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AR (04-5295)78735 Maracas Ct 04-5295 P.O. Box 1504. 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 BUILDING PERMIT BUILDING & SAFETY DEPARTMENT (760),777-7012 FAX (760) 777-7011 INSPECTION REQUESTS (760) 777-7153 Application Number . . . . . 04-0.0005295 Date 7/01/04 Property Address . . . . . . 78735 MARACAS CT APN: 646-050-.017-9 -21555 - Application description -. ADDITION - RESIDENTIAL Property Zoning LOW DENSITY RESIDENTIAL . Application valuation 40000 Owner "" Contractor -------------------- BULLERS GARY N ORTIZ CONSTRUCTION INC, PETE *NOT ON F e 76565 CALIFORNIA DRIVE UNKNOWN O C oO,99 PALM DESERT CA 92211 (760) 345-42.39 A WCC: STATE "FUND Of EO WC: 04436.11 04/04/05 CSLB: 522611 01/31/06 CCC: B ------ Structure. Informat_ion.. 497 SQ. FT. ADD ----- Construction Type TYPE V - NON RATED Occupancy Type . ... . . . DWELLG/LODGING/CONE <=10 Flood'Zone . . . . . . . . NON=AO FLOOD ZONE Other struct info . . . . . .CODE EDITION 2001 CBC # BEDROOMS 1.00 FLOOD.ZONE NO FIRST FLOOR SQ FTG 497.00 Permit . . . . BUILDING PERMIT desc.. .Additional Permit Fee . . . .. .349.50 Plan. Check Fee 227.18 Issue Date . . . . Valuation 40000 Qty Unit Charge Per Extension BASE FEE 252.00 15.00 6.5000 THOU' -------- BLDG 25,001-50,000 97.50 ---------.---------------- Permit . . . . ELECT--:ADD/ALT/REM ----=---------------------------- ---------- Additional desc Permit Fee 32.40 Plan Check 'Fee 8.10 Issue Date . . . . Valuation 0 Qty Unit Charge Per Extension BASE FEE 15.00 497.00 .0350 ---------------------------------------------------------------------------- ELEC NEW RES.- 1 OR 2 FAMILY 1.7.40 P.O. Box 1504 • ' G r/ 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 BUILDING .& SAFETY DEPARTMENT Application Number: Applicant: Applicant's Mailing Address: VOICE'(760) 777-701-2 FAX (760) 777-7011 INSPECTIONS (760)777-7153 Date: Architect or Engineer: Architect or Engineer's Address: Lic. No.: BUILDING PERMIT DECLARATIONS LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of pedury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professionals Code, and my License is in full force and effect. / License Class S License No. Dated /02 '6 ^/ Contractor OWNER -BUILDER DECLARATION I hereby affirn under penalty of perjury that I am exempt from the Contractors' State License Law_fo the following reaso (ec. 7031.5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure; prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractors' State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or.that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031:5 by any applicant for a permit subjects theapplicant to a civil penalty of not more than five hundred dollars ($500).): U I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure Is not Intended or offered for sate (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of propeitywho builds or improves thereon, and who does the work himself or herself or through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). U I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractors) licensed pursuant to the Contractors' State License Law.). U I am exempt under Sec. BA P.C. for this reason Date Owner WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of pedury one of the following declarations: I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. -.&.I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permitds issued. My workers' mpensation insurance cartiera-nd pnumber are: Cartier el cr/ Policy Number 4 t ` s / / I certify that, in the performance of the work for which this permit is issued, I shall not employ any person In any manner so as to become subject to the workers' compensation laws of California, and agree that, if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. Date % /.2 -0 Y Applicant WARNING: FAILURE TO SECURE WORKERS' COMPENSATIO OVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000), IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Name Lender's Address APPLICANT ACKNOWLEDGEMENT IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on this application. 1. Each person upon whose.behalf this application is made, each person at whose request and for whose benefit work Is performed under or pursuant to any permit issued as a result of this application, the owner, and the applicant, each agrees to, and shall, defend, indemnify and hold harmless the City of La Quinta, its officers, agents and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work Is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. . I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this county to enter upon the above-mentioned property for inspection purposes. Date :7—Z.2 ,Qt/ Signature (Applicant or Agent): Page 2 Application Number . . . . . 04-00005295 Date 7/01/04 Permit . . . . . . MECHANICAL Additional desc Permit Fee . . . . 52.50 Plan Check Fee 13.13 Issue Date . . . . Valuation . . . . 0 Qty Unit Charge Per Extension BASE FEE 15.00 1.00 9.0000 EA MECH FURNACE <=100K 9.00 1.00 9.0000 EA MECH B/C <=3HP/100K BTU 9.00 3.00 6.5000 EA MECH VENT FAN 19.50 ---------------------------------------------------------------------------- Permit . . . . . . PLUMBING Additional desc Permit Fee . . . . 42.00 Plan Check Fee 10.50 Issue Date . . . . Valuation . . . . 0 Qty Unit Charge Per Extension BASE FEE 15.00 3.00 6.0000 EA PLB FIXTURE 18.00 1.00 6.0000 EA PLB ROOF DRAIN 6.00 1.00 3.0000 EA PLB WATER INST/ALT/REP 3.00 ---------------------------------------------------------------------------- Special Notes and Comments 497 SQ. ST. ADDITION,BEDROOM / DEN & BATHROOM INT. REMODEL ELEC SERVICE CHANGE. ------------ --------------------------------------------------------------- Other Fees . . . . . . . . . ENERGY REVIEW-FEE 22.72 STRONG MOTION (SMI) - RES 4.00 Fee summary Charged Paid Credited Due ----------- - - - - ------ -- - - ------ - - - - ------ - - - - ------ - - - - -- Permit Fee Total 476.40 .00 .00 476.40 Plan Check Total 258.91 .00 .00 258.91 Other Fee Total 26.72 .00 .00 26.72 Grand Total 762.03 .00 .00 762.03 X A X Nv City of La Quinta Building 8 Safety Division V P.O. Box 1504, 78-495 Calle Tampico O La Quinta, CA 92253 - (760) 777-7012 Building Permit Application and Tracking Sheet Permit Project Address: 7 _,3 Owner's Name -9&9 A. P. Number: D5p T Address: 75> -735 - 5>—3Legal Legal Description: Contractor: Address: - 71XProject City. ST, Zip:Zo FTeleph one: Description: City, ST, Zip: 7/ Telephone: 76o State Lic. # : City Lic. #: Arch., Engr., Designer: pp A /1/ti L► 6A 5 pv Sv Address: 4 C L City, ST, Zip: Telephone ' • State Lic. #: Name of Contact Person: JEL Construction Type: Occupancy: Project type (circle one): New Add'n Alter Repair Demo Sq. Ft.: #Stories: #Units: Telephone # of Contact Person: • I stimated Value of Projec APPLICANT: DO NOT WRITE BELOW THIS LINE / p Submittal Req'd Rec'd TRACKING PERMIT FEES Plan Sets Plan Check submitted 101014 Item Amount Structural Calcs. a Reviewed, ready for corrections Plan Check Deposit Truss Cates. Called Contact Person Plan Check Balance Energy Cafes. Plans picked up Construction Flood plain plan Plans resubmitted Mechanical Grading plan { 2" Review, ready for correction issu Electrical Subcontactor List Called Contact Person 51r 3` IL Plumbing Grant Deed Plans picked up S.M.I. H.O.A. Approval Plans resubmitted Grading IN HOUSE:- ''' Review, ready for corrections/issue Developer Impact Fee Planning Approval Called Contact Person A I p p Pub. Wks. Appr Date of permit issue 71(216, School Fees Ll Total Permit Fees Date 7/12/04 No. 26158 Owner Gary Bullers Address 78735 Maracas Ct City La Quinta Zip 92253 Tract # Type Residential Addition CERTIFICATE OF COMPLIANCE Desert Sands Unified School District 47950 Dune Palms Road La Quinta, CA 92253 (760) 771-8515 APN # Jurisdiction Permit # Study Area No. of Units 4 FIEDSC o Q eERM66A DUNES r RANCHO MIRAGE INDIAN WELLS PALM DESERT LA QUINTA ,y 1QINDIO 646-050-017 La Quinta 1 Lot # No. Street S.F. Lot # No. Street S.F. Unit 1 78735 Maracas Ct 497 Unit 6 Unit 2 Unit 7 Unit 3 Unit 8 Unit 4 Unit 9 Unit 5 Unit 10 Comments a At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered patios/walkways, residential additions under 500 square feet, detached accessory structures (spaces that do not contain facilities for living, sleeping, cooking, eating or sanitation) or replacement mobile homes. It has been determined that the above-named owner is exempt from paying school fees at this time due to the following reason: Residential Addition 500 Sq Feet or Less EXEMPT This certifies that school facility fees imposed pursuant to Education Code Section 17620 and Government Code 65995 Et Seq. in the amount of $0.00 X 497 S.F. or $0.00 have been paid for the property listed above and that building permits and/or Certificates of Occupancy for this square footage in this proposed project may now be issued. Fees Paid By Exempt - Jan Wood Check No. Name on the check Telephone 760-345-4239 Funding Exempt By Dr. Doris Wilson Superintendent Fee collected P Ivrey _ r Payment Recd Over/Under NOTICE: Pursuant to Govemment Code Sedlkiw66020(d)(1), this YAWerve to notify you that the 90 -day approval period in which you may protest the fees or other payment identified above will begin to run from the date on which the building or installation permit for this project is issued, or from the date on which those amounts are paid to the District(s) or to another public entity authorized to collect them on the District('s) behalf, whichever is earlier. - NOTICE: This Document NOT VALID if Duplicated Embossed Original - Building Department/Applicant Copy - Applicant/Receipt Copy - Accounting CALCULATIONS Page 1 of .I3 RESIDENCE BULLERS 1/28/04 7 B -7 3s m4z.4lc'4 i STRUCTURAL CALCULATIONS RESIDENCE MR & MRS GARY BULLERS LA QUINTA, CALIFORNIA. CHARLES D. GARLAND, ARCHITECT. LICENSE NO. 11991 EXP 10/31 EFRAIN F. CARDENAS D. s vk/ GuT CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DA 32 0 BY .5 -r a -4 CALCULATIONS Page 2 of 13 RESIDENCE BULLERS 128/04 LOAD.................................................. Page 3 BEAM................................................... Page 4 COLUMN.............................................. Page 6 LATERAL ANALYSIS ................... Page 8 SEISMIC ZONE ........................... Page 10 SHEAR WALL REQUIREMENTS... Page 12 FOUNDATION...... ...................... Page 13 .; LOADS : ROOF PSF TILE = 9 SHEATHING = 1 RAFTERS = 2 INSULATION = 1 GYP. BD. = 6 D.L = 19 Ll = 16 TOTAL LOAD = 35 PSF CALCULATIONS RESIDENCE BULLERS EXTERIOR WALLS: PSF WOOD STUDS = 2 1/2" GYP BD. = 2 7/8" STUCCO = 10 INSULATION= 1 D.L.= 15 PSF INTERIOR WALLS: PSF WOOD STUDS = 2 1/2 GYRBD.2SIDES = 3 INSULATION = 2 D.L = 7 PSF Page 3 of 13 1/28/04 - LOADS /28/04 CALCULATIONS page 4 of 13 RESIDENCE BULLERS 1/28/04 BEAM DESIGN BEAM 1 480 IbHI 14.00 a BENDING F'b = Fbx(CD)(CM)(Ct)(CF)(Cr)(Ci) F'b = 1250 psi Req'd S = M / F'b S= 115.25 in^3 f b = M/S ALLOW F'b = ACT. f b = 1250 psi > 1188.6 psi SHEAR F'v = Fv(CD)(CM)(Ct)(CH) f v = 1.5 V / A F'v = 119 psi > f v = 81.34 psi DEFLECTION M=WxL2/8 M= 12005.0 ft -Ib M= 144060 in -Ib V=WxL/2 V= 3430 lb USE 6 X 12 Area= 63.3 in^2 Section= 121 in^3 Moment of Inertia= 697 inA4 OK OK 5WL L"4 = 0.36 in 384 E' I OK E'= E (CM)(C.)(C) 1700000 psi BEAM 6 X 12 d Max = L/240 = 0.70 in DOUGLAS FIR -LARCH No 1= Fb = 1000 psi SPAN = 14.0 ft Fv = 95 psi TRIB. AREA = 14.0 ft E = 1700000 psi Load Factor Co = 1.25 Wet. Service Factor CM = 1.00 D.L = 19.0 Ib/ft Temperature Factor Ct = 1.00 Ll = 16.0 Ib/ft Size Factor CF = 1.00 TOTAL 35.0 Ib/ft Repetitive m. Fact. Cr = 1.00 Incising Factor Ci = 1.00 Shear stress Factor C. = 1.00 W = 490.0 Ib/ft 480 IbHI 14.00 a BENDING F'b = Fbx(CD)(CM)(Ct)(CF)(Cr)(Ci) F'b = 1250 psi Req'd S = M / F'b S= 115.25 in^3 f b = M/S ALLOW F'b = ACT. f b = 1250 psi > 1188.6 psi SHEAR F'v = Fv(CD)(CM)(Ct)(CH) f v = 1.5 V / A F'v = 119 psi > f v = 81.34 psi DEFLECTION M=WxL2/8 M= 12005.0 ft -Ib M= 144060 in -Ib V=WxL/2 V= 3430 lb USE 6 X 12 Area= 63.3 in^2 Section= 121 in^3 Moment of Inertia= 697 inA4 OK OK 5WL L"4 = 0.36 in 384 E' I OK E'= E (CM)(C.)(C) 1700000 psi BEAM 6 X 12 d Max = L/240 = 0.70 in CALCULATIONS page 5 of 13 RESIDENCE BULLERS 1/28/04 BEAM DESIGN HDR 1 DOUGLAS FIR -LARCH No 1= Fb = 1000 psi SPAN = 6.0 ft Fv = 95 psi TRIG. AREA = 10.0 ft E= 1700000 psi Load Factor Co = 1.25 Wet. Service Factor CM = 1.00 D.L = 19.0 Ib/ft Temperature Factor Ct = 1.00 Ll = 16.0 Ib/ft Size Factor CF = 1.00 TOTAL 35.0 Ib/ft Repetitive m. Fact. Cr = 1.00 Incising Factor Ci = 1.00 Shear stress Factor C. = 1.00 W = 350.0 Ib/ft M=WxL2/8 350 lblt M= 1575.0 ft -Ib M= 18900 in -Ib V=WxL/2 6.00 ft BENDING V= 1050 lb F'b = Fbx(CD)(CM)(Ct)(CF)(Cr)(Ci) F'b = 1250 psi USE Req'd S = M / F'b S= 15.12 in^3 4 X 8 Area= 25.4 in^2 f b = M/S Section= 30.7 in^3 ALLOW F'b = ACT. f b = Moment of Inertia= f f 1 in^4 1250 psi > 616.4 psi OK SHEAR F'v = Fv(CD)(CM)(Ct)(CH) f v = 1.5 V / A F'v = 119 psi > f v = 62.06 psi OK DEFLECTION 5W. L^4 0.05 in 384 E' I OK E'= E (Cm)(Cs)(G) 1700000 psi BEAM 4 X 8 d max = L1240 = 0.30 in 0 4 BEAM DESIGN BEAM 2 SPAN = 12.5 ft TRIB. AREA = 10.0 ft D.L = 19.0 Ib/ft L. L 16:0 Ib/ft TOTAL 35.0 Ib/ft CALCULATIONS RESIDENCE BULLERS- Page 6 of 13 1/28/04 DOUGLAS FIR -LARCH No 1= Fb = 1000 psi Fv = 95 psi E = 1700000 psi Load Factor Co = Wet: Service Factor Cim _ Temperature Factor Ct = Size Factor C, Repetitive m. Fact. Cr = Incising Factor Ci = Shear stress Factor C. _ 350 ib/R ROME 11111;1 11' 12.50 ft BENDING F'b = Fbx(CD)(CM)(Ct)(CF)(Cr)(Ci) F'b = 1250 psi Req'd S = M / F'b S= 65.63 in^3 f b = M/S ALLOW F'b = ACT. f b = 1250 psi > 676.8 psi SHEAR F'v = Fv(CD)(CM)(Ct)(CH) f v = 1.5 V / A F'v = 119 psi > f v = 51.88 psi DEFLECTION 1.25 1.40 1.00 T.00• 1.00 1-.00 1.00 W = 350.0 Ib/ft M=WxLz/8 M= 6835.9 ft -Ib M= . 82031.3 in -Ib V=WxL/2 V= 2187.5 Ib USE 6 X 12 Area = 63.3 in^2 Section= 121 in A3 Moment of Inertia= 697 in^4 OK OK 5Wt L^4 = 0.16 in 384 E' I OK E'= E (Cm)(Ct)(Q) 1700000 psi BEAM 6 X 12 d max = L1240 = 0.63 in CALCULATIONS page 7 of 13 RESIDENCE BULLERS 1/28/04 COLUMN DESIGN Column = DOUGLAS FIR -LARCH No 2= Fc = 625 psi le = 8.0 ft E = 1600000 psi LOAD 5400 Ib Load Factor CD= 1.25 Wet. Sery Factor CM = 1.00 TOTAL 5400.0 Ib Bucking Stiffeners Ct = 1.00 P Size Factor CF = 1.00 Incising Factor Ci = 1.00 Kce = 0.30 Buckling and Crushing Interaction c = 0:80 Fc* = Fc(CD)(CM)(Ct)(CF)(Cr)(Ci) 8.00 Fc* = 781.25 psi USE Euler Critical Buckling Stress for Columns 4 X 6 Area = 19.3 in^2 d = 3.5 in Fce = Kce E = 638.0208 psi (le / d)^2 Column Stability Factor Cp= Cp = 1 + FcE /Fc' — f 1 + Fce/Fe' 1 ^2 — Fce/ Fc* 2c 2c J c Cp = 0.6174 F'c = Fc (CP)(CD)(CM)(Ct)(CF)(Cr)(Ci) Pc = 482 psi P = Pc *A = 9285.17 OK P = 5400.0 COLUMN 4 X 6 CALCULATIONS page 8 of 13 RESIDENCE BULLERS 1/28/04 LATERAL FORCE ANALYSIS WIND: 80 mph Exposure C P=CeCggslw Ce = 1.06 0"-15' Cq = 1.30 qs = 16.4 Iw = 1.00 P= 22.60 PSF WIND LOAD= 225.992 # ft SEISMIC ZONE:4 Na = 1.0 I= 1.0 Nv = 1.2 Ca = 0.44 Z = 0.4 R = 5.5 Cv = 0.5 V = 2.5Ca IW/R = 0.20 W (30 - 5) V= Cv I W/ R T= 0.12 W (30-4) V= 0.11 Ca I W= 0.05 W (30-6) V = 0.8 Z Nv I W/R = 0.07 W (30-7) V = 0.20 W CALCULATIONS Page 9 of 13 RESIDENCE BULLERS 1/28/04 UNIFORM BUILDING CODE 1997 MAPS OF KNOWN ACTIVE FAULT NEAR SOURCE ZONE IN CALIFORNIA Contours of closest horizontal distance to known seismic sources CALCULATIONS Page 10 of 13 RESIDENCE BULLERS 1/28/04 SEISMIC (CONTINUED) D.L. ROOF 19 psi SEISMIC, V,= 0.20 DIAPH=33x30 EXT. WALLS 15 psi WALL HT = loft TRANSVERSEL LONGITUDINAL WORST 30 FT WORST 33 FT ROOF= 570 ROOF= 627 1 Walls = 75 1 Walls = 75 645 702 X 0.2 X 0.2 129 # ft (MAX) 140 # ft (MAX) SEISMIC = 140 PLF > 225.99 = WIND W= 226 T=C = WLA2 / 8b L= 33 = 1025.475 B = 30 NAIL = TABLE 23 -III -C-2 TOTAL NAIL = LOAD /NAIL= 5.47 PROVIDE (8 PAIR) 16 d COMMON @ E.A 4'-0" SPACE @ TOP CHORDS CALCULATIONS page 11 of 13 RESIDENCE BULLERS 1/28/04 SHEAR WALL REQUIREMENTS FT ROOF D.L. = 19 WALL HT,1 = 9 WALLS D.L. _ 15 TOTAL =34 UPLIFT FORMULA: (Vh-(2/3 (vnb LA2/2)+(WwL/2)))/ L FIRST FLOOR WALL LAT.FORCE TR18. AREA TOTAL FORCE TOTAL RES(- AL SHEAR FORCE LOAD UPLIFT. FORC b SHEAR WALL HOLDOWN REMARKS SHEAR SR' 8 L7 STRUC N. PL Ft. LB WALL (Ft) FT #/ft WALL -SEG # ft TYPE TYPE WALLS MAX SPACPIG (m) NOTES A 226 14 3164 12 12 264 3164 2022 4 1 48 1 B 226 10 2260 15.3 12 148 1773 979 4 1 48 1 B 226 10 2260 15.3 3.3 148 487 1200 4 1 48 1 C 226 14 3164 8 8 396 3164 2903 12 3 STH1314 POST 4X4 32 1,3,6 D 226 12 2712 7 3.5 387 1356 3174 12 3 STHD14 POST 4X4 32 1,3,6 D 226 12 2712 7 3.5 387 1356 3174 12 3 STHD14 POST 4X4 32 1,3,6 E 226 10 2260 7.9 4.7 286 1345 2410 4 2 STHD14 POST 4X4 32 1 E 226 10 2260 7.9 3.3 286 944 2445 4 2 STHD14 POST 4X4 32 1 CALCULATIONS page 12 of 13 RESIDENCE BULLERS 1/28/04 SHEAR WALL CONSTRUCTION D 1/2" GYPSUM WALL BOARD APPLIED DIRECTLY TO 2x STUDS WITH STANDARD WALL BOARD NAILS (1?" x .086" DIAMETER w/ 9/32" HEADS) OR 5d COOLER NAILS (1?" x .086" DIAMETER wl 15/64" HEADS) AT 7" O/C MAX. TO ALL STUDS, SILLS, PLATES AND BLOCKING. ANCHOR w/ ? " DIAMETER x 10" LONG ANCHOR BOLTS (w/ 2"x 2"x 3/16" THICK PLATE WASHERS BETWEEN NUT AND WOOD SILL) @ 6'-0" O/C MAX. (ALLOWABLE LOAD: 50 pif — PER UBC TABLE 25-1-1997 UBC) t>'7/8" PORTLAND CEMENT PLASTER ON WOVEN WIRE OR EXPANDED METAL LATH NAILED AT EACH STUD, SILL AND PLATE @ 6" O/C MAX. w/ No. 11 x 1%" GALVANIZED NAILS WITH 7/16' DIAMETER HEADS OR ATTACHED w/ No. 16 GAUGE STAPLES HAVING 7/8" LONG LEGS. ANCHOR w/ ? " DIAMETER x 10" LONG ANCHOR BOLTS (w/ 2" x 2" x 3/16" THICK PLATE WASHERS BETWEEN NUT AND WOOD SILL) @ 48" OIC MAX. (ALLOWABLE LOAD: 180 plf — PER UBC TABLE 25-1-1997 UBC) THE NEXT THREE (3) SHEAR WALL TYPES SHALL ALL HAVE THE FOLLOWING IDENTICAL STRUCTURAL WOOD PANEL DIAPHRAGM: (WALL1 , 2 & 3 ONLY) D3/8" CDX APA PLYWOOD OR 318" ORIENTED STRAND BOARD APPLIED DIRECTLY TO THE STUDS, WITH THE LONG DIMENSION OF FULL PANELS LAID PARALLEL OR PERPENDICULAR TO THE LENGTH OF THE STUDS, ALL EDGES OF EACH PANEL SUPPORTED ON STUDS, SILLS, PLATES OR BLOCKING AND NAILED AND ANCHORED AS FOLLOWS: I D 8d COMMON NAILS @ 6" 0/C AT ALL PANEL EDGES AND 8d COMMON NAILS @ 12" O/C AT ALL FIELDS. ANCHOR WITH 5/8" DIAMETER BY 10" LONG ANCHOR BOLTS AT 48" O/C. (ALLOWABLE LOAD: 260 plf— PER UBC TABLE 23 -II -1-1; FOOT NOTE No. 4-1997 UBC) CONSTRUCTION NOTE(S) 1 & 2 APPLY (NOTES 3,4 AND 6 APPLY WHEN DIAPHRAGM AT BOTH SIDES) 2.D 8d COMMON NAILS @ 4" O/C AT ALL PANEL EDGES AND 8d COMMON NAILS @ 12" 0/C AT ALL FIELDS. ANCHOR WITH 5/8" DIAMETER ANCHOR BOLTS AT 32" 0/C. (ALLOWABLE LOAD: 380 plf— PER UBC TABLE 23 -II -1-1; FOOT NOTE No. 4-1997 UBC) CONSTRUCTION NOTE(S) 1 & 2 APPLY (NOTES 3, 4, 5 AND 6 APPLY WHEN DIAPHRAGM AT BOTH SIDES) D 3 8d COMMON NAILS @ 3" O/C AT ALL PANEL EDGES AND 8d COMMON NAILS @ 12" 0/C AT ALL FIELDS. ANCHOR WITH'/e" DIAMETER BY 12" LONG ANCHOR BOLTS AT 32" O/C. (ALLOWABLE LOAD: 490 pN— PER UBC TABLE 23 -II -1-1; FOOT NOTE No. 4-1997 UBC) CONSTRUCTION NOTE(S) 1, 2, 3 & 6 APPLY (NOTES 4 & 5 APPLY WHEN DIAPHRAGM AT BOTH SIDES) CALCULATIONS page 13 of 13 RESIDENCE BULLERS 1/28/04 4 D 15/32" STRUCT. I APA PLYWOOD OR 15/32" ORIENTED STRAND BOARD (OSB) APPLIED DIRECTLY TO THE STUDS, WITH THE LONG DIMENSION OF FULL PANELS PARALLEL OR PERPENDICULAR TO THE LENGTH OF THE STUDS, ALL EDGES SUPPORTED ON STUDS, SILLS, PLATES OR BLOCKING AND NAILED AND ANCHORED AS FOLLOWS: 8d COMMON NAILS @ 2%" 0/C AT ALL PANEL EDGES AND 8d COMMON NAILS @ 12" 0/C AT ALL FIELDS. ANCHOR WITH 'A' DIAMETER ANCHOR BOLTS AT 16" 0/C. (ALLOWABLE LOAD: 730 pif — PER UBC TABLE 23-11-1-1-1997 UBC) CONSTRUCTION NOTE(S) 1, 2, 3, & 6 APPLY (4 AND 5 APPLY WHEN DIAPHRAGM AT BOTH SIDES) CONSTRUCTION NOTES: 1 SEISMIC ZONE 4: 2" x 2" x 3/16" PLATE WASHERS SHALL BE PROVIDED BETWEEN ALL ANCHOR BOLT NUTS AND THE WOOD SILL. 2 SEE ANCHOR BOLT CALCULATIONS FOLLOWING THESE NOTES IN THE CALCULATIONS. 3 EDGE NAILING AT ABUTTING PANEL EDGES FOR WALLS LOADED 1N EXCESS OF 350 plf SHALL BE APPLIED TO 3x OR WIDER STUDS. 4 APPLYING EQUAL THICKNESS STRUCTURAL WOOD PANELS TO BOTH STUD FACES OF A SHEAR WALL AND WITH MATCHING NAILING FOR BOTH SIDES SHALL PROVIDE DOUBLE THE LOAD CAPACITY OF WALLS HAVING THE SAME PANELS AND NAILING APPLIED TO ONLY ONE FACE. 5 STRUCTURAL WOOD PANEL SHEAR WALLS WITH PANELS APPLIED TO BOTH FACES AND WITH EDGE NAILING LESS THAN 6" 0/C SHALL HAVE ABUTTING PANEL EDGES FOR ONE SIDE OFFSET ONE STUD SPACE FROM THE OTHER SIDE (NOTE No. 3 ALSO APPLIES) 6 ALL SHEAR WALLS HAVING A LOAD CARRYING CAPACITY IN EXCESS OF 350 plf SHALL BE PROVIDED WITH 3x P.T.D.F. SILL -PLATES -AND 12" -LONG ANCHOR BOLTS OF THE DIAMETER PROSCRIBED FOR THAT WALL CONSTRUCTION TYPE (ALL ANCHOR BOLTS SHALL BE SET 7` INTO CONCRETE) 7 WHERE THE CONTRACTOR DESIRES TO CONSTRUCT THE SLAB -ON -GRADE AND THE FOOTINGS AND FOUNDATION IN A TWO POUR SYSTEM, ALL ANCHOR BOLTS SHALL HAVE A MINIMUM LENGTH OF 14", SETTING THEM A MINIMUM OF 4" INTO THE TOP OF THE FOUNDATIONS BEFORE POURING THE SLAB. 8 ALL ANCHOR BOLTING, HOLDOWN BOLTS OR STRAPS AND OTHER FORMS OF CONCRETE INSERTS SHALL BE SECURELY HELD IN PLACE WITH JIGS OR OTHER SUCH DEVISES PRIOR TO REQUESTING FOUNDATION INSPECTION, DURING INSPECTION AND DURING ACTUAL POURING OF CONCRETE. 9 ALL ANCHOR BOLTS AND HOLDOWN BOLTS SHALL BE BROUGHT PLUMB PRIOR TO THE CONCRETE HARDENING. MECHANICAL STRAIGHTENING OF BOLTS AFTER THE CONCRETE HAS HARDENED THAT RESULTS IN SLAB EDGE BREAKING SHALL RESULT IN REJECTION OF A PORTION OF THE SLAB AND FOUNDATION BY THE ARCHITECT OR STRUCTURAL DESIGNER OF RECORD AS HE DEEMS NECESSARY, IT'S REMOVAL AND REPOURING OF THAT PORTION OF THE CONCRETE. 10 HOLDOWN STRAP HOOKS SHALL BE STABLIZED DURING THE CONCRETE POUR IN ORDER TO ENSURE THEY REMAIN AT THE MANUFACTURER'S PROSCRIBED ANGLE OF INSERTION. 11 ATTACHMENT OF A 3x SILLPLATE TO FLOOR FRAMING BELOW SHALL BE MADE WITH THE USE OF SIMPSON SDS Y.x6 WOOD SCREWS AT 3" a/c. 12 ATTACHMENT OF A 2x SILL PLATE TO FLOOR FRAMING BELOW SHALL BE MADE WITH THE USE OF 16d @ SPACING INDICATED AT THE SHEAR WALL TABULATION. CALCULATIONS page 14 of 13 RESIDENCE BULLERS 1/28/04 FOUNDATION SOIL PRESSURE = 1000 PSF LOADING ROOF = 35 EXT. WALLS = 15 H-1 = 10 ft TYPICAL PERIMETER FOOTING AT 1 STORY Trib. Area (ft)= 15 LOADING: ROOF = 525 #1 WALL = 150 #1 W = 675 #1 REQ"D WIDTH = 0.675 FT / FT LENDTH 12" WIDE x 12" CONTIN PERIM FT, ,AND 2 # 4 BARS, CONTIN . FOOTING FOR POST4x4 LOADING: W= 3900 Ib AREA = 3.90 sf 24" SQ x12" THK FOOTING WI 4- # 4 EA.WAY TITLE 24 REPORT Title 24 Report for: Mr. & Mrs. Gary Bullers 78-735 Maracas Ct. La Quinta, CA 92253 Project Designer: Gabriel Lujan & Associates 74-818 Velie Way, Suite # 12 Palm Desert, CA 92260 760 - 578 8545 Report Prepared By: S.L.O. Santiago Lopez-Ocampo 67-875 Pamela Ln. Cathedral City, CA 92234 (760) 485-8927 CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE-] (-10By ST pF3:-6CG Job Number: LQ03 - T97 Date: 9/30/2003 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2001 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC (415) 883-5900. EnergyPro 3.1 By EnergySoft Job Number. LQ03 - T97 User Number 5732 TABLE OF CONTENTS Cover Page 1 Table of Contents 2 Form CF -1 R Certificate of Compliance 3 Form MF -1 R Mandatory Measures Checklist 6 Form C -2R Computer Method Summary g Form ENV -3 Proposed Construction Assembly 12 HVAC System Heating and Cooling Loads Summary 13 EnergyPro 3.1 By EnergySoft Job Number. L003 - T97 User Number. 5732 Certificate of Compliance: Residential (Part 1 of 2) CF -1 R Mr. & Mrs. Gary Bullers 9/30/2003 Project Title Date 78-735 Maracas Ct. La Quinta Project Address Building Permit # Santiago Lopez-Ocampo (760) 485-8927 Plan Check I Date Documentation Author Telephone Computer Performance 15 Field Check / Date Compliance Method (Package or Computer) Climate Zone Enforcement Agency Use Only GENERAL INFORMATION Total Conditioned Floor Area: 497 ft2 Total Conditioned Slab Area: 497 ft2 Average Ceiling Height: 8.0 ft Building Type: (check one or more) © Single Family Detached ® Addition ❑ Single Family Attached ❑ Existing Building ❑ Multi -Family ❑ Exdsting Plus Addition Front Orientation: (Northeast) 45 deg_ Floor Construction Type: FX] Slab Floor Number of Dwelling Units: 0.20 Number of Stories: 1 ❑ Raised Floor FENESTRATION Shadina Devices Type Orientation Const. Component Frame Assembly Location/Comments Type Type U -Value (attic, garage, typical, etc.) R-38 Roof (R.38.2x4.24) Wood 0.024 Exterior Roof Slab On Grade n/a 0.756 Covered Slab w/R-0.0 Perimeter Insulation Slab On Grade n/a 0.756 Exposed Slab w/R-0.0 Perimeter Insulation R-13 Wall (W.13.2x4.16) 1/2 x 2 (Int) Wood 0.086 Exterior Wall R-13 Wall w/1" EPS Wood 0.059 Exterior Wall Solid Wood Door None 0.387 Exterior Door FENESTRATION Shadina Devices Type Orientation Area Fenestration Exterior Overhang Side Fins SF U -Factor SGC Shading Yes / No Yes / No Front (Northeast) 33.3 0.65 0.40 Bug Screen ❑X❑ ❑ x❑ Left (South) 20.0 0.65 0.40 Bug Screen ❑ X❑ ❑ X❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ Run Initiation Time: 09/30/03 18:51:49 Run Code: 1064973109 E.., . 3.1 Wy Ener oft User Number: 5732 Job Number: LQ03 - T97 Pa e:3 of 13 Certificate of Compliance: Residential (Part 2 of 2) CF -1 R Mr. & Mrs. Gary Butlers 9/30/2003 Project Title Date HVAC SYSTEMS Note: Input Hydronic or Combined Hydronic data under Water Heating Systems, except Design Heating Load. Distribution Heating Equipment Minimum Type and Duct or Type (furnace, heat Efficiency Location Piping Thermostat Location / pump, etc.) (AFUE/HSPF)(ducts, attic, etc.) R -Value Type Comments Central-Eurnace 80% AFUE Ducts in Attic 4.2 S.etbaCl_ b_V%C_S.p1iLS_ystem_asLE1ec Cooling Equipment Minimum Duct Type (air conditioner, Efficiency Location heat pump, evap. cooling) (SEER) (attic, etc.) Duct Thermostat Location / R -Value Type Comments Split Air Conditioner 12.5 SEER Ducts in Attic 42 Setback HVAC_Split_Systern [;as1EIPc WATER HEATING SYSTEMS Rated 1 Tank Energy Fact! 1 Biternal Water Heater Water Heater Distribution # in Input Cap. or Recovery Standby Tank Insul. System Name Type Type Syst. Btu/hr (gal) Efficiency Loss (%) R -Value 1 For small gas storage (rated inputs of less than or equal to 75,000 Btuthr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input of greater than 75,000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input and Recovery Efficiency. REMARKS COMPLIANCE STATEMENT This certificate of compliance lists the building features and performance specifications needed to comply with Title 24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. The undersigned recognize that compliance using duct sealing and TXV's requires installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Documentation Author Name: Name: S.L.O. Title/Firm: Gabriel Luian & Associates Title/Firm: Santiago Lopez-Ocampo Address: 74-818 Velie Way, Suite# 12 Address: 67-875 Pamela Ln. Palm Desert, CA 92260 Cathedral City, CA 92234 Telephone: 760 - 578 8545 Telephone: (760) 485-8927 Lic. #: (signature) Enforcement Agency Name: Title/Firm: _ Address: Telephone_ (date) a Z01 o5 (signature) (date) lEnergyPro 3.1 By EnergySoft User Number: 5732 Job Number: LQ03 - T97 Paae:4 of 13 1 Certificate of Compliance: Residential (Addendum) , CFA R Mr. & Mrs. Gary Bullers 9/30/2003 Project Title Date Special Features and Modeling Assumptions The local enforcement agency should pay special attention to the items specked in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The local enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies LThe HVAC System "HVAC Split System Gas/Elec" includes credit for a Radiant Barrier installed per Section 8.13 of the Residential HERS Required Verification These features must be confirmed and/or tested by a certified HERS rater under the supervision of a CEC approved HERS '!1 Vi1Ye . 1 Ila nCRQ POLUI 1111,161 UUt4U111011t t11C IItaU VUrmtoation ano wagnostic testing OT mese measures on a Torm GP -6R. Plan Field The HVAC System "HVAC Split System Gas/Elec" includes Refrigerant Charge and Airflow Credit (or a TXV). A certified HERS rater must provide verification of the TXV, or measure the Refrigerant Charge and Airflow. Run Initiation Time: 09/30/0318:51:49 Run Code: 1064973109 EnergyPro 3.1 By EnergySoft User Number: 5732 Job Number: LQ03 - T97 Page:S of 13 Mandatory Measures Checklist: Residential (Page 1 of 2) MF -1 R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk (•) may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION Instructions: Check or initial applicable boxes or enter NIA if not applicable. DESIGNER ENFORCEMENT Building Envelope Measures ❑X -§150(.): Minimum R-19 ceiling insulation. ❑ §150(b): Loose fill insulation manufacturer's labeled R -Value. 6150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -value in metal frame walls (does ❑X * not to apply exterior mass walls). 0'§150(d): Minimum R-13 raised floor insulation in framed floors or equivalent. §150(1): Slab edge insulation -water absorption rate no greater than 0.3%, water vapor transmission rate no greater than 2.0 perm/inch. §118: Insulation specified or installed meets insulation quality standards. Indicate type and form. §116-17: Fenestration Products, Exterior Doors and Infiltration/Exfiltration Controls 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. 2. Fenestration products (except field fabricated) have label with certified U -Factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration certification. 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. §150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. ❑X §150(f): Special infiltration barrier installed to comply with Section 151 meets Commission quality standards. ❑ §150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. 1. Masonry and factory -built fireplaces have: a. Closeable metal or glass door b. Outside air intake with damper and control c. Flue damper and control 2. No continuous burning gas pilots allowed. Space Conditioning, Water Heating and Plumbing System Measures ❑X §110-13: HVAC equipment, water heaters, showerheads and faucets certified by the Commission. §150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or RCCA. §150(i): Setback thermostat on all applicable heating and/or cooling systems. ❑ §1500): Pipe and Tank Insulation 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation having an installed thermal resistance of R-12 or greater. 2. First 5 feet of pipes closest to water heater tank, non -recirculating systems, insulated (R4 or greater) 3. Back-up tanks for solar system, unfired storage tanks, or other indirect hot water tanks have R-12 external insulation or R-16 combined internal/external insulation. 4. All buried or exposed piping insulated in recirculating sections of hot water systems. 5. Cooling system piping below 55 degrees F. insulated. 6. Piping insulating between heating source and indirect hot water tank. EnergyPro 3.1 By EnergySoft User Number: 5732 Job Number: LQ03 - T97 Page:6 of 13 Mandatory Measures Checklist: Residential (Page 2 of 2) MF -1 R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk (') may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION Instructions: Check or Initial applicable boxes or enter NIA If not applicable. DESIGNER ENFORCEMENT Space Conditioning, Water Heating and Plumbing System Measures: (continued) FX]'§150(m): Ducts and Fans 1. All ducts and plenums installed, sealed and insulated to meet the requirements of the 1998 CMC Sections 601, 603, 604 and Standard 6-3; duds insulated to a minimum installed level of R-4.2 or enclosed entirety in conditioned space. Openings shall be sealed with mastic, tape, aerosol sealant, or other dud -closure system that meets the applicable requirements of UL181. UL181A, or UL181B. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used. Building cavities shall not be used for conveying conditioned air. Joints and seams of dud systems and their components shall not be sealed with cloth back rubber adhesive dud tapes unless such tape is used in combination with mastic and drawbands. 2. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. 3. Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such a tape is used in combination with mastic and drawbands. 4. Exhaust fan systems have back draft or automatic dampers. 5. Gravity ventilation systems serving conditioned space have ekherautomatic or readily accessible, manually operated dampers. 6. Protection of Insulation. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind but not limited to the following: Insulation exposed to weather shall be suitable for outdoor service e.g., protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material. ❑ § 114: Pool and Spa Heating Systems and Equipment 1. Certified with 78% thermal efficiency, on-off switch, weatherproof operating instructions, no electric resistance heating, and no pilot. 2. System is installed with at least 36" of pipe between finer and heater for future solar, cover for outdoor pools or spas. a. At least 36" of pipe between fitter and heater for future solar heating. b. Cover for outdoor pools or outdoor spas. 3. Pool system has directional inlets and a circulation pump time switch. ❑ §115: Gas fired central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously burning pilot light. (Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr) ❑ §118 (f): Cool Roof material meet specified criteria Lighting Measures ❑ §150(k)1: Luminaires for general lighting in kitchens shall have lamps with an efficacy 40 lumens/watt or greater for general lighting in kitchens. This general lighting shall be controlled by a switch on a readily accessible lighting control panel at an entrance to the kitchen. §150(k)2: Rooms with a shower or bathtub must have either at least one luminaire with lamps with an efficacy of 40 lumens/watt or greater switched at the entrance to the room or one of the aftemative to this requirement allowed in Section 150(k)2.; and recessed ceiling fixtures are IC (insulation cover) approved. 3.1 By EnergySoft User Number. 5732 Job Number. L003 - T97 Page:7 of 13 Computer Method Summary(Part of 3) C -2R Mr R Mrs racy Rullers Project Title 9/30/2003 Date _78-735 Maracas Ct I a Qilinta Project Address Building Permit # Santiagoo j ncampo (760) 485-8927 DocumenPation Author Telephone plan Check/Date Computer Performance Compliance Method (Package or Computer) 15 Climate Zone Field Check/Date Source Energy Use Standard Proposed Compliance (kBtu/sf-yr) Design Design Margin Space Heating 8.06 9.66 -1.59 Space Cooling 51.17 49.42 1.76 Domestic Hot Water 0.00 0.00 0.00 Totals 59.24 59.07 0.16 Total Conditioned Floor Area: Building Type: Building Front Orientation: Number of Dwelling Units: Number of Stories: BUILDING ZONE INFORMATION Zone Name 497 ft 2 Single Fam Detached (Northeast) 45 deg 0.20 1 Floor Construction Type: ❑ Raised Floor[X] Slab Floor Total Fenestration Area: 10.7% Total Conditioned Volume: 3,976 ft 3 Total Conditioned Slab Area: 497 ft 2 # of Floor Area Volume Units BYAC_Split System Ga5/Flec 497 OPAQUE SURFACES Act. Type Area U -Fac. Azm. Tilt Roof 497 0.024 o_ is Wall 17 0 OAS _4-9 9n Wall Al n o59 45 9,0_ Wall 64 0.059 135 go Wall 193 0.059 180 An Wall 1A4 (1054 270 9D Wall 11 0.059 45 An Wall 27 0.059 315 9.p_ Wall 16 n on 1416 AD Wall 45 n oss 45_ An Wall 24 0.086 135 90 Wall 86 0.086 45 _90_ Wall 29 n obs 0_ go_ Wall 16 0.086 315 go Wall— R 0 086 45 —90_ Wall 11 o OAR 315 A0_ Wall R a n86 225 An _Wall— 16 n n86 315 90_ Nor 33 0.387 315 9_0_ Wall R 0.086 45_ gQ Wall— -----t6 _0.08.6 —316 9D Solar Gains Y/N Zone Type --3,976 —020— Unditioned Form 3 Reference R-38 Roof (R_38 2x4 24) R_13 Wall (W 13 2YA 161 1/2 x 2 (Int) R-13 Wall w!1" FPS R-13 Wall w!1" EPS R-13 Wall w/1" EPS R-13 WallwN" EPS R-13 Wall w/1" EPS R-13 Wall w/1" EPS R-13 Wall (W 13 2x4 16) 1 x 2 (Int) R-13 Wall (W 13 2x4 16)112 x 7 (Int) R-13 Wall 1&4-16) 16) 1/2 x 2 ant)— R-13 Wall (W -132x41 1/2 x 2 (Int) R-13 Wall 3.2x4.16) 1/2 x 2 (Int) R-13 Wall (JN 3-2x4 16) 1/2 x 2 (Intl R-13 Wall (W 13 2x4 16) 112 x 2 (Intl R-13 Wall (W 13 2x4 16) 1/2 x_ Rnt1 R_13 Wall (W 14 2x4 16) 1/2 x 2 (Int) R-13 Wall (W 13 2x4 16) 11/ (Intl Solid Wood Door R-13 Wall (W.1_ 13.2x4-16) 1/2 x 2 (Int) R13 Walt (W13.2 A61 1/2 x 2 flnt)_ Addition Addition Addition Addition Addition Addition Addition Addition Addition Addition Addition Addition Addition Addition Addition Addition Addition Addition Addition Addition Addition Thermostat Vent Type Hgt. Area —Setback— —2 n/a Location / Comments EnergyPro 3.1 By EnergySoft User Number. 5732 Job Number. LQ03 - T97 Page:B of 13 1 Computer Method Summary (Part 2 of 3) C -2R Mr. & Mrs. Gary Bullers 9/30/2003 Project Title Date FENESTRATION SURFACES U- Act. Glazing Type Location/ # Type Area Factor SHGC Azm. Tilt Comments -I— Window Front (Northeast) —3143_ —0_65D_ n 4n 4-15 DEFAULT DR[ PANF AddjLpn 2 Window Left (South) 20.0 0.650 0.40 180 90 DEFAULT DBL PANE Addition INTERIOR AND EXTERIOR SHADING Window Overhang Left Fin Right Fin # Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LE)d. REA. Dist. Len. Hgt. Dist. Len. Hgt. 1 Bug Screen 0.76 2 Bug Screen 0.76 EnergyPro 3.1 By EnergySoft User Number. 5732 Job Number. L003 - T97 Page:9 of 13 1 Computer Method Summary Minimum Efficiency (AFUE/HSPFxducts/attic, (Part 3 of 3) C -2R Duct R -Value Thermostat Type Location / Comments Mr. & Mrs. Gary Bullers 80% AFUE 9/30/2003 Project Title Setbacl _ Date THERMAL MASS FOR HIGH MASS DESIGN Pipe Pipe Insul. Area Thick. Heat Inside Location Type (so (in.) Cap. Cond. Form 3 Reference R -Val. Comments Cooling Equipment PERIMETER LOSSES Duct F2 Insulation Type (air conditioner, Efficiency Type Length Factor R -Val. Depth Location / Comments Thermostat SlabTerlmeter. 81 A 0.0 —0 Addition (attic, etc) Slab-Eerlmeter _34 0-76. —0-0. _Q Addition Comments Split Air Conditioner 12.5_SEER Ducts in Attic HVAC SYSTEMS Heating Equipment Type (fumace, heat pump, etc.) Minimum Efficiency (AFUE/HSPFxducts/attic, Distribution Type and Location etc.) Duct R -Value Thermostat Type Location / Comments Centralljimace 80% AFUE Qucts in Attic 4.2 Setbacl _ HVAC Split Hydronic Piping Pipe Pipe Insul. System Name Length Diameter Thick. Cooling Equipment Minimum Duct Type (air conditioner, Efficiency Location Duct Thermostat Location / heat pump, evap. cooling) (SEER) (attic, etc) R -Value Type Comments Split Air Conditioner 12.5_SEER Ducts in Attic —4.2 Setback HVAC Solit WATER HEATING SYSTEMS Ratedl Tank Energy Fact! 1 Tank Insul. Water Heater Water Heater Distribution # in Input Cap. or Recovery Standby R -Value System Name Type Type Syst. (Btu/hr) (gap Efficiency Loss M Ext. 1 For small gas storage (rated input — 75000 Btu/hr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input > 75000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss For instantaneous gas water heaters, list Rated Input, and Recovery Efficiency. Run Initiation Time: 0913010318:51:49 Run Code: 1064973109 EnergyPro 3.1 By EnergySoft User Number. 5732 Job Number. L003 - T97 Page: 10 of 13 Computer Method Summary (Addendum) C -2R Mr. & Mrs. Gary Bullers 9/30/2003 Project Title Date Special Features and Modeling Assumptions The local enforcement agency should pay special attention to the items specked in this checklist These items require special written justification and documentation, and special verification to be used with the performance approach. The local enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies raseu vn the auequacy of the special justmcation ana aocumentatnon suominea. Plan Field The HVAC System "HVAC Split System Gas/Elec" includes credit for a Radiant Barrier installed per Section 8.13 of the Residential HERS Required Verification These features must be confirmed and/or tested bar a certified HERS rater under the supervision of a CEC approved HERS powW. E . ne nIZn, FOLUK nIasr uucwne111. ane new venncauon ana uiagnosac testing OT mese measures on a Torm tam-bm Plan Field The HVAC System "HVAC Split System Gas/Elec" includes Refrigerant Charge and Airflow Credit (or a TXV). A certified HERS rater must provide verification of the TXV, or measure the Refrigerant Charge and Airflow. Run Initiation Time: 09/30/0318:51:49 Run Code: 1064973109 EnergyPro 3.1 By EnergySoft User Number: 5732 Job Number: LQ03 - T97 Page:I I of 13 "ROPOSED CONSTRUCTION ASSEMBLY ENV -3 PROJECT NAME DATE Mr. & Mrs. Gary Bullers —]-9/30/2003 COMPONENT DESCRIPTION DESCRIPTION WOOD FRAME R -VALUE OUTSIDE SURFACE AIR FILM 1 Stucco 2 Membrane, Vapor -Permeable Felt 3 ASSEMBLY NAME R-13 Wall w/1" EPS Insulation, Mineral Fiber, R-13 5 ASSEMBLY Floor 0.04 7 TYPELU (check one) XWall 2.08 9 IJJ Ceiling / Roof INSIDE SURFACE AIR FILM 0.680 N FRAMING MATERIAL Wood O Z FRAMING % 15 % Framing F-12.41 TOTAL HC 15% (16" o.c. Wall) 12% (24" O.C. Wall) 10%(16" o.c. Floor/Coil.) SKETCH OF ASSEMBLY 7% (24" o.c. Floor/Cell.) SUBTOTAI R -VALUE DESCRIPTION WOOD FRAME R -VALUE OUTSIDE SURFACE AIR FILM 1 Stucco 2 Membrane, Vapor -Permeable Felt 3 Insulation, Polystyrene, Smooth Skin 4 Insulation, Mineral Fiber, R-13 5 Gypsum or Plaster Board 6 0.04 7 0.37 6 2.08 9 0.54 INSIDE SURFACE AIR FILM SUBTOTAI R -VALUE CAVITY R -VALUE (Rc) WOOD FRAME R -VALUE 0.1701 0.170 0.175 0.175 0.060 0.060 5.000 5.000 12.9991 3.465 0.450 0.450 0.04 1.68 0.37 0.62 2.08 0.26 0.54 0.6801 0.680 19.53 10.00 KG KT *HEAT CAPACITY (Optional) WALL WEIGHT (lbs/sf) SPECIFIC HEAT (Btu/F-Ib) HC (A X B) (Btu/F-sf) 8.46 0.20 1.69 0.06 0.35 0.02 0.15 0.29 0.04 1.68 0.37 0.62 2.08 0.26 0.54 F-12.41 TOTAL HC 2 9 *NOTE: Weight and Specific Heat values for materials penetrated by wood framing include the effects of the framing members. X 0.15 ] = 0.059 1 / Rc 1 - (Fr -/o / 100) L--0.1000 1 / Rf Fr%/ 100 ASSEMBLY U -VALUE EnergyPro 3.1 By EnergySoft User Number: 5732 Job Number: LQ03 - T97 Page: 12 of 13 1 1HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE Mr. & Mrs. Gary Bullers 9/30/2003 SYSTEM NAME FLOOR AREA HVAC Split System Gas/Elec 497 Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK COIL HTG. PEAK CFM Sensible Latent CFM Sensible 260 5,394 0 215 10,260 0 270 513 0 0 0 0 0 0 0 0 0 270 513 5,9331 01 11 286 York H41)H018/134HUA081-032 U&H 14,031 1,478 32,000 Total Adjusted System Output 14,031 1,478 32,000 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Aug 2 pm Jan 12 am EATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak 26.0°F 69.3°F 69.3°F 115.50F O Supply Air Ducts Outside Air 0 cfm Supply Fan Heating Coil 114.80F 650 cfm ROOMS 70.0 OF 69.3 °F h Retum Air Ducts `i (COOLING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Coolina Peak) 11.0/77.60F 311y Outside Air 0 cfm 74.4/60.7 °F 74.4/60.7°F 74.4/60.70F ® 54.1 /53.0°F y Supply Fan 650 cfm Cooling Coil h Return Air Ducts 4 3.1 By EnergySoft User Number: 5732 Job Number: L003 - T97 Supply Air Ducts 54.5/53.2OF 46.1% R.H. ROOMS 74.0/60.6°F 3of13 0 14 0 , CIM 1 • -1 Is M AC HOUSTON LUMBER COMPANY "Lumbermen Since -1884" 2912 La Madre Way North Las Vegas, NV 89031 (702) 633-5000 Fax:. -(702) 633-4826 CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE441 olf BY f T 6 Fp-LC. Contractor: PETE ORTIZ Job Name: GARY BULLERS ADDITION Date: 12105103 The A.C. Houston Lumber Company "Lumbermen Since 1884" A To: Building department, building designer, and contractor :7 Re: Truss design(s) for the following project(s): Customer: Pete Ortiz Job Name: Gary Bullers Addition Tag #: IT03-0084 The 8 attached truss drawing(s) for the project referenced above have been prepared under my direct supervision based on information provided to AC Houston Lumber Co. These truss designs have been prepared at A.C. Houston Lumber Company using Mitek connector plates (code approvals: ICBO 1591, 1329, 4922) and must be fabricated by A.C. Houston Lumber Company. Refer to UBC 97, IBC 2000, ANSI/TPI 1-1993, WTCA 1-1995, HIB -91, commentaries and summaries available from WTCA, ICBO, ANSI, and TPI for important information about trusses, including scope of responsibilities of various parties. These are designs for building components, which are intended to be incorporated into the plan of the building designer. DO NOT CUT, DRILL, NOTCH, MODIFY, OR OTHERWISE DAMAGE ANY TRUSS WITHOUT PRIOR WRITTEN PERMISSION BY TRUSS DESIGNER. REFER TO HIB -91 PRIOR TO INSTALLING FOR GENERAL INFORMATION ABOUT HANDLING, INSTALLATION, AND BRACING. DO NOT OVERLOAD TRUSSES WITH LARGE QUANTITIES OF CONSTRUCTION MATERIALS. THESE CONDITIONS MAY RESULT IN INJURY OR LOSS OF LIFE. ANY PARTY WHO DOES SO TAKES FULL RESPONSIBILITY FOR ALL COSTS INCLUDING INVESTIGATION AND ENGINEERING DESIGN. ALL BEAMS, HEADERS, AND THEIR CONNECTIONS ARE BY OTHERS. If you have any questions contact A.0 Houston Lumber Company at (702) 633-5000. Cordially, Z 7 William T. Bolduc, P.E. • The seal on these drawings indicate acceptance 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 1-1995 §§ 2. QROFESS/Ory T. BO G` 2 7 Z W C 34229 m °G EXP. 6/30/07 clW- SSP OF CAU - 2912 East La Madre Way, North Las Vegas, NV 89031-2628 Telephone: (702) 633-506kc- P. O. Box 337410, North Las Vegas, NV 89033-0041 Fax: (702) 633-5005 www.achoustonlumber.com iEET AC HOUSTON 's. LUMBER COMPANY OF ••.y.;:, 3 , 'Lumberman Since 1884' 84391 Cabazon Road, Indio, CA (760) 347-8320 Fax: (760) 347-8515 www.achoustonfumber.com CUSTOMER: PETE ORTIZ JOB NAME' GARY BULLERS ADDITION OP77ONS: ' PLAN#: ELEV.• JOB#: 1703-0084 1 SCALE. DRAWNBY: DD DATE. 12/04/03 NOTES: ¢OR6 o uw PER 8. i v en awn l ws iwm nznau°wu;owno es Job Truss Truss Type Qty Py GARY BULLERS ADDITION IT03-0084 A01 ROOF TRUSS 1 1 Job Reference o tionel A. C. Houston Lumber Company, Indio, CA, MiTek Industries, Inc. 5.200 s OC 212 MTek Industries, Inc. Fri Dec 05 10:31:37 2003 Page 1 -2-0-0 13-3-7 26x13 28-8-13 2-0-0 13-3-7 13-3-6 2-0-0 Scale = 1:49. 4x4 = 10 4.00 12 9 11 g 12 7 13 6 14 5 8 15 4 16 3 75 17 1 251 18 IRI 1R R R u 191 3x4 = 35 34 33 32 31 30 29 28 27 26 25 2423 22 21 20 3x4 = 30 = Continuous Bearing 26.6-13 26-0-13 Plate Offsets (X,Y): [11:0-0 0,0-0 01, [12:0-0-0,0-0-01, [13:0-0.0,0-0-01, (14:0-0-0,040), [15:0-0.0,0-041], 18:0--0,0-0-0], 117:0-0-0,0-04)], [18:0-0-0.0.0-0), [20:0",0-"], [21:0.0-0,0-0.0), 122:0-0-0,0-0-01, [23:0-",0414)], 25:0-0-0.040 , [26:0-0-0,0-M], 27:0400-0 0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 16.0 Plates Increase 1.15 TC 0.23 Vert(LL) n/a - n/a 999 M1120 1851144 TCDL 14.0 Lumber Increase 1.15 BC 0.07 Vert(TL) 0.05 19 >524 180 BCLL 0.0 Rep Stress Ina YES WB 0.04 Horz(TL) 0.00 18 n1a n/a BCOL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 112 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc pudins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. OTHERS 2 X 4 HF Stud REACTIONS (lb/size) 2=29026813, 28=9726$-13, 29=101126.6.13, 30=10126-0.13, 31=10226$13, 32=99268-13, 33=11426813, 34=4026$13, 36=23726,8-13, 27=10126 13, 26=10226$1 25-99268-13, 23=9526813, 22=115/268-13, 21=3926813, 20=23726813, 18=2902613 Max Horz2=150(load case 5) Max Uplift2=159(load ease 3), 29=-33(loed case 5), 30-41 (load case 3), 31=-38(load case 5), 32-400oad case 5), 33=34(load case 3), 34=49(lood case 5), 35=39(load case 5), 27=32(load case 6), 26--41(load case 4), 25=-400oad rase 4), 23=-43(load case 6),22, --Woad case 4), 21=49(load case 6), 20=39(load case 6), 18=-165(load case 4) Max Grav2=290(load case 1), 28=97(load case 1), 29=103(load case 7), 30=102(load case 7), 31=1020oad case 1), 32=99(load rase 7), 33=114(load easel). 34=40(load case 7), 35=237(load case 7), 27=10300ad case 8), 26=102(load case 8), 25=99(load case 1), 23=95(load case 8), 22=115(load case 1), 21=39(load case 8), 20=237(load case 8), 18=290(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37, 2-3---86/30.3 4- 42143, 4-5---27/51, 5-6---19/63,6-7=-19/74,7.8--19/86, 8.9=-19/89, 9-10=-19/111, 10.1119/108,1 1-1 2=1 918 0, 12-13=19169, 13-14=19/52, 14-15=19/39, 15-16=1426, 16-17=32/18, 17-18 =62/30, 18-19/37 BOT CHORD 2355-010, 3435=0/0, 3334-010, 323310, 3132=W0, 3031/0, 2930=0/0, 28-29=010, 27-28=-0/0, 26-27=-0/0, 25.26=-0/0, 24-25=-0/0, 23-24/127, 22-23--0/127, 21-22=01127, 20-21=0/127, 18-20=0/127 WEBS 10 -28= -7610.9 -29= -81/46.8 -3D= -80/54.7-31=-80/51,6-V---79/51, 533=-89155, 434=31/33, 3355--189/100, 11-27=-81/44, 12-26=80/54, 13.25=-80/51, 14-23=-79/51, 15-22=89/55, 16-21=31/33, 17-20=-189/99 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 R above ground level, using 5.0 psf top chord dead load and 4.8 pat bottom chord dead load, in the gable end roof zone on an occupancy category Il, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist they are not exposed to wind. The lumber DOL Increase is 1.33, and the plate grip Increase Is 1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MTek "Standard Gable End Detail ! 4) All plates are 2x4 M1120 unless otherwise Indicated. , 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 14-0 oc. 7) This taus has been designed for a 10.0 psf bottom chord live load nonconaarent with any other live loads per Table No. 16-B, UBC -97. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 159 lb uplift at joint 2, 33 Ib uplift at joint 29, 41 Ib uplift at joint 3D, 38 Ib uplift at joint 31, 40 lb uplift at joint 32, 34 Ib uplift at joint 33, 49 lb uplift at joint 34, 39 Ib uplift at joint 35, 32 lb uplift at joint 27, 41 Ib uplift at joint 26, 40 Ib upiift at joint 25, 43 lb uplift at joint 23, 34 Ib uplift at joint 22, 49 lb uplift at joint 21, 39 Ib uplift at joint 20 and 165 Ib uplift at joint 18. OF ESS/ON Q : LOAD CASE(S) Standard IGO T. B0/ 9(F2 V\PM UJ C 34229 m °C EXP. 6/30/07 X spy CN11. CF CA -f _1 5,2 3 Job Truss Truss Type pry Pty GARY 8ULLERS ADDITION IT03-0084 A02 ROOF TRUSS 5 1 Job Reference(optional) A. C. Houston Lumber Company, Indio, CA, MiTek Industries, Inc. 5.200 s Oct 21 2003 MiTek Industries, Inc. Fri Dec 0510:31:38 2003 Page 1 6-7-1 12-9-15 19-0-12 26-1-5 28-1-5 6-7-1 6-2-13 6-2-13 7-0-9 2-0-0 Scale = 1:45. Camber = 3/16 i 4x6 = 4.00 12 3 2x4 NX 2x4 4 N 1 5 R 6 I, 0 3x8 = 8 7 3x8 = 3x4 = 6x8 = 8-8-0 16-11-13 26-1-5 8-8-0 8-3-12 9-1-8 Plate Offsets X Y : 1:D.0-2 :D3-0 Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well Lid PLATES GRIP TCLL 16.0 Plates Increase 1.15 TC 0.39 Vert(LL) -0.17 5-7 >999 240 M1120 185/144 TCDL 14.0 Lumber Increase 1.15 BC 0.59 Vert(TL) -0.38 5-7 >821 180 BCLL 0.0 Rep Stress Ina YES WB 0.23 Horz(rL) 0.07 5 n/a n/a BCDL 8.0 Code UBC97/ANS195 (Matrix) Weight. 85lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 4310 oc purlins. SOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 955 oc bracing. WEBS 2 X 4 HF Stud REACTIONS (lb/size) 1=975/038, 5=1118103-8 Max Horz 1=-124(load case 6) Max Uplifll=-258(load case 3), 5=380(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=2241/598, 23=1981/518, 3.3=-2012/500, 45=-2312/585, 5.6=0f38 BOT CHORD 1.8=5492062, 7.8=-277/1439, 5-7=4492127 WEBS 25=378254, 3-8=-1 521594, 3-7=-137/649, 4-7=421258 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 It above ground level, using 5.0 psf top chord dead bad and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition 1 enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This Inas has been designed for a 10.0 psf bottom chord live load nonconcurrerd with any other live loads per Table No. 18-B, UBC -97. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 258 Ib uplift at joint 1 and 380 Ib uplift at joint 5. LOAD CASES) Standard ESS/ON Q OF T. QUO PM Bp G 2c 7 CO w C 34229 m EXP. 6/30/07 X CIVIC 9 OF CN -f 5.2 3 Imm Job Truss Truss Type Qty Pty GARY BULLERS ADDITION IT03-0084 A03 ROOF TRUSS 1 1 Job Reference 'nal A. C. Houston Lumber Company, Indio, CA, MiTek Industries, Inc. 5.2tX1 s Oct 212003 MTek Industries, Ina Fri Dec 0510:31:38 2003 Page t 1-9-7 8-0A 15-0-13 17-0-13 1-9-7 6-2-13 7-0-9 2-0-0 4.00 12 Scale = 1:27. 5x6 = Camber= 1/16 in 2 2x4 11 1 2x4 3 4 4 itc I; 5 8 3x4 = 4x4 = 3x4 = 7-3-5 15-0-13 7-3-5 7-9-9 Plate Offsets (X.Y): 4:0-1-120-1-8 LOADING(psf) SPACING 2-0.0 CSI DEFL in (10c) Wall Ud PLATES GRIP TCLL 16.0 Plates increase 1.15 TC 0.37 Vert(LL) -0.08 4-0 >999 240 M1120 185/144 TCDL 14.0 Lumber Increase 1.15 BC 0.39 Vert(TL) 0.04 5 >606 180 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.01 4 n/a n/a BCDL 6.0 Code UBC971ANS195 (Matrix) Weight: 58 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 4=703103.8, 7=55210.4-3 Max Horz7=-194(toad case 3) Max UpliR4=-285(load case 4), 7=-160(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2---66152, 23=-938/301, 3.4=10721281, 45=0/38, 1-7=-4 015 5 BOT CHORD 6-7=0/208,4.6--.1621954 WEBS 2.6=-2401802, 3.8=389/240, 2-7=563824 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This buss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 pst top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL Increase is 1.33, and the plate grip Increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nommncurrent with any other live loads per Table No. 16-B, UBC97. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 285 lb uplift at joint 4 and 160 Ib uplift at joint 7. LOAD CASE(S) Standard ESS/O Q OF T. Z 804'0co w C 34229 m EXP 6/ * spy CMI. OF CAO - 203 5, M" Job Truss Truss Type Qty ADDITION IT03-MMM A04 ROOF TRUSS 1 JPty-- ence al A. C. Houston Lumber Company, Indio, CA, MTek Industries, Inc. 5.200 s Oct 212003 MTek Industries, Inc. Fri Dec 0510:31:39 2003 Page 1 ¢5-1? 6-8-10 13-9-3 15-9-3 0-5-12 6-2-13 7-0-9 2-0-0 4.00 12 Scale = 1:25. 5x8 = Camber = 1/16 in 1 2 2x4 11 1 VV2 3 4 Mill I. 5 6 3x4 II 4x4 = 3x4 = 6-8-10 13-9-3 6-8-10 7-0-9 Plate Offsets X Y : 1:E0 a 0-1-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (Icc) Vdefl L/d PLATES GRIP TCLL 16.0 Plates Increase 1.15 TC 0.75 Vert(LL) -0.06 4-0 >999 240 M1120 1851144 TCDL 14.0 Lumber Increase 1.15 BC 0.32 Vert(TL) 0.03 5 >759 180 SCLL 0.0 Rep Stress Ina YES WB 0.40 Horz(rL) 0.01 4 rda n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 51 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650E 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud REACTIONS (lb/size) 7=501/D-4-3,4--65410-3-8 Max Horz7=-221(load case 3) Max Uplift7=-167(load case 4), 4=-270(load case 4) FORCES (lb) - Maximum Compression/Max1mum Tension TOP CHORD 1-2=-198/131, 23=-938!329, 34-934/224, 45=0/38, 1-7=-043/192 BOT CHORD 6.7=0/168, 48=-109/824 WEBS 2-0=328/937, a4&-434265 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 R above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wird. If porches exist, they are not exposed to wind. The lumber DOL increase Is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -97. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 167 Ib uplift at joint 7 and 270 Ib uplift at joint 4. LOAD CASE(S) Standard QROFESS/ON T. BO LU C 34229 m EXP. 6/30/07 X S CNIl. C1 P OF CAUL - - tM Job Truss Truss Type Oty PlyGARY BULLERS ADDITION IT034084 A05 ROOFTRUSS 1 1 Job Reference tionel A. C. Houston Lumber Company, Indio, CA, MiTek Industries, Inc. 5.200 s Oct 21 2003 MTek Industries, Inc. Fri Dec 0510:31:39 2003 Pagel 5-11-10 12-5-8 14-5-8 i 0-9-14 5-11-10 6-5-14 2-0-0 Scale = 1:25. 1 2x4 11 2 4.00112 3x4 3 VV2 4 ObIl I; 5 6 3x4 = 2x4 II 3.4 = ,-0-9-14, 5-11-10 12-5-8 0-9-14 5-11-10 6-5-14 LOAOING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 16.0 Plates Increase 1.15 TC 0.29 Vert(LL) -0.04 4-6 >999 240 M1120 185/144 TCDL 14.0 Lumber Increase 1.15 BC 0.27 Vert(TL) 0.05 5 >552 180 BCLL 0.0 Rep Stress Ina YES WB 0.57 Horz(TL) 0.02 1 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight 46lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except and verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 7=618/04-3, 1-104/0-1.8, 4=598/0.38 Max Horz7=-226(load case 3) Max Uplift7=-226(load case 4), 1=-104(load case 1), 4=249(load case 6) Max Grav7=618(load case 1), 1=55(load case 3), 4=596(load case 1) FORCES (lb) - Maximum CompressionlMaximum Tension TOP CHORD 2-7= 321/165, 1-2=50/17, 23=95/37, 34=-792/168, 45=0/38 BOT CHORD 6-7=591691, 4$=59/691 WEBS 37=7221249, 36=0245 NOTES 1) This buss has been designed for Me wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If pones exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 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) Provide mechanical connection (by others) of truss to bearing plate at joint(s)1. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 226 lb uplift at joint 7, 104 Ib uplift at joint 1 and 249 lb uplift at joint 4. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)1. LOAD CASE(S) Standard QROFESS/ON T. Bp CO 7r cin 2G Z w C 34229 m EXP. 6/30/07 X * 9 OF CAL FO 5,2 3 ►y JobTnrss Truss Type Qty Ply GARY BULLER$ ADDITION 1703-0084 AOB ROOF TRUSS 1 1 Job Reference A. C. Houston Lumber Company, Indio, CA, MITek Industries, Inc. 5.200 s Oct 212003 MiTek IndusUiss, Inc. Fri Dec 0510:31:39 2003 Page 1 2-1-9 5-3-13 11-1-14 13-1-14 2-1-9 5-3-13 5-10-1 2-0-0 1 Scale =1:25. 2x4 11 2 4.00112 3x4 NI 3 V12 4 5 6 3x4 = 2x4 II 3x4 = -2-1-9 5-3-13 11-1-14 i 2-1-9 5-3-13 5-10-1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udell Lid PLATES GRIP TCLL 16.0 Plates Increase 1.15 TC 0.26 Vert(LL) -0.03 44 >999 240 M1120 185/144 TCDL 14.0 Lumber Increase 1.15 BC 0.22 Vert(TL) 0.06 5 >476 180 SCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.02 1 n/a n/a BCDL 8.0 Code USC97/ANS195 (Matrix) Weight: 43lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650E 1.5E TOP CHORD Sheathed or 64W oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud REACTIONS (lb/size) 7=514/043, 1=27/0.14, 4--55010-3.8 Max Horz7=-214(load case 3) Max UPIIft7=-196(load case 4), 1=25(load case 4), 4=-2280oad case 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 2-7=-251/142.1-2---34/4.2-3=-94/30.3-4---690/112,4-5=0/38 BOT CHORD 6.7=121600, 44=-121800 WEBS 3-7=425/210,16--0215 NOTES 1) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 if end verticals or cantilevers exist, they are exposed to wind. if porches exist, they are not exposed to wind. The lumber DOL Increase is 1.33, and the plate grip Increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord five load nonconcurrem with any other live loads per Table No. 16-B, UBC-97. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 196 Ib uplift at joint 7, 25 Ib uplift at joint 1 and 228 Ib uplift at joint 4. 5) Beveled plate or shin required to provide full bearing surface with truss chord at joint(s) 1. LOAD CASE(S) Standard Q,e,0FESS/0H T. 7fi v PM 80 CO Z UJ C 34229 m °G EXP. 6/30/07 A CMI '9 OFCAX-kF- 0 3 —r:.5,`LO 0!" Job Truss Truss Type Ory Pty GARY BULLERS ADDITION IT03-0084 707 ROOF TRUSS 7 1 Job Reference tonal A. C. Houston Lumber Company, Indio, CA, MiTek Industries, Inc. 5.200 s Oct 212003 MiTek Industries, Ina Fri Dec 05 10:31:40 2003 Page 1 -3-5-3 4-8-0 9-10-3 11-10-0 3-5-3 4-8-0 5-24 2-0-0 1 Scale = 1:25. Camber = 1/8 i 2x4 11 2 4.00112 2x4 AM 3 4 5 I, 4x6 = 4x6 = -3-5-3 9-10-3 3-5-3 9-10-3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 16.0 Plates Increase 1.15 TC 0.84 Vert(LL) -0.18 4.8 >651 240 M1120 185/144 TCDL 14.0 Lumber Increase 1.15 BC 0.37 VeR(TL) 0.10 5 >269 180 BCLL 0.0 Rep Stress Ina YES WB 0.23 Horz(fL) 0.01 1 rUa n/a SCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 39 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6.0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud REACTIONS (lb/size) 6=48810.43, 1=80/D-1-8,4=50110-3-8 Max Horz6=406(load case 3) Max UpIRS=-209(load case 4), 1=47(load case 4), 4-205(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2E=261/181, 1-2=41/19, 23=1252, 3.4=535/102, 45=0/38 BOT CHORD 4$=41464 WEBS 3$=449235 NOTES 1) This truss has been designed for the wind loads generated by 85 mph winds at 25 R above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 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, USC -97. 3) Provide mechanical connection (by others) of truss to beating plate at joint(s) 1. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 209 Ib uplift at joint 6, 47 Ib uplift at joint t and 205 Ib uplift at joint 4. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)1. LOAD CASE(S) Standard ESS/ON Q?,OF tG0 M T. Bp 9! 7Gn 2O CO Z w C 34229 m W EXP. 6/30/07 CIVIL r1 P q OF CAL C. 5.2 3 Job Thus Truss Type Oty PtyGARY BULLERS ADDITION IT03-0084 A08 ROOF TRUSS 1 1 Job Reference ions A. C. Houston Lumber Company, Indio, CA, MiTek Industries, Inc. 5.200 s Oct 212003 MiTek Industries, Inc. Fri Dec 0510:31:40 2003 Page 1 -4-8-14 4-0-2 8-6-9 10-6-9 4-8-14 4-0-2 4-6-6 2-0-0 1 Scale = 1:25. Camber = 3/16 i 2x4 11 2 4.00112 2x4 3 4 tc BI 69 5 • 3x4 = 2x4 — 4-8-14 8-6-9 4-8-14 8-6-9 LOADING(psf) SPACING 2-" CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 16.0 Plates Increase 1.15 TC 0.27 Vert(LL) -0.26 4.6 >381 240 M1120 1851144 TCDL 14.0 Lumber Increase 1.15 BC 0.53 Vert(TL) -0.47 4-6 >212 180 BCLL 0.0 Rep Stress Ina YES WB 0.12 Horz(TL) 0.01 1 Ma n/a BCDL 8.0 Code U80971ANS195 (Matrix) Weight: 36lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-" oc pudins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 6=4881043, 1=115/0.1-8, 4=445/03.8 Max Horz6=-198(load case 3) Max UPIiit6=-217(load case 4), 1=-74(load rase 4), 4=-183(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 25=•321/197, 1-2=55/27, 23=107146, 34=-349/56, 45W/38 BOT CHORD 4.6--7/283 WEBS 3301/178 NOTES 1) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable and roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per USC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wird. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This Was has been designed for a 10.0 psf bottom chord live load nonconc urrerd with any other live loads per Table No. 16-8, UBC -97. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2171b uplift at joint 6, 74 Ib uplift at joint 1 and 183 lb uplift at joint 4. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)1. LOAD CASE(S) Standard QROFESS/0 T Boz,, 2 n CO UJ C 34229 m CIV(1. 4 OF CAU' O 6.213133 W- The A.C. Houston Lumber Company's Truss Warranty Project Name: GARY BULLERS ADDITION Date of Delivery: 12/05/03 This document shall be considered an express warranty by The A.C. Houston Lumber Company for trusses we designed and manufactured for the above -referenced project. This warranty shall supercede all other warranties whether expressed or implied, written or verbal. Warranties: The A.C. Houston Lumber Company herein warrants for a period of ONE YEAR from the date of delivery referenced above, that the manufactured trusses shall be of fair and average quality in the trade and within the description of the contract and the project's documents as produced by the registered professional engineer for the project, hereinafter referred to as the "Engineer -of -Record". This warranty is for truss design and manufacturing only and specifically excludes installation and damage to the trusses when the trusses are out of our immediate control. This warranty also specifically excludes work performed by the Engineer -of -Record including, but not limited to, structural design of the structure, structural drawings and construction. design documents. Upon written notice, The A.C. Houston Lumber Company herein reserves the right to inspect, repair, or replace trusses that are not in conformity to contract documents, the Engineer -of -Record's project. documents, improperly designed, or defectively manufactured trusses. All remedies and damages are strictly limited to repair or replacement of the non -conforming truss or trusses. Such replacement or repair necessity shall be determined at the sole discretion of The A.C. Houston Lumber Company. Replacement or repairs shall be performed within a reasonable period of time and The A.C. Houston Lumber Company shall not be responsible for project delay damages or repair and replacement of other trades' work. This warranty shall be considered void if the truss or integral truss structure is affected by adverse influences including, but not_ limited to, moisture, temperature, corrosive chemicals, gases, cuts, damage caused by or contributed to by another trade, improper installation, improper or insubstantial bracing, improper field storage and handling, or additional dead or Five loads beyond that stated in the truss. engineering attributable to: roof, floor, partitions, mechanical, fire sprinkler systems, . attic, storage, wind, snow drift, seismic or other acts of nature. The foregoing. warranties are exclusive, and are in lieu of all other warranties, whether written, oral, or implied, including any warranties regarding the merchantability and fitness for a particular purpose not specified herein. Revised 02-03 0 • NOTES: V.. wmmw_ WALL TYPE LEGEND CONTENTS MMOR LOAD SEARING VOODMWID1 MORUCrUkORAMM l -'ODMQ)NX.M== EXTERIOR NON -LOAD REARING— EZZZZZZZZ:2zl Fmmrftm PAGE W.W.cwm.oWISZS .A., INTERIOR NON -LOAD 8FAR EXPLANATION OF ENGINEERED DRAWING ....................................... 2-5 SOLID BLOCKING BETWEEN TRUSSES .............................. : ................. 6 TRUSSES WITH STAPLED NON-STRUCTURAL GABLE STUDS ........ 7-9, STANDARD GABLE END DETAIL ........................................................ 1. 10, 11 STANDARD DROP TOP CHORD DETAIL .............................................. 12 PURLIN GABLE DETAIL .......................................................................... 13 - FALSE BOTTOM DETAIL ......................................... .... 14 CORNER JACK DETAIL .............. : ................................. 15, 16 VALLEY TRUSS DETAIL ......................................................................... 17 0 INTERIOR BEARING OFFSET DETAIL .................................................. 18 WEB BRACING RECOMMENDATIONS .................................................... 19 LATERAL AND ALTERNATE BRACE DETAIL .......................................... 20 FLOOR,TRUSS REPAIR - T.C. DRILLED, CUT OR NOTCHED ............. 21 0 SNCMA LETTE-R REGARDING TRUSS OVERLOADING ............................ 22 PIGGYBACK ATTACHMENT DETAIL ......................................... I ............. 23 BEARING BLOCK DETAIL ............................................................... 24 LATERAL BRACING RECOMMENDATIONS .... .............. ......................... 25 - 0 HIP RAFTER DETAIL .............. .: .................. ............................................... 26 -N I SHEET Tb, AC HOUSTON cu EW. JOB NAME: LUMBER COMPANY 'LumbemenSince l884'_ OPTIONS: • OF 2912L.M,.,.Wag Nana Lm V SiNY8903"247 PLAN#: 67 26 P.:170203.5000 F.: 10Z) 26 108#: NOTES: V.. wmmw_ WALL TYPE LEGEND ,F 4MMAEnW15 MMOR LOAD SEARING VOODMWID1 MORUCrUkORAMM l -'ODMQ)NX.M== EXTERIOR NON -LOAD REARING— EZZZZZZZZ:2zl Fmmrftm IWERIOR LOAD REARING --- W.W.cwm.oWISZS .A., INTERIOR NON -LOAD 8FAR w :' F Gurnulatiue DimenSlOnS r 3 P m .m a z `?a iron < ref$f."zQix' i d ti Y & Fri ;Plate Size£and Oritentatlons 3 444 44>4 04 MA E.s zr'.? Quesrall TrussHeight3 Bearingl oca ion S AN Truss Span (Feet -inches six Zenths) ' w PlafieOffs etsi ,r _XPI' r,- _, • Olrav,4 c e1f t 3:Fs ai 404 Xyl£+ aontt€siv3i' €d r sos, i T yisppz i$ 0 on RBI ski ' S'P C3Mi t CST' Do 6U f1XI fi .v P$J1tGt' q G7iro c 'St CS sd pc? s3Ys i L 44' x? ,a2a€s, -e$ 71 O- is e "s$' 10; F' s 4 ' gip!' f. p S. ' IASI Siff i : '0 3' $ •if ' ff . $i:i'Ppm: p14v: 6e 04 ' r'a"a> 6$..$ '?E 'CYjx' rt+ 'i:, ".dam ti l di2 669 ` . 4'. g. p •Y °y t.: < lW. 4P L3 x 1'• t _ ^6 4 w.e4nttnc+awN tin wv.Mv..M=a.roY.Kmrmv . e.ew:rW<M¢-..,edeMe'v-..wxvt. .ya.t w.q A-"vW..:e.w.wu.<iwP•:ueG:.;`nseweJmR'/W:Lr•; +WWW' ..N.Ss.W w.:w.. n.n..aoe. F' °i R EA Cit>Mf 3 E9*° o ay is 3Co.3 ^ait T l3% -%*+oK :!www lwoa «'w*<Ot f$? I $ kmzl 64"i 44iKv3 444rad Of 0-" d As i&yF id ifs) I 4j, 3j . 'ktax ,lY; u i07{ ta s,''tf F:> s$ Lii^;esS is j {ate ?x ' has i:J? f w;x»$ 3 2; • ^"s»•i 3a}2 ,,9 $ 7 fE + 7 '^?53 't .. Al aLir!?Af'x; e'ss+''s06 r??2t 4'`a6a 'r+tg'$+('ay t'.texq. f,ixs;'& 15 b`acato tsE:$.r,y, .y. .. $*1h'VA C-41=°.'it>i"3', £ Q.3@ T I=R$TY (A '..' €3'sL1SP £' a$'Y$ ' '<L`$t 'K K" b'R CB$"w wowkw 'EftJ,4,1',mwcks'nE'ai"' 4rSWk"40, 6 -CAM fo: tau lmoft^w'w, 3f vusi tF uJa&V A Is ars 4ca seroe sae :'r e' s asfrati ac a t myol vo. o..#, Am V. :. Kxsf#NO7 FQR.;PR DUCT dN ' / OF 2 l 0 Job Truss russ ype Qty Ply DISPLAY ROOF1 COMMON 1 1 5.000 a Feb 6 2003 MiTek Industries; Inc. Mon Mar 17 -f4 -1039—n-63 Page 1 A , -2-0-0 i 5-4-5 10-2-3 15-0-0 .19-9-13 24-7-11 30-0-0 32-0-0 B 2-0-0 5-4-5 4-9-13 4-9-13 4-9-13 4-9-13 5A-5 2-0-0 44 = 6 C 6.00 ri2 1x4 11 1x4 11 3x4 5 7 3x4 4 8 OE D 1x4 1x4 i 3 9 2 v 10 c 1 11 [0 3x6 = 14 13 - 12 3x6 = 3x8 = 3x6 = 3x8 = . A G 10-2-3 19-9-13 30-0-0 -B 10-2-3 9-7-11 _ 10-2-3 Plate Offsets (X,Y): [2:0-3-0,0-1-41, [10:0-3-0,0-1-41H LOADING (psf) SPACING 2-0-0 J 1 V i CSI N DEFL in (loc) I/defl P PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.29 Vert(LL) -0.09 14 >999 M1120 249/190 TCDL 10.0 Lumber Increase 1.15 BC 0.83 Vert(TL) 0.39 12-14 > 907 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.07 10 n/a BCDL 10.0 Code BOCA/ANSI95 L O 1st LC LL Min Well = 240 Weight: 158 Ib - LUMBER BRACING TOP CHORD 2 X 4 SYP N6.2 TOP CHORD Sheathed or 4-2-1 oc purlins: BOT CHORD 2 X 4 SYP No.2 Q BOT CHORD Rigid ceiling directly applied or 8-6-11 oc bfacing. WEBS 2 X 4 SYP No.3p c R S REACTIONS. Ilb/size) . 2=1317/0-3-8, 10=1317/0-3-8 TMax Horz 2=-175(load case 5) Max Uplift2=-341 (load case 4), 10=-341 (load case 5) FORCES (lb) - First Load Case Only V TOP CHORD 1-2=26, 2-3=-2024, 3-4=-1722, 4-5=-1722, 5-6=-1722, 6-7=-1722, 7-8=-1722, 8-9=-1722, 9-10=-2024, 10-11=26 BOT CHORD 2-14=1794, 13-14=1140, 12-13=1140, 10-12=1794 WEBS. 5-14=-294, 7-12=-294, 3-14=-288, 6-14=742, 6-12=742, 9-12=-288 J NOTES v ' 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per BOCA/ANSI95; 90mph; h=25ft; TCDL=5.Opsf; BCDL=5.Opsf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL= 1.33 plate grip DOL ;=1 .33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 341 Ib uplift at joint 2 and 341 Ib uplift at joint 10. A Curnulative Dimensions. M TC, BC, and Web Maximum Combined Stress Indices LOAD CASE(S) Standard B Panel Length (feet - inches - sixteenths) N Deflections (inches) and Span to Deflection Ratio C Siope 0 Input Span to Deflection Ratio D 'Plate Size and Orientation P MiTek Plate Allowables (PSI) E Overall Height O Lumber Requirements F Bearing Location R Reaction (pounds) ' G Truss Span (feet - inches - sixteenths) S Minimum Bearing Required (inches) H Plate Offsets T Maximum Uplift and/or Horizontal Reaction if Applicable I Design Loading (PSF) U Required Member Bracing J Spacing O.C. (feet - inches - sixteenths) V Member Axial Forces for Load Case 1 K Duration of Load for Plate and Lumber Design W Notes L Code X Additional Loads/Load Cases 3 N 9 W • Or I .6a'1:::..)a}^:: Iz}:: :)aa ::: :}ab'ri':: -.ixi :; ' -siti .i alb:: 4.ii::: ..t.5 :: ' 6xo?.: )•):: -) % . t! AC:Ar A0 ACA6 Z t' U : Ail. A v Y `Y - ....71.;0:.._E:Q:B'.........-L ............. IA0................... ........... -1393................ .M'.O•p.jG-:Q,q,................ 1916:d.........:..:2E 7.1: }I -C g:i<; O,.Y, 000 tp"p-p Plate Offsei (X Y) [I 0 3 0 Edge) [1 0 3A Edge) [N Edg j [P q ...................................... 00ej [Z q 1 8 Edge) ....... .I ........... .LOADING(psf) SPACING 2 " .CSI DEPL• in (loc) I/ilefi L(d PLATES GRIP :TCLL "4Q 0 Plates Increase 1.00 -TG_ ` 0 97 Vcrt(LL) 0 40AErAF- >589 300 htff20 :249/190 TCOL 10,0 Lumber.lncrease 1.06 80 0.9S Vert(TLy 0,62AE-AF >382 240 Pt1120H i87/143" ` $'BCLL 0.6 Rep,Stressfncr YE5' tN8 0.81 Horz(TL) 0.07 AA nla n/a "I1CDL 5.0 Code BOcA/TPI20R2 (M trix) - Weight: 178'Ib LUMBER. : BRACING.. TOP CHORD •4 X 2. SYP N0.2 TOP CHORD Structuralwood Sheathing directly applied Or 2-2-0 oC SOT.CHORD 4 X:2 SYP No.I "Except/ purlins, except'end verticals. 814 X 2 SYP No.?. - BOT CHORD Rigid ceiling _directly applied or 6-0-0 oc bracing. ) WEBS 4 X 2 SYP No.3 - OTHERS4 X'4 SYp'Stud K REACTIONS(lb/size) AM -937/0-3-8, AA -2066/0-3-8, U .159/0-3-8 Max UpliftU— 00(load case 2) Max Gray.AM-956(foad case 2); AA 2066(load case 1.), U-431(laad case 3) ;,FORCES: (Ib) r Maximum Compression/tfiaxinium Tension ;TOP CHORD U -AL= -36/0 T AL= 36/0 A -B= 187970, B -C -187$/0 C D=-1875/0, D -E==3449/0, - - E F=-3449/O.F,G= 3449/0'G H-2710/O,H-1= -2684/0 I.)= -1844/0,-)-k -352/250, K,L=01227.1, L-M=0/F276,,M-N=0%1742; N 0=-370/1'283; O•P=-37371284, P -Q=-750/864, Q-Rm-759/864, :R -Sm -770J374,.5 -T= -2/D, A?;9him=956/0 :SOT CHORD A) -AK -0/0;. Al -A]:0/2940, AH-AT=0/3355; AG=AH=O/3355, AF-AG=0/3340, AE-AF=0/1844, AD=AE-0/1844,.AC-AD-0/1844 AS-AC-4177/0;'AA-ABM 1189/0, -L -AAS -2276/0, ' Y -Z -1724/0 Xr065/582, W -X== 065/582; V;W'=-620/950 U V=-166/553 WEBS CAE ,) -741/0 A070/749, H -AA, -1022/0 P Y=O/3; A A]=D/2036, C -A)=•.237/0, 0 A).1173/0, D,Ai Q/566;,E AI=r2S8/0 G Af.m01179 G AF= -784/0, H -AF= -S24/0;., I 1-AF=O/1$86,'K-AA 148870,:K AC=0/.1604 J AC=: -206810; S..0=-671./203 S -V=•251/273; R-V,=-227/3tO,.RTLy*t44910,:P'WiO/410, O -Y=:11.6134, N -Z=763510, M -Z=0/907,. _••, _. ,•-_ NOTeS 1') Unbalanced floorlive loads have been considered for this design. 9 2) All plates are Indicated'. :LU B 3) This truss requires plate Inspection perthe Tooth Count Method when this truss is chosen for quality EZs y € assurance Inspection -'y MiTek 4) Bearing. at )olnt(5).AM con Iders parallel to grain value using A?iSl/TM 1=1095 angle to grain formula Building designer should verify capacity or b0aring surface. -d'ue -at 5) One RT7: U5P Cot)hec6t rec6mmended 60 COttn2ct ttuss to -bearing w al( to uplift jt(s) U. ate 6) Design•as ume; gx1(flat orientallon) purlins a ae spacing Indicated fastened t0 t7Us,5 TC w/ 2='lOd nail5', .f 0(f ;?)RnPatHAI'a'7rlTi9Y.A'P, O6P4l;p,:^r0Ay0lU10YYB YIDI,G44 Y'Y IriNfalUYdNaUIUr mbY,l 6 6 aa Y11150''YC:7.1h116i """"' :ig SlydngbaCks to I}e:altached fo.walls at their outer ends or'rest'ralned by other means. SAMPLE: t s) CAUTION, Donoi er6a,truss backwards: NOT FOR PRODUCTION 0 • 0 Job Truss Truss Type Qty Ply DISPLAY FLO0R1 FLOOR 1 1 LbReferenceot tionall 5.000 s Feb 6 2003 Mi ek Industries: Inc. Thu Mar 13 09:17:25 2003 Page 1 C 1x3 II ® 3x6 FP= 1x3 II E1x3 = 3x4 = 3x3 = 3x3 = 1x3 II 1x3 II 3x3 = 3x3 = 4x4 = 3x3 II 3x4 = 3x3 = 1x3 II 3x3 = 3x3 = 3x3 = 1x3 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 3U4 35 33 - 32 31 30 29 28 27 26- 25 24 23 22 21 - 20 19 3x6 = 3x4 = ', 3x3 = 3x3 = 3x3= 3x3 = 4x4 = 3x6 FP= 3x4 = 3x3 = 1x3 I I 3x3 = 3x3 = 3x6 = 3x6 _ A G 2-9-0 5-3-0 6-6-0 7-9-0 9-4-8 11-10-8 14-4-8 17-0-0 19-7-8 22-1-8 23-6-0 24-9-0 2730 30-0-0 B 30-0-0 LOADING (psf) u TCLL 40.0 SPACING 2-0-0 I L CSI M DEFL in (loc) I/defl O PLATES GRIP 1 Plates Increase 1.00 TC 0.71 Vert(LL) -0.18 30-31>999 M1120 249/190 TCOL 10.0 Lumber Increase 1.00 J BC 0.75 Vert(TL) -0.24 30-31 >829 BCLL 0.0 BCDL 5.0 Rep Stress Incr YES Code BOCA/ANSI95 K WB 0.46 Horz(TL) 0.04 26 n/a N (Matrix) 1 st LC LL Min I/defl = 360 Weight: 156 Ib LUMBER BRACING T TOP CHORD 4 X 2 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except'end verticals. BOT CHORD' 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. P WEBS 4 X 2 SYP No.3 Q. R REACTIONS (Ib/size) 33 = 774/0-3-8, 19 = 508/0-3-8, 26 = 1978/0-3-8 S Max Grav 33=803(load case 2), 19=610(load case 3),'26=1978(load case 1) , U FORCES (Ib) - First Load Case Only TOP CHORD 33-34=-37, 1-34=-37, 19-35=-43, 18-35=-43, 1-2=-2, 2-3=-1353, 3-4=-2098, 4-5=-2186, 5-6=-2186, 6-7=-2186, 7-8"-2186, 8-9=-1264, 9-10=63, 10-11 =2035, 11-12=2035, 12-13=467, 13-14=-732, 14-15=-732, 15-16=-951, 16-17=-784, 17-18=-2 BOT CHORD 32-33 = 826, 31-32 = 1859, 30-31 = 2282, 29-30= 2186, 28-29= 1785, 27-28=743, 26-27=-894, 25-26=-1091, 24-25=-1091, 23-24-183, 22-23=732, 21-22=732, 20-21 =10'32,-19-20=517 WEBS, 11-26=-100, 2-33=-1097, 2-32=734, 3-32=-704, 3-31 =332, 4-31 =-256, 4-30=-130, 5-30=27, 10-26=-1519, 10-27=1 157, 9-27=-1 121, 9-28=725, 8-28=-724, 8-29=546, 6-29=-271, 12-26=-1257, 12-24=867, 13-24=-904, 13-23=747, 14-23=-299, 17-19=-685, 17-20=371, 16-20=-346, 16-21 =-113, 15-21=298, 15-22=-234 `/ NOTES y '; 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x(3 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard W A Cumulative Dimensions M Deflections (inches) and Spar. to Deflection Ratio B Panel Length (feet - inches - sixteenthsi N Input Span to Deflection Ratio C .Chord Splice Face Plate 0 MiTek Plate Allowables (PSI) D Plate Size and;Orientation P Lumber Requirements E Truss Depth Q Reaction (pounds) F Bearing Location R Minimum Bearing Required (inches) G Truss Span (feet - inches - sixteenths) S Maximum Uplift and/or Horizontal Reaction if Apphcawe H Design Loading (PSF) T Required Member Bracing I Spacing O.C. (feet - inches - sixteenths! U Member Axial Forces for Load Case 1 J Duration of Load for Plate and Lumber Design V Notes K Code W Additional Loads/Load Cases L TC, BC, Web Maximum Combined Stress Indices 5 N O fri ' ® MiTek Industries, Inc. 7777 GREENBACK LANE SUITE 109 CITRUS HEIGHTS CA 95610 M i Te k® USA FAX (916) 676 1909 TELEPHONE (916) 676 1900 August 19, 2003 A.C. Houston Truss Company, 2912 East Lamadre Way North Las Vegas, NV 89031 RE: Solid blocking between trusses To Whom It May Concern: Solid blocking.provided between trusses usually serves two purposes. First-, it is provided during the construction phase to help position the truss in place and keep the truss plumb. Second, solid blocking is provided in a- lateral force resisting system, through proper nailing to transfer the horizontal force. If the trusses have been erected in plumb condition, and all the lateral force resisting elements have been installed to form a system-, solid blocking may be omitted without causing any problem to the structural system. Project engineer approval on this issue is required. If you have any uestions, please contact me at 800-772-5351. EE& Sincere , ST Roassro RED G 0 c ° pONC y / P10. ca -49919 Redon lip EXP -9-30-04 Chief En ..fQQ25 sf CIVIL P Western Divisi q OF CAUF RY/rd 6 0 . I. - P.O. Box 335009 North Las Vegas, NV 89033 ::t -n com ..:::::::: .......... . ... .. IN E NJC05* EX . 6/3 .005 -A overnber 3, 1999 co MICHAEL A. -on W uj- M LETT z 1/0 A , Lo A.C. Houston Lumber Company ?ROFESSt, U_ M 2912 East La Madre Way 0 j I_A. 6- . CIVI North Vegas, NV 89031 01 Y 03 -A Re: Trusses with.non-structural gable s ud No. Co47 43 E;tp, 6/30/2 1 To Whom It May Concern:' '6/0 3 1999 This letter is in response to your recent inqui iron of staples rather than metal gusset plates that are shown on the truss. engineering drawings for non-structural gable studs. The trusses in question must meet all of the following criteria for this detail to -be valid. py 04i The trusses must have been designed . ed by this office using ANSI/TPI 1-1995 and UBC -97 criteria 'Z4ia with and increase of 25% for lumber and plates, 24" O.C. spacing, 16 to 20 PSF top chord live to 14 PSF to chord dead load, 7 to 10 PSF bottom chord dead load, design wind speed is ,!R; maximum, and be single ply trusses only. R, designer for the intended ses must be structural trusses and be approved by the buildin ZN _.application prior to fabrication- All parties involved in the project must accept their "ties and perform their work as specified in A1NSIfTFI 1-1995 and )YTCA 1-1995. - _a. 3. :- U ' L out -looker notches are to be. installed in the top chord of the truss they must be -,"addressed specifically in the truss design ..drawings. Out -lookers that extend longer than 12" beyond the end of the gable truss are not allowed. There must be no out -lookers within 24" from the end of the truss, or in any top chord overhang. - No plates may be damaged or cut. 4. The trusses must be handled and installed properly in accordance with HI -B-91 criteria. If trusses have been handled improperly, consult professionals. before proceeding with installation. All persons involved in installing 'should *'read and understand HIB -91 before attempting to handle trusses. It is recommended that the truss installer should consult OSHA if there are questions about jobsite safety concerning. trusses. The fabrication, installation, and handling of trusses is outside the scope of responsibility of the truss designer. 5. Never sit or stand on trusses laid flat. Never stack construction materials on trusses laid flat. Never lift truss using non-structural members as connection points. Trusses are not intended to • resist lateral loads perpendicular to the trusses.- This is true for all truss members, but is especially true for all non-structural gable studs. They are called "non-structural" because they are not specifically designed to support loads. - The structural members of the truss are adequate to support all of the loads applied in the plane of the truss. 6. The trusses must be adequately braced. The truss designer specifies only the location of the bracing that is . required ed for individual truss members to prevent out of plane buckling of that member. Additional bracing is always required and is always the responsibility of the building . . . . . .. . . . . . . . . . . Page 'I of 3 0`U flin . ... ..... . a November 3, 1999 Page 2 designer. The building designer, should provide the contractor with a bracing plan for the building. This plan may be included in the contract documents or may need to be specifically requested by the contractor. . Refer to WTCA 1-1995 for questions regarding scope for responsibility. TYPICAL GABLE END BRACING DETAIL. 7 0 9 If the truss design drawings specify seismic or wind load had been applied, it is applied in directions that are parallel with the plane of the. truss. Trusses which are exposed to wind GABLE ENC acting perpendicular to the face of TRUSS.\ the truss must be braced to ' resist the lateral forces due to wind load acting on the face of the truss. The building designer should perform lateral calculations to determine where braces are required. HEM 1 should be consulted for general guidance with WIND —+ regards to bracing of trusses. An additional publication entitled IN OUT OF "Commentary -for Permanent Bracing PLANE of Metal Plate Connected Wood DIRECTION Trusses" written by John E. Meeks, / P.E. is available from. WTCA (Wood Truss Council 'of America). In this LATERAL' publication on pages 8 and 9, the BRACE bracing of gable end frames are . discussed. It .is recommended that the building . 'designer read this publication.. Also consult the "Mitek Stand Gable End Detail" for CONSULT BUILDING DESIGNER FOR SPECIFIC DETAIL. BLOCKING - ROOF SHEATHING I I I:I DIAGONAL WIND BRACE BY BUILDING DESIGNER. additional information. All of these BLOCKING publications specifically recommend a detail similar to the sketch to the right WALL TO GABLE .TRUSS CONNECTION . in many situations. END WALL DESIGNED AND DETAILED BY BUILDING DESIGNER. All connections must be applied in conformance with ANSI/TPI 1-1995, current accepted NDS, and/or NES National Evaluation Report(s). 'The trusses must be fabricated properly with no gaps'at stud connections except as allowed in ANSI/TPI 1-1995. If the above conditions are meet, then (3)-16ga.x 2" power driven staples may be substituted for the specified metal gusset plates. This connection is intended to hold the non-structural gable studs in place during delivery. and installation. These studs are intended to provide nailing surface for drywall and/or sheathing and transfer vertical loads from sheathing into the truss: If these non-structural gable studs must resist lateral loads as noted above in note 6, additional nails or connections may be required and must be specified by the building designer. Plated connections are recommended at all hip over -framing, Dutch hips with setbacks greater than 2'-0", all girder trusses, piggyback, and valley trusses. Plated connections are also recommended in any situation where a ledger is to be applied to the truss (Ledgers and their connections are by others.) This letter applies only to 16" or 24" O.C. spaced vertical non - November 3, 1999 Page 3 structural members and not to diagonal. or horizontal merhbers except at vent locations. If there is any question about the applicability of this letter to the intended situation, please-feel free to contact this office. This letter may be used to address this issue subject to the conditions until informed otherwise by this office, or '-until accepted codes or specifications change. If you have any questions concerning this matter, please let me know when I am in your. office or write me at the above address. I can also be reached by telephone at (702)-232-0099. l Sincerely, T IQOF€SS/1 O O6 E. 4Q fv11CHAFL A. / Michael A. Mallett, P.E. CO: g Professional Civil Engineer m 0567 3 E P. 130/2 OS L a0 a?ROFESS _L A. (. F O. 3334 -2003No. Co5o7d3 I EXP. 6/3o/2C4 t i QF CAUV A • 0 STANDARD GABLE END DETAIL PAGE S1GOF 2 -1,-,DIAGONAL OR L -BRACING 9/5/2002 nme+ RFFFR TO TARI F FIR OW CUCATUTAIh TO COM.I 12 2X4 N0.2 0R BTR. DF -L 1 1/2" '(BY OTHERS) TRUSS 4x4 = 1x4 OR 2X3 (TYP) 3 1/2 Z '24" MAX NOTCH AT 24" O.C.(MIN.)' 2X4 LATERAL BRACING 6'aAA DG TOPCHORD AS REQUIRED PER M NOTCH DETAILTABLE BELOW, H,rIF LI U LI 3x 3x5 = CONT I VERTICAL STUD TYPICAL 2x4 L -BRACE NAILED F> <- X TO 2x4 VERTICALS W/8d NAILS SPACED AT 8" O.C. SFQTInN A -A 0 VERT_ HEIGHT LOADING(pso UP TO 7'-0"2 TCLL 50.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code . UBC97/ANS195 V TOP CHORD 2 X 4 HF 165OF 1.5E BOT CHORD 2-X 4 HF 1650F 1.5E OTHERS 2 X 4 HF - STUD/STD 0 0 w 24" O.C. END • WALL IGID CEILING MATERIAL DETAIL A LATERAL BRACING NAILING SCHEDULE VERT_ HEIGHT # OF NAILS AT END UP TO 7'-0"2 - OVER 8'-6" 4 - 16d MAXIMUM VERTICAL STUD HEIGHT SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE WITH L- BRACE 12 INCKO.C. 6-8-0 13-4-0 9-1-0 16 INC O.C. NOTES 1) VERT. STUDS HAVE BEEN CHECKED FOR 80 MPH WIND, EXP. B, HEIGHT 25 FT 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF. SYSTEM. 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX. VERT. STUD HEIGHT OF 8'-8". TOP CHORD NOTCHING NOTES 1)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 10D NAILS SPACED AT 8" O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE #2 LUMBER AFTER NOTCHING. 4) NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. Continued on page 2 /0 o ,STANDARD GABLE END DETAIL PAGES2GOF°2 0. a 7/17/01 4- 10d NAILS MIN. ,PLYWOOD SHEATHING TO 2X4 STD. DF -L BLOCK 2- 10d (Typ) . 2X4 BLOCK STANDARD TRUSSES SPACED @ 24" O.C. NOTES 1)2X4 NO.2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 10D NAILS @ 6" O.C. 2 2X4 LEDGER NAILED TO EACH STUD WITH 4- 10d NAILS . 332X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD WITH 2- 10d TOE NAILS 4)THE 10d NAILS SPECIFIED FOR LEDGER AND 'STRONGBACK ARE 10d BOX -NAILS (0.131" DIA. X 3.0" LGT) THIS DETAIL IS APPLICABLE TO STRUCTURAL GABLE END IF THE FOLLOWING CONDITIONS ARE MET: AUG 1 9 2003 I. MAXIMUM HEIGHT OF TRUSS = 8'-6" 2. MAXIMUM PANEL LENGTH ON TOP AND BOT. CHORDS = T-0" 3. THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL -BE BRACED @ 4'-0" O.C. -MAX. f'%NEER•SJ. 4. PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS.10, PEI) Y C SIMPSON A34 OR EQUIVALENT r►i; + 45" '2X4 S r JD OR BTR SPACED @ 5'-0" O.C. SHALBE PROVIDED AT EACH END OF LEDGER BRAC . EXCEPT FOR BRACE EXTENDED STRON BACK INTO E CHORDS & CONNECTED TO j CHO S W/ 4- 10d NAILS. MAX. NGTH = T-0" GABLE END I STANDARD TRUSSES SPACED @ 24" O.C. NOTES 1)2X4 NO.2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 10D NAILS @ 6" O.C. 2 2X4 LEDGER NAILED TO EACH STUD WITH 4- 10d NAILS . 332X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD WITH 2- 10d TOE NAILS 4)THE 10d NAILS SPECIFIED FOR LEDGER AND 'STRONGBACK ARE 10d BOX -NAILS (0.131" DIA. X 3.0" LGT) THIS DETAIL IS APPLICABLE TO STRUCTURAL GABLE END IF THE FOLLOWING CONDITIONS ARE MET: AUG 1 9 2003 I. MAXIMUM HEIGHT OF TRUSS = 8'-6" 2. MAXIMUM PANEL LENGTH ON TOP AND BOT. CHORDS = T-0" 3. THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL -BE BRACED @ 4'-0" O.C. -MAX. f'%NEER•SJ. 4. PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS.10, PEI) Y C ' V MITEK INDUSTRIES, INC. CA 4x4 (sew>- s To p 1 adGTq otW. `I 1rl AUG 1 9 2003 I 2 X 2 (1 .fig'' o.c . At* Avr:l Zx Ltd►P QROFESSIO ONG LL r rmr,.t `Tic ID'S (TYI , W i "r 104MO fXT? 9 '1 919 IWL 411,2- . oF CAl1f0 ( _uT.0-lerr►IV4 I ro . E 2 rr I N Elq S ) —T1 5 C '(2D 2 4 0 O 0 t C. z REDONG ' Tor ? ` 2s O.Ga ! ? a , . 1_GU'n► c—fie cn n P: oIV 0 2 %T: ►2 p O C, Olel -( o„(,(<.S jSl . °' o , d Cir ► o. Handl-v8 Erection Miscellaneous hlormation Bracinci information Connector Hardware Lumber M MiTek Ind 0 Str m Inc. Cr.lms huialino d mnpmu., ,h.9 !•)I hq pmrild. 7h. um d Ihh mtp-1 " m w cdl d by Inn d -W- d Im N Wur badp ,pallid Y ky C -n oua N nun..aud In lanba nur mr,pd. I-. X710 Gold Cam Dr. YIIO Tanpvry :d Pumanml baanp Iv hdakp mlrt.YKd oa v.._. bre L9 :id'wkLW .ab uretOrs w •mad,no•.ih TPL m I.vn • m p . Wm0 +ud In r.ru:y Wnr blra, .m. m dmpn.d .ro nbl.in n n.o= nod. mupurlc... apP.mm .ro Ymnnlon biml ImI m om.wd. Plan oua m :.WW m bh r.c•, wPaa:m bu..r . n.m . Rancho Cordova, CA 95670 Yea I.d by dmr,. Np Ip.d. r. n m ,pPY.d b dor uvd.,pn.rd dor mnpd. rruau. bJv. In1q IN, mnpm•n. w.b b,C .ha. .,Ad... b d N. Ino.!+IdrIWn wy aloaAi.d. m d Inn .It. rd •pcdo< m.00nn, ung rear W ba .na 1•n•ri.q• ra oarpW. 1 ow tla.q1 coon. I,Id apo+. dn. r,a nor bcr bAkq ,d. m.*.Ay p..d -V ..blryh. Piro• n.m m d Inn .tr.. Y.up..d do.n .,d .yn n w b.n.AV" (eoa)772.5751 FAX (916)6.31-1225 ' u n I. . aluJ lo,d, Qaa v Jun dmp I••d, m appi.d b I.q- a u. DD MOT IISE TTas DF.a1tIN. Cl -d .moor. r. n•umd n m r,ar . Uun nn aad• Wad od Copyright (C) 1992 Inn merpmm. M- en dra.kp 6 akmd aro -aw. YIT•k boom., kI 6 W.,q rarl,Y.d M r,•,mkn, b Ih. AuoTwa pre m.i • n derla CHARTER uCiY3Efl 7UH 1e,1992 Cr. nor m a..k d bread mlp.n.d r papa IOPa Inn mxiu i &&= der ur uIr ,Mrn m dr mi d dau ptfUu aceiq mreiala. dm lu d.lrikna d pre lypm rd b•+ W pv*.. .vIa .d. up. area pr?Pilr br.m. w.d r p.wfa,d u. mlomr rid rloclmwdrwip. a.,uri. d Wrr b., .d pr. 6ullvo. Palm Pum ' j don am and m,n M' do •,aaaroa kriu.d. .dd.iwW tr.diq b dr V , n,r a r r>ad pk,. udra dr nr.ir, pad ad ✓ y WTak kduarim, k,:. mord ad amp• wore.• 1, n m pwki d by ti 6rtlal,lm. urr o.rr. ,L b W mrbmir ' h m ro•pmaihdry b Uw 1,6 takn, hrdkp, ,hpmaa ,rd - dm Wwoltrmapa.an,a... a La kJon al 106, kul,l.im d mnpuvu•. AITC rd TPI READ. ALL ES ON THIS O APRIL, 23, 1998 01 7 j 0 CICS U a aa o0 ©oo • 'a MiTek Industries, Inc. PURLIN GABLE DETAIL ST-HIP01 SHEET 1 OF STUD SPACING ON PURLIN GABLE -0 BE LESS THAN OR EQUAL TO THE LEAST TOP CHORD PURLIN SPACING ON THE GIRDER OR HIP TRUSS. 5x5 3x5 ALL PLATES TO BE 2X4 UNLESS OTHERWISE NOTED 3x5 TYPICAL "PURLIN GABLE" REFER TO ENGINEERED TRUSS DRAWING FOR EACH INDIVIDUAL TRUSS THE PURLIN GABLE TO — SEE DETAIL #3 G\NE 1 •sl4 BE LAID ON TOP OF THE _ RE[? N HIP TRUSSES AND Gp' p ATTACHED WHEE CONTACT WITH THET HAS ' T _ TRUSSES BELOW. Q !04 ._ SEE DETAIL #Z - fy n, d O a 10,U25 SEE DETAIL # C) 0FESSIO/y JACKS • oNG C:) o o W Cz Nd Cr_a4919 SEE SHEET 2 OF 2 FOR ALL DETAILS ClVri AUG 19 2003 • 13 f '. ' STANDARD REPAIR FOR ADDING . ST-RE'P1 —A FALSE BOTTOM CHORD - O0 ® "Mi I ek Industries'; Inc. Chesterfield, MO. 0 0o MAIN TRUSS (SPACING = 24. O.C.) aMAIN TRUSS MANUFACTURED WITHOUT FALSE BOTTOM CHORD BRACE (TYP.) @ 10'- 0- O.C. (MAX.) FOR SINGLE TENSION BOTTOM CHORD WHERE RIGID CEILING IS NOT APPLIED DIRECTLY TO THE MAIN TRUSS BOTTOM CHORD. BRACE AS SPECIFIED FOR BOTTOM CHORD IN COMPRESSION OR MULTIPLE PLY MAIN TRUSS. VERTICAL STUDS @ 48" O.C. ATTACHED WITH TWO - 10d (.148" DIA. X 3") COMMON WIRE NAILS AT EACH END OF VERTICAL. 2X 4 STD. (OR BETTER) SPF, HF, 2X 4 No.2 (OR BETTER) SPF, HF, - DF OR.SY.P VERTICAL WEBS DF, OR SYP BOTTOM CHORD " FALSE BOTTOM TRUSS SPAN 'c. 3 : `ts ' EXPAUNLi30. as 1x CIV Ivr,I .\ NOTES: r. C 1. LOADING: 2 C46901' LIVE LOAD DEAD LOAD T` EXP. Uiilaij''v^I TOP CHORD: (REFER TO THE MAIN TRUSS DESIGN FOR TOP CHORD LOADING) BOTTOM CHORD: 0 PSF 10 PSF `PT -_ 14 0 f F 2- -REFER TO THE MAIN TRUSS DESIGN FOR LUMBER AND PLATING REQUIREMENTS 3. MAXIMUM BOTTOM CHORD PITCH = 6112 4. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH / Q WARNING - Verijy design parameters and READ NOTES ON TBIS 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 bullding designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 M iTek0 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. •Sob runs Nss ype Oty, P A R JACK 8868 ALL ,ACK MONO TRUSS DETAIL - ALL CORNER JACKS AND END JACKS ALL JACK MONO TRUSS 1 1 MEETING REQUIREMENTS LISTED BELOW. (optional) A ousten umbar ompany, North Las Vegas, N 890 4.20IR-1s-Ne. 13 00 Mi ek ndustnes, Inc. Tue Sep 18 09:54:46 20 age 1 1 •2.0-0 MAX. F - 43.4 &80 MAIC 1 - 2.0-0 4-3-4 34-12 Scala = 1:44.5 SLOPE MAY VARY FROM 4:12 TO 8:12 2x4 11 V 8 SEE NOTE #5. e y W SUPPORT REQUIRED AT JT -1 WHEN > 2 TRUSS LENGTH IS LESS THAN 1-11-11. - 4 0 0 0 LM 7 2x4 = 2x4 II ATTACH WITH LU24 OR A35 (USE OF 3-10d TOE NAILS IS ALLOWED WHEN BEARING IS IMPLEMENTED AT JT -SAND JT -4). . , 640 MAXMAXIMUM l . 640 LOADING (Psf) SPACING 2-" CSI DEFL In (too) I/de8 PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.83 Vert(LL) •0.16 2-4 >578 M1120 169/123 TCDL 1 5. 0 Lumber Increase 125. BC 0.47 Vert(TL) -0.32 2-4 >289 BCLL 0.0 Rep Stress Ina YES WB 0.00. Harz(TL) ' 0.00 4 We SCOL 10.0 :T UBC97/ANSI95 1st LC LL Min I/deft = 360 Weight 26 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1 65O 1.5E TOP CHORD Sheathed or 8-0-0 oc_pudins, except and verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10=0-0 cc bracing. WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 2=502/08,4=347/0.2-0 Max Herz 2-175(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=32, 2-3=0, 3-4=270 BOTCHORD 2-4D NOTES ' (6-4) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 R above ground level, using 15.0 psf top chard dead load and 10.0 psf bottom chord dead load, In the gable end roof zone an an occupancy category ll, condition 1 enclosed building, with exposure C ASCE 7-.95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind., If porches exist, they are not exposed to wind. The lumber DOL Increase Is 1.33, and the plate grip Increase Is 1.33 2) This truss has been designed for a 10.0 psf bottom chant live lead nonconcurrent with any other live Toads per -Table No. 16-B, UBC -97. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 4) This truss has been designed with ANSVTPI 1-1995 criteria. 5) End vertical may be ommitted an trusses leas than 7-10-0, however bearing must be Implemented at JT -3, connections by others or utilize A35 or 3-10d nails. 6) All connections must be per 1997 NOS requlrements. LOAD CASE(S) Standard e%Q ESS1p ' 4.y - —4 ... o. C056743 p. 613012005 FOF CA LE m l5 0 Sob N55 truss rype ty y tltlliy TYPICAL 8-0-0 SETBACK CORNER GIRDER GENERAL DETAIL - ALL CORNER GIRDER TRUSSES' ALL CGI MONO TRUSS 1 1 MEETING REQUIREMENTS LISTED (optional) BELOW. A custon umber ompany, orth as ages, 8903 4.20 s Sep 13 2000 MiTek Industries,Inc. ue ep 18 09:4 24 2001 Page -2-10-0 MAX &1d 11312 MAX . 2-1 a-0 e -1-a 5.2d ' Scale = 1:36.5 SLOPE MAY VARY FROM 2.83/12 TO 5.66/12 2x4 II 4 5 . a 3.54 12 SEE NOTE #5. LL • a: 3 rr S N W C J W SUPPORT REQUIRED AT 1 JT -1 WHEN TRUSS LENGTH 7x4- 7 a IS LESS THAN 3-0-0. 1x4 II 3x4 = CONNECTIONS BY OTHERS EXCEPT AS NOTED na-ttMAX 1 Plate Offsets ( :0- - MAXIMUM ' LOADING (Psf) SPACING' 2-0-0 CSI DEFL In floc) I/de8 PLATES GRIP TCLL 20.0 ' Plates Increase 1.25 TC 0.82 Vert(LL) -0.03 7 >999 M1120 185/144 TCOL '15.0 - Lumber Increase 1.25 SC 0.49 Vart(TL) 0.16 1-2 >232 BCU_ 0.0 Rep Stress lncr - NO WB 0.61 Horz(TL) 0.02 8 Na BCDL 10.0 Code UBC971ANS195 1st LC LL Min Well - 360 Weight 41 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 cc pudins, except end verticals., BOT CHORD ' 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 2=67510.3-8, 6=926/0.2 Max Horz. 2=210(ioad case 4) FORCES (lb) -First Load Case Only TOP CHORD 1-2--28,2-3-1041.3-4=10,4,5=-8,4-6=-452 BOT CHORD 2-7=1009, 6-7=1009 WEBS 3-7=143, 3-6=1077 - NOTES (6-4) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 15.0 psf lop chord dead load and 10.0 psf bottom chard deed load, In the gable end roof zone an an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If parches exist, they are not exposed to wind. The lumber DOL increase Is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent wlth any other live loads per Table No. 16-B, UBC -97. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8. 4) This truss has been designed with ANSVTPI 1-1995 criteria. 5) Webs 3-0 and 3-7 may be ommitted when end jacks are 5-0-0 or less In length. 6) All connect(bns must be per 1997 NDS requirements. LOAD CASES) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plfj Vert .1-270.0 Trapezoidal Loads (plf) Vert 2=6.04"=45.3, 2=4.54o-4=189.4, 4=189.410-5-194.3 Wiss 4 c MI At A. _ A TT er No. CD a} Exp. 613012005 CIVIL' 9 I V 1 NO. 1 r F0F Oma. CAL 16 25 2001 7 10 t-UTLS MAX. SLOPE /GRADE FOR BEVELED I-FROVIC•E LATERAL SUPPORT FOR TOP BOTTOM CHORD h. CHORD WITH SHEATHING (BY OTHERS) HOTt:FOHCONNLCTION 1I JT OF VALLEY ThuSS 10—✓ —T 2-".Sx. WEB LENGTH WITHOUT BRACE Comia"1hu55;LE 2.4 110.2 DF -L 7'-9" WITH BRACE 12'-0'. OLTAIL-••b'OHt" 12/I2 L — ]-THIS DESIGN CHECKED FOR 120 H.P.H. WIND LOAD. f• 2.6 N0.2 DF -L. (DET D) )2/I 1 -ALL PLATES AAe TO HP NITER -20'S VALLLY_ 1h hINF L. THUS] OLT.AIL-O S -RE -•EL VALLEY TRUSSES FOR PLACEHEIIT iC] AVALLEY -T ON CUrLhGr: TRUSS, OR USE DET. -A- J/ l 7Nu55— USE 2 -Ica HAILS .t'WEGCLNAIILu (MAX. Ito IJ.F.11. WINO) 6 -FOR CONIIECTING VALLEY TRUSSES To TRUSS 1 TO COI'_ ON TRUSS, USE DET.'B" OR 'C- 10d hAILS 7 -IF TOP CHORD LATERAL BRACING " /1 RE?UIRED 1S LESS THAN $$PACING OF ~ - VALLEY TRUSSE$ (24- O./C.) THEN luPC11uH0uFCOMW 4.4 ADDITIONAL 1.4 BRACING IS REQUIRED. Thus 8-1./TER AL BRACcING SHALL BE NAILED DETAILL fC A NMIN. 2-10d NAILS. V A 1 L L Y DETAIL- H l ISI / lF Thu55 AUG 1 g 2003 HURRICANE CLIP am ^NIUGE PAHTI A1- HOOF LAYOUT MAx I[-U —STliu. JLUOUT E `SEE NOTENo.2' 2*3 --- -- — 10'-U TO 36* -0r V -,EQ L1 10 Lumber ` rl. Inc.31iTek Industries, C, n,11",,, y 1 nc ,neou. MlcrmrllJrl Oncn hlolnulion Comedo- Hrrdwun r. ,n..,..,✓d n Lvw,•.rr t -r pd. C3Y ]Hl' Gold Camp Dr. 140 —_ n.r - •. ''o• •• °i :`*`' c.• r..... r. o- J-. a it any. u r.. N I•rr b+rq .-... •d 6 b Lr. .. n, .a, n.., L.n ro q ,rr,av f."- rnrd.c. .rn iP1. J.e brn 1.or nrn wn .n . r1wd ..wrn nnr, m,. .. . rs, CA (5670 Rinda Cordo 556 I , . .-.. o J Wr.•. tv a.r .hr r' 1•d nb wn nw S. ti. LQ d.r 4•tr wn.d WWF Win ff (, (eotf)772SJSI FAY (f10U40'2S ...G A~• r.[. r -d. .. • S rr.MJ. W>. +.. '•r' tri, cn..., ..id bId•q m,. } N• h K+ -•^r +NI..L WOta IWr, ILn r,ar+ a d IM ,4., Qry. -Q' Yo— rN run w p✓J wd1 1 p. y7-. p y (}.y `1Qq i3u V W YdcuL •`' Coprrlthl (C) 1912 +. .•. .r ..-,. p...• ,., on • ` 1101 al MSCL 5' C O:N mr. t.. r .. n,ur•d b b un• ns•,•.... k h Ir.-.:; rrJ....rd q J""rq, r .cr} rw•. Pair n IM pn Ma DCrlon CYi1Cf [lu(1TER uFJ.f1ER r ulcu 1. Iff] ,.. .—v W „rl .,d .:Jd. n =.C. ,n. a . eJd a Y-aJ ov!QYr•. . Vw r "r9 ury )Ir --tort .•. y. d f.. yr Ia.n On Ir [. vt tl Ge. {vlA 0!•1. nu w44 rns Pnn.i d 1.n bcW rd r!w delrVbu d,LUIV IfYw Jn fes. •,u 'V r yn . r .P+ I r. h .// u.u.Qrp P.r< ' orr+d 0.d J ?-s'a'c Pt ]. . l4 rnud .a r.o-.,m hwu•v r-rq.' r.1....r b.aq b or J .r Otnr,r•cJr .toA NLr. rn j1i. r.nb'u r. ✓J..,. ,rrr.M .ti rnr • rih W S-50D rC rrfK . Iw`. ro oan,•d re .¢fir Y'u0.rr Ir Y M p-'" •i r M.yv d.•.m . M 41.+ rr.ran N)5, .PI NfC ro I .. o ciaa•. nr+d.G. ►o^"n r'a n n k TI -Tr. _A T w • „ JULY 2003 INTERIOR BEARING OFFSET DETAIL o 00 0 00 a MiTek Industries, Inc. --lTd Hd NOTE: INTERIOR BEARINGS MAY SHIFT TO THE LEFT OR RIGHT A DISTANCE EQUAL TO THE DEPTH OF THE BOTTOM (d). (7 1/2" MAX) BOTTOM CHORD PITCH MAY VARY DOUBLE WEB JOINT ' SINGLE WEB JOINT • d d . _- A-` TRIPLE WEB JOINT RE9 ON Nov 13 2001 WEB BRACING RECOMMENDATIONIS1ST-Wr_BBRACr_ - m . Mitek Industries, Inc. , MAXIMUM WEB FORCE (Ibs.) X -BRACE - • ' 1i BAY SIZE 24"O.C. 48"O.C. 72" O.CfTYPf BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERA B C D A B C DC 10'-0" 3680 4600 4600 6900 1344 4600 4600 6900 4034 6382 . 12'-0" 3154 3942 3942 5914 1344 3942 3942 5914 » 3942 5914 14'-0" 2'60 3450 3450 5175 1344 3450 3450 5175 3450 5175 16'-0" 2453 3066 3066 4600 1344 3066 3066 4600 . 3066 4600 181.0" 220P, . 2760 2760 4140 1344 2760 2760 4140 2760 4140 * 20'-0" 2007 2509 2509 3763 1344 2509 2509 3763 2509 3763 * -CONTROLLED BY CONNECTION TYPE BRACING MATERIALS GENERAL NOTES 1. X -BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF ANO/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED ' PROFESSIONAL. 1 X 4 IND. 45 SYP , 2. THESE CALCULATIONS BASED ON LATERAL BRACE CARRYING 2% OF THE WEB FORCE. ' A -OR- 3. X -BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS 1 X 4 92 SRS (DF, HF, SPF) AT APPROX 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-16d COMMON WIRE NAILS. (3-15d NAILS FOR 2X6 MATERIAL) , 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH TWO 16d COMMON WIRE NAILS. (THREE 16d B 2 X 3 #3, STD, CONST (SPF, DF, HF, OR SYP) NAILS FOR 2X6 LATERAL BRACES) S. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. B. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CO. C 2 X 4'#3, STD, CONST (SPF, OF, HF, OR SYP) DSB-89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND HIB 91 HANDLING INSTALLING AND BRACING FOR RECOMMENDATIONS FROM TRUSS PLATE INSTITUTE, ' 583 O'ONOFRIO DRIVE, MADISON, WI. 53719. • D 2 X 6 ii3 OR BETTER (SPF, DF, HF, OR SYP) 7. SEE SEPERATE TRUSS ENGINEERING FOR DESIGN OF WEB MEMBER. B. THE 16d NAILS SPECIFIED SHOULD BE 3.5' LONG AND 0.162- IN DIAMETER, IN ACCORDANCE WITH NOS 1991. NOTE: FOR A SPACING OF 24' O.C. ONLY, MITEK STABILIZER TRUSS BRACING SYSTEMS CAN BE • )' -- ' S.. '-.C"F:: SUBSTITUTED FOR TYPE A, B, C AND D BRACING MATERIAL CROSS BRACING FOR STABILIZERS ARE TC BE PROVIDED AT BAY SIZE IY BE R EO.ABOVE WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKSACING I, STABILIZERS MAY BE REPLACED WITH.WOOD BLOCKING. SEE STABILIZER {" V 66 • ' TRUSS BRACING INSTALLATION GUIDE AND PRODUCT SPECIFICATION. `3 • LJ'!gi 7 .,' J. _ EXF JUNE 30, 200: 1 y4jy''1y , CIVIL a.0981 LATERAL BRACING MATERIAL 16d NAILS ' (SEE NOTES 4 8 8) Q pFEssjo/v i C 46901 Horizonial Blocking Ext', 06130107 rl1 X•BRACING *' MATERIAL (One leg of X -bracing shown dashed for drawing clarity. This leg will require horizontal blocking next to the top and bottom chord so it attaches to the brace plane.) TRUSS WEB v MEMBERS / e 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 regarding fabrlcatlon, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. M iTek® • J • TRU::5E5 6 0. G. TYP. IOn O b" R AGY WIT I WEA (a)(- (9 H A. -YP.. NOTE LRAGE HUST b0 % TIE LENGTH OF TSE WEA. T*b DETAIL lb TO J ,E UbEP Ab AN ALT. FOR=c - - o ,,tr. LATRAI. - t T F, 2 F-- 1 b - p - / [A /--2x3 DR 2 LhTERAL QvLoM- R AGE PER TRU55 y °a oON Fyo pE IGN WITH 2 -IOD NO. C04019 , HO T E . EXP9-30-0 RgTRAINT s oEAb ENn OF t ,R A- INTlR lALS. REFER TO 1Y, -al SUHHAFLY t7I T POR REGOHHENt9ATION OF TSE TRU55 PLATE lNSTUT AUG 1-9 . 9 2003 20 FLOOR i , • • 40 0 • - F, • •. F01 2-5-41 MAX —I FLOOR 1 11 1 GENERAL DETAIL 6720 e T.C. CUT, DRILLED OR NOTCHED IN 1ST PANEL AT EITHER END MIN. 6" FROM END OF T.C. MAX. scale=' SPAN AND HEIGHT AS SHOWN IN CHART BELOW, NO OTHER EXISTING DAMAGE TO TRUSS. NOT DISTURBED NOT DISTURBED -1f3 II 4-0-0 i 1x3 II 3x6 FP= 1 3 ADD ON 4x8 = 1x3 II 3x4 = 1x3 II 3x4 = 1x3 II ~- 4x84-0-0 11x311 1 2 3 d e - .__ _-- 19 Jx1 r.5 M16 FP= 3x4 =3x4 = 4x10 = 48 = MIN. LUMBER SIZE AND GRADE:' MAX LOADING: (PSF) T.C. = 4X2 SPF 165OF 1.5E SPACING = 24" O.C. MAX LENGTH OF DAMAGE TO BE NO MORE B.C.= 4X2.SPF 165OF 1.5E LOAD CASE(S) STANDARD THAN 5" AND PLATES ARE NOT DISTURBED, WEB = dX2 HF STUD 21-M 21-0-0 LOADING(s SPACING 2-0-0 CSI DEFL In (lac)) I/deft PLATES GRIP. TCLL 0 Plales-Inciease 1.00 TC 0.51 Vert LL -0.41 1d >604 M20 185/144 TCDL 10.0 Lumber Increase 1.00 BC 0.99 Vert(TL) -0.63 14-16 >394 M16 127/82 BCLL 0.0. Rep Stress Incr YES WB .0.73 Horz(TL) 0.12 11 n/a BCDL 10.0 Code U8=Q=ANS195 (Matrix) 1st LC LL Min I/dell = 360 Weight: 84 lb LUMBER BRACING TOP CHORD 4 X 2 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except and verticals. . BOT CHORD 4 X 2 SPF 1.650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. VEBS 4 X 2 HF Stud REACTIONS (Ib/size) 17=1239/0-3-8,11=1239/0-3-8 FORCES (Ib) -First Load Case Only TOP CHORD 17-18!101, 1-18=-101, 11-19=101, 10-19=-101, 1-2=-5, 2-3=3528, 3-4=-3528, 4-5=-4726, 5-0=A726, 6-7=-4726, 7-8=-35 S 81t E 10a 5f BOT CHORD 16-17=2049,15-16=4366.14-15=4366,13-14=4726 , 12-13=4366,11-12=2049 4t. P WEBS 9-11=2320, 2-17=2320, 9-12=1688, 2-16=1688, 8-12=-237, 3-16=237, 7-12=956, 4-16=956, 7-13=411, 4-14=411, 5 t= 44 -13=147 NOTES PIA HAEL A. 1 This truss has been checked for unbalanced loading conditions. MALL i 2 All plates are M20 plates unless otherwise indicated. re 3 This truss has been designed with ANSI/TPI 1-1995 criteria.„ 4 Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 on center and fastened to each truss with 3-16d nails. Strongbacks to a ed ta alls e ® ter restrained by. other means. LOAD CASES Standard I . I CIVIL/ ® °-.'13`311 6 s s• MITEK PLATES NOT DISTURBED NOTCH OR General Repair Notes: CUT AND REMOVED OR DRILLED HOLE 6720 • This repair is for cutting, drilling or notching. T.C. in I” panel at either end as shown, 6" of T.C. at either end 0 s S /0 and plating must not be disturbed. All other lumber and plates are intact and undisturbed. ;d Q A ; A ! • THIS REPAIR IS FOR FLOOR TRUSSES WITH SPAN AND HEIGHT SPECIFICATIONS AS y '! -A SHOWN ON ENGINEERING. • Truss must be two point B.C. bearing have webs from B C (bearing) to T.C. in first panel truss symmetry may vary and chase location must stay within center 1/3 of truss- see original truss engineering.. Truss may/ dM tEtt®613012005have no other existing damage. Q' • Shore truss to original geometry prior to repair. C I V 0 • Attach 2x4 SPF 165OF 1.5E add ons as shown nailed to each face of truss w/1 Od gun nails (0.131" die. By 3" 0()F t A ® long) 1 row@s) 3" o.c. chords and webs. Nails to be placed with sufficient edge distances and end distances as to prevent splitting of wood members. Attach bracing and sheathing to -repair. Add on to one face may be used in lieu of add on to both faces where conditions .allow only one face to be repaired. Do not.damage AUG 1 9.2003 repair. • If vertical load at end of truss exceeds 1000 lbs, and no blocking panel MIN. TRUSS MAX. TRUSS MAX. TRUSS exists, vertical blocking (by others) is recommended. HEIGHT HEIGHT SPAN • Mechanical, if in the way, is to be relocated to accommodate repair. Do not use below 1-4-0. This repair was designed using 'a description of existing conditions as 1-4-0 1-5-15 18-0-0 provided by others. 1-6-0 1-11-15 21-0-0 The truss designer performs no field inspection of trusses./ 2-0-0 2-0-0 26-0-0 Do not use above 2-0-0. I SOUTHERN NEVADA SNCMA COMPONENT. *SNCMA-x • MANUFACTURER'S ASSOCIATION 10/20/0.0 To Whom It May Concern: Re: Floor and Roof Truss Overloads The members of the Southern Nevada Component Manufacturer's Association will NOT warrant any products that have been overloaded during construction by "stacking' of gypsum wallboard,plywood or other types of sheathing or vanous,building materials. The amount of materials that may be 'supported without overloading is the roof or floor truss design live load. As an example, 20 sheets of material weighing 2 lbs./sq. ft. will total 40 psf, the typical residential floor design live load; and the entire floor area may be loaded with stacks of 20 sheets or less. Typical residential floor trusses will. support 20 sheets of 1/2". gypsum wallboard, 16 sheets of 5/8" wallboard or 16 sheets, -of 3/4" structural sheathing. . Typical residential roof trusses.will.support 10 sheets of 1/z" structural sheathing. Additional materials may be stored if: The trusses are adequately shored (prior to "stacking' materials) through to the slab below. ✓ Shoring is in place before the -loading occurs. ✓ Shoring placed at. the bottom chord of the truss will not prevent overloading. ✓ Shoring is located at the underside of the roof or floor sheathing, or is located at the underside to the truss top chord. Care should be taken to avoid crushing of the truss member. • ✓ Shoring is properly designed, supported and installed by others. Ll Repair of trusses that have been overloaded is not feasible. Trussed that have been overloaded must be replaced or all warranty is voided. Please refer to each member's proposal and contract for specific warranty provisions. . SOUTHERN NEVADA COMPONENT MANUFACTURER'S ASSOCIATION 4915 N. Berg Street • North Las Vegas, Nevada 89031 22. Job Truss Truss Typo DEMO Cdj- SZr—V4 PIGGYBACK PROVIDE ADEQUATE CONNECTION TO TRANSFER I OUT -OF -PLANE LOADS FROM PIGGYBACKTO MAIN PIGGYBACKTRUSS, REFER TO SEALED TRUSS. ENGINEERING DRAWING. FOR PITCHED > 8112 ATTACH A l(T LONG 2X4 #2 5 -p Q00[12 • H.F. OR BTR SCAB TO ONE FACE OF TRUSS WITH 2 -ROWS OF 10dj OMMON WIRE NAILS SPACED AT 6' O.C. BASE TRUSS, REFER TO SEALED ENGINEERING. 3 <<b► N . KrMurh ... , 2X4 CONTINUOUS PURLINS. ATTACH WITH 2-1013 NAILS INTO EACH MEMBER. FOR SPACING REFER B"XB"X112" CDX PLYWOOD, ATTACHED TO EACH FACE WITH 4-8D NAILS INTO EACH FACE OF EACH -TO.TOP CHORD BRACING"REQUIREMENT ON MEMBER BASE TRUSS ENGINEERING (48' O.C. MAX) —OR - 6•'X4' 20GA NAIL ON PLATE ATTACHED TO EACH FACE WITH THREE 1-1? LONG 11 GA NAILS INTO THIS TRUSS IS DESIGNED TO SUPPORT VERTICAL LOADS AS DETERMINED EACH FACE OF EACH MEMBER —OR— BY OTHERS. VERIFICATION OF LOADING, DEFLECTION LIMITATIONS, 1 -PAIR OF SIMPSON H2.5 (OR EQUAL), ONE FRAMING METHODS, WIND BRACING OR OTHER LATERAL BRACING CONNECTING PURLIN TO PIGGYBACKTRUSS AND THAT IS ALWAYS REQUIRED, IS RESPONSIBILITY OF THE PROJECT ONE CONNECTING THE PURLIN TO THE BASE ARCHITECT OR ENGINEER.ADDITIONAL TEMPORARY AND PERMANENT TRUSS (48- O.C. MAXIMUM) BRACING FOR STABILITY DURING AND AFTER INSTALLATION THAT IS ALWAYS RECOMMENDED, IS THE RESPONSIBILITY OF THE PROJECT *PLYWOOD GUSSETS O.C. SPACING AT REQUIRED, ARCHITECT OR ENGINEER (FOR GENERAL GUIDANCE SEE HIB -91 FROM TPI). TIC, BRACING FOR BASE TRUSS (4B"MAX.)- AUG 1 9 2003 STANDARD PIGGYBACK CONNECTION DETAIL . DTE'_ EAcE1 PMk s ' Q OFti iy, , _ PGoVE j (►n r -C KA 4 - GtI EE/ NJ - o RE06NG ;t YU jD In w W Exp: 06/ W4 --t -30 FEB. 1, 2000 LJt-7 • (R j . . 0 00 0 00 LkL-LIM MTek Industries, Inc. BEARING.BLOCK DETAIL REFER TO INDIVIDUAL TRUSS -DE -SIGN - FOR PLATE SIZES AND LUMBER GRADES IMPORTANT This detail to be used only with one ply trusses with a D.O.L. lumber increase of 1.15 or higher. Trusses not fitting these criteria should be examined individually. 3-8 ACTUAL BEARING SIZE BOTTOM CHORD SIZE . AND NAILING PATTERN 2x4 BOTTOM CHORD 2 ROWS @ 3- O.C. IS TOTAL NAILS) 2x6 BOTTOM CHORD 3 ROWS @ 3. O.C. 0 2 TOTAL NAILS) 2x8 BOTTOM CHORD 4 ROWS @ 3- O.C. 0 6 TOTAL NAILS) MINIMUM EL HEIGHT LUMBER GRADE SYP OF. HF SPF SYP DF HF SPF SYP OF HF SPF ALLOWABLE REACTION (lb) * . 2966 3281 2126 2231 2966 3281 2126 2231 2966 3281 2126 2231 CASE 1 BEARING BLOCK ALLOWABLE LOADS 929 855 736 726 1393 1282 1104 1089 1858 1710 1472 1452 ST-BLCK1 BEARING BLOCK & WOOD BEARING ALLOWABLE LOADS ALLOWABLE LOAD (lb) 3895 4136 2862 2957 4359 4563 3230 3320 4824 4991 3598 3683 NOTES: 1. USE LOWER OF TOP PLATE OR TRUSS WOOD SPECIES. 2.THE END DISTANCE, EDGE DISTANCE. AND SPACING OF.NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. NAILS DESIGNATED ARE 10d (.131' DIAM. x 3-) FOR BEARINGS NOT NEARER THAN 3" TO THE END OF A MEMBER (CASE 2), THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.1.0 LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SYP..= 565 psi DF = 625 psi HF = 405 psi SPF = 425 psi NOTE: VALUES DO NOT INCLUDE MSR LUMBER WITH '•E" VALUES GREATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER. 12" BLOCK TOTAL EQUIVALENT BEARING LENGTH 0-4-9 0-4-6 0-4-11 0-4-10 0-5-2 0-4-13 0-5-5 0-5-3 0-5-11 0-5-5 0-5-14 0-5-12 EXP iv 1• °. CIVIL mad ,nr0. Ogg % - g t F ESSI v .Z C 46901 IT EXP. 06/30/07 - A WARNING - Verify design parameters and READ NOTES ON TATS AND REVERSE SIDE BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for on Individual bullding 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. Addltional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance (egarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. 241-. MiTeke ERG BLOCK TO BE SAME 12- BLOCK SIZE, GRADE. & SPECIES AS EXISTING BOTTOM CHORD. I APPLY TO ONE FACE OF TRUSS NOTES: 1. USE LOWER OF TOP PLATE OR TRUSS WOOD SPECIES. 2.THE END DISTANCE, EDGE DISTANCE. AND SPACING OF.NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. NAILS DESIGNATED ARE 10d (.131' DIAM. x 3-) FOR BEARINGS NOT NEARER THAN 3" TO THE END OF A MEMBER (CASE 2), THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.1.0 LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SYP..= 565 psi DF = 625 psi HF = 405 psi SPF = 425 psi NOTE: VALUES DO NOT INCLUDE MSR LUMBER WITH '•E" VALUES GREATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER. 12" BLOCK TOTAL EQUIVALENT BEARING LENGTH 0-4-9 0-4-6 0-4-11 0-4-10 0-5-2 0-4-13 0-5-5 0-5-3 0-5-11 0-5-5 0-5-14 0-5-12 EXP iv 1• °. CIVIL mad ,nr0. Ogg % - g t F ESSI v .Z C 46901 IT EXP. 06/30/07 - A WARNING - Verify design parameters and READ NOTES ON TATS AND REVERSE SIDE BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for on Individual bullding 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. Addltional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance (egarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. 241-. MiTeke ST-STRGBCK LATERAL BRACING RECOMMENDATIONS AUG. 16, 2001 USE IVIG I AL t r"MINU ANCHOR TO ATTACH TO BOTTOM CHORD TO MINIMIZE VIBRATION COMMON TO ALL SHALLOWVFRAMING SYSTEMS, 2x6 "STRONGBACK" LATERAL SUPPORTS SHOULD BE LOCATED EVERY .8 TO 10 FEET ALONG'A FLOOR TRUSS. STRONGBACK MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTEN TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. USE METAL FRAMING ANCHOR TO ATTACH TO TOP CHORD ATTACH TO VERTICAL WEB WITH (3) - 10d COMMON WIRE NAILS BLOCKING BEHIND THE VERTICAL WEB IS RECOMME IDED WHILE ATTACH TO VERTICAL SCAB WITH (3) - 10d COMMON WIRE NAILS ATTACH 2x4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) - 10d INSERT SCREW THROUGH OUTSIDE EDGE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) n, law V4 0-T EXP JUNE 30, 2004 `, CIVIL ATTACH TO CHORD a •USP.11.n WITH TWO #12 x 3- ""rWS (216" DIAM.) ATTACH TO VERTICAL WEB WITH (3) - 10d COMMON WIRE NAILS ATTACH TO VERTICAL SCAB WITH (3) - 10d COMMON WIRE NAILS TRUSSES 4-0-0 / (TYPICAL SPLICE) INSERT SCREW THROUGH OUTSIDE EDGE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) 2x6 AS REQUIRED BLOCKING SIDEWALL THE STRONGBACKS SHOULD EITHER BE SECURED TO ADJACENT PARTITION WALLS OR ALTERNATE "X" -BRIDGING SHOULD BE USED TO TERMINATE THE BRACING MEMBERS. IF SPLICING IS NECESSARY, USE A 4'-0" LONG SCAB CENTERED OVER THE SPLICE AND JOIN WITH (12) - 10d NAILS EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4'-0" AND FASTEN WITH (12) - 10d COMMON WIRE NAILS STAGGERED AND EQUALLY SPACED. /(TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL) STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE:BOTTOM CHORD OF THE TRUSS. 10QROF ESS/o C. G C 46901 , *\ EXP. 06/30/07 /* un, 25 A WARNING - VertN 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 regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. M iTek ffl ----- 001474 ]_________ <c<A.C.E.S Version 5.7>> »____ - Tue Mar 30'08:27:11 1993 Truss ID HIPRAFTER Family #. ' : 205 • HIPRAFTE Top -Pitch -:-4_/12-----__ o ectQuanti.ty====1 OTta- t 12 170i 2.8,5, 0. , ►"f • ,, " RED G w O 04 c TO PK.g 55 33 RISE:6_11_15- HEIG_HT:0-3-15___________________________________ MINIMUM GRADE OF LUMBER I NG ( PSF:=) __-- - TOP CHORD : 2 * 4 No. 1. 91 DF --L -L. b BOT CHORD:2*4 No. 91 DF -L 16 14 WEBS :2*4__STANDA.RD_91_DF==_= T:l, 0 10 •_=__________--------------- .25 SPACING • .24.0 in. o. c. R,INC.: LUMB = 1.25 PLATE 1NO. OF.MEMBERS = 1 ? T ITIVE STRESSES NoT -a :P,E MITEIC M20-186,147 MANUFACTURED.FROM ASTM A'446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) :•UST BE INSTALLED.ON EACH FACE OF JOINT, SY„ANENTCANDYTEEXCEPTRASBRA ING(UHICH I +ALUAYS. FORMS REOD)CONSULTGBLDGEARCHITECTCOR ENGINEER. :=SIGN IS FOR TRUSS FABRICATION ONLY.FOR PER • • AU 6 1 2003 26