 -n � 2 1 0.075 1 0.743 0' 1 1.715 -1115 .0': 0 3 0.075 .0.077. 0 3:144 -3.144 0. 0 4 '5 ___Q. 075 1 -0:695 0 2.119 -2.119 -0. 0 0075 -1:523 0. -1.665 1:665 0 .:0- 1 0.1 -1.523 0 -2.401 2.401 0 0 2 0.1 -1.555 0 -2.696 2.696 0 0 3 0.1 -1.587 0 -2.997 2.997 0 0 4 0.1 -1.619 0 -3.304 3.304 0 0 5 T 0.1 -1.651 0 -3.618 3.618 0 0 1 . 0.075 -.1.651 _ 0.. _2:509'2:509 0 A 0 .. 2 0.075 =1`.678 1 0 -2:693 2:693-"0 4256.192 . .0: 3 0.075 -1:.705. 0 -2:881 2:881 .: :. 0 ; 0; 4 0.075 -1.732 0 -3.071' 3:071. :- " ' 0 . -5: 0;075 4.7590 -0.009 =3:264 3:264: " 0,. :0 1 0.275 -0.196 0 1.895 -1.895 0 0 2 0.285 -0.196 0 1.206 -1.206 0 0 3 0.295 -0.196 0 1 0.517 -0.517 0 0 4 0.304 -0.196 0--J--O.171 =0 0.171 0 0 5 0.314 -0.196 0 1 -0.86 0.86 0 0 Member Deflections LC I: D+L Member Label Section x -Translation y -Translation z -Translation x -Rotation (n) Uy Ratio (n) Uz Ratio (In) [in) IInl 1-1; % M1 1 0 0 0 0 J NC NC 2 0 0.005 0 0 NC NC 3 -0.001 0.013 0 0 NC NC 4 -0.001 0.016 0 0 NC NC 5 -0.001 0.003 0 0 NC NC M2 1 -0:003" -0:001_ 0:_ 0.. _ NC- INC 2 .0.003 -0`002., . 0 0."A 4$92:579 . . NC': 3.- -0.003 -0.003- 0 0 ' 2398:903" NC: 4 .' .. -0:003 =0:0.04 0 ;0., 1.569:928.:: NC 5-.' -0.003 4,004 0 0 1156.986 M3 1 -0.003 -0.004 0 0 NC NC 2 -0.003 -0.005 0 0 4256.192 NC 3 -0.003 -0.007 0 0 2079.699 NC 4 -0.003 -0.008 0 0 1357.183 NC 5 -0.003 -0.009 0 0 997.936 NC M4 1` .. -0;003 -0:009.' -0 0. :,NC 2 -0.003 -0:039 .0 0 3885:463 NC 3 -0.003-0.054 0 0 2585:95 ; :NC 4 -0:003 -0:041 =0 0. 3679:742 NC 5 -0.004 =0:01.0 '0 -NC NC M5 1 -0.004 -0.01 0 0 891.758 NC 2 -0.004 -0.009 0 0 1209.251 NC 3 -0.004 -0.008 0 0 1847.517 NC 4 -0.004 -0.006 0 0 3769.565 NC 5 -0.004 -0.005 0 0 NC NC M6 1 -0.004 -01005 0 0 1010.695 NC. 2 70.004 -0.004 0 0 1368;637 NC 3 -0:004 -.0.003 0 0 2086.995 NC 4 =0:004 -0.002 0 0 4247:451 NC 5 -0.004 -0.001 0 .0 NC NC M7 1 0.001 0.004 0 0 NC NC RISA -3D Version 4 [D:\1-DATA\Frames\B874-01-04.R3D] Page 5 Company BG Structural Engineering April 1, 2001 Designer 19 Job Number : 874.01 - Frame 4 Checked By: Member Deflections LC 1 : D+Lcontinued Member Label Section, x -Translation y -Translation z -Translation x -Rotation (n) Uy Ratio (n) Uz Ratio In In In radians 2 0.001 1 -0.012 1 0 0 I 9574.522 NC 3 0.001 -0.012 0 0 NC NC 4 0 -0.005 0 0 NC NC 5 0 0- 0 0 1 NC NC Member AISC ASD 9th Code Checks, LC 1 : D+L. Member Label Code Chk . Loc Shear Chk Loc Dir Fa Fb y -y Fb z -z ASD Eqn. Ft) (FO IKQ K ' M1. 0.07 11.5 0.01 0 Y. 1 12.686 si 1 37.5 Ksi30 H1 1 :. :CM2 ,. 0>1`03 y ':Q `0 0.7.2 :: 0: }.;" s;=y29793 ;... :38387tf `. u ..31:35'5; . -; H1."2= M3 0.114 0 0.069 _0 y 29.585 37.5 33 1-11-2 0 11:9: 5:08T:: ; . Q 076::: A9 625 �_ 15;:79.8;. 33 387r M5 0 113 0.375- 0.083 0.375 29.585 37.5 33 H1-2 M6 ? 0.1'07 0 3x12 :.::0:088 f 0.31F2 :29793: M7 0.076 0 0.01 1 0 12.686 37.5 30 1-11-1 RISA -3D Version 4 [D:\1-DATA\Frames\6874-01-04.R3D] Page 6 1 0 • [i] Company BG Structural Engineering April 1, 2001 Designer Job Number 874.01 Frame 4 Checked By: - - Envelope Joint Displacements Joint Label X Translate Y Translate Z Translate X Rotate Y Rotate Z Rotate N1 max 0-000- 4 0-000-- 4 1 0.000 1 0.006 1 T "flo'.8..0' ' �13' " alcloo LU A000 !,?P-.V- min:.. O.000-,. '000r.. :,3,1�1 1 "JO -.0001 0.407 5 -0. 2 0.000 1 N2 max 0.131 4 .0 '. 4 0.000- 1 0.000 1 1 0.000 1 0.001 5 W jnih =0:135 x-3'� �7 O..'001 -a: .1in 0;'000 i�,-,j!, ..1,`.0.000--,1-71- min 1 '0:0, =0:001 01 ,,72 N3 max 0.131 4 0.001 5 0.000 1 0.000" 1 1 0.000, - 1- 0 5 N4 =min, max, ---0.,' 135-- 0.131 4 0.002 2 -5 eO!OqO;;-, 0.000 �`j 1- 0.000 -1 .1 -0. 061 0.000 1 0 7 5 0.682 4- Y0:013- 124 ---Q WO AIOOO--, -0 0.4000 :=: + 1. =0:001 .1 N5 max Arnim, 0.13 4 --0.001 4 01;2,: -3: 0.000 1 0.000 .1 0-000-- 1 ..iA000g, 1.4: o. 140, YOO 0.001 3 N6 max 1. 'in' 0.13 4 -0.001 4 0 1 0.000 1 0.000 .1 0.001 3 -0.769 ' 0 1 A: 1 wo'RE: j N7 N8 max 9.13 Min.'. max 0.000 4 2 0 5 ':0002 0.000 1 5 0.000, .1. 0.000, 1 0.000 1 0.000 1 0.000 1 0.000 1 0.001 3 0.000 5 .mm�'5 -4 ,J-,�0:':00:0: --2 -�0:000, -2,2- Envelope Reactions Joint Label X Force Y Force Z Force X Moment Y Moment Z Moment N1 max . 0.767 3 �-'0335,:-_1 1.951 T 0.0001... ... -- 0.000 1 1 ....... 0.000 1 1 - -3.028 LU 4 :;,:::.:mm ` 41- ,iz, ;� �---01%43 �1� K) 0.336 A000 !,?P-.V- . (K -ft) - -0. -- -T (K -ft) . 0 .1 .1 3- N8 max 0.407 5 2.747 2 0.000 1 0.000 0.000 1 4.887 2 rnihT.- .839 ZOMO, :, : 1:: X0:000 -c�, 1. 4 r.=3:323 1 Reaction, Totals: max 1.04 3 4,341 2 0.000 1 min 1 0.762 A '-0.769 3 1 0 -1 0 1 Material Takeoff, LC I: b+L Se . ction . Set Database Shape Total Length Total Weight (Ft) (K) F- COL W6X25 1 23 n 57A Envelope Member Section Forces Member Label Section Axial Lc Shear y -y Lc Shear z -z Lc Torque Lc Moment y -y Lc Moment z -z Lc (K M1 1 ImaxI 1.951 1 1 K) 0.336 (K) - 4 1 - 0- 1 . (K -ft) - -0. -- -T (K -ft) . 0 .1 .1 (K -ft) . 1 'A nqA A RISA -3D Version 4 [P:\1-DATA\Frames\B874-01-04.R3D] Page 1 min 1 0.843 4 -0.769 3 0, 1 1 0 1 0 11 1 - -4.701 2 max 1 1:88 1 0.336 4 --0 1 0 1 0 1 1 2.062 4 min 1 0.762 A '-0.769 3 1 0 -1 0 1 ;-2.49 3 3 max 1 1.8081 1 0.336 4 --3 . 0 -0 1 -1 0 -1 0 1 ,1.35 2 min 1 0.682 4- -0769 -0 -1 0 .1 -'0.53 5 4 max 1.736 1' 0.336 4 - 0. 1 - 0 1 0 1 1.932 3 . lmin 0.602 4 -0.769 -3-1, 0 1 0 1 0. f- --U. 1 -31 -4 5- max .1.664 1 0.336 -4 0 1 0 0 1 •4.143 3 - min 0.521, 4 '2.',-,. -0.769 3 0- 1 0 0 1 -0.835- 4 1 - - ---0 9 max. -iO.839,:' � ax .. 831 - ',-:0.407-- `1-.664-- 1, j ;:0-' -.1. 1 n I— jo� jr .143. -4., ' - i , -miw 407 5 0:522. 4 4 0.", At. -0%836.-. -4- 2 mak x -0 '01-839 9 -%2 1:645. `0 A RISA -3D Version 4 [P:\1-DATA\Frames\B874-01-04.R3D] Page 1 . + Company BG Structural Engineering ^ ' ' April 1.2OO1 . Designer Job Number 874.01 Frame 4 Checked By: Envelope Member Section Forces, (6ontinue Member Label Section Axial Lc Shear'y-y ' Lc Shear z -z Lc Torque Lc Mo'menty-y Lc Momentz-z Lc . . ^F ---1V7—_-- ^ � . ^ . . ` ^ . . . ^ - ~ -01 Z: 516 .01 .1-754 7T -43 4�na max m 10.407Z 1357 ^ � . ^ . . ` ^ . . . ^ - ~ :M2 M3 1 M5 Company BG Structural Engineering 1.478. April,1, 2001 Designer Job Number 874.01 Frame 4 Checked By: Envelope Member Section Forces, (continued) Member Label Section Axial Le Shear y -y (K) (K) 5 max 2.747 2 1 0.407 Lc Shear z -z (K) 1 5 0 Lc 1 Torque Lc (K -ft) 0 1 Moment y -y (K -ft) 0 Lc, Moment z -z (K -ft) - 1 4.887 Lc 2 I min 1 0.465 1 5 1 -0.841 Envelope Member Section Stresses -1 2 0 1 1 0 1 0 1 1 -3.323 1 Member Label Section Axial Shear y -y Shear Z_Z Bending y -top Bending y -bot Bending z -top Bending z -bot (Ksi) Lc (Ksi) Lc (Ksi) Lc (Ksi) Lc (Ksi) . Lc (Ksi) " Cc (Ksi) Lc M1 1• max 0.266 1 0.197 4- 0 1 3.37 3 2.171� 4 1 . 0 1 1 0 1 min 0.115 4 '-0.452 3 . 0 1 -2.171 4 -3.37 .3 0'. 1 0 1 2. max 0 256 1 0.197 A n I 1.785. '3- :M2 M3 1 M5 266 1 1 1 5 4 .256 1 4 0 1 -0- 1 min 0.104 4 -0.452,.-3 0 1 -1.478 4 -1.785 3 0 .1 0 1 3 max 0.246 1 0.197 4 0 1 0.38 5 0.968 2-% 0 1 0 1 min 0.093 4 -0.452 3 0. 1 -0.968 2 -0.38 5 0 1 0 4 max 0.237 1 0.197 4 0 -0.094 4 1.385 3 0- .1 0 1 min 0.082 4 1 -0.452 3 -0 1 -1.385 3 0.094 4 0. 1 0 1 5 max 0.227 1 0.197 4 0 1 0.598 4 2.97 3 0 1 0 1 min 0.071 4 -0.452 3 0 1 -2.97 3 -0.598 4 -0 1 0 'V, -max:, .,­0.,T89ti! 1 T 0 k5 W1 -4, ------- ,1. --min �­­-5,:--., .0A55,. _.T:, 3. 1 x. =:=0:.092"' 2=i max ": '89 433-ij,!,�A; 4. 4:959:. A til- io.811­. :min;- -'O 092: 5 _`-:0:4.45- ;',4 i 0 59, G81 rn 1-0 ,.rhin"' __ - .092 - 5 :.0 AW 0 -W.'4 'r6ax';,, Z.189 2 4 ­*648 -;n .3-: tz�-Az- 77- 5:�� 0.4264,� 41 �?Vr, 0 ,4� -rn n, -OM2: A `4 -4.494 ;43-.:. 1.224. max.0.:189 i2` .__T.384� A -a -alin-1,'=0'092,::f5f1'224, 4 * 1 max 1 0.252 2 1.384 1. -0 1 1.765 4 6.48-1 3 5-7 -5 1 min 1 -0.122 5 0.417 4 0 1 -6.4811 3 -1.765 4 0 1 1; 0. 1 2 max • 0.252 2 1.3.66 3 '0 1 1.844 4 6.218 .3 0 1 0 1 -1- 3 max 0.252 2 1.351 3 0 1 1.921 '4 5.957 3 0 1 0 1 -min =0. 122 5 0.395 4 0 1 -5.957 3 -1.921 4 0 1 0 1 4 max 0.252 2 1.337 3 0 1 1.995 4 -5.7 3 0 1 0 1 min 1 -0.122 5 0.384 4- 0 1 -5.7 3, -1.995 4 0 1 1 0 1 5 max 0.252 2 1.322 3 0 1 -2.068 4 1 5.445 3 0 1 0 1 min -0.122 5 0.373 4 0 1 -5.445 3 -2.068 4- 0 1 0 1 1 _ma X -01,89;,: 1 1 -3,= -'0: -A3 "O--_ '�j 0 �5- 37-3.' V4 rn in_� '4.092�: -.-2,,:,,maxr ,*0:89f-.,2; _0`9W', ;3,f .2,869. -2-,. -'`0::637 ,5.4",,0�m,.-�- I .,J... 0 `63 -:2", 'in A *092- 0.'0561_-`� 1 1* '40: - 4 ' w 3 ' -mak ;'Q.--,89,- 2;, 0;4113 `3.' 4-: ::059' �T :0 5 .092,1 t5:.,-3.1 4 rn6k` ?_ - ..: .: 3' 0A.89, _!5,�- 0. �T-- .04-- `14023tir 2wAw'i 217K 3w. -I, -5,, 0 . 5 - max: -.-,,0:189 -2 -0:157 `0 OL' .1,� 032:14� z 1 - L :A.rniWz`_ .092.'..- 1,181312, 1 - 4. .-.2 :� 86TT51,7, .0 max 0.252 2 -0.156 5 0 1 2.692 5 5.814 2 0 1 0 1 min -0.122- 5 -1.814 2 0 .1 -5.814 2 -2.692 5 0 1 0 1 2 max 1 0.252 2 -0,167 5 1 0, 1 2.661 5 6.165 2 .0 1 0 1 min -I -0.122 5 -1.844 2 0 1 -6.165 2 -2.661 5 0 1 0 1 3 max 1 0.252 2 -0.177 5 0 1 2.628 .5 6.521 2 0 1 0 1 min -0.122 5 -1.874 2, 0 1 -6.521 2 -2.628 5 0 1 0 1 4 max 1 0.252 2•-0.188 5 0 1 2.593 5 6.884 2- 0 1 0 1 -min -0.122 5 -1.905 2 0 1 ..::: �.8M 2 -2.593 5 .0 1 01 1 5 max 0.252 2 -0.199 1_5 0, 1 2.556 5 7.252 . 2 0 1 0 1 RISA -3D Version 4 [D:\1-DATA\Frames\B874-01-04'.R3DI Page 3 1.478. RISA -3D Version 4 [D:\1-DATA\Frames\B874-01-04'.R3DI Page 3 • • Company BG Structural Engineering April 1, 2001 Designer Sol Job Number : 874.01 Frame 4 Checked By: Member Stresses continued Member Label Section Axial Shear y -y Shear z -z Bending y -top Bending y -bot Bending z -top Bending z -bot (Ksi) Lc (KSil 1 c (Keil I r (Ilei% I iv..1% I ,, iv- M6 M7 1 min -max -0.122 0.189 5 2-. -1.935 -0:199. 2 .5 0 =0 1 1 -7.252 1.7.73- 2 5.' -2.556 5:028.2 5 ' 0 _- .0 LG 1 151 0 LC 1 ma min =0.092: 5---T1 =.935 2 0 = 1 =5:028 2 -1:773 5 0 1 0. 3 1 2 max 10.:189- ,2 -0:208 5 -. 0'.'. 1 -1175 5' .5:244 ''2 -0.013 ,0 1 ' 0 .1 1 .min 1 -0.092- '_5 -1:96. 2 0:: 1 ' -5-.244.j',.2-' 3 -1175.: °5 - ,0 1 -:0 :1 3 , max] 0:189' 2 =.0.217 , 5 0 ::' 1' 1:727 :5 `5:463`: 2 .. 0 '1 , 0 A'..: max min ' -0:092 .:Z 0.108 -1:986 ; 2 0 1 --5:463 2: -1::727 ,5 : 0' min -0.001 1 4 max 0.189.: _ 2 ' -0:226 5" - 0: ;1 "':1:702. 5- -5.684 2 '0 1 0 1 1 min: =0:092 5 .-2.012 2' . ;0 ... -5:684 2 1'.707 S:: 0 1 �p 0 5. max,. 0..189' . 2 =0 235-: 5 :0 1 1:677 5 5:909.: .-2: 0: A I 0 _ . C. ` 5.. .-2.037-'-:2 3- 0 1; -5:909 ;; 2:.;,1:677 , 5 p'_.:...:1:. 1 T' `0 ...1 1 max 1 0.319 2 0.239 5 1 0 1 3.429 2 0.973 5 0 1 0 .. 1 : =0:135 min 0.037 5 -0.494 2 0 1 -0.973 5 -3.429 2 0 1 0 1 2 max 1 0.333 2 0.239 5 1 0 1 1.696 2 0.134 5 0 1 0 1 1. min 0.043 5 1 -0.494 2 1 0 1 1 -0.134 5 1 -1.696 2 0 1 0 1 3 max 0.346 2 0.239 5 0 _0_1 1 1 0.913 3 0.244 4 0 1 0 1 0.131.: min 0.05 5 -0.494 2 '0 1 1 -0.244 4 -0.91_:S___3 0 1 0 1 4 max 0.36 2 0.239 5 0 1 1 1.543 5 1.77 2 0 1 0 1 0 min 0.057 5 1 -0.494 2 0 1 -1.77 2 -1.543 5 0 1 0 1 5 max 0.374 2 1 0.239 5 0 1 2.382 5 3.503 2 0 1 1 0 1 min min 1 0.063 5 1 -0.494 1 2 1 0 1 -3.503 2 -2.382 5 1 0 1 1 0 1 Member Deflection x 0 1 0 Member Label Section x -Translate Lc y -Translate Lc z -Translate Lc x -Rotate Lc (n) Uy Ratio Lc (n) Uz Ratio Lc NC In In In radians M1 ma 1 0 1 1 1 0 1 1 1 M2 M3 1 x 0 1 0 1 0 1 0 1 NC NC min 0 1 1 1 0 1 1 1 0 1 1 1 0 1 1 NC I NC 2 max 1 0 4 0.02 3 1 0 1 0 1 7012.619 3 NC min 0 1 -0.013 4 0 1 0 1 NC NC 3 max 0 4 0.062 3 0 1 0 1 2214.23 3 NC min -0.001 1 -0.045 4 0 1 0 1 3053.19 4 NC 4 max 0 4 0.108 3 0 1 0 1 1283.199 3 NC min -0.001 1 -0.087 4 0 1 0 1 1578.55 4 NC 5 max 0 4 1 0.135 3 0 1 0 11 1022.637 3 NC min -0.001 1 1 -0.13.1 4 0 1 0 1 1 1054.616 4 NC .0.131 4 .. :.0 1 p ;~'1 NC _ . C. ` min,:l 0:135 3- r .;0:001 1 . 0 .1 ` . .0 1 T' ,:NC: "NC 2 max:1 :0:131'=4.. 0 .5. < 0: 1'r<: 0 NC NC min : =0:135 3:.: =0.002 .. "2 ;0 1 0 "I- <2606.84.7:` 2 NC 3.:max. :.0..131 4. 0 5 0 1, 0: :1. :.,NC .. NC min- 70.135. =0:004 7 0' .. 1 .: p: 1. :,1302 9 _ :>2 NC 4° max 0 131. : 4 0:00.1 5 -0 :. T: 0. 1 � -. :NG le _ ':min ' 0.135: 3 -0:005 2 .0; -; .1: 0` .. 1.:868.479_77f7.. NC. '5, max. 0.131.: 4' 0:00.11 5 0. 1 '0 1 :NC.. NC_2. min- : AA 35" 3. -0.007 2 0.:. .. 1 �.;0; __ .1 .1151.437 2 - `NC- 1 max 0.131 4 0.001 5 0 1 0 1 NC • NC min -0.135 3 -0.007 2 0 1 0 1 NC NC 2 max 0.131 4 0.001 5 0 1 0 1 NC NC min -0.135 3 -0.008 2 0 1 0 1 NC NC 3 max 1 0.131 4 1 0.001 5 0 1 0 1 NC NC min 1 -0.135 3 1 -0.01 2 0 1 0 1 NC NC 4 max 0.131 4 1 0.002 5 1 0 1 0 1 NC NC min 1 -0.135 3 -0.012 2 0 1 0 1 NC NC 5 max 1 0.131 4 0.002 5 1 0 1 0 7 1 NC NC min 1 -0.135 3 -0.013 2 1 0 1 1 0 1 1 NC I NC RISA -3D Version 4 [D:\1-DATA\Frames\B874-01-04.R3D] Page 4 • Company BG Structural Engineering April 1, 2001 Designer 6201, Job Number : 874.01 Frame 4 Checked By: Member Deflections. (continued) 0:131 4 0.002- 5: Member Label Section x -Translate Lc x -Translate Lc x -Translate Lc x -Rotate Lc (n) Uy Ratio Lc (n) Uz Ratio Lc NC In In In radians ' -0013 M4 0 1 0 1 NG 0 NG M5 M6 M7 1 max 0:131 4 0.002- 5: 0 1 0 1 NC 'M2 NC 0 min -0.135 3 -0013 2 0 1 0 1 NG 0 NG 2 "max 0.131 4 -0:005 • 5" 0 1 0 1 NC 0:076 NC 1 . min- -0.135 3' -0.046 2 0= 1 0 1 3360.463_ 2 NC 3 max -0.13,...- 4 -0.018 5 0 A 0 1 768:1:462 5 '-=NG: : H,1-2 min -..0.135 .:-3 11.5 -0:054 1 0 ..., 1 0 1. .: 2585.95..:1. 111-1 -'NC 4 max '" °:0:13: �4 0:015 4 ; 0' 1 0 . 1 : =9918:926: `_4 NC , min 70.1.35 3.: -0:04:1•:. 1 .0. 1 '10 . 1----t3679742.:1 NC 5 "max . -:0.13 4 -0.001 4 �A: .. : 1.:. 0- 1 :NC NC.; .: mirf ., -0.:135. "3- 0:012. :3 , . :0'• - : 1 .- .,, 0 ;;1:_ NC .; NC 1 max 0.13 4 -0.001 4 0 1 0 1 NC NC min -0.135 3 -0.012 3 .0 1 0 1 NC NC 2 max 0.13 4 -0.001 4 0 1 0 1 NC NC min -0.135 3 -0.011 3 0 1 0 1 NC NC 3 max 0.13 4 -0.001 4 0 1 0 1 NC NC min -0.135 3 -0.009 3 0 1 0 1 NC NC 4 max 0.13 4 0 4 0 1 0 1 NC NC min -0.135 3 -0.008 3 0 1 0 1 NC NC 5 max 0.13 4 -0.001 4 0 1 0 1 NC NC min -0.135 3 -0.006 3 0 1 0 1 NC NC 1 max' . 0.13 . _A - 0:001 4 : 0 1 0 1 NC. N.0 .. min' =0:135.::..3 0;006- - ..3 0: 1 0' . '._ .1 NG, :. -2 . max ,0:13 .. 4. _0:001 4.... ;0 1 0.. .. .1 ... NC . _::NC' ,NC;: min : ==0:135 3"�' .: -0:005 =- 3 >0 1 0; .. 9 NC NC 3' . max'- .:. T.1.3 4' --0:001. 4` :0. 1 =. 0 1 : NC NC- "mine _0_4_35, 3 =0:003 .'3 0 1 ::: 0 1 .`NC NC r. 4 max 0:13 ,4 0..001 .4 . 0 1 0 1:' NC._ min -0:135 :3: -0.002, A.:' 0. 1 =0 :1. .`42474.51 1 :, NC 5 max- 0:13. ,.4 : 0` 5 0 ` =1 . 0";. 1'` NC :. NC : miti :-0:135 ", 3 ` . =0;002b 2:; . -:0.... <1 . '0` ..1 FNC .,:::: NC = .. .: 1 max 0.002 2 0.135 3 0 1 0 1 1024.813 3 NC min 0 5 -0.13 4 0 1 0 1 1060.617 4 NC 2 max 0.001 2 0.092 5 0 1 0 1 1507.038 5 NC min 0 5 -0.107 2 0 1 0 1 1288.753 2 NC 3 max 0.001 2 0.048 5 0 1 0 1 2852.071 5 NC min 0 5 -0.063 2 0 1 0 1 2174.007 2 NC 4 max 0 2 0.014 5 0 1 0' 1 9673.958 5 NC min 0 5 -0.02 2 0 1 0 1 6781.172 2 NC 5 max 0 1 0 1 0 1 0 1 NC NC min 0 1 0 1 0 1 0 1 NC NC Envelope Member AISC ASD 9th Code Checks Member Label Code Chk Loc Shear Chk Loc Dir Fa Fb y -y Fb z -z ASD Eqn. Ft Lc Ft Lc Ksi Ksi K M 1 0.084 0 3 0.016 0 3 18.332 54.188 si 43.35 1-11-2 'M2 .:0..114 0 3. 0:072. :0 1 43.051 - 48:244 45.308 --H2-1 M3 0.138 0 3 0.069 0 1 42.75 54.188 47.685 H2-1 M4 0.11.9 508 1 0:076 9:625 1 . 1.5.718 33:387 27;0'13 -H.1 -2 M5 0.158 0.375 2 0.083 0.375 1 42.75 54.188 47.685 . H1-2 M6 0.135 0:312 2 0:088 0.312 1 43:051 48.244 45.308 : H,1-2 M7 0.09 11.5 2 0.017 0 2 18.332 54.188 43.35 111-1 RISA -31) Version 4 [D:\1-DATA\Frames\B874-01-04.R3D] Page 5 Company BG Structural Engineering April 1, 2001 Designer Job Number : 874.01 Frame 4 Checked By: 3 Member A/SC ASD 9th Code. Checks LC 6: 1.2d+0.5L+2.8Eh Member Label Code Chk Loc Shear Chk Loc. Dir Fa Fb y -y Fb z -z ASD Eqn. ICA � �;s M1 0.157 - - 0 0.024 0 .� 18 332 rNai 54.188 r,51 43.35 M2. .:. .0:12.4... '0:312. ;;0.008.::: 0: ; „` 43 Q51' ,. 48 244; , _:.:• `- <45 3.08 M3 0.172 0.375 0.006 0 42.75 54.188 47.685.' H1-2 M4 -:0:199:'. •; ' 9X625 ff"M79 , 9:625 22.7E1:3. ' . 4'8 244' M5 0.299 0.375 0.083 0.375 42.75 54.188 47.685 M6=_ .0:242 iA 312' ::0:086. Or31.2 43':05:1 ,,> 48 244. `:, 45'308:' H1=2°:`. M7 10.2 1.1.5 0.035 0 •. I Y 1 18.332 54.188 43.35 H1-2 0 Company BG 'Structural Engineering April 1, 2001 .Designer Job Number : 874.01 Frame 4 Checked By: Member RISC ASD 9th Code Checks, LC 7: 0.9D-2.8Eh Member Label Code Chk Loc Shear Chk Loc Dir Fa Fb y -y Fb z -z ASD Eqn. • ICA I'll M1 0.19 ^ 0 0.033 0 y 18.332 54.188 43.35 HI -2 8 M3 0.266 0 0.056 0 42.75 54.188 47.685 H2-1 M4: _ .0 1;83. :`0, :OQ55_:. <. 0 :' , :;2-2713.: ::: ' :48�244,< ' . 43 35 ..>,: ;H2=1',. M5 0.197 0.375 0.011 .10`009:': 0 :0 .. 42.75 .::.:..: 43:051 54.188 47.685 �. H2-1 M7 0.164 11.5 1 0.027 0 Y 18.332 .54.188 43.35 H1-2 RISA -3D Version 4 [D:\1-DATA\Frames\B874-01-04.R3D] Page 1 .t Company BG Structural Engineering April 1, 2001 Designer I • ,L�-dS- Job Number : 874.01 Frame 4 Checked By: Reactions. LC 8: 1.OD+1.OEh Joint Label X Force Y Force Z Force X Moment Y Moment Z Moment K K K(K-ft), (K -ft) (K -ft) N1 -0.355 0.709 0.000 1 0.000 0.000 3.104 N8 :.::.. - =0:685 h,: , :1:696 Oa).00 _ r 0:000; 0:0.00: Reaction Totals: -1.04 1 2.405 1 0.000 Center of Gravity Coords (X,Y,Z) (Ft) - 5.866 10.126 .0.000 oRISA -3D Version 4 D:\1-DATA\Frames\B874-01-04.R3D Page 1 t Company BG Structural Engineering, April 1, 2001 Designer Job Number : 874.01 Frame 4 Checked By:� Reactions, LC 9: D Joint Label X Force Y Force Z Force X Moment Y Moment Z Moment K K K(K-ft) (K -ft) (K -ft) Ni 0.166 1.118 0.000 0.000 0.000 -0.641 ... .N8 .597,, Reaction Totals: I 0.000 1 2.405 0.000 Center of Gravity Coords (XYZ) (Ft) 5.866 10.126 0.000 A s. . i RISA -3D Version 4 [D:\1-DATA\Frames\B874-01-04.R3D] Page 1 Company BG Structural Engineering April 1, 2001 Designer, Job Number 874.01 Frame 4 Checked By: a . Reactions. LC 10: L Joint Label X Force Y Force Z Force X Moment Y Moment Z Moment K K K(K-ft) (K -ft) (K-ft) Ni 0.168 0.833 0.000. 0.000 0.000 -0.651 N8 0.1;68 ;n 1:'.02 `:.'.r 0000'0:000 . 0 00.0,' 0 6.Q3` Reaction Totals I 0.000 1.852 0.000 Center of Gravity Coords (X.Y Z) (Ft) : 6.028- 11 5 0.000 RISA -31D Version 4 [D:\1-DATA\Frames\B874-01-04.R3D] Page 1 Company BG Structural Engineering April 1, 2001 Designer , Job Number : 874.01 Frame 4 Checked By:� Reactions. CC 11 : Eh/1.4 Joint Label - X Force Y Force Z Force X Moment Y Moment Z Moment K K K K -ft (K-ft)(K-ft) Ni -0.372 0.292 .'0.000 0.000 0.000 2 669 .: 8 037.:1: ,,0:2920:000.x:;; ;; ' > O:000 `" .:; G.000 Reaction Totals:' 0.743 0.000 Center.of Gravity Coords (X,Y Z) : No Calculation T 1 r RISA -3D Version 4 [D:\1-DATA\Frames\B874-01-04.R3D] Page 1 DESIGN OF REDUCED BEAM SECTION FRAME 4� o • R - raditus or cut 4c. be Bt a=(.5 to .75) bf C b=(.65 to .85) dbf c=<.2 bf C b Fig. 3 Geometry of Radius Cut RBS ' : - F RBS w . uniform besm gravity load Q RBS a n a t s • ' L = distance between centers of RBS eats ! a i - l = distance between Column centedines BEAM 1 SIDE Fig. 4Typical Moment Frame Beam with RBS Connections STORY HEIGHT ABV= 0 FT STORY HEIGHT BLW= 11.5 FT bf BASE FIXED = y BEAM LENGTH= 11 FT i T wpL= 0.180 k/ft 0.015 Win 1 tt wLL= 0.200 k/ft 0.016666667 Win tllI 0 t. ` w=1.2D+.5L= 0.0263 Win ` -. -_._. .—•---•. PWtk N.Wr.t A.t. BEAM USED COLUMN USED (IF NONE ENTER "NONE;') ABOVE BELOW d12 w6x15 none w6x25 °""""Wft- Uwe db = 5.99 in.", do = 0.00 in. 6.38 in. f bfb = 5.99 in. bfc = 0.00 in. 6.08 in. ' c tfb = 0.26 in. tfc = 0.00 in.' 0.46 in. twb = 0.230 in. twc = 0.000 in. 0.320 in. Zb = .10.8 in.^3 Zc = 0 in.^3 18.9 in.^3 fa= 0.3 KSI STEP 1 CHOOSE TRAIL VALUES OF a,b,c . t a= min= 2.995 max= 4.4925 use 3.74375 3.75 b= min= 3.8935 max= 5.0915 use 4.4925 4.5 C=, min= 0.8985 max= 1.198 use .1.04825 1 r STEP 2 COMPUTE PLASTIC SECTION MODULUS AT THE MIMIMUM�SECTION OF RBS ZRBS =Zb-2c tf (d-tf)= 7.8204 in3 STEP 3 ESTABLISH THE EXPECTED YIELD STRESS OF THE BEAM FOR A572 FG 50 STEEL RY=1.1 FYE= Ry FY= 1.1 X 50= 55 KSI STEP 4 COMPUTE MAXIMUM MOMENT EXPECTED AT CENTER OF THE RBS MRBS= 1.15 ZRBS FYE= 494.64 KIP -IN STEP 5 COMPUTE THE SHEAR FORCE AT THE CENTER OF THE RBS CUTS AT EACH END OF THE BEAM L'= THE DISTANCE TO CENTERLINE OF THE RBS CUTS= - L'=L-dc-2(a+b/2)= 113.62 IN and VR13S=(2MRBs/L)+ (wL'/2)= 10.20 K V'RBs=(2MRBs/L)- (wL'/2)= 7.21 K TEP 6 COMPUTE MAXIMUM MOMENT EXPECTED AT THE FACE OF THE COLUMN Mr= MRBS + VRBS (a+b/2)= 555.86 KIP -IN r 'RBS .� 1�Ci�l� • MI mi. j VBBSM6BS ' 84) ri , STEP 7 COMPUTE THE PLASTIC MOMENT OF THE BEAM BASED UPON THE EXPECTED YIELD STRESS MPE=Zb FYE= 594 KIP -IN STEP 8 CHECK THAT MF IS IN THE RANGE OF 85% TO 100% OF MPE M� MPE= 555.86. 93.58% < 100% OK 594 THEREFORE PRELIMINARY DIMENSIONS ARE OK a= 3.75 b= 4.5 o c= 1 STEP 9 CHECK STRONG COLUMN WEAK BEAM REQUIREMENTS Z, (F, —J ) > 1.0 IM, where-. Z, = plastic section modulus of the column section above and below the connection Fx = minimum specified yield stress of the column fa = axial stress in the column above and below the connection EMc = sum of the column moments at the top and bottom of the panel zone corresponding -to the development of MRas at the center of the RBS cuts in the attached beams where: 7. `I C h, 1 Hes db Vaes hb s a (b/2) d n a♦ (h/21 Millis + (VUs + ViW) 2 + a + 4 2 V, — h, + db + hb` / (11) Mc, = V, h, (12) Mb V�hb (13) M, = Mu + Mb (14) where: V, = shear force in the columns above and below the connection M,, = column moment immediately above connection Mcb = column moment immediately below connection h, = distance from top of beam to point of inflection in the column above the connection hb = distance from bottom of beam to point of inflection in the column below the connection db = depth of beam all other variablesaspreviously defined' 1 Vc= 9.4880224 K McT=Vc ht_ 0 KIP -'IN Mcb= Vc hb= 626.256919 KIP -IN SUM Mc= 626.256919 KIP -IN �-�Z,(F, — Io � 1.50 > 1.0 0. K. 7. `I C h, 1 Hes db Vaes hb s a (b/2) d n a♦ (h/21 STEP 10 a CHECK COLUMN PANEL ZONE y °095 o�� V� d — 0.8Vc (IS) b EMf=Mf+Mj (16) ` M j= MP25 + VRggl( a+ Z 1 (17) where: Vp = panel zone shear force corresponding to the development of 80 - percent of the maximum expected column face moments Mf = maximum moment expected' at the fax of the column, calculated according to Eq. 7 M j = maximum moment expected at opposite column face THE PANEL ZONE SHEAR IS AS FOLLOWS: Mf= 555.86 KIP-IN M, f= 0 KIP-IN SUM Mf__ 555.86 KIP-1N W/OUT PLUG WELDS ATTACHING Vpz= . 82.9020742 K DOUBLER TO WEB MIN. THICKNESS OF WEB_ & THE STRENGTH OF THE PANEL ZONE IS CALCULATED AS FOLLOWS: DOUBLERS = t t > (dz+wz)/90 = 0.122 in. 3b,2l twc = 0.320 in. O.K. V = 055F)�d l I.+ r] t doubler = 0.250 in. O.K. .0 ri b o t= total thickness of panel zone including doubler plates= 0.57 IN thickness of doubler plates if needed= 0.25 IN DOUBLER PLATES REQUIRED V= 73.480184'KIPS < 82.90207 N.G. W/OUT DOUBLER PLATES V= 117.34268 KIPS > 82.90207 O.K. W/DOUBLER PLATES ADD 0.250 IN THK DOUBLER PLATES IF REQUIRED EXAMPLE DETAIL , Symmetrk About z-13 B.U. bar to remain Remove weld tabs t 1' a 6' (B.S.) Web B.U. bar to column 5116 W36060 (A86) • t • Plate most be adequate tar. erection trade and to serve as backing for UP beam web weld. • Design of plate and connection of plate to column and beam by fabricator. After root Is cleaned and Inspeelad „ W 14142 ' (AS72 Or. 60) Remove B.U. bar Remove weld tabs Snip plate Comes to avoid welding in k -arae 625' Radius of column / Grtnd Smooth Grind Parallel to Beam Flange 2.5' 7' +i 7, h—� All webs: E70. Ag groove welds: electrodes must be rated for CVN of N least 20 ft -lbs at -20 dog. F. All welding &ball conform to AWS 01.1.66. r h ` ' i • CC Q 18 in Plain Base Plate Connection Base Plate Thickness :.75 in kD H Base Plate Fy : 36. ksi Bearing Surface Fp : 3.15 ksi Anchor Bolt Diameter : 1. in Anchor Bolt Material : Other Anchor Bolt Fu : 105. ksi Column Shape : W6X25 Design Code : AISC ASD 9th Coarse Solution Selected 0. Frame 4 Bearing Pressure Maximum Bearing .297 ksi Max/Allowable Ratio .071 UBC (12-13) (ABIF = 1.333) .297 - (ksi) 0. - Base Plate Stress Maximum Stress 2.843 ksi Max/Allowable Ratio .079 UBC (12-13) (ASIF = 1.333) 2.843 (ksi) .023 - Anchor Bolts Bolt X (in) 7 fin) Tanc Ilrl Vv IL -I v-7 tO M IL -;I M, Ii -A 1 1..:4. 2.1+ 1 5. -6. .414 0. -.017 46.188 23.794 .011 UBC 12-13 2 0. -6. .738 0. -.017 46.188 23.794 .02 UBC 12-13 3 -5. -6. .414 0. -.017 46.188 23.794 .011 UBC 12-13 4 5. 6. 1.075 0. .1 1 46.188 23.794 .03 UBC 12-13 5 0. 6. 1.91 0. .1 46.188 123.794 .053 UBC 12-13 6 -5. 6. 1 1.075 1 0. 1 .1 46.188 23.794 .03 UBC 12-13 Loads DL LL EL P k Vx k Vz k Mx(k-ft) Mz(k-ft) Reverse 1.286 -.166 .641 No 1.02 -.168 .651 No .292 -.372 2.669 Yes e O Company B.G. Structural Engineering April 1, 2001 Designer Job Number : 874.01 Frame 4 Checked By: Z 4� X Geometry and Materials Length 18. in Width 16. in Thickness .75 in Base Plate Fy 36. ksi Base Plate E 29000. ksi Bearing Fp 3.15 ksi . Bearing Fc' 4.5 ksi Pedestal Length 0 in Pedestal Width 0 in Analyze Base Plate as Flexible Fp Based on AISC J9 Criteria AISC ASD 9th 1.333 Loads DL LL EL 18 in c .,q kD H Column Shape W6X25 Column eX 0. in Column eZ 0. in Column to Edge Min (X) .5 in Column to Edge Min (Z) .5 in WF. Flanges welded WF Web welded Plain Base Plate Connection Vx Shear:Lug.NOT present Vz Shear Lug NOT present Coarse Solution Selected Bolt X (in) Z (in) 1 5. -6. 2 0. -6. 3 -5. -6. 4 5. 6. 5 0. 6. 6 -5. 6. Anchor Bolt Diameter 1. in Anchor Bolt Material Other Anchor Bolt Fu 105. ksi Anchor Bolt E 29000. ksi AB Projected Length 6 in AB to AB Min Spacing 3 in AB to Stiffner Min Spacing 1 in AB to Column Min Spacing 2.5 in AB to Edge Min Spacing 3 in AB Row Min Spacing 3 in Priority is AB to Edge Spacing Include Threads for AB Design AB Fv, Ft based on AISC Criteria P k Vx k Vz k Mx(k-ft MZ k -ft Reverse 1.286 -.166 .641 No 1.02 -.168 .651 No .292 -.372 2.669 Yes Base Plate Stress and Bearing Result Base Plate Stress (ksi) Bearing Pressure (ksi) Description Load Sets Allnwahla ACIP I I r All..... L.L AMl UBC 12-12 1 DL+1 LL 27. 1. 028 -.Iwvvuw 3.15 llplr 1. V.V. UBC 12-13 1 DL+1 LL+1 WL 35.991 1.333 .021 4.199 1.333 .053 UBC 12-13 1 DL+1 LL -1 WL 35.991 1.333 .021 4.199 1.333 .039 UBC 12-13 1 DL+1 WL 35.991 1.333 .009 4.199 1.333 .039 UBC 12-13 1 DL -1 WL 35.991 1.333 .009 4.199 1.333 .022 UBC 12-13 1 DL+1 LL+.715EL 35.991 1.333 .079 4.199 1.333 .022 UBC (12-13) 1 DL+1 LL-.715EL 35.991 1.333 .005 4.199 1.333 .071 UBC 12-13 1 DL+.715EL 35.991 1.333 .067 4.199 1.333 .029 UBC 12-13 1 DL-.715EL 1 35.991 1.333 .031 4.199 1.333 .057 .028 RISABase Version 1.02a [D:\1-DATA\CROSSENG\JOBS\BG\874-01-Wesley\FramePL-04.rbs] Page 1 Company B.G. Structural Engineering April 1, 2001 Designer Job Number : 874.01 Frame 4 Checked By: Zti(s Bearing Contours .166 � � .166 .166 (ksi)so. (ksi) 10. (ksi) 0. 1 DL+1 LL 1 DL+1 LL+1 WL 1 DL+1 LL -1 WL Allowable :3.15 ksi Allowable :,4.199 ksi Allowable : 4.199 ksi U.C. :.053 U.C.' :.039 U.C. :.039 092 092 i.297 (ksi) (ksi) (ksi) 0. 0. 0. 1 DL+1 WL 1 DL -1 WL 1 DL+1 LL+.715EL Allowable :4.199 ksi Allowable :4.199 ksi Allowable= : 4.199 ksi U.C. :.022 U.C.:'.022 U.C. :.071 1.2. -24 .119 (ksi) r (ksi) (ksi) 0. 0.. 0. LM M 1DL+1 LL-.715EL 1 DL+.715EL 1 DL-.715EL Allowable : 4.199 ksi Allowable : 4.199 ksi Allowable : 4.199 ksi U.C..:.029 U.C. :..057 U.C. :.028 Base Plate Stress Contour 763 .763 .763 .(ksi) (ksi) (ksi) .007 MI -007 Mill 007 1 DL+1 LL 1 DL+1 LL+1 WL 1 DL+1 LL -1 WL Allowable : 27. ksi Allowable :35.991 ksi Allowable :35.991 ksi U.C. :.028 U.C. :.021 U.C. :.021 RISABase Version 1.02a [D:\1-DATA\CROSSENG\JOBS\BG\874-01-Wesley\FramePL-04.rbs] Page 2 1 O El Company B.G. Structural Engineering April 1, 2001 Designer Job Number : 874.01 Frame 4 Checked By; 2-1 1 Base Plate Stress Contours (continued) M-- -.337 :.337 (ksi) - (ksi) .003 .003 1 DL+1 WL 1 DL -1 WL Allowable :35.991 ksi, Allowable : 35.991 ksi U.C.:.009 U.C.:.009 19 2.416 -' (ksi) (ksi) .005 .02 LE 1 DL+1 LL-.715EL 1 DL+.715EL Allowable : 35.991 ksi Allowable : 35.991 ksi U.C.:.005 U.C.:.067 1 DL+1 LL+.715EL Allowable .: 35.991 ksi U.C.:.079 1 DL-.715EL Allowable : 35.991 ksi U.C.:.031 Anchor Bolt Results Descrintinn I narl Corc - Q -If -r--- n,% I. 2.843 -. (ksi) .023 1.102 (ksi) .009 UBC12-12 1 DL+1 LL 1 .02 0. .056 34.65 17.85 .004 2 .052 0. .056 34.65 17.85 .004 3 .02 '0. .056 34.65 17.85 .004 4 .281 0. .056 34.65 17.85 .01 5 .505 0. .056 34.65 17.85 .019 6 .281 0. .056 34.65 17.85 .01 UBC 12-13 1 DL+1 LL+1 WL 1 .02 0. .056 46.188 23.794 .003 2 .052 0. .056 46.188 23.794 .003 3 .02 0. .056 46.188 23.794 .003 4 .281 0. 056 46.188 23.794 .008 5 .505 0. .056 46.188 23.794 .014 UBC 12-13 1 DL+1 LL -1 WL 6 1 .281 .02 0. 0. .056 .056 46.188 46.188 23.794 23.794 .008 .003 2 .052 0. .056 46.188 23.794 .003 3 .02 0. .056 46.188 23.794 .003 4 .281 0. .056 46.188 23.794 .008 5 .505 0..056 46.188 1 23.794 .014 UBC 12-13 1 DL+1 WL 6 1 .281 .007 0. 0. 056 .028 46.188 46.188 23.794 23.794 .008 .001 2 .027 0. .028 46.188 23.794 .001 3 .007 0. .028 46.188 23.794 .001 4 .119 0. .028 46.188 23.794 .003 5 .22 0. .028 46.188 23.794 .006 6 .119 0. .028 46.188 23.794 .003 RISABase Version 1.02a [D:\1-DATA\CROSSENG\JOBS\BG\874-01-Wesley\FramePL-04.rbs] Page 3 A Company B.G. Structural Engineering Designer April 1, 2001 � � Zl`� Job Number : 874.01 Frame 4 Checked By: Anchor Bolt Results (continued) Desrrintinn I Hari -,Qctc Q.,it T--- n,% 1- n,% 1_ /1.% UBC 12-13 1 DL -1 WL 1 -.007 0. .028 46.188 k.011 23.794 UI HL .001 2 .027 0. .028 46.188 23.794 .001 3 .007 0. .028 46.188 23.794 .001 4 .119 0. 028 46.188 23.794 .003 5 .22 0. .028 46.188 23.794 .006 6 .119 0. .028 46.188 1 23.794 .003 UBC 12-13 1 DL+1 LL+.715EL 1 .006 0. .1 46.188 1 23.794 .005 2 .064 0. .1 46.188 23.794 .005 3 .006 0. - .1 46.188 23.794' .005 4 1.075 0. .1 46.188 23.794 .03 5 1.91 0. .1 46.188 23.794 � .053 6 1.075 0. .1 46.188 23.794 .03 UBC 12-13 1 DL+1 LL=.715EL 1 .034 0. 011 46.188 23.794 0. 2 .07 0. .011 46.188 23.794 .002 3 .034 0. .011 46.188 23.794 0. 4 .014 0. 011 46.188 23.794 0. 5 .035 .0. .011 46.188 23.794 0. UBC (12-13) 1DL+.715EL 6 1 .014 0. 0. 0. .011 072 46.188 46.188 23.794 23.794 0. .004 2 .038 0. .072 46.188 23.794 .004 3 0. 0. .072 46.188 23.794 .004 4 .916 0. .072 46.188 23.794 .025 5 1.625 0. .072 46.188 23.794 .045 UBC 12-13) 1 DL-.715EL 6 1 .916 .414. '0. 0. .072 -.017 46.188 46.188 23.794 23.794 .025 .011 2 .738 0. -.017 46.188 23.794 .02 3 .414 0. -.017 46.188 23.794 .011 4 0042541 0. -.017 46.188 23.794 0. 5 .025 0. -.017 46.188 23.794 0. 6.0042541 0. -.017 46.188 23.794 0. RISABase Version 1.02a [D:\1-DATA\CROSSENG\JOBS\BG\874-01-Wesley\FramePL-04.rbs] Page 4 -., �I Rev: 5103M Page- 1 General Footing Analysis & Design Description Frame 4 General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Allowable Soil Bearing 1,500.0 psi Dimensions-. Short Term Increase 1.330 Width along X -X Axis 3.000 ft Base Pedestal Height 0.000 in Length along Y -Y Axis 3.000 ft Seismic Zone 4 One -Way Shears... Allowable Footing Thickness 24.00 in Overburden Weight 0.00 psf Col Dim. Along X -X Axis 18.00 in Live & Short Term Combined k -ft per ft Col Dim. Along Y -Y Axis 16.00 in fc 3,000.0 psi Required Steel Area Fy 60,000.0 psi Min Steel % 0.0014 Concrete Weight 145.00 pcf Rebar Center To Edge Distance 3.50 in Loads "Y Ecc, of Resultant Applied Vertical Load..., 0.000 in Shear Stresses.... Dead Load 1.286 k ...ecc along X -X Axis 0.000 in Live Load 1.020 k ...ecc along Y -Y Axis 0.000 in ShortTerm Load 0.292 k Y -Y Min. Stability Ratio 3.065 Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis Applied Moments... (pressures_ @ left & right) (pressures @ top & bot) Dead Load 0.641 k -ft k -ft Live Load 0.651 k -ft k -ft Short Term 2.669 k -ft k -ft per ft Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis Applied Shears... (pressures @ left & right) (pressures @ top & bot) Dead Load Live Load -0.166 k -0.168 k k k Short Term -0.372 k k ' ® 9-1 ACI 9-2 ACI 9-3 Vn' Phi Footing Design OK 3.00ft x 3.00ft Footing, 24:Oin Thick, w/ Column Support 18.00 x 16.00iri x O.Oin high 0.00 psi 0.00 psi DL+LL DL+LL+STActual One -Way Shears... Allowable Max Soil Pressure 684.9 , 1,145.1 psf Max Mu 0.303 k -ft per ft Allowable 1,500.0 1,995.0 psf Required Steel Area _ 0.344 int per ft "X' Ecc, of Resultant 1.523 in 5.873 in 0.00 psi 93.11 psi "Y Ecc, of Resultant 0.000 in 0.000 in Shear Stresses.... Vu Vn ' Phi X -X Min. Stability Ratio No Overturning 1.500:1 1 -Way 2 -Way 0.000 0.000 93.113 psi 186.226 psi Y -Y Min. Stability Ratio 3.065 Moments ACI 9-1 ACI 9-2 Shear Forces 'ACI 9-1 ACI 9-2 ACI 9-3 Vn' Phi Two -Way Shear 0.00 psi - 0.00 psi 0.00 psi 186.23 psi One -Way Shears... Vu @ Left 0.00 psi 0.00 psi 0.00 psi 93.11 psi Vu @ Right 0.00 psi 0.00 psi 0.00 psi 93.11 psi Vu @ Top 0.00 psi 0.00 psi 0.00 psi 93.11 psi Vu @ Bottom 0.00 psi 0.00 psi 0.00 psi 93.11 psi . Moments ACI 9-1 ACI 9-2 ACI 9-3 Ru / Phi As Read Mu @ Left 0.06 k -ft -0.08 k -ft -0.05 k -ft 0.2 psi -0.34 in2 per ft Mu @ Right 0.16k -ft 0.30k -ft 0.15 k -ft 0.8 psi 0.34 in2 per ft Mu @ Top 0.14k -ft 0.14k -ft 0.06 k -ft 0.4 psi 0.34 in2 per ft Mu @ Bottom 0.14 k -ft 0.14k -ft 0.06 k -ft 0.4 psi 0.34 in2 per ft EI 9 } • • Rev: 510300 General Footing Analysis & DesignPage 2 Description Frame 4 Soil Pressure Summary ' Service Load Soil Pressures LeftRight Top Bottom DL + LL 407.56 ' 684.89 546.22 546.22 psf DL + LL + ST 12.22 1,145.11 578.67 578.67 psf Factored Load Soil Pressures ACI Eq. 9-1 595.95 1,001.48 798.71 798.71 psf- . ACI Eq. 9-2 17.11 1,603.16 810.13 810.13 psf ACI Eq. 9-3 9.19 860.86 435.02 435.02 psf ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group, Factor . 0.750 y 'UBC 1921.2.7 "1.4" Factor 1.400 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 ' UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic = ST' : 1.100 o • Shear, Wall Schedule Per 1997 UBC o Shear walls to- span from sill plate to double top plate. Shear walls to be continuous above and below all openings. Exterior walls to be: 7/8" thk. stucco w/ Portland cement plaster w/ 1.4# per sq. yd., 17ga. galv. wire lath and 16 ga. Staples (w/ 7/8" legs) at 6" o/c. E.N. & 12" o/c. R.N. *, Plywood as furring 1 Walls: 1, 6, 7, 8, 9, 10 14 15 17 26 27 28 29 31 3/8" thick wall sheathing, exp. 1 w/ 8d nails at 6" o/c edges & 12" o/c field 5/8" dia. A.B. at 32" o/c. w/ 2"x 2"x 3/16" washers Shear transfer: Sill nailing — 16d at 5" o/c Solid blocking,— "Simpson" A35 at 24" o/c each block TH block— 4-16d each block 2 Walls: 2, 4, 16 3/8" thick wall sheathing-, exp. 1 w/ 8d nails at 4" o/c edges & 12" o/c field 5/8" dia. A.B. at,24" o/c. w/ 2" x 2"x 3/16" washers Shear transfer: Sill nailing — 16d at 3.5" o/c Solid blocking — "Simpson" A35 at 16" o/c each block TH block— 4-16d each block 3 Walls:. 3,18, 19,25, 30 3/8" thick wall sheathing, exp. 1 w/ 8d, nails at 3" o/c edges & 12" o/c field 5/8" dia..A.B. at 12" o/c. w/ 2"x 2"x 3/16" washers. 3x studs & blocking at all adjoining panel edges Shear transfer: Sill nailing — 16d at 3" o/c staggered Solid blocking — "Simpson" A35 at 12" o/c each block TH block— 6-16d each block 4 Walls: 11 1/2" thick wall sheathing, exp. 1 each side w/ 8d nails at 2" o/c edges & 12" o/c field 3/4" dia. A.B. at 12" o/c. w/ 23/4 "x 23/4 "x 5/16" washers 3x sill plate & top plate 3x studs & blocking at all panel edges Shear transfer: Sill nailing — 2rows 16d at 2" o/c staggered Solid blocking — "Simpson" A35 at 6" o/c each block a TH block— 18-16d each block ZZi .