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Santerra TR 32225 (Plans 1A, 3B & 4A) Truss CalcsSANTERRA LA QUINTA, CA 11-11-2009 CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE Z,07-5 2l 2( �' 2� 2007 e:5s. ll NOV 12 2009 WET STAMPED SUBMITTAL SET 4/ BRACING WOOD TRUSSES: COMMENTARY AND RECOMMENDATIONS © TRUSS PLATE INSTITUTE, INC., 1976 144 The design of wood trusses in accordance with TPI design criteria assumes: However carefully wood trusses are designed and fabricated, all this is at stake in the final erection and bracing of a roof or floor system. It is at this critical stage of construction that many of the really significant design assumptions are either fulfilled or ignored. If ignored, the consequences may result in a collapse of the INTRODUCTION structure, which at best is a substantial loss of time and materials, and which at worst could result in a loss of life. In recognition of the inherent safety of a properly braced roof system, the apparent lack of knowledge of how, when, and where to install adequate bracing, and in the interest of public safety, the Truss Plate Institute, Inc., in consultation with its Component Manufacturers Council membership, has undertaken the preparation of these recommendations. Substantial concentrated study and deliberative review by the TPI Technical Advisory Committee (comprising a membership of the chief structural engineers of member plate manufacturing companies, representatives of the academic community, and independent consulting engineers) have devoted to this effort. Consultation with the TPI Component Manufacturers Council has resulted in bringing practical field handling and erection problems into a sharper focus. Inclusion of the tentative recommendations for on -site handling and erection procedures is one direct result of the conultations. It is planned to study further and enlarge upon these tentative recommendations. While the recommendations for bracing contained herein are technically sound, it is not intended that they be considered the only method for bracing a roof system. Neither should these recommendations be interpreted as superior to or a standard that would necessarily be preferred in lieu of an architect's or engineer's design for bracing for a particular roof system. These recommendations for bracing wood trusses originate from the collective experience of leading technical personnel in the wood truss industry, but must, due to the nature of responsibilities involved, be presented only as a guide for the use of a qualified building designer, builder, or erection contractor. Thus, the Truss Plate Institute expressly disclaims any responsibility for damages arising from the use application, or reliance on the recommendations and information contained herein by building designer or by erection contractors. Continuous lateral bracing as required (part of buse design) Figure 1(a) Compression webs: before and after buckling. 4— Continuous lateral bracing I I maintains spacing, but ( permits lateral buckling t I of all web members at I I the same time Beanngfortrusses Figure 1(b) It is recommended that diagonal bracing (minimum 2-inch thick nominal lumber) be installed at approximately a 45 degree angle to the lateral brace. Diagonal bracing should be attached to the opposite side of the same member required lateral bracing. This bracing may be continuous or intermittent at the building designer's option; however, it is recommended that intermittent spacing not exceed 20 feet, or twice the horizontal run of the diagonal bracing. The ground braces should be located directly in line with all rows of top chord continuous lateral bracing. Otherwise, the top chord of the first truss can bend sideways and allow the trusses to shift. This shift, however slight, puts a tremendous strain on all connections of the bracing system, i.e., the weight of the trusses would then be added to any wind force or construction load such as bundles of plywood or roof shingles tending to tip the trusses over. All nailing of bracing should be done so that if the trusses should tend to buckle or tip, the nails will be loaded laterally, not in withdrawal. It is not recommended to nail scabs to the end of the building to brace the first truss. These scabs can break off or pull out, thus allowing atotal collapse. As trusses are set in place, the builder or erection contractor must apply sufficient temporary bracing to hold the trusses plumb, in alignment and in a safe condition until the permanent bracing, decking and/or sheathing can be installed. Temporary bracing should be not less than 2x4 dimension lumber and should be as long as practical for handling. The use of short spacer pieces of lumber between adjacent trusses is not recommended, unless used temporarily in preparation for immediate installation of longer continuous bracing (8-feet minimum length). Temporary bracing lumber should be nailed with two double headed 16d nails at every intersection with the braced member. Pre -assembly of groups of trusses, on the ground, into structurally braced units which are then lifted into place as assemblies is an acceptable alternateto the one -at -a -time method. Exact spacing between trusses should be maintained as bracing is installed to avoid the hazardous practice of removing bracing to adjust spacing as sheathing is applied. This act of "adjusting spacing" can cause trusses to topple if a key connection is removed at the wrong time. Truss bracing must be applied to three planes of reference in the roof system to insure stability: 1. Top chord (sheathing) plane, 2. web member plane or vertical plane perpendicular to trusses, and 3. bottom chord (ceiling) plane. 1. Top Chord Plane. Most important to the builder or erection contractor is bracing in the plane of the top chord. Truss top chords are susceptible to lateral buckling before they are braced or sheathed. It is 7 The Truss Plate Institute "Design Specifications for Light Metal Plate Connected Wood Trusses" are recommended for the design of individual wood trusses as structural components only. Lateral bracing, as may be required by design to reduce buckling length of individual truss members, is a part of the wood truss design and is the only bracing that will be specified on the truss design drawings. Lateral bracing is to be supplied in the size specified and installed at the location specified on the truss design drawings by the builder or, erection contractor. The building designer or inspector must ascertain that the specified lateral bracing is properly installed and that this bracing is sufficiently anchored or restrained by diagonal bracing to prevent its movement. Special design requirements, such as wind bracing, portal bracing, seismic bracing, diaphragms, shear walls, or other load transfer elements and their connections to the wood trusses must be considered separately by the building designer. He shall determine size, location, and method of connecting for diagonal bracing as needed to resist these forces. Diagonal or cross bracing is recommended in the plane formed by the top chords, in the plane formed by the bottom chords and perpendicular to the truss web members, as needed for the overall stability of the entire structure. Truss bracing and connection details should be shown on the building designer's framing plan as part of the design drawings. Bracing materials are not usually furnished as part of the wood truss package, and should be provided by the builder or erection contractor. The builder or erection contractor is responsible for proper wood truss handling and for proper temporary bracing. He must assure that the wood trusses are not structurally damaged during erection and that they are maintained in alignment before, during, and after installation. Temporary or erection bracing may follow, but not necessarily be limited to, the building designer's framing plan. It is recommended that erection bracing be applied as each truss is placed in position. 2 ,—Sheathing Figure 1(c) _Anchorage (by building designer) into solid end wall - restrains lateral bracing, thereby preventing eb buckling. �—Continuous lateral bracing. Compression web r Ceiling Sheathing Compression web -sloping or vertical Continuous lateral bracing. Diagonal brace nailed to opposite side of web prevents lateral movement and should be repeated at approximately 20 feet intervals. Ceiling Figure 1(d) STAGE TWO: During Truss Erection the builder or erection contractor must take adequate precautions to assure that the wood trusses are not structurally damaged. Proper rigging, including the use of spreader bars and multiple pick-up points, where required, is necessary to prevent damage during handling; tentative recommendations are presented in the Appendix hereto. It is most important to brace the first truss at the end of the building securely. All other trusses are tied to the first truss, thus the 5 Recommended that continuous lateral bracing be installed within 6 inches of the ridge line or center line and at approximately 8 feet to 10 feet intervals between the ridge line of sloped trusses or center line of flat trusses and the eaves. For double member trusses this spacing between laterals may be increased to 12 feet to 14 feet. Diagonals, located between the lateral bracing and set at approximately 45 degree angles, form the triangles required for stability in the plane of the top chord. NOTE: Long spans or heavy loads may require closer spacing between lateral bracing and closer intervals between, diagonals. Figure 3(a) illustrates temporary bracing in the plane of the top chord for gable trusses If possible, the continuous lateral bracing for the top chord should be placed on the underside of the top chord so that it will not have to be removed as the plywood decking is applied. The trusses are then held securely even during the decking process. It is equally important for the builder or erection contractor to install bracing in the plane of the top chord for flat roof or floor trusses. The use of a similar bracing pattern is recommended for all flat trusses. Particular attention is directed to bracing at the end of flat trusses as shown in Figure 3(b). 2. Web Member Plane. -It is also necessary to install temporary bracing in the plane ofthe web members. This bracing is usually For single member truss (1 ''A inch thickness) ----- For double member truss (3 inch thickness) Located within 6 inches of ridge line Repeated diagonals at approximately / 20 feet intervals / j 2-16d double headed nails NOTE: ! ^-1 rozimate45° 1 J Bracing span trusses may require closer _ �-- spacing. "Lap lateral bracing over Top chord at least two trusses. Typical nailing Figure 3(a) 8 1. Truss members are initially straight, uniform in cross section, and uniform in design properties. 2. Trusses are plane structural components, installed vertically, braced to prevent lateral movement, and parallel to each other at the design spacing. 3. Truss members are pinned at joints for determination of axial forces only. 4. There is continuity of chord members at joints for determination of moment stresses. 5. Compression members are laterally restrained at specific locations or intervals. 6. Superimposed dead or live loads act vertically, wind loads are applied normal to the plane of the top chord, and concentrated loads are applied at a point. 7. In addition to the lateral bracing specified by the truss designer, the building designer will specify sufficient bracing at right angles to the plane of the truss to hold every truss member in the position assumed for it in design. 8. The building designer (not the truss designer) will specify sufficient bracing and connections to withstand lateral loading of the entire structure. The theory of bracing is to apply sufficient support at right angles to the plane of the truss to hold every truss member in the position assumed for it in design. This theory must be applied at three stages. STAGE ONE: During Building Design and Truss Design individual truss members are checked for buckling, and lateral bracing is specified as required for each truss member. The building designer must specify how this lateral bracing is to be anchored or restrained to prevent lateral movement should all truss members, so braced, tend to buckle together as shown in Figure 1(b). This may be accomplished by: 1. Anchorage to solid end walls (Figure 1(c)). 2. Diagonal bracing in the plane of web members (Figure 1(d)). 3. Other means as determined by the building designer. NOTE: Locate ground braces for first truss directly in line with all rows of top chord continuous lateral bracing (either temporary or permanent) Figure 2(a) Ground brace First truss to be well braced before erection of additional units Searing for trusses Ground End diagonals to ground stakes Figure 2(b) bracing system depends to a great extent on how well the first truss is braced. One satisfactory method is for the first truss top chord to be braced to a stake driven into the ground and securely anchored. The ground brace itself should be supported as shown in Figure 2 or it is apt to buckle. Additional ground braces, in the opposite direction, inside the building are also recommended. Lap lateral bracing over at least two trusses. Repeat diagonals at approximately /20 feet intervals. installed at the same locations specified on the architectural plan for permanent bracing, and may become part of the permanent bracing. It is recommended that diagonal bracing be added at each web member requiring continuous lateral bracing. If none is specified, it is recommended that it be placed at no greater than 16 feet intervals along the truss length for roof trusses and 8 feet intervals for floor trusses. It is not generally necessary for diagonal bracing to run continuously for the full length of the building but it is recommended that the spacing between sets of diagonal bracing not exceed 20 feet, or twice the horizontal run of the diagonal bracing. Rows of 2x6 strong -backs may also be used to brace floor trusses where diagonal bracing is impractical. Figure 4(a) illustrates diagonal bracing in the plane of the web members; Figure 4(b) illustrates the lateral mdvement that may occur if lateral bracing is used without diagonal bracing. 3. Bottom Chord Plane. In order to hold proper spacing on the bottom chord, temporary bracing is recommended in the plane of the bottom chord. Continuous lateral bracing at no greater than 8 feet to 10 feet on centers along the truss length is recommended full length of the building, nailed to the top of the bottom chord. Diagonal bracing 9 74'-6" NO V'1 2009 6 14'-0" SE v.v.�� •� U.V. 2" STUB 7'-0" SPAN 23'-0" 10'-0 1 2" 7'-1 1 "_ SPAN 13'-0 1 /2" FRONT�. No. 38409 Exp. 3/31/11 OFcA_\O _ - Z �< t0 I I U - V w t as V w Z A ( Cc I— Z ■,II'7 _U �J mNU W Z p Z O N a a-v Z In io 0 o Z 0 n o w' ¢ I^ YJ O U W = zw m -wO O\ a m V O Nam 2 O N < m U Z� In OI O U fV 2 Q L 0 ir m W I I Q N N LL CD O O LL r 0 z > 51 5 a w Z LL O I to c) m N 1n w00 NOTE: , ¢��-- -4:12 ROOF PITCH, UNO. —1 2" OVERHANG, UNO. Z —(2) FAU'S IN ATTIC. Q —TRUSSES AT 24" O.C., UNO QQ —ALL BEAMS TO BE B/O I J —SIMPSON HANGERS OR EQ. B/O IzQ J —SOFFIT BELOW PLATE B/O W W —SEE STRUCTURAL PLANS FOR F—F— p Z RIDGE AND SHEAR BLOCKING ZZ Q <<,^< Za a� OV/V/ NOV : ` 2009 23'-9 1 /2_ SPAN z a tn I o 0 23'-0- SPAN 14'-0" 13'-0" STUB 27'-0" SPAN L—� FRONT NOTE: —3/8:12 SLOPE, UNO —0" OVERHANG, UNO. —(2) FAU'S IN ATTIC. —TRUSSES AT 24" O.C., UNO —ALL BEAMS TO BE B/O —SIMPSON HANGERS OR EQ. B/O —SOFFIT BELOW PLATE B/O —SEE STRUCTURAL PLANS FOR RIDGE AND SHEAR BLOCKING �2 No. 38409 , Y Exp. 3/31/11 /V C) U �J z U O � � U U r� aW V w va c � N V6 Z W 0) rw WO Z US Y. Z Ir C7 m V1 U O a Nvi W ~ W � w � U0 � O Z Z W O K O W Q U 2 � m J W � = W 30Q T (n Z o NaQ Zcl } o Q T M Ua W Z O7 W �N Q W ti 2 � O � N V Z � Q � S � U I I I Q W) mN 0 JZ za w � w LL 0 wl Q 0 II 0 4 0 U\ � 0 J z Q Q Q x x J xx J ww 3:) o z ZZ> m < zW QM o V) cn � � Wz o Nov 5'-6" SB FRONT � o. 38409 � Exp. 3/31/11 s J U I � w �S � Z N O = r^ N vj U m N U O N a I W Z� w � OO Z W Z O r O N g x —I m O Q _gym J=o ¢oQ Q T N 3zr 1 m J m U aam NULL n _ V In I Q ¢ r fl'1 v N z< -4 X o N �Q OM Z O � U I-- _11 I N =� Q 0 — a: N W yII Q JI I LL h � N V Q O y ZQ > J J a w N Z > L m N w „ LL _llll I °' o C) I 't 0 I 0 wM �� NOTE: -4:12 ROOF PITCH, UNO. -1 2" OVERHANG, UNO. J -(2) FAU'S IN ATTIC. Q -TRUSSES AT 24" O.C., UNO Q Q -ALL BEAMS TO BE B/O Of (h ..I -SIMPSON HANGERS OR EQ. B/O (ifQ _J -SOFFIT BELOW PLATE B/O W W :) -SEE STRUCTURAL PLANS FOR F_ F o Z RIDGE AND SHEAR BLOCKING Z Z r 'I � a Q m,V)0 o� Wa DEVELOPER: SANTERRA PROJECT NAME: SANTERRA LOCATION: LA QUINTA, CA TRACT No: DATE: NOVEMBER 1 1, 2009 JOB No: Es 0dS-054 REVISIONS: TRUSS ENGINEERING DESIGNED PER THE 2007 CALIFORNIA BUILDING CODE PLATES: TP-500 - I.C.0 ESR REPORT #2765 L. A. CITY RESEARCH REPORT #23996 MT-20 - I.C.0 ESR REPORT #1 9B6 L. A CITY RESEARCH REPORT # 25370 MINIMUM PLATE DESIGN VALUES HAVE BEEN USED IN THE DESIGN OF THE TRUSSES DATE: NOV 112009 SAI WAN Li P. E THE ATTACHED SHOP DRAWINGS, 1 3950 YORBA STREET []4081 CALLE TESORO, SUITE A []30520 RANCHO CALIFORNIA ROAD 04476 SKYWAY DRIVE CALCULATIONS AND LAYOUT PLANS ARE DESIGNED CHINO, CA 91 71 ❑ 909/ 59 1 -9256 CAMARILLO, CA 9301 2 SUITE 1 07-75, TEMECULA, CA 92591 B05/3BB-2055 ❑LIVEHURST, CA 95901 FOR THIS SPECIFIC PROJECT AND ARE VALID ONLY IF BOUND, AND FAX: 909/628-7352 951 /24D-76B6 FAX: 805/3BB-191 3 FAX: 951 /24❑-7837 530/740-7750 THE COVER SHEET BEARS THE ORIGINAL FAX: 530/740-7754 SIGNATURE OF SAI WAN Li P. E - ANY LOOSE SHEETS THAT ARE PART OF THIS REACH US ON THE WEB AT WWW.HANSONTRUSS.COM SUBMITTAL MUST ALSO BEAR HIS ORIGINAL SIGNATURE 1-JANSON TRUSS, INC. GENERAL NOTES 'I. Ho splices except as noted on truss drawings. + 2. Panel point locations shall be equal divisions unless noted or dimensioned otherwise. 3. Gusset plates shall be installed on each side of all joints and shall not be installed where knots or wane are greater than 10% of plate area. 4. Gusset plates shall be centered on joints unless noted or dimensioned otherwise. 5. Truss designs shall comply with ANSI/T.P.I — 1-2002 unless noted otherwise. 6. All gusset plates are 20 gauge and stamped TP. Unless doled otherwise. 7. All hangers specified are Simpson strong -tie or equal and are provided by others unless noted otherwise. 8. All trusses are spaced at 24" on center unless dimensioned otherwise. 9. Moisture content in the kirilber used nlay exceed 19% at the time of fabrication. A 20°'o reduction in plate values has been used. '10. The Hanson Truss, Inc., engineering program is In compliance with section 2303.4 of the 2007 C.B.C. All heel joint connections are designed using an analysis Considering the vector srlm of concentric and eccentric loads. 11. All nails specified are to be box nails or better. ABBREVIATIONS ^� B•C• Bottom Chord MGOV. Mono gable over B/O By Others O.A.H.S. Overall heel stand BKG Backing OC On Center BLK. Blocking PLIF Pound per linear foot BM. BRG. Beam Bearing PIv One Truss of a nullliple-Truss assembly CBO Conventional framing by others Rbclg S.13 Repetitive bending factor Setback DBL. Double rnember Sc. Scissor (sloped or vaulted) DR..BM. Drop Beam ScBI(G Scissor Backing FILL Vertical 0 16" o.c ScGET Scissor gable encl truss FL. BM. GET Hush Beam $OF. Soffit (Non-SIFLICtUral) Gable end truss SPL.. Splice GIR Girder truss STEI. Stub GOV. Gable over T.C. Top chord. I-IGR INV. GOV. Flanger(s) Inverted gable over U.N.O. Unless noled Otherwise JKS Jacks w/ w/o With With out MBKG Mono Backing MGET Mono gable end truss BASF IIFRI(ZNI 1/AI IInc ccio •�r v1n_v1av/11_r_r LJ KAUtIJ 1_UIVIBER SPECIES 3 SIZE ---- — COMMERCIAL CLASSIFICALOflN GRADING GRADES RULES Tension AGENCY Parallel Shear Compression Compression Modulus of X25.4 for mmTo Parallel to Perpendicular Parallel to Elasllcily E grain Fr (train Fv to grain F� 1 grain F� DOUGLAS riR LnRCtI - ----- — — ----- Select Slrucl_ _ 1,500 __ 1000 180 625 1,700 _1 900,000_ -- Ido l &Better 2" l0 4" Ihlck 1200 80p 1_ 80 625 1550 _11800,000__ 1,000 675_ 180 625 1500 _1�700 000_ hlo2 2" and wider 900_---575 180 625 1350 1,600,000 WCl_IB _Stud _ -- _700 _-_450_ 180 625 850 — ...... WWPA Construction_ 2" to 44"' thicker 1,000 _ 650_ 180 625 1650 _I 500,000 _ S_lan_dard 575 375 180 -- - 625_-- 1400 _I 400 000 ARII IO.TESIOclober2oo7 — —' -- 9 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 2-Ply TC 7-8 NO2 DFL 2x4: P=563C 0.013 Mm=4273 Mp=1462 0.919= 0.932 BC 9-8 NO2 DFL 2x4: P=406T 0.072 Mm=2641 Mp=2763 0.535= 0.606 WB 4-10 STDB DFL 2x4: P=3115C 0.832 MOD 4-5 1&B DFL 2x4: P=1676T 0.213 Mm=2268 Mp=5335 0.774= 0.987 TC AXIAL: 1-2 -2185, 2-3 -2040, 3-4 -1931, 4-5 1676, 5-6 1676 6-7 -888, 7-8 -952 BC AXIAL: 1-12 2061, 12-11 1481, 11-10 1481, 10-9 -611, 9-8 872 WB AXIAL: 2-12 -389, 12-3 117, 12-4 581, 11-4 100, 4-10 -3115 10-5 -527, 10-6 -1638, 6-9 994, 9-7 -362 3-7 10 DFL 2x4 Jt: X,Y 1: 1,0.3 8: 4,0.3 1/4"=1' 8'-0" 2'-8 1/4" 12 3X8 4 r— - *6X14 *3X5 BASE LOADS: 1.25: 20 14 10 6 PSF Wind: Exp B, Spd 85 LC1: 1.25: 40 28 30: 3-7 174,3 566,7 566 LC2: UNBALANCED LIVE LOADS. LC3: 1.25: 80 56 24: LC4: 1.6: 0 19 20: 3-7 49,3 160,7 160,1-8 S-39 wind *2x4 Bracing By Others 2 3 4 5 6 7 1 8 12 11 ?0 9 ° 37.21 RCTS: 1 10 8 MX VRT: 1600 4924 904 @ Carrier 2-Ply: Nail TC w/16d @ 9in oc Nail BC w/16d @ 12in oc * 2Y*3 * 46 * 3X5 12 14 PENN- - 1; TMd 3X8 SANTERRA - 2007 CODE - LA OUINTA\WORKING\PLAN 1\A1 2X3 6X15 sX(O (panel pts equal division uno) 37'-6" 3X5 UNO GRAD SPEC SIZE TC: NO2 DFL 2X4 BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 SPCG: PLF oc 2-PLY TCLL: 40 PLF TCDL: 28 x1.05 13CLL: BCDL: 30 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP500 20g uno Centered on joint UNO C C38409 D Exp. 3-31-11 sgTF NZ, CI V I�_ P�~ OF CALIFO Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON '-6" TRUSS, INC. DATE: 11 / 10/09 TE Defl @ 3: TL= .28in L/930 LL= .12in L/999 Kcr=1.5 Laterally brace B/C with gypsum shtg. or cont. lateral sut DRWG Its —I Al not to exceed 10' oc PLAN 1 U z D z 0 07 Z Q 2 m W QI EE Q U_ z 1 D 7 J 7 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-Ply TC 8-9 NO2 DFL 2x4: P=4086C 0.279 Mm=1597 Mp=1303 0.457= 0.735 BC 1-13 NO2 DFL 2x4: P=3833T 0.678 Mm=874 Mp=155 0.169= 0.847 WB 3-12 STDB DFL 2x4: P=762C 0.547 TC AXIAL: 1-2 -4086, 2-3 -3776, 3-4 -2916, 4-5 -2693, 5-6 -2693 6-7 -2916, 7-8 -3776, 8-9 -4086 BC AXIAL: 1-13 3833, 13-12 3341, 12-11 2777, 11-10 3341 10-9 3833 WB AXIAL: 2-13 -354, 13-3 412, 3-12 -762, 12-4 646, 12-5 -153 5-11 -153, 11-6 646, 11-7 -762, 7-10 412, 10-8 -354 Jt: X,Y 1: 1,0.3 9: -1,0.3 1/4" =1' SANTERRA - 2007 CODE - LA QUINTA\WORKING\PLAN 1\A2 BASE LOADS: 1.25: 20 14 10 6 PSF Wind: Exp B, Spd 85 LC 1: 1.25: 40 28 12: LC2: 1.25: 0 28 20 12: LC3: 1.6: 0 19 8: 1-9 S-39 wind 4 5 6 ROTS: i y MX VRT: 1510 1510 MX UPL: -208 -208 *2x4 Bracing By Others Defl @ 5: TL= .81in L/551 LL= .32in L/999 Camber 1/2in Kcr=1.5 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE ,Tcg NO2 DFL 2X4 BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 SPCG: 24 OC TCLL: 40 PLF TCDL: 28 xl.05 13CLL: (20) BCDL: 12 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP500 20g uno Centered on joint UNO U Z 07 07 D z 0 U) Z Q 2 m W F— LU C38409 D m Exp. 3-31-11 LL sgTF CIVIL Q�~� OF CALIF 0 z Hanson Truss, Inc. and U signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless 0 specifically fabricated by Hanson Truss, Inc. HANS ON TRUSS, INC. z Q DATE: 11/10/09 JE DRWG #s ..I PLAN 1 Z I� Multiple.Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-Ply , TC 6-7 10 DFL 2x4: P=3938e 0.279 Mm=2251 Mp=2036 0.536= 0.815 BC 1-101&B DFL 2x4: P=2723T 0.346 Mm=2139 Mp=2697 0.391= 0.73T WB 3-9 STDB DFL 2x4: P=920C 0.967 TC AXIAL: 1-2 -3938, 2-3 -3529, 3-4 -2462, 4-5 -2462, 5-6 -3529 6-7 -3938 BC AXIAL: 1-10 3675, 10-9 3068, 9-8 3452, 8-7 3675 WB AXIAL: 2-10 -539, 10-3 534, 3-9 -920, 9-4 1174, 9-5 -920 5-8 537, 8-6 -539 It Jt: X,Y 1:1,0.3 7: 4,0.3 1/4" = F 18'-9" SANTERRA - 2007 CODE - LA OUINTA\WORKING\PLAN 1\A3 BASE LOADS: 1.25: 20 14 10 6 PSF Wind: Exp B, Spd 85 LC 1: 1.25: 40 28 12: LC2: 1.6: 0 25 11: 1-7 +-134H,1-9 -+269H LC3: 1.25: 0 28 20 12: LC4: 1.6: 0 19 8: 1-7 S-39 wind 4 RCTS: 1 / MX VRT: 1517 1517 MX HOR: 19 0 1-9 +269H 1-9 -269H MX UPL: -204 -204 NOTE: TRUSS TO TRANSFER 5000 LBS MAX LATERAL FORCE 6'-6 15/16" *2x4 Bracing II UNO GRAD SPEC SIZE By Others .r,.. 1&13 DR, 2X4 Bc: 1&B DFL 2X4 wEB: STDB DFL 2X4 SPCG: 24 oc TCLL: 40 PLF TCDL: 28 xl.05 BCLL: (20) BCDL: 12 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP500 20g uno Centered on joint UNO C38409 Exp. 3-31-11 sq�F IV OF CALIFO Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE:.11 / 10/09 DRWG #s Defl @ 9: TL= .76in L/588 LL= .3in L/999 Camber 7/16in Kcr=1.5 A3 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc PLAN 1 JE U Z N F.. z 0 U) z Q 2 } m 12 W f" Q U 9 • Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-Ply TC 1-2 NO2 DFL 2x4: P=2719C 0'.182 Mm=2340 Mp=2412 0.665= 0.847 BC 9-8 NO2 DFL 2x4: P=522T 0.092 Mm=1841 Mp=4330 0.838= 0.930 WB 3-9 STDB DFL 2x4: P=933C 0.981 MOD 6-7 1&B DFL 2x4: P=708T 0.090 Mm=3860 Mp=4755 0.690= 0.780 TC AXIAL: 1-2 -2722, 2-3 -2302, 3-4 -1205, 4-5 -1194, 5-6 746 6-7 738 BC AXIAL: 1-10 2524, 10-9 1829, 9-8 768, 8-7 -656 WB AXIAL: 2-10 -502, 10-3 545, 3-9 -933, 9-4 410, 9-5 400 5-8 -1872, 8-6 -548 4-7 1&B DFL 2x4 187-9" Jt: X,Y 1: 1,0.3 7: -1,0.3 1/4"=V SANTERRA - 2007 CODE - LA OUINTA\WORKING\PLAN 1\A4 BASE LOADS: 1.25: 20 14 10 6 PSF Wind: Exp B, Spd 85 LC 1: 1.25: 40 28 12: 8-7 30 LC2: UNBALANCED LIVE LOADS. LC3: 1.25: 0 28 20 30: 1-8 32 LC4: 1.6: 0 19 8: 8-7 20,1-7 S-39 wind 4 ACTS: 1 a / MX VRT: 1115 1938 265 MX UPL: -151 -201 -45 6'-6 15/16" 20 *2x4 Bracing By Others Dell @ 10: TL= .32in L/999 LL= .13in L/999 Kcr=1.5 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE TC: NO2 DFL 2X4 z BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 fn N SPCG: PLF oc D TCLL: 40 PLF TCDL: 28 x1.05 z BCLL: (20) 0 U) BCDL: 12 z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO m Plates: TP500 in uno Centered joint UNO W POH SIp q� U c C38409 D m Exp. 3-31-11 LL sq�F CI V OF CALZF� O z Hanson Truss, Inc. and (L signing engineer accept — no responsibility for the accuracy, C structural ad- equacy or any other fea- ture of this design unless 0 specifically fabricated 1 by Hanson Truss, Inc. HANSON 0 z TRUSS, INC. Q DATE: 11/10/09 7E J DRWG lts J PLAN 1 z Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 2-Ply TC 6-7 NO2 DFL 2x4: P=705T O.12a Mm=3549 Mp=4448 0.861= 0.985 BC 1-10 NO2 DFL 2x4: P=2582T 0.456 Mm=1483 Mp=1398 0.287= 0.743 WB 5-8 STDB DFL 2x4: P=1274C 0.308 TC AXIAL: 1-2 -2780, 2-3 -2370, 3-4 -1243, 4-5 -1231, 5-6 652 6-7 705 BC AXIAL: 1-10 2582, 10-9 1875, 9-8 788, 8-7 -578 WB AXIAL: 2-10 -710, 10-3 605, 3-9 -943, 9-4 420, 9-5 415 5-8 -1797, 8-6 -522 e Jt: X,Y l: 1,0.3 7: 4,0.3 1/4"=F 18'-9" SANTERRA - 2007 CODE - LA OUINTA\WORKING\PLAN 1\A5 BASE LOADS: 1.25: 20 14 10 6 PSF Wind: Exp B, Spd 85 LC1: 1.25: 50 128 12: 3-7 68,8-7 30 LC2: UNBALANCED LIVE LOADS. LC3: 1.25: 0 128 20 30: 1-8 32 LC4: 1.6: 0 85 8: 3-7 19,8-7 20,1-7 S-39 wind 4 ROTS: 1 s / MX VRT: 2288 3874 194 MX UPL: 0 0 -218 2-Ply: NO TC w/16d @ 9in oc NO BC w/16d @ 12in oc *2x4 Bracing By Others Defl @ 10: TL= .35in L/999 LL= .1lin L/999 Kcr=1.5 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE TC: NO2 DFL 2X4 Bc: NO2 DFL 2X4 WEB:STDB DFL 2X4 SPCG: PLF oc 2-PLY TCLL: 50 PLF TCDL: 128 x1.05 BCLL: (20) BCDL: 12 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP500 20g uno Centered on joint UNO ESSI, C38409 Exp. 3-31-11 s \l� CIVIL Q� OF CALIF ~� Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 11/10/09 JE DRWG #s AS PLAN 1 0 E r Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-Ply TC 6-7 NO2 DFL 2x4: P=221T 0.039MIrl=3751 Mp=4476 0.866= 0.905 BC 9-8 NO2 DFL 2x4: P=591T 0.104 Mm=1793 Mp=4232 0.819= 0.923 WB 5-8 STDB DFL 2x4: P=1290C 0.370 TC AXIAL: 1-2 50, 2-3 -1665, 3-4 -1134, 4-5 71122, 5-6 263 6-7 252 BC AXIAL: 11-10 1426, 10-9 1497, 9-8 865, 8-7 -196 WB AXIAL: 11-1 -79, 11-2 -1700, 2-10 207, 10-3 182, 3-9 -610 9-4 378, 9-5 241, 5-8 -1397, 8-6 -535 18'-9" Jt: X,Y 7: -1,0.3 1/4" =1' SANTERRA - 2007 CODE - LA OUINTA\WORKING\PLAN 1\A6 BASE LOADS: 1.25: 20 14 10 6 PSF Wind: Exp B, Spd 85 LCl: 1.25: 40 28 30: 11-8 12 LC2: UNBALANCED LIVE LOADS. LC3: 1.25: 0 28 20 30: 11-8 32 LC4: 1.6: 0 19 20: 11-8 8,1-7 S-39 wind 4 RCTS: MX VRT: 1034 1614 343 MX UPL: -140 -155 0 6'-615/16" a *2x4 Bracing By Others Detl @ 3: TL= .14in L/999 LL= .06in L/999 Kcr=1.5 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE TC: NO2- DFL 2X4 Bc: NO2 DFL 2X4 WEB: STDB DFL 2X4 SPCG: PLF oc TCLL: 40 PLF TCDL: 28 xl.05 BCLL: (20) BCDL: 30 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP500 20g uno Centered on joint UNO U z 07 D I— Z 0 z Q 2 } m O W U v- LL Cr C38409 m Exp. 3-31-11 LL �9TF civILF- OF CALIF 0 z Hanson Truss, Inc. and LL signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless 0 specifically fabricated by Hanson Truss, Inc. HANS ON 0 z TRUSS, INC. Q DATE: 11/10/09 JE J DRWG #s .I A6 PLAN 1 z M Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-Ply TC 1-2 10 DFL 2x4: P=4028C 0.119 Mm=4603 Mp=6003 0.871= 0.990 k 15-14 SS DFL 2x4: P=2981T 0.303 Mm=304 Mp=4756 0.552= 0.855 WB 13-9 STDB DFL 2x4: P=822C 0.595 MOD 7-8 NO2 DFL 2x4: P=1924C 0.035 Mm=4533 Mp=4961 0.768= 0.803 TC AXIAL: 1-2 -4028, 2-3 -4034, 3-4 -3577, 4-5 -3561, 5-6 -191 6-7 -240, 7-8 -3643, 8-9 -3645, 9-10 -4349, 10-11 -4645 BC AXIAL: 1-15 4713, 15-14 4902, 14-13 3832, 13-12 4099 12-11 4359 WB AXIAL: 2-15 203, 15-3 116, 3-14 -579, 144 -464, 14-5 1145 5-7 -2710, 7-13 1284, 13-8 -499, 13-9 -822, 12-9 322 12-10-466 6-11 NO2 DFL 2x4 14-13 SS DFL 2x4SC 18'-9" Jt: X,Y 1: 1,1 11: -1,0.3 1/4"=F SANTERRA - 2007 CODE - LA OUINTA\WORKING\PLAN 1\A7 BASE LOADS: 1.25: 20 14 10 10 PSF Wind: Exp B, Spd 85 • LC 1: 1.25: 40 28 20: 12-11 30,14-13 FAS 100 LC2: UNBALANCED LIVE LOADS. LC3: 1.6: 0 25 18: 12-11 27,14-13 FAS90,1-11 +-136H,1-+5000H LC4: 1.25: 0 28 20 30: 1-12 40,14-13 FAS100 LC5: 1.6: 0 19 13: 12-11 20,14-13 FAS67,1-11 S-39 wind LC6: 1.25: 40 28 20: 12-11 30,13-50112 132 4 56 7 8 LC7: 1.25: 0 28 20 30: 1-12 40 2 3 9 1 15 14 13 12 36.75 RCTS: 1 11 MX VRT: 1720 1781 MX HOR: 2 0 1 +5000H 1-5000H MX UPL: -70 -27 NOTE: TRUSS TO TRANSFER 5000 LBS MAX LATERAL FORCE *2x4 Bracing UNO GRAD SPEC SIZE By Others TC: 1&B - DFL 2X4 BC: SS DFL 2X4 WEB: STDB DFL 2X4 SPCG: PLF oc 10 TCLL: 40 PLF �11 0 TCDL: 28 x1.05 BCLL: (20) BCDL: 20 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP500 20g uno Centered on joint UNO Defl @ 7: TL= .99in L/445 LL= .37in L/999 Camber 5/8in Kcr=1.5 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc C LU C38409 9 Exp. 3-31-11 s qTF CIVIL OF C ALZF Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 11/11/09 JE DRWG ##s A7 PLAN 1 • Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-Ply TC 8-9 NO2 DFL 2x4: P=4700C 0.320 Mth=1910 Mp=2312 0.528= 0.848 BC 15-14 10 DFL 2x4: P=2861T 0.363 Mm=3643 Mp=4022 0.584= 0.947 WB 15-5 STDB DFL 2x4: P=1477C 0.742 MOD 4-5 N01 DFL 2x6: P=2134C 0.034 Mm=10126 Mp=11352 0.947= 0.981 TC AXIAL: 1-2 668, 2-3 658, 3-4 -2791, 4-5 -2563, 5-6 -3212 6-7 -3230, 7-8 -3486, 8-9 4700, 9-10 4720 BC AXIAL: 1-16 -578, 16-15 2151, 15-14 3212, 14-13 3212 13-12 3212, 12-11 3912, 11-10 4437 WB AXIAL: 16-2 -391, 16-3 -3168, 3-15 568, 15-4 1006, 15-5 -1477 14-5 337, 13-6 112, 6-12 -368, 12-7 688, 12-8 -780 8-11 660, 11-9 -217 4-7 NO DFL 2x6 14-13 1&B DFL 2x4SC 14'-0" 4'-8 1/4" BASE LOADS: 1.25: 20 14 10 10 PSF Wind: Exp B, Spd 85 LC 1: 1.25: 46 32 23: 14-13 FAS 100 *2x4 Bracing UNO GRAD SPEC SIZE LC2: UNBALANCED LIVE LOADS. By Others TC: NO2 DFL 2X4 LC3: 1.25: 0 32 23 23: 14-13 FAS100 LC4: 1.6: 0 21 15: 14-13 FAS67,1-10 S-46 wind BC: 1&B DFL 2X4 WEB: STDB DFL 2X4 LC5: 1.25: 46 32 23: 13-30112 126 LC6: 1.25: 0 32 23 23: 1 3 4 5 6 7 8 2 9 10 SPCG: 27.75 OC TCLL: 46 PLF A i6 15 14 13 12 11 0 TCDL: 32 x1.05 37.08 BCLL: (23) RCTS: 1 16 10 BCDL: 23 MX VRT: 39 2277 1721 DUR LDG FCTR: 1.25 MX UPL: -176 -131 -125 3.5" Min Brg Wdth UNO. Plates: TP500 20g uno Centered on joint UNO 3'-111/2" 3X10 4X4 * 3X4 4X10 5X12 0'-� 1/2" 4 r 12 2X3 30 in "WORK" 3X4 SPACE F � Jt: X,Y o . C 1: 1,0.3 6W8 AY g 4X8 2X3 STACK 2x6 @ FAU 2X3 3X8 10: -1,0.3 i" LU24 I Ply 1/4" = V (panel pts equal division uno) 377-6" SANTERRA - 2007 CODE - LA OUINTA\WORKING\PLAN 1\A8 3X4 4X12 2X3 12 14 3X4 4X12 Defl @ 6: TL= .89in L/448 LL= .35in L/999 Camber 9/16in Kcr=1.5 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc LP 9(�(C3840 p. 3-31-11 s CIVIL ,AR OF CALIF/ Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 11/11/09 JE DRWG #s A8 PLAN 1 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 2-Ply TC 1-2 NO2 DFL 2x4: P=2993T 0.529 Mm-g811 Mp=1940 0.375= 0.904 BC 1.1-10 1&B DFL 2x4: P=5313T 0.675 Mm=951 Mp=463 0.138= 0.813 WB 2-13 NO2 DFL 2x4: P=3980T 0.704 MOD 6-7 10 DFL 2x4: P=3956C 0.251 Mm=2808 Mp=2789 0.630= 0.881 TC AXIAL: 1-2 2993, 2-3 -987, 3-4 -926, 4-5 -4338, 5-6 -5333 6-7 -3956, 7-8 -4199, 8-9 -4249 BC AXIAL: 1-14 -2790, 14-13 -2790, 13-12 3820, 12-11 5196 11-10 5313, 10-9 4015 WB AXIAL: 14-2 -2941, 2-13 3980, 13-3 -216, 13-4 -3138, 4-12 845 12-5 -1021, 5-11 165, 11-6 63, 6-10 -1470, 10-7 679 10-8 -296 3-7 1&B DFL 2x4 2-13 NO2 DFL 2x4 J 8'-0" 2'-8 1/4" M �o Jt: X,Y C 1: 9.3,2 9: -1,0.3 HGR 1/4" =1' SANTERRA - 2007 CODE - LA OUINTA\WORKING\PLAN 1\A9 BASE LOADS: 1.25: 20 14 10 6 PSF Wind: Exp B, Spd 85 *2x4 Bracing UNO GRAD SPEC SIZE LC1: 1.25: 40 28 30: 3-7 174,3 566,7 566 By Others TC: NO2 DF 2X4 LC2: UNBALANCED LIVE LOADS. �' LC3: 1.25: 80 56 24: BC: 10 `DFL 2X4 LC4: 1.6: 0 19 20: 3-7 49,3 160,7 160,1-9 S-39 wind wEB:STDB DFL 2X4 SPCG: PLF oc 2-PLY 1 2 3 4 5 6 7 8 9 TCLL: 40 PLF i4 13 12 11 10 0 TCDL: 28 x1.05 37.08 BCLL: RCTS: 1 14 9 BCDL: 30 MX VRT: -310 6106 2944 MX UPL: -1956 0 0 DUR LDG FCTR: 1.25. @ Carder 3.5" Min Brg Wdth UNO 2-Ply: Nail TC w/16d @ 9in oc Nail BC w/16d @ 12in oc Plates: TP 20g uno Centered joint UNO Defl @ 11: TL= 1.15in L/347 LL= .45in L/887 Camber 11/16in Kcr=1.5 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc 2 038409 ExP. 3-31-11 \9T CI � V IL Q�~ \OF CALIF Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 11/10/09 JE DRWG #s A9 PLAN 1 u :] Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 2-Ply. TC 1-2 NO2 DFL 2x4: P=2319C 0.052 Mm=1736 Mp=3878 0.750= 0.802 BC 1-10 NO2 DFL 2x4: P=2305T 0.407 MmA677 Mp=2074 0.401= 0.809 WB 5-8 STDB DFL 2x4: P=1901C 0.459 MOD 6-7 10 DFL 2x4: P=918T 0.117 Mm=3648 Mp=4620 0.670= 0.787 TC AXIAL: 1-2 -2504, 2-3 -2154, 3-4 -1155, 4-5 -1142, 5-6 863 6-7 918 BC AXIAL: 1-10 2305, 10-9 1745, 9-8 666, 8-7 -779 WB AXIAL: 2-10 -617, 10-3 492, 3-9 -886, 9-4 367, 9-5 465 5-8 -1901, 8-6 -531 4-7 10 DFL 2x4 18'-9" 9 Jt: X,Y M [ 7: -1,0.3 1/4" =1' SANTERRA - 2007 CODE - LA OUINTA\WORKING\PLAN 1\A10 BASE LOADS: 1.25: 20 14 10 6 PSF Wind: Exp B, Spd 85 LC1: 1.25: 50 128 12: 3-7 68,8-7 30 'LC2: UNBALANCED LIVE LOADS. LC3: 1.25: 0 128 20 30: 1-8 32 *2x4 Bracing By Others UNO GRAD TC: NO2 SPEC DFL SIZE 2X4 BC: NO2 DFL 2X4 wEB: STDB DFL 2X4 LC4: 1.6: 0 85 8: 3-7 19,8-7 20,1-7 S-39 wind 4 RCTS: 1 8 7 MX VRT: 2208 4018 54 MX UPL: 0 0 -344 2-Ply: Nail TC w/16d @ 9in oc NO BC w/ 16d @ 12in oc UeII () L: 1L= .'+LIU L/OL1 LL— .1L111 Ll777 %.aiuuv1 -Ifwui -iCr=1.5 Laterallv brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc SPCG: PLF oc 2-PLY TCLL: 50 PLF TCDL: 128 x1.05 BCLL: (20) BCDL: 12 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP500 20g uno Centered oD joint UNO �OQ (�FESSIO q� iLU �Q 2 C38409 9 * Exp. 3-31-11 s Q. qT CIVIC- Qom~ F OF CALIF Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 11/10/09 JE DRWG #s A10 PLAN 1 U Z 10 n • Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-Ply TC 1-2 NO2 DFL 2x4: P=2460C 0.058 Mm=1362 Mp=3749 0.725= 0.784 BC 9-8 NO2 DFL 2x4: P=455T 0.080 Mm=1778 Mp=4315 0.835= 0.915 WB 3-9 STDB DFL 2x4: P=878C 0.924 MOD 6-7 1&B DFL 2x4: P=889T 0.113 Mm=3880 Mp=4822 0.700= 0.813 TC AXIAL: 1-2 -2460, 2-3 -2099, 34 -1127, 4-5 -1115, 5-6 925 6-7 918 BC AXIAL: 1-10 2261, 10-9 1709, 9-8 663, 8-7 -826 WB AXIAL: 2-10 405, 10-3 458, 3-9 -878, 9-4 380, 9-5 434 5-8 -1959, 8-6 -551 4-7 10 DFL 2x4 amru Jt: X,Y 1: l,l 7: -1,0.3 1/4" =1' SANTERRA - 2007 CODE - LA OUINTA\WORKING\PLAN 1\A11 BASE LOADS: 1.25: 20 14 10 6 PSF Wind: Exp B, Spd 85 LC 1: 1. 25: 40 28 12: 8-7 30 LC2: UNBALANCED LIVE LOADS. LC3: 1.25: 0 28 20 30: 1-8 32 `LC4: 1.6: 0 19 8: 8-7 20,1-7 S-39 wind 4 RCTS: 1 8 7 MX VRT: 1079 1996 238 MX UPL: -145 -213 -104 6'-6 15/16" Defl @ 2: TL= Ain L/862 LL= .16in L/999 Kcr=1.5 Laterally brace B/C with gypsum shtg. or cont. lateral si *2x4 Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 BC: NO2 DFL 2X4 not to exceed 10' oc WEB: STDB DFL 2X4 SPCG: PLF oC TCLL: 40 PLF TCDL: 28 x1.05 13CLL: (20) BCDL: 12 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP500 20g uno Centered on joint UNO C38409 Exp. 3-31-11 �CIVIL Q�tiQ OP CALIF Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this _design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 11/10/09 JE DRWG #s A11 PLAN 1 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-Ply TC 1-2 NO2 DFL 2x4: P=972C 0.012 Mm=1065 Mp=162 0.216= 0.228 BC 4-3 NO2 DFL 2x4: P=885T 0.156 Mm=564 Mp=469 0.109= 0.266 WB 4-2 STDB DFL 2x4: P=86T 0.035 TC AXIAL: 1-2 -972, 2-3 -972 BC AXIAL: 14 885, 4-3 885 WB AXIAL: 4-2 86 12 3'-11 1/1" Jt: X,Y 1: 1,0.3 3: -1,0.3 1"=1' SANTERRA - 2007 CODE - LA OUINTA\WORKING\PLAN 1\B1 BASE LOADS: 1.25: 20 14 10 6 PSF Wind: Exp B, Spd 85 LC1c 1.25: 40 28 18: 2 290 LC2: 1.6: 0 19 12: 2 82,1-3 S-39 wind 2 1 3 4 0 7.63 RCTS: 1 3 MX VRT: 479 479 12 4 1'-7 3/4" *2x4 Bracing UNO GRAD SPEC SIZE By others TC: NO2 DFL 2X4 BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 SPCG: PLF oc TCLL: 40 PLF TCDL: 28 x1.05 BCLL: BCDL: 18 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP500 20g uno Centered w1oint UNO C38409 Exp. 3-31-11 CI V \OF C ALZF� Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANS ON TRUSS, INC. DATE: 11/10/09 JE . DRWG #s Defl @ 4: TL= .05in L/999 LL= .02in L/999 Kcr=1.5 B 1 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc 11 PLAN 1 • E Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-Ply TC 1-2 NO2 DFL 2x4: P=1686C 0.033 Mm=1254 4=730 0.258= 0.290 BC 14 NO2 bFL 2x4: P=1573T 0.278 Mm=1746 Mp= 12610.338= 0.616 WB 4-2 STDB DFL 2x4: P=599T 0.243 TC AXIAL: 1-2 -1686, 2-3 -1686 BC AXIAL: 14 1573, 4-3 1573 WB AXIAL: 4-2 599 Jt: X,Y 1: 1,0.3 3: 4,0.3 1"=1' BASE LOADS: 1.25: 20 14 10 6 PSF Wind: Exp B, Spd 85 LC 1: 1.25: 40 28 179: 2 225 LC2: 1.6: 0 25 89: 2 85,1-3 +-224H,1 -+ 1500H LCY: 1.6: 0 19 66: 2 63,1-3 S-39 wind 12 3'-6" SANTERRA - 2007 CODE - LA OUINTA\WORKING\PLAN 1\C1 2 1 3 4 0 6.71 ROTS: 1 3 MX VRT: 946 946 MX HOR: -3 0 1 +1500H 1 -1500H 12 NOTE: USS TO TRANSFER 1500 LBS MAX LATERAL FORCE V-5 15/16" Defl @ 4: TL= .09in L/894 LL= .04in L/999 Kcr=1.5 Laterally brace B/C with gypsum shtg. or cont. lateral sut *2x4 Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 SPCG: PLF oc TCLL: 40 PLF TCDL: 28 xl.05 BCLL: BCDL: 179 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP500 20g uno Centered on joint UNO LLJ C38409 Exp. 3-31-11 \�q�F CIVIL Q�tiQ (JF CALIF Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 11/10/09 JE DRWG #s C1 not to exceed 10' oc PLAN 1 • Multiple Load Cases: Rcts, Forces & Csi's are worst case BASE LOADS: 1.25: 20 14 10 6 PSF Wind: Exp B, Spd 85 Code: CBC07 Rbdg:N 1-Ply LC1: 1.25: 40 28 30: 3-5 174,3 566,5 566 *2x4 Bracing UNO GRAD SPEC SIZE TC 3-4 NO2 DFL 2x4: P=4586C 0.439 Mm=1362 MpA 1132 0.493= 0.933 BC 1-9 1&B Dft 2x4: P=4845T 0.615 Mm=1524 Mp=568 0.221= 0.836 LC2: 1.6: 0 19 20: 3-5 49,3 160,5 160,1-7 S-39 wind By Others TC: NO2 DFL 2X4 Bc: 1&B DFL 2X4 WB 9-3 STDB DFL 2x4: P=541T 0.220 WEB: STDB DFL 2X4 TC AXIAL: 1-2 -5131, 2-3 -4871, 3-4 -4586, 4-5 -4586, 5-6 4871 6-7 -5131 BC AXIAL: 1-9 4845, 9-8 4904, 8-7 4845 3 4 5 SPCG: PLF oc WB AXIAL: 2-9 -241, 9-3 541, 9-4 -416, 4-8 -416, 8-5 541 2 6 TCLL: 40 8-6 -241 1 7 PLF A 9 8 0 TCDL: 28 x1.05 20.21 BCLL: RCTS: 1 7 13CDL: 30 MX VRT: 1851 1851 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP500 20g uno Centered on joint UNO OFESSI Nql 8'-0" C38409 D 2'-8 1/4" Exp. 3-31-11 sgTF 4X14 3X4 4X14 CIVD- Q 12 4 F — * * 12 —, OF CALIF 2X3 4 2X3 Hanson Truss, Inc. and signing engineer accept 5X12 no responsibility for the 5X12 accuracy, structural ad- equacy or any other fea- ture of this design unless Jt: X Y ' specifically fabricated l: 1,0.3 by Hanson Truss, Inc. 7: -1,0.3 3X6 [5X14G] 3X6 HANSON TRUSS, INC. 3/8°=1 ° (panel pts equal division uno) DATE: 11/10/09 JE 20'-611 DRWG #s SANTERRA - 2007 CODE - LA OUINTA\WORKING\PLAN 1 \D1 Defl @ 4: TL= .7in L/346 LL= .28in L/866 Camber 7/16in Kcr=1.5 D 1 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc PLAN 1 • Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-Ply TC 1-2 NO2 DFL 2x4: P=3341C 0.141 Mm=1426 Mp=850 0.327= 0.468 BC 1-8 NO2 DFC2x6: P=3172T 0.412 Mm=5472 Mp=2615 0.495= 0.907 WB 8-4 STDB DFL 2x4: P=201T 0.082 TC AXIAL: 1-2 -3341, 2-3 -2896, 3-4 -2599, 4-5 -2684, 5-6 -3136 BC AXIAL: 1-8 3172, 8-7 2432, 7-6 2977 WB AXIAL: 2-8 -491, 8-3 608, 8-4 1042, 4-7 -641; 7-5 -610 Jt: X,Y 1: 1,0.3 6: -1,0.3 3/8"=1' BASE LOADS: 1.25: 20 14 10 6 PSF Wind: Exp B, Spd 85 LC1: 1.25r 40 28 86: 7-6 87,7 -310 LC2: 1.6: 0 25 41: 7-6 42,7-844,1-6 +-173H,1-+3500H LC3: 1.6: 0 19 31: 7-6 31,7-625,1-6 S-39 wind 9'-0" 3'-0 1/4" SANTERRA - 2007 CODE - LA OUINTA\WORKING\PLAN 1\D2 3 4 2 5 1 6 8 7 0 20.21 RCTS: 1 6 MX VRT: 1448 1384 MX HOR: 4 0 1 +3500H 1-3500H MX UPL: -124 -264 NOTE: TRUSS TO TRANSFER 3500 LBS MAX LATERAL FORCE Defl @ 8: TL= .29in L/836 LL= .25in L/970 Kcr=1.5 Laterally brace B/C with gypsum shtg. or cont. lateral sui *2x4 Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 BC: NO2 DFL 2X6 WEB: STDB DFL 2X4 SPCG: PLF oc TCLL: 40 PLF TCDL: 28 x1.05 BCLL: BCDL: 86 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP500 20g uno Centered on joint UNO C38409 D Exp. 3-31-11 CIS F CALIF Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 11/10/09 JE DRWG #s D2 not to exceed 10' oc PLAN 1 0 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-Ply TC 2-3 NO2 DFL 2x4: P=12C 0.000 Mm=3595 Mp=2342 0.696= 0.696 BC 54 NO2 DFL 2x4: P=OC 0.000 Mm=5002 Mp=O 0.968= 0.968 WB 24 STDB DFL 2x4: P=1568C 0.955 MOD 4-3 STUD DFL 2x6: P=154C 0.019 Mm=O Mp=O 0.000= 0.019 TC AXIAL: 1-2 -598, 2-3 -609 BC AXIAL: 54 0 WB AXIAL: 5-1 -152, 5-2 -1438, 24 -1568, 4-3 -154 4-3 STUD DFL 2x6 0 1* II 1/2"= F SANTERRA - 2007 CODE - LA OUINTA\WORKING\PLAN 3\G1 BASE LOADS: 1.25: 20 14 10 6 PSF Wind: Exp B, Spd 85 LC 1: 1.25: 40 28 12: 5-4 P LC2: 1.6: 0 25 11: 1-3 +-237H,5-4 P LC3: 1.25 `0 28 20 12: 5-4 P LC4: MOVING 240 MAINT LOAD ON TC LC5: 1.6: 0 19 8: 1-3 S-39,5-4 P wind 1 2 3 10.21 RCTS: 5 4 Cont Brg 5-4 P MX VRT: 665 663 MX HOR: 1332 -1460 5-4 235H MX UPL: -297 -299 NOTE: TRUSS TO TRANSFER 24044E MAX LATERAL FORCE *2x4 Bracing By Others UNO GRAD TC: NO2 SPEC DFL SIZE 2X4 BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 SPCG: 24 OC TCLL: 40 PLF TCDL: 28 BCLL: (20) BCDL: 12 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP500 20g uno Centered on ioint UNO C3E3409 Exp. 3-31-11 � F CI V I k��,Or C A L IF� Hanson Truss, Inc. and signing engineer accept t no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 11/10/09 7E Defl @ 2: TL= .Olin L/999 LL= Oin L/999 Kcr=1.5 Laterally brace B/C with gypsum shtg. or cont. lateral s DRWG #s G1 not to exceed 10' oc PLAN 3 • Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-Ply TC 2-3 NO2 DFL 2x4: P=12C 0.000 Mm=3621 Mp=2290 0501= 0.701 BC 5-4 1&B DFL RC P=219T 0.028 Mm=5002 Mp=O 0.726= 0.754 WB 2-4 STDB DFL 2x4: P=564C 0.350 MOD 4-3 STUD DFL 2x6: P=154C 0.019 Mm=O Mp=O 0.000= 0.019 TC AXIAL: 1-2 -7, 2-3 -12 BC AXIAL: 54 531 WB AXIAL: 5-1-153, 5-2 -573, 24 -564, 4-3 -154 4-3 STUD DFL 2x6 0- 1/2" =1' SANTERRA - 2007 CODE - LA OUINTA\WORKING\PLAN 3\G2 BASE LOADS: 1.25: 20 14 10 6 PSF Wind: Exp B, Spd 85 LC 1: 1.25: 40 28 12: LC2: 1.25: 0 28 20 12: LC3: MOVING 240 MAINT LOAD ON TC LC4: 1.6: 0 19 8: 1-3 S-39 wind 1 2 3 A 10.21 RCTS: 5 4 MX VRT: 408 403 MX UPL: -61 -60 4'-6" *2x4 Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 Bc: 1&B DFL 2X4 wEB: STDB DFL 2X4 SPCG: 24 OC TCLL: 40 PLF TCDL: 28 BCLL: (20) BCDL: 12 DUR LDG FCM 1.25 3.5" Min Brg Wdth UNO Plates: TP500 20g uno Centered on joint UNO LU C38409 9 Exp. 3-31-11 l�. CIVIL C ALIT Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 11/10/09 7E DRWG #s Defl @ 2: TL= .02in L/999 LL= .Olin L/999 Kcr=1.5 G2 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc PLAN 3 U z U) to D z 0 (n z Q 2 00 0 W H Q _U !m Q 1L 0 z 1L 0 0 z Q J J z • Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-Ply TC 2-3 NO2 DFL 2x4: P=468T 0.083 Mm=3336 Mp=2183 0.646= 0.728 BC 11-10 NO2 DFL 2x8 P=2274T 0.242 Mm=7831 Mp= 104910.591 = 0.834 WB 4-11 STDB DFL 2x4: P=2359T 0.959 MOD 9-8 STUD DFL 2x6: P=1988C 0.383 Mm=O Mp=O 0.000= 0.383 TC AXIAL: 1-2 -90, 2-3 960, 3-4 963, 4-5 -2325, 5-6 -2326 6-7 -1996, 7-8 -1996 BC AXIAL: 13-12 0, 12-112410, 11-10 2280, 10-9 47 WB AXIAL: 13-1 -166, 13-21136, 2-12 -1636, 12-3 -353, 124 -2556 4-11 2359, 11-5 -269, 11-6 773, 6-10 -923, 10-7 -324 10-8 2660, 9-8-1988 10-8 NO2 DFL 2x4 9-8 STUD DFL 2x6 2 3/8"=1' SANTERRA - 2007 CODE - LA OUINTA\WORKING\PLAN 3\H1 BASE LOADS: 1.25: 20 14 10 6 PSF Wind: Exp B, Spd 85 LC1: 1.25: 40 28.12: 12-9 209,13-12 P LC2: UNBALANCED LIVE LOADS. LC3: 1.6: 0 25 11: 12-9 96,1-8 +-154H,13-12 P LC4: 1.25: 0 28 20 12: 12-9 127,13-12 P LC5: MOVING 300 MAINT LOAD LC6: 1.6: 0 19 8: 12-9 71,1-8 S-39,1 RCTS: 13 9 wont brg 13-u P MX VRT: 513 2260 MX HOR: -301 0 13-12 681H MX2YP�34110 0 Defl @ 5: TL= .12in L/999 LL= .05in L/999 Kcr=1.5 Laterally brace B/C with gypsum shtg. or cont. lateral suy *2x4 Bracing By Others • • V-0" not to exceed 10' oc UNO GRAD SPEC SIZE TC: NO2 DFL 2X4 Bc: NO2 DFL 2X8 WEB: STDB DFL 2X4 SPCG: PLF oc TCLL: 40 PLF TCDL: 28 BCLL: (20) BCDL: 12 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP500 20g uno Centered on joint UNO � C C38409 Exp. 3-31-11 \�9TF CI V OF CAL1F� Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 11/10/09 JE DRWG #s H1 PLAN 3 1=11 N U) fr z 0 U) z Q 2 m LU Q _U m Q LL • • Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-Ply TC 7-8 NO2 DFL 2x6: P=889C 0.004 Mm=3971 Mp=1849 0.366= 0.370 BC 13-12 1&13 DFL 2x4: P=OC 0.000 Mm=5089 Mp=5673 0.823= 0.823 WB 12-3 STDB DFL 2x4: P=1930C 0.902 MOD 3-4 N01 DFL 2x6SC: P=1254C 0.005 Mm=15374 Mp=20239 0.823= 0.829 TC AXIAL: 1-2 -464, 2-3 -490, 3-4 -1299, 4-5 -1942, 5-6 -1923 6-7 -1316, 7-8 -1315 BC AXIAL: 13-12 0, 12-11 1315, 11-10 1839, 10-9 28 WB AX1AL: 13-1 -1759, 1-12 1761, 12-2 778, 12-3 -1930, 4-11 1366 11-5 -970, 11-6 220, 6-10 -708, 10-7 -378, 10-8 1629 9-8 -1201 BASE LOADS: 1.25: 20 14 10 10 PSF Wind: Exp B, Spd 85 LC1: 1.25: 46 32 23: 12+40410 141,12-11 FAS100 LC2: UNBALANCED LIVE LOADS. LC3: 1.25: 0 32 23 23: 12-11 FAS100 LC4: MOVING 278 MAINT LOAD ON TC LC5: 1.6: 0 21 15: 12-11 FAS67,1-8 S16 2wind3 4 RUTS: 13 y 2-6 NO1 DFL 2x6SC MX VRT: 1371 1237'-5 3/ " 12-11 1&B DFL 2x4SC _ 9-8 STUD DFL 2x6 2-5 STK 3/8" =1' SANTERRA - 2007 CODE - LA QUINTA\WORKING\PLAN 3\H2 *2x4 Bracing UNO GRAD SPEC SIZE By Others Tc: NO2 DFL 2X6 BC: 1&B DFL 2X4 5 WEB: STDB DFL 2X4 � � • m Defl @ 4: TL= .52in L/542 LL= .19in L/999 Camber 5/16m' Kcr=1.5 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc SPCG: 27.75 OC TCLL: 46 PLF TCDL: 32 13CLL: (23) BCDL: 23 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP500 20g uno Centered 9jR joint UNO C38409 Exp. 3-31-11 Q sTF CIVIL Q�ti g OF CALIF0 Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 11/11/09 JE DRWG #s H2 PLAN 3 • • Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-Ply TC 6-7 NO2 DFL 2x4: P=639C 0.007 Mm=3263 Mp=19510.666=:40.673 BC 10-9 NO2 DFL 2x4: P=964T 0.170 Mm=1472 Mp=2721 0.327= 0.697 WB 11-3 STDB DFL 2x4: P=985C 0.731 MOD 8-7 STUD DFL 2x6: P=917C 0.188 Mm=O Mp=O 0.000= 0.188 TC AXIAL: 1-2 -248, 2-3 -253, 3-4 -1353, 4-5 -1354, 5-6 -972 6-7 -971 BC AXIAL: 12-11 0, 11-10 955, 10-91325, 9-8 21 WB AXIAL: 12-1 -974, 1-11959, 11-2 -176, 11-3 -985, 3-10 548 10-4 -290, 10-5 176, 5-9 -484, 9-6 -345, 9-7 1213 8-7 -917 8-7 STUD DFL 2x6 3/8" =1' SANTERRA - 2007 CODE - LA OUINTA\WORKING\PLAN 3\H3 BASE LOADS: 1.25: 20 14 10 6 PSF Wind: Exp B, Spd 85 LC 1: 1.25: 40 28 12: . LC2: 1.25: 0 28 20 12: LC3: MOVING 240 MAINT LOAD ON TC LC4: 1.6: 0 19 8: 1-7 S-39 wind 2 3 Kull: 12 8 MX VRT: 940 935 MXPP�.�p441 -139 4 5 4 17 W - *2x4 Bracing By others UNO GRAD TC: NO2 SPEC DFL SIZE 2X4 pc- NO2 DFL 2X4 wEB:STDB DFL 2X4 SPCG: 24 OC TCLL: 40 PLF TCDL: 28 BCLL: (20) BCDL: 12 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP500 20g uno Centered,R joint UNO C38409 Exp. 3-31-11 sq�F CI V I1- Q�~� '9F CAk- Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 11 / 10/09 JE DRWG #s Detl @ 4: TL= .12in L/999 LL= .04in L/999 Kcr=1.5 H3 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc I PLAN 3 • • • Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-Ply TC 6-7 NO2 DFL 2x4: P=639C 0.007 Mm=3263 Mp=19510.666= 0g673 BC 10-9. NO2 DFL 2x4: P=96$T 0.170 Mm=1472 Mp =2721 0.521 = 0.697 WB 5-9 STDB DFL 2x4: P=1437C 0.989 MOD 8-7 STUD DFL 2x6: P=1223C 0.234 Mm=O Mp=O 0.000= 0.234 TC AXIAL: 1-2 -248, 2-3 -583, 3-4 -1353, 4-5 -1354, 5-6 -972 6-7 -991 BC AXIAL,: 12-110, 11-10 1465, 10-9 1834, 9-8 811 WB AXIAL: 12-1 -1267, 1-11 1290, 11-2 -176, 11-3 -1578, 3-101460 10-4 -290, 10-5 1222, 5-9 -1437, 9-6 -345, 9-7 1829 8-7 -1223 8-7 STUD DFL 2x6 3/8" = F SANTERRA - 2007 CODE - LA OUINTA\WORKING\PLAN 3\H4 BASE LOADS: 1.25: 20 14 10 6 PSF Wind: Exp B, Spd 85 LC 1: 1.25: 40 28 12: LC2: 1.6: 0 25 11: 1-7 +-201H,10-8 -+348H LC3: 1.25: 0 28 20 12: LC4: MOVING 240 MAINT LOAD ON TC LC5: 1.6: 0 19 8: 1-7 S-39 wind 1 2 3 *2x4 Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 BC: NO2 DFL 2X4 4 WEB: STDB DFL 2X4 5 � Kl fs: 12 8 MX VRT: 1240 1238 MX HOR: 0 0 10-8 +348H 10-8 -348H MX2F3� p494 -396 M SPCG: 24 OC TCLL: 40 PLF TCDL: 28 BCLL: (20) BCDL: 12 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP500 20g uno Centered on joint UNO �o FESSIO ql 4'-0" LU C38409 Exp. 3-31-11 sq�F CIVIL F�~� OF CALJF Defl @ 4: TL= .12in L/999 LL= .04in L/999 Kcr=1.5 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 11 / 10/09 JE DRWG #s H4 PLAN 3 • i Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:Y 1-Ply TC 4-5 1&B DFL 2x4: P=1710C 0.066 Mm=4942 Mp=3028 0.790= 0.856 BC 9-8 NO2 DFL 2x4: P=2417T'0.427 Mm=911 Mp=1735 0.336=•0.763 WB 9-3 STDB DFL 2x4: P=939C 0.947 MOD 6-5 STUD DFL 2x6: P=1027C 0.129 Mm=O Mp=O 0.000= 0.129 TC AXIAL: 1-2 -9, 2-3 -2339, 3-4 -3231, 4-5 -2698 BC AXIAL: 10-9 2331, 9-8 3223, 8-7 2691, 7-6 46 WB AXIAL: 10-1 -186, 10-2 -2480, 9-2 471, 9-3 -939, 8-3 -111 8-4 599, 7-4 -680, 7-5 2752, 6-5 -1027 7-5 NO2 DFL 2x4 6-5 STUD DFL 2x6 4'-6" I 1/4" = F SANTERRA - 2007.CODE - LA OUINTA\WORKING\PLAN 3\J1 BASE LOADS: 1.25: 20 14 10 6 PSF Wind: Exp B, Spd 85 LC 1: 1.25: 40 28 12: LC2: 1.25: 0 28 20 12: LC3: MOVING 240 MAINT LOAD ON TC LC4: 1.6: 0 19 8: 1-5 S-39 wind 1 2 3 4 5 I, 26.71 I . RCTS: 10 6 MX VRT: 1069 1063 MX UPL: -160 -158 *2x4 Bracing LIIVO GRAD SPEC SIZE By Others TC: 1&B DFL 2X4 BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 SPCG: 24 OC TCLL: 40 PLF TCDL: 28 BCLL: (20) BCDL: 12 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP500 20g uno Centered oAjoint UNO Defl @ 3: TL= .55in L/583 LL= .22in L/999 Camber 5/16in Kcr=1.5 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc C38409 9 Exp. 3-31-1t \OF CAL Hanson Truss, Inca and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANS ON TRUSS, INC. DATE: 11 / 10/09 JE DRWG ifs Jl PLAN 3 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:Y 1-Ply TC 4-5 1&B DFL 2x4: P=1710C 0.066 Mm=4939 Mp=3033 0.790= 0.855 BC 9-8 NO2 DFL 2x4: P=2415T 6.427 Mm=870 Mp=17410.337= 0.764 WB 9-3 STDB DFL 2x4: P=919C 0.907 MOD 6-5 STUD DFL 2x6: P=1027C 0.129 Mm=O Mp=O 0.000= 0.129 TC AXIAL: 1-2 -14, 2-3 -2357, 34 -3229, 4-5 -2698 BC AXIAL: 10-9 2349, 9-8 3220, 8-7 2691, 7-6 46 WB AXIAL: 10-1 -187, 10-2 -2489, 9-2 469, 9-3 -919, 8-3 -112 8-4 598, 7-4 -680, 7-5 2753, 6-5 -1027 10-1 STUD DFL 2x6 7-5 NO2 DFL 2x4 6-5 STUD DFL 2x6 4'-6" 1/4" =1' SANTERRA - 2007 CODE - LA OUINTA\WORKING\PLAN 3\J2 BASE LOADS: 1.25: 20 14 10 6 PSF Wind: Exp B, Spd 85 LC1: 1.25: 40 28 12: LC2: 1.25: 0 28 20 12: LC3: MOVING 240 MAINT LOAD ON TC LC4: 1.6: 0 19 8: 1-5 S-39 wind 1 .2 3 4 5 }A0 9 8 7 I, 26.71 I . RCTS: 10 6 MX VRT: 1063 1063 MX UPL: -158 -158 *2x4 Bracing II UNO GRAD SPEC SIZE By others TC: 10 DFL 2X4 BC: NO2 DFL 2X4 wEB: STDB DFL 2X4 SPCG: 24 oc TCLL: 40 PLF TCDL: 28 BCLL: (20) BCDL: 12 Defl @ 3: TL= .55in L/583 LL= .22in L/999 Camber 5/16in Kcr=1.5 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP500 20g uno Centered on ioint UNO /ti 2� LU C38409 ::0Exp. 3-31-11 sgTF CIVIL \UF C AL1F Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 11/10/09 JE DRWG #s J2 PLAN 3 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-Ply TC 1-2 NO2 DFL 2x4: P=13C 0.000 Mm=5179 Mp=3461 1.004= 1.004 BC 10-9 NO2 DFL 2x4: P=571T 0.101 Mm=1510 Mp=1770 0.342= 0.443 WB 10-2 STDB DFL 2x4: P=822C 0.862 MOD 10-1 STUD DFL 2x6: P=186C 0.027 Mm=O Mp=O 0.000= 0.027 TC AXIAL: 1-2 -14, 2-3 -786, 3-4 185, 4-5 63 BC AXIAL: 10-9 779, 9-8 -178, 8-7 0, 7-6 0 WB AXIAL: 10-1 -186, 10-2 -822, 9-2 -235, 9-3 1009, 8-3 -769 8-4 -136, 7-4 -486, 7-5 -65, 6-5 -166 10-1 STUD DFL 2x6 6-5 STUD DFL 2x6 HS& 1/4" =1' SANTERRA - 2007 CODE - LA OUINTA\WORKING\PLAN 3\J3 BASE LOADS: 1.25: 20 14 10 6 PSF Wind: Exp B, Spd 85 LCI: 1.25: 40 28 12: 8-6 P LC2: UNBALANCED LIVE LOADS. LC3: 1.25: 0 28 20 12: 8-6 'P LC4: MOVING 240 MAINT LOAD ON TC LC5: 1.6: 0 19 8: 1-5 S-39,8-6 P wind 1 2 3 4 5 }�0 9 I, 26.71 RCTS: 10 6 Cont Brg 8-6 P MX VRT: 497 197 MX HOR: 0 -7 MX UPL: -73 -29 Defl @ 2: TL= .06in L/999 LL= .02in L/999 Kcr=1.5 Laterally brace B/C with gypsum sht¢. or cont. lateral sur *2x4 Bracing UNO GRAD SPEC SIZE By others TC: NO2 DFL 2X4 BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 SPCG: 24 OC TCLL: 40 PLF TCDL: 28 BCLL: (20) BCDL: 12 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP500 20g uno Centered on joint UNO ti v 2� LU C38409 Exp. 3-31-11 sq�F CIVIL Q�tiQ OF CALIF Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 11 / 10/09 JE DRWG #s J3 not to exceed 10' oc PLAN 3 • Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-Ply TC 2-3 1&B DFL 2x4: P=692C 0.016 M111=5027 Mp=3549 0.817= 0.832, 4 BC 6-5 NO2 DFL 2x4: P=694T 0.123 Mm=1340 Mp=2066 0.400= 0.522 WB 6-2 STDB DFL 2x4: P=976C 0.967 MOD 4-3 STUD DFL 2x6: P=510C 0.068 Mm=O Mp=O 0.000= 0.068 TC AXIAL: 1-2 -256, 2-3 -929 BC AXIAL: 6-5 923, 5-4 1001 WB AXIAL: 6-1 -176, 6-2 -976, 5-2 -219, 5-3 975, 4-3 -510 6-1 STUD DFL 2x6 4-3 STUD DFL 2x6 IN 1/4" =1' SANTERRA - 2007 CODE - LA OUINTA\WORKING\PLAN 3\J4 BASE LOADS: 1.25: 20 14 10 6 PSF Wind: Exp B, Spd 85 LC 1: 1.25: 40 28 12: LC2: 1.6: 0 25 11: 1-3 +-7414,4-+100014 LC3: 1.25: 0 28 20 12: LC4: MOVING 240 MAINT LOAD ON TC LC5: 1.6: 0 19 8: 1-3 S-39 wind 1 2 3 5 13.71 RCTS: 6 4 MX VRT: 543 543 MX HOR: -2 0 4 +1000H 4 -1000H MX UPL: -81 -81 NOTE: TRUSS TO TRANSFER 1000 LBS MAX LATERAL FORCE Defl @ 2: TL= .07in L/999 LL= .03in L/999 Kcr=1.5 Laterally brace B/C with gypsum shtg. or cont. lateral sur *2x4 Bracing UNO GRAD SPEC SIZE By Others TC: 1&B DFL 2X4 BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 SPCG: 24 OC TCLL: 40 PLF TCDL: 28 BCLL: (20) BCDL: 12 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP500 20g uno Centered on joint UNO ESS C38409 D Exp. 3-31-11 \CIVIL OQ�tiQ OF CAL IF/ Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANS ON TRUSS, INC. DATE: 11/10/09 JE DRWG #s J4 not to exceed 10' oc PLAN 3 U z N D 0 1n z Q 2 } m W Q U m Q LL 0 z LL V 2 z J J D 7 • Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-Ply TC 2-3 NO2 DFL 2x4: P=22C 0.000 Mm=4947 Mp=3708 0.961= 0.961 BC 6-5 NO2 DFL 2x4: P=OC 0.000 Mm=1278 Mp=2231 0.432= 0.432 WB 6-2 STDB DFL 2x4: P=595C 0.605 MOD 6-1 STUD DFL 2x6: P=173C 0.025 Mm=O Mp=O 0.000= 0.025 TC AXIAL: 1-2 -256, 2-3 -211 BC AXIAL: 6-5 0, 5-4 0 WB AXIAL: 6-1 -173, 6-2 -595, 5-2 -566, 5-3 476, 4-3 -222 6-1 STUD DFL 2x6 4-3 STUD DFL 2x6 4'-6" 0 II 1/4"=F SANTERRA 7 2007 CODE - LA OUINTA\WORKING\PLAN 3\J5 BASE LOADS: 1.25: 20 14 10 6 PSF Wind: Exp B, Spd 85 LC 1: 1.25: 40 28 12: 6-4 P LC2: 1.6: 0 25 11: 1-3 +-74H,6-4 P LC3: 1.25: 0 28 20 12: 6-4 P LC4: MOVING 240 MAINT LOAD ON TC LC5: 1.6: 0 19 8: 1-3 S-39,64 P wind 1 2 3 13.71 RCTS: 6 4 Cont Brg 6-4 P MX VRT: 303 251 MX HOR: 561 -8 6-4 73H MX UPL: -113 -61 NOTE: TRUSS TO TRANSFER 1000 LBS MAX LATERAL FORCE Defl @ 2: TL= Oin L/999 LL= Oin L/999 Kcr=1.5 Laterally brace B/C with gypsum shtg.'or cont. lateral *2x4 Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 SPCG: 24 OC TCLL: 40 PLF TCDL: 28 BCLL: (20) BCDL: 12 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP500 20g uno Centered onjoint UNO not to exceed 10' oc I f C38409 D Exp. 3-31-11 s qTF CIVIL Q�~� OF CALIF Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANS ON TRUSS, INC. DATE: 11 / 10/09 JE DRWG #s J5 PLAN 3 U Z U) 1) D tY Z 0 N Z Q 2 } m 0 LU Q. Uco tr Q LL 0 z LL 0 0 zz Q J J D Z 0 Multiple Load Cases: Rcts, Forces & Csi's are worst case BASE LOADS: 1.25: 20 14 10 6 PSF Wind: Exp B, Spd 85 Code: CBC07 Rbdg:N 1-Ply LC1: 1.25: 40 28 12: 4-3 P TC 1-21&B DFL 2x4: P=13C 0.000 Mm=6508 Mp=O 0.946= 0.946 s LC2: 1.6: 0 25 11: 1-2 +-280H,4-3 P BC 4-3 NO2 DFL 2x4: P=OC 0.000 Mm=2160 Mp=O 0.418= 0.418 LC3: 1.25: 0 28 20 12: 4-3 P ° WB 1-3 STDB DFL 2x4: P=1921C 0.610 LC4: MOVING 240 MAINT LOAD ON TC MOD 4-1 STUD DFL 2x6: P=598T 0.101 Mm=O Mp=O 0.000= 0.101 LC5: 1.6: 0 19 8: 1-2 S-39,4-3 P wind TC AXIAL: 1-2 -921 BC AXIAL: 4-3 0 WB AXIAL: 4-1 -762, 1-3 -1921, 3-2 -222 4-1 STUD DFL 2x6 3-2 STUD DFL 20 1/2" = F SANTERRA - 2007 CODE - LA OUINTA\WORKING\PLAN 3\K1 0.375 12 1 2 6.71 RCTS: 4 - 3 Cont Brg 4-3 P MX VRT: 798 798 MX HOR: 27 -1811 4-3 273H MX UPL: -561 -561 NOTE: TRUSS TO TRANSFER 280 PLF MAX LATERAL FORCE Defl @ 2: TL= Oin L/999 LL= Oin L/999 Kcr=1.5 Laterally brace B/C with gypsum shtg. or cont. lateral *2x4 Bracing UNO GRAD SPEC SIZE By others TC: 1&B DFL 2X4 BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 SPCG: 24 oc TCLL: 40 PLF TCDL: 28 BCLL: (20) BCDL: 12 DUR LDG FCTR: 1.25 3.5" Min Brg wdth UNO Plates: TP500 20g uno Centered on joint UNO �P3F� StOryq� F C38409 D Exp. 3-31-11 Q�tiQ- \OF CALZF� Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 11/10/09 JE DRWG ##s K1 not to exceed 10' oc PLAN 3 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-Ply TC 2-3 NO2 DFL 2x4: P=12C 0.000 Mm=3741 Mp =2451 0.725 = 0.725 BC 5-4 1&B DFL 2x4: P=198T 0.025 Mm=S504 Mp=O 0.799= 0.824 WB 2-4 STDB DFL 2x4: P=525C 0.363 MOD 4-3 STUD DFL 2x6: P=155C 0.022 Mm=O Mp=O 0.000= 0.022 BASE LOADS: 1.25: 20 14 10 6 PSF Wind: Exp B, Spd 85 LC1: 1.25: 40 28 12: e LC2: 1.25: 0 28 20 12: LC3: MOVING 240 MAINT LOAD ON TC LC4: 1.6: 0 19 8: 1-3 S-39 wind * 2x4 Bracing By Others UNO GRAD SPEC TC: NO2 DFL SIZE 2X4 BC: 1&B DFL 2X4 WEB: STDB DFL 2X4 TC AXIAL: 1-2 -10, 2-3 -12 BC AXIAL: 54 481 WB AXIAL: 5-1 -155, 5-2 -525, 2-4 -525, 4-3 -155 5-1 STUD DFL 2x6 4-3 STUD DFL 2x6 n 175 12 1/2" = F SANTERRA - 2007 CODE - LA OUINTA\WORKING\PLAN 3\K2 1 2 3 SPCG: 24 oc TCLL: 40 PLF " TCDL: 28 10.71 BCLL: (20) RCTS: 5 4 13CDL: 12 MX VRT: 423 423 MX UPL: -63 -63 Defl @ 2: TL= .02in L/999 LL= .Olin L/999 Kcr=1.5 Laterally brace B/C with gypsum shtg. or cont. lateral sur DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP500 20g uno Centered o .oint UNO E C38409 9 Exp. 3-31-11 s Cr VIl OF CALIF Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 11/10/09 JE DRWG #s K2 not to exceed 10' oc PLAN 3 i Multiple Load Cases: Rcts, Forces & Csi's are worst case BASE LOADS: 1.25: 20 14 10 6 PSF Wind: Exp B, Spd 85 Code: CBC07 Rbdg:N 1-Ply LC1: 1.25: 40 28 12: TC 1-21&B DFL 2x4: P=779C'0.025 Mm=5476 Mp=39610.922= 0.948 8 LC2: 1.25: 0 28 20 12: BC 5-4 NO2 DFL 2x4: P=799T 0.141 Mm=1541 Mp=2384 0.461= 0.603 LC3: MOVING 240 MAINT LOAD ON TC WB 2-4 STDB DFL 2x4: P=1117C 0.974 LC4: 1.6: 0 19 8: 1-3 S-39 wind MOD 6-1 STUD DFL 2x6: P=547C 0.073 Mm=O Mp=O 0.000= 0.073 TC AXIAL: 1-2 -1070, 2-3 -15 BC AXIAL: 6-5 20, 5-4 1063 WB AXIAL: 6-1-547, 1-5 1093, 5-2 -220, 2-4 -1117, 4-3 -189 6-1 STUD DFL 2x6 4-3 STUD DFL 2x6 M 0 M 1/2" =1' SANTERRA - 2007 CODE - LA QUINTA\WORKING\PLAN 3\K3 1 2 3 A 5 14.71. RCTS: 6 4 MX VRT: 583 583 MX UPL: -87 -87 4'-6" Defl @ 2: TL= .lin L/999 LL= .04in L/999 Kcr=1.5 Laterally brace B/C with gypsum shtg. or cont. lateral st *2x4 Bracing By others UNO GRAD SPEC SIZE TC: 1&B DFL 2X4 BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 SPCG: 24 oc TCLL: 40 PLF TCDL: 28 BCLL: (20) BCDL: 12 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP500 20g uno Centered X joint UNO C38409 Exp. 3-31-11 \sgTF _ CY VIL Q \OF CA I IF� Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 11/10/09 JE DRWG #s K3 not to exceed 10' oc PLAN 3 U z N 0 z Q 2 m W Q U fr 00 Q LL Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-Ply TC 2-3 NO2 DFL 2x4: P=454C 0.010 Mm=4155 Mp=3094 0.879= 0.889 BC 13-12 NO2 DFL 2x4: P=OC 0.000 Mm=1223 Mp=2993 0.579= 0.579 WB 3-14 STDB DFL 2x4: P=960C 0.419 MOD 4-5 STUD DFL 2x6: P=11C 0.000 Mm=985 Mp=1094 0.165= 0.165 TC AXIAL: 1-2 -86, 2-3 -541, 3-4 484, 5-6 94, 6-7 258, 7-8 109 8-9132, 9-10 -96 BC AXIAL: 16-15 622, 15-14 495, 14-13 0, 13-12 0, 12-110 WB AXIAL: 16-1-131, 16-2 -730, 2-15 -153, 15-3 368, 3-14 -960 14-4 -321, 4-5 -146, 4-13 482, 4-6 201, 13-6 -361 13-7 -427, 7-12 -332, 12-8 -279, 12-9 -381, 9-11-337 11-10-144 16-1 STUD DFL 2x6 14-4 STUD DFL 2x6 4-5 STUD DFL 2x6 15'-0" 1/4"=1' SANTERRA - 2007 CODE - LA OUINTA\WORKING\PLAN 3\Ll BASE LOADS: 1.25: 20 14 10 6 PSF Wind: Exp B, Spd 85 LC1: 1.25: 40 28 12: 14-11 P s LC2: UNBALANCED LIVE LOADS. LC3: 1.6: 0 25 11: 1-10 +-45H,14-11 P • LC4: 1.25: 0 28 20 12: 14-11 P LC5: MOVING 240 MAINT LOAD ON TC LC6: 1.6: 0 19 8: 1-10 S-39,14-11 P wind 1 2 3 RCTS: 16 11 Cont Brg 14-11 P MX VRT: 487 321 MX HOR: 0 -237 14-1175H MX UPL: -73 -73 *2x4 Bracing By Others 6 7 8 9 10 NOTE: TRUSS TO TRANSFER 1600 LBS MAX LATERAL FORCE V-8 1/16" Defl Qa 15: TL= .04in L/999 LL= .02in L/999 Kcr=1.5 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE TC: NO2 DFL 2X4 U Z BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 U) 07 SPCG: 24 OC TCLL: 40 PLF TCDL: 28 z BCLL: (20) 0 07 BCDL: 12 z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO m Plates: TP500 Q 20g uno 'O Center��Tu W Q vq LU C38409 9 m Exp. 3-31-11 LQL sq�F CIV I\- OF C A kL 0 z Hanson Truss, Inc. and 1L signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON z TRUSS, INC. Q DATE: 11/10/09 JE J DRWG #s J Ll PLAN 3 z i • • Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-Ply TC 34 NO2 DFL 2x4: P=2938C 0.150 Mm=2747 Mp=1720 0.704= 0.855 BC 13-12 NO2 DFL 2x4: P=2153T 0.381 Mm=1302 Mp=2879 0.557= 0.938 WB 16-2 STDB DFL 2x4: P=2819C 0.964 MOD 14-4 STUD DFL 2x6: P=249C 0.001 Mm=3728 Mp=4142 0.626= 0.627 TC AXIAL: 1-2 -11, 2-3 -3298, 3-4 4469, 5-6 -384, 6-7 -3283 7-8 -2241, 8-9 -2241, 9-10 -7 BC AXIAL: 16-15 2544, 15-14 3901, 14-13 4314, 13-12 2887 I2-11 1243 WB AXIAL: 16-1 -156, 16-2 -2819, 2-15 1071, 15-3 -903, 3-14 632 14-4 -249, 4-5 -273, 4-13 -1203, 4-6 -2985, 13-6 350 13-7 539, 7-12 -899, 12-8 -274, 12-9 1416, 9-11 -1771 11-10 -144 16-1 STUD DFL 2x6 14-4 STUD DFL 2x6 4-5 STUD DFL 2x6 15'-0" 1/4"=1' SANTERRA - 2007 CODE - LA OUINTA\WORKING\PLAN 3\L2 BASE LOADS: 1.25: 20 14 10 6 PSF Wind: Exp B, Spd 85 LC 1: 1.25: 40 28 12: s LC2: 1.25: 0 28 20 12: LC3: MOVING 240 MAINT LOAD ON TC LC4: 1.6: 0 19 8: 1-10 S-39 wind 1 2 3 *2x4 Bracing By Others 6 7 8 9 10 r 15 14 13 12 1 35.71 RCTS: 16 11 MX VRT: 1404 1416 MX UPL: -207 -210 V-8 1/16" UNO GRAD SPEC SIZE TC: NO2 DFL 2X4 BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 SPCG: 24 OC TCLL: 40 PLF TCDL: 28 13CLL: (20) BCDL: 12 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP500 20g uno Centered on joint UNO oQ FESSI Nq C38409 Exp. 3-31-11 �q�F CIVIL OF CALIF Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 11/10/09 DRWG #s Vetl Ca 14: TL= .74in L/579 LL= .29in L/999 Camber 7/16in Kcr=1.5 Ez. Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc PLAN 3 JE • Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-Ply TC 7-8 NO2 DFL 2x6: P=2952C 0.042 Mm=4989 Mp=3264 0.475= 0.517 BC 14-13 1&B DFL 2x4: P=5957T 0.756 Mm=275 Mp=456 0.066= 0.823 WB 12-9 NO2 DFL 2x4: P=2541T 0.871 MOD 3-4 1&B DFL 2x4: P=4320C 0.251 Mm=3444 Mp=1796 0.736= 0.9.86 TC AXIAL: 1-2 -211, 2-3 -4225, 3-4 -6148, 5-6 -504, 6-7 -4929 7-8 -4136, 8-9 -4137, 9-10 -178 BC AXIAL: 16-15 3190, 15-14 5091, 14-13 5957; 13-12 4829 12-11 3963 WB AXIAL: 16-1 -182, 16-2 -3536, 2-15 1474, 15-3 -1294, 3-14 1202 14-4 -515, 4-5 -356, 4-13 -1199, 4-6 -4540, 13-6 604 13-7 474, 7-12 -969, 12-8 -1021, 12-9 2541, 9-11 -3274 11-10 -157 14 1&B DFL 2x4 16-1 STUD DFL 2x6 14-4 STUD DFL 2x6 4-5 STUD DFL 2x6 4-6 STUD DFL 2x6 12-9 NO2 DFL 2x4 15'-0" v C_ C_ 1/4"=F SANTERRA - 2007 CODE - LA QUINTA\WORKING\PLAN 3\L3 BASE LOADS: 1.25: 20 14.10 6 PSF Wind: Exp B, Spd 85 LC 1: 1.25: 40 28 12: 7-9 229 LC2: 1.6: 0 25 11: 7-9 130,140 +-84H,11-+3000H LC3: 1.25: 0 28 20 12: ° LC4: MOVING 300 MAINT LOAD ON TC LC5: 1.6: 0 19 8: 7-9 96,1-10 S-39 wind 1 2 3 *2x4 Bracing By Others 6 7 8 9 10 r 15 14 13 12 1 35.71 11 RCTS: 16 11 MX VRT: 1719 2446 MX HOR: 46 0 11 +3000H 11-3000H MX UPL: -56 0 NOTE: TRUSS TO TRANSFER 3000 LBS MAX LATERAL FORCE V-8 1/16" UNO GRAD SPEC SIZE TC: NO2 DFL 2X6 BC: 1&B DFL 2X4 WEB: STDB DFL 2X4 SPCG: PLF oc TCLL: 40 PLF TCDL: 28 BCLL: (20) BCDL: 12 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP500 20g uno Centered on joint UNO C38409 Exp. 3-31-11 s qTF CIVIL OF CALIF Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 11 / 11 /09 DRWG #s Defl @ 14: TL= .96in L/446 LL= .33in L/999 Camber 5/8in Kcr=1.5 1-,3 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc PLAN 3 7E • Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-Ply TC 5-6 NO2 DFL 2x4: P=153C 0.000 Mm=2857 Mp=1700 0.558= 0.559 BC 11-10 NO2 DFL 2x4: P=1470T 0.260 Mm=1005 Mp=2141 0.414= 0.674 WB 12-2 STDB DFL 2x4: P=1491 C 0.636 MOD 2-3 1&B DFL 2x4: P=1264C 0.059 Mm=4202 Mp=3043 0.772= 0.831 TC AXIAL: 1-2 -217, 2-3 -1733, 3-4 -1691, 5-6 -278, 6-7 -752 BC AXI41: 12-11 1269, 11-10 2005, 10-9 1674, 9-8 0 WB AXIAL: 12-1 -132, 12-2 -1491, 2-11 880, 11-3 -671, 3-10 -697 104 458, 4-5 -196, 4-9 -1076, 4-6 -838, 9-6 -211 9-7 1094, 8-7 -869 1-4 1&B DFL 2x4 12-1 STUD DFL 2x6 10-4 STUD DFL 2x6 4-5 STUD DFL 2x6 15'-0" 4'-6" 0.375 12 X4 4X5 3X4 zt cn 0 M 4X5 3X5 SANTERRA - 2007 CODE - LA OUINTA\WORKING\PLAN 3\1_4 BASE LOADS: 1.25: 20 14 10 6 PSF Wind: Exp B, Spd 85 LC 1: 1.25: 40 28 12: LC2: 1.6: 0 25 11: 1-7 +-115H,12-11 -+354H LC3: 1.25: 0 28 20 12: LC4: MOVING 240 MAINT LOAD ON TC LC5: 1.6: 0 19 8: 1-7 S-39 wind 5 6 1 2 3 11 10 9 L 22.71 RCTS: 12 8 MX VRT: 892 888 MX HOR: 51 0 12-11 +354H 12-11-354H MX UPL: -131 -130 NOTE: TRUSS TO TRANSFER 2600 LBS MAX LATERAL FORCE *2x4 Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 BC: NO2 DFL 2X4 7 VVEB:STDB DFL 2X4 SPCG: 24 OC TOLL: 40 PLF TCDL: 28 BCLL: (20) BCDL: 12 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP500 20g uno Centered on joint UNO W C38409 D 4'-8 1/16" Exp. 3-31-11 �qrF 3X5 4X4 czvi�_ OF CALIF 12 Hanson Truss, Inc. and signing engineer accept no responsibility for . the accuracy, structural ad- equacy or any other fea- ture of this design unless Specifically fabricated by Hanson Truss, Inc. 3X4 3X4 4X8 2X4 13'-0" HANSON TRUSS, INC. DATE: 11/11/09 JE (panel pts equal division uno) 36'-0" DRWG #s Defl @ 3: TL= .19in L/999 LL= .07in L/999 Kcr=1.5 L4 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc PLAN 3 • Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-Ply TC 1-2 NO2 DFL 2x4: P=2016C 0.070 Mm=3567 Mp=1434 0.828= 0.898 BC 9-8 1&B DFL 2x4: P=2811T 0.357 Mm=1769 Mp=3M7 0.438= 0.795 WB 1-9 NO2 DFL 2x4: P=3044T 0.947 MOD 10-1 STUD DFL 2x6: P=875C 0.102 Mm=O Mp=O 0.000= 0.102 TC AXIAL: 1-2 -3056, 2-3 -3056, 3-4 -3574, 4-5 -3574, 5-6 -14 BC AXIAL: 10-9 73, 9-8 3853, 8-7 2160 WB AXIAL: 10-1 -875, 1-9 3044, 9-2 -331, 9-3 -836, 3-8 -484 8-4 -289, 8-5 1492, 5-7 -2273, 7-6 -151 10-1 STUD DFL 2x6 1-9 NO2 DFL 2x4 7-6 STUD DFL 2x6 3/8" = F SANTERRA - 2007 CODE - LA OUINTA\WORKING\PLAN 3\M1 BASE LOADS: 1.25: 20 14 10 6 PSF Wind: Exp B, Spd 85 LC 1: 1.25: 40 28 12: LC2g 1.25: 0 28 20 12: LC3: MOVING 240 MAINT LOAD ON TC ° LC4: 1.6: 0 19 8: 1-6 S-39 wind 1 2 3 4 5 6 1'0 9 g 22.71 �. RCTS: 10 7 MX VRT: 903 903 MX UPL: -134 -134 4'-6'1 2'-0" *2x4 Bracing By Others UNO GRAD TC: NO2 SPEC DFL SIZE 2X4 BC: 1&B DFL 2X4 VYTB:STDB DFL 2X4 Defl @ 3: TL= .71in L/384 LL= .28in L/973 Camber 7/16in Kcr=1.5 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc SPCG: 24 OC TCLL: 40 PLF TCDL: 28 BCLL: (20) BCDL: 12 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP500 20g uno Centered or joint UNO /ti 2 LU 38409 Exp. 3-31-11 ��9T cI vie Q�~� OF C AI.IF� Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 11/11/09 JE DRWG #s M1 PLAN 3 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-Ply TC 1-2 NO2 DFL 2x4: P=2026C 0.072 Mm=3596 Mp=1451 0.838= 0.910 BC 9-8 10DFL 2x4: P=2810T 0.357 Mm=1810 Mp=2991 0.434= 0.791 WB 1-9 NO2 DFL 2x4: P=3058T 0.952 MOD 10-1 STUD DFL 2x6: P=875C 0.102 Mm=O Mp=O 0.000= 0.102 BASE LOADS: 1.25: 20 14 10 6 PSF Wind: Exp B, Spd 85 LCI: 1.25: 40 28 12: LC2: 1.25: 0 28 20 12: LC3: MOVING 240 MAINT LOAD ON TC LC4: 1.6: 0 19 8: 1-6 S-39 wind TC AXIAL: 1-2 -3071, 2-3 -3071, 3-4 -3554, 4-5 -3554, . 5-6 -7 BC AXIAL: 10-9 73, 9-8 3856, 8-7 2116 WB AXIAL: 10-1 -875, 1-9 3058, 9-2 -334, 9-3 -827, 3-8 -499 8-4 -292, 8-5 1524, 5-7 -2234, 7-6 -150 10-1 STUD DFL 2x6 1-9 NO2 DFL 2x4 0.375 12 X8 2X3 3X5 3X6 2X3 �o rn TX4 8X10 4X12 3 /8 —1 (panel pts equal division uno) 23'-0" SANTERRA - 2007 CODE - LA OUINTA\WORKING\PLAN 3\M2 1 2 3 4 5 6 }�0 9 8 L 22.71 �. RCTS: 10 7 MX VRT: 903. 908 MX UPL: -134 -136 4X10 3X5 4'-6" 2'-0" 2X3 4X10 *2x4 Bracing By Others UNO GRAD SPEC SIZE TC: NO2 DFL 2X4 , z z Bc: 1&B DFL 2X4 WEB: STDB DFL 2X4 U) N SPCG: 24 OC D TCLL: 40 PLF TCDL: 28 z BCLL: (20) 0 BCDL: 12 z a DUR LDG FCTR: 1.25 m 3.5" Min Brg Wdth UNO Plates: TP500 20g uno Centered on joint UNO Q 1L Q ESSIQ'4, fat Defl @ 3: TL= .71in L/384 LL= .28in L/973 Camber 7/16in Kcr=1.5 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc C38409 A co < Exp. 3-31-11 LL CI Vl1- Q��P OF CALIF 0 z Hanson Truss, Inc. and LL signing engineer accept — no responsibility for the accuracy, structural ad- 0 equacy or any other fea- ture of this design 0 unless specifically fabricated \ by Hanson Truss, Inc. HANSON z TRUSS, INC. a DATE: 11/11/09 JE J DRWG #s _J M2 D PLAN 3 z Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-Ply TC 1-2 NO2 DFL 2x4: P=12C 0.000 Mm=3235 Mp=2098 0.627= 0.627 BC 9-8 NO2 DFL 2x4: P=OC 0.000 Mm=1266 Mp=3423 0.662= 0.662 WB 5-7 STDB DFL 2x4: P=571C 0.272 MOD 7-6 STUD DFL 2x6: P=149C 0.018 Mm=O Mp=O 0.000= 0.018 TC AXIAL: 1-2 -200, 2-3 -200, 3-4 200, 4-5 180, 5-6 -195 BC AXIAL: 10-9 0, 9-8 0, 8-7 0 WB AXIAL: 10-1 -148, 1-9 392, 9-2 -359, 9-3 -598, 3-8 -565 8-4 -308, 8-5 -596, 5-7 -571, 7-6 -149 10-1 STUD DFL 2x6 7-6 STUD DFL 2x6 �o rn .n 3/8" = F SANTERRA - 2007 CODE - LA DUINTA\WORKING\PLAN 3\M3 BASE LOADS: 1.25: 20 14 10 6 PSF Wind: Exp B, Spd 85 LC 1: 1.25: 40 28 12: 10-7 P LC2: 1.& 0 25 11: 1-6 +-84H,10-7 P LC3` 1.25: 0 28 20 12: 10-7 P ° LC4: MOVING 240 MAINT LOAD ON TC LC5: 1.6: 0 19 8: 1-6 S-39,10-7 P wind 1 2 3 4 5 6 9 22.71 RCTS: 10 7 Cont Brg 10-7 P MX VRT: 164 343 MX HOR: 12 -543 10-7 83H MX UPL: -26 -56 NOTE: TRUSS TO TRANSFER 1900 LBS MAX LATERAL FORCE Defl @ 3: TL= .Olin L/999 LL= Oin L/999 Kcr=1.5 Laterally brace B/C with gypsum shtg. or cont. lateral s an. t'-0° *2x4 Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 Bc: NO2 DFL 2X4 wEB: STDB DFL 2X4 SPCG: 24 Oc TCLL: 40 PLF TCDL: 28 BCLL: (20) BCDL: 12 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP500 20g uno Centered on joint UNO ,4( -C�38409 Exp. 3-31-11 \sgTF CIVIL Q�~� \UF C A L JF Hanson Truss, Inc. and signing engineer accept no responsibility for the > accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 11/11/09 JE not to exceed 10' oc DRWG #s M3 PLAN 3 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-Ply TC 1-2 NO2 DFL 2x4: P=OC 0.000 Mm=2819 Mp=1688 0.545= 0.545 BC 5-4 NO2 DFL 2x4: P=OC 0.000 Mm=3234 Mp=O 0.626= 0`626 WB 5-2 STDB DFL 2x4: P=447C 0.187 BASE LOADS: 1.25: 20 14 10 6 PSF Wind: Exp B, Spd 85 LC1: 1.25: 40 28 12: 5-4 P LC2: 1.6: 6 25 11: 1-3 +-280H,5-4 P LC3: 1.25: 0 28 20 12: 5-4 P LC4: MOVING 240 MAINT LOAD ON TC *2x4 Bracing By Others UNO GRAD SPEC SIZE TC. NO2 DFL 2X4 BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 TC AXIAL: 1-2 -575, 2-3 575 LC5: 1.6: 0 19 8: 1-3 S-39,54 P wind SPCG: 24 OC BC AXIAL: 54 0 WB AXIAL: 5-1 -143, 5-2 -1409, 2-4 -1409, 4-3 -143 1 2 3 TCLL: 40 PLF 11 TCDL: 28 8.21 BCLL: (20) ROTS: 5 4 Cont Brg 5-4 P MX VRT: 626 626 13CDL: 12 MX HOR: 1301 -1301 54 280H MX UPL: -331 -331 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP500 NOTE: TRUSS TO TRANSFER 280 PLF MAX LATERAL FORCE 20g uno Centered on joint UNO 1"=1' 2X3 4X5 2X3 Li Li i 4X5 (panel pts a 4Vivision uno) SANTERRA - 2007 CODE - LA OUINTA\WORKING\PLAN 3\N1 Defl Qa 2: TL= .Olin L/999 LL= .Olin L/999 Kcr=1.5 Laterally brace B/C with gypsum shtQ. or cont. lateral sut C3A40� � Exp. 3-31-11 �n q�F CIVIL Q�~� OF CAL�F� Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 11/10/09 JE DRWG ##s N1 not to exceed 10' oc PLAN 3 f Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-Ply TC 2-3 NO2 DFL 2x4: P=584C 0.011 Mm=3407 Mp=2697 0.721= 0.732 BC 7-6 NO2 DFL 2x4: P=719T 0.127 Mm=998 Mp=868 0.193= b.320 WB 64 STDB DFL 2x4: P=1568T 0.637 TC AXIAL: 1-2 -788, 2-3 -788, 3-4 -792 BC AXIAL: 8-7 0, 7-6 792, 6-5 0 WB AXIAL: 8-1-1213, 1-7 1560, 7-2 -1290, 7-3 -56, 6-3 -1293 6-41568, 5-4 -1216 =d- N 1"=1' 1'-0° BASE LOADS: 1.25: 20 14 10 6 PSF Wind: Exp B, Spd 85 LC1: 1.25: 40 28 12: 2 878,3 878 LC2: 1.25: Cg28 20 12: 2 878,3 878 LC3: MOVING 240 MAINT LOAD ON TC LC4: 1.6: 0 19 8: 2 328,3 328,14 S-39 wind 1 2 3 4 A 7 6 8.21 ROTS: 8 5 MX VRT: 1206 1206 5X6 2X4 3X4 5X6 Li 6X8 5X6 2X (panel pts e-6"vision uno) SANTERRA - 2007 CODE - LA QUINTA\WORKING\PLAN 3\N2 Defl @ 2: TL= .02in L/999 LL= .Olin L/999 Kcr=1.5 Laterally brace B/C with gypsum shtg. or cont. lateral sul *2x4 Bracing UNO GRAD SPEC SIZE By others TC: NO2 DFL 2X4 BC: NO2 DFL 2X4 wEB: STDB DFL 2X4 SPCG: 24 OC TCLL: 40 PLF TCDL: 28 13CLL: (20) BCDL: 12 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP500 20g uno Centered on joint UNO not to exceed 10' oc Q�oQP W�s1pNq� 1' C� LU C38409 * Exp. 3-31-11 s 9rF Q CrvloQ�,ti � OF CALIF Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 11/10/09 JE DRWG #s N2 PLAN 3 1=11 N N D lY z O U) z �a m 0 LU Q _U m 00 LL O z LL 0 O 0 z Q J J z Multiple Load Cases: Rcts, Forces & Csi's are worst case BASE LOADS: 1.25: 16 14 10 6 PSF Code: PSA Rbdg:Y 1-Ply LC1: 1.25: 32 28 28: 2 1013 TC 1-2 NO2 DFL 2x4: P=1176C 0.019 Mm=1573 Mp=O 0.289= 0.307 BC 6-5 NO2 DFL 2x4: P=OC 0.000 Mm=447 Mp=546 0.147= 0.147 WB 1-5 STDB DFL 2x4: P=1008T 0.410 TC AXIAL: 1-2 -1176, 2-3 -1176 BC AXIAL: 6-5 0, 5-4 0 WB AXIAL: 6-1 -831, 1-5 1008, 5-2 -241, 5-3 1008, 4-3 -831 4'-2 1/2" 3'-2 1/4" N 1"=1' SANTERRA - 2007 CODE - LA QUINTA\WORKING\PLAN 3\P1 *2x4 Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 Bc: NO2 DFL 2X4 WEB: STDB DFL 2X4 SPCG: PU OC TCLL: 32 PLF TCDL: 28 xl.13 BCLL: BCDL: 28 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP500 20g uno Centered on ioint UNO ��Q�O PZ I cy LU C38409 Exp. 3-31-11 �qTF CIVIL P�~� \�F CA Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 11/10/09 JE DRWG #s Defl @ 2: TL= .02in L/999 LL= .Olin L/999 Kcr=1.5 P 1 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc I PLAN 3 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 2-Ply TC 8-9 NO2 DFL 2x4: P=4074C 0.286 Mm=1755 Mp=1253 0.512= 0.798 BC 14-13 1&B DFL 2x4: P=5083T 0.645 Mm=916 Mp=749 0.133= 6.778 WB 2-15 NO2 DFL 2x4: P=3728T 0.659 TC AXIAL: 1-2 1435, 2-3 -2487, 3-4 -2321, 4-5 -4832, 5-6 -4832 6-7 4815, 7-8 -3828, 8-9 4074, 9-10 -3984 BC AXIAL: 1-16 -1324, 16-15 -1324, 15-14 3860, 14-13 5083 13-12 4815, 12-11 3770, 11-10 3770 WB AXIAL: 16-2 -2177, 2-15 3733, 15-3 284, 15-4 -1819, 4-14 1150 14-5 -324, 14-6 -296, 6-13 -317, 13-7 240, 7-12 -1154 12-8 693, 12-9 -266, 11-9 -86 2-15 NO2 DFL 2x4 8'-0" '-8 1/4" n-31/4" 3X10 * 4X6 � II 412 6X10 4X4 Jt: X,Y z0") C Lj 1: 1,0.3 3 8X12 10: -1,0.3 HGR '-8" 1/4" =1' SANTERRA - 2007 CODE - LA OUINTA\WORKING\PLAN 4\A1 BASE LOADS: 1.25: 20 14 10 6 PSF Wind: Exp B, Spd 85 LC1: 1.25: 40 28 30: 3-8 174,3 566,8 566 LC2: UNBALANCED LIVE LOADS. LC3: 1.25: 80 56 24: ° LC4: 1.6: 0 19 20: 3-8 49,3 160,8 160,1-10 S-39 wind *2x4 Bracing I UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 3 4 5 6 7 8 1 2 9 10 i6 15 14 13 12 11 ° 33.44 RCTS: 1 16 10 MX VRT: -192 4824 2856 MX UPL: -1302 0 0 @ Carrier 2-Ply: NO TC w/16d @ 9in oc NO BC w/16d @ 12in oc * 2X3 * *3X4 *4X4 4X12 ���� 3X4 �4 4W 14G] (panel pts equal division uno) 347-0" 3X4 4X8 2X3 4X10 Defl @ 6: TL= lin L/372 LL= .39in L/955 Camber 5/8in Kcr=1.5 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc BC: 1&B DFL 2X4 WEB: STDB DFL 2X4 SPCG: PLF oc 2-PL TCLL: 40 PLF TCDL: 28 x1.05 BCLL: BCDL: 30 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP500 20g uno Centered on_ioint UNO rco L/ C38409 Exp. 3-31-11 qTF CIVIL \F CALI Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 11/11/09 JE DRWG ifs Al PLAN 4 U Z U) D Z 0 U) Z Q 2 } m 0 W F.. Q _U X 00 LL 0 Z LL 0 0 Z Q J D ZJ Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 2-Ply TC 8-9 NO2 DFL 2x4: P =4092C 0.289 Mm =1761 Mp =1261 0.515 = 0.803 BC 14-13 1&B DFL 2x4: P=5118T 0.650 Mm=918 Mp=747 0.133= 0.783 WB 2-15 NO2 DFL 2x4: P=3586T 0.634 TC AXIAL: 1-2 1229, 2-3 -2552, 3-4 -2382, 4-5 -4876, 5-6 -4876 6-7 -4841, 7-8 -3845, 8-9 4092, 9-10 4001 BC AXIAL: 1-16 -1122, 16-15 -1122, 15-14 3912, 14-13 5118 13-12 4841, 12-11 3785, 11-10 3785 WB AXIAL: 16-2 -2124, 2-15 3591, 15-3 298, 15-4 -1808, 4-14 1139 14-5 -324, 14-6 -286, 6-13 -327, 13-7 245, 7-12 -1165 12-8 699, 12-9 -264, 11-9 -87 2-15 NO2 DFL 2x4 8'-0" '-8 1/4" Q'�� _,51/4" 3X10 * 4X6 �I 4 F_ 6X10 4X5 Jt: X,Y C 1:1,0.3 3X9 8X12 10: -1,0.3 HG '-8" 1/4" F SANTERRA - 2007 CODE - LA OUINTA\WORKING\PLAN 4\A1S BASE LOADS: 1.25: 20 14 10 6 PSF Wind: Exp B, Spd 85 LC1: 1.25: 40 28 30: 3-8 174,3 566,8 566 LC2: UNBALANCED LIVE LOADS. LC3: 1.25: 80 56 24: ° LC4: 1.6: 0 19 20: 3-8 49,3 160,8 160,1-10 S-39 wind * 2X3 * 414G] *3X4 * (panel pts equal division uno) 34'-0" *2x4 Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 BC: 1&B DFL 2X4 WEB: STDB DFL 2X4 3 4 5 6 7 8 SPCG: PLF oc 2-PLY TCLL: 40 PLF 1 2 9 10 i6 15 14 13 12 11 0 TCDL: 28 x1.05 33.27 BOLL: RCTS: 1 16 10 BCDL: 30 MX VRT: -182 4752 2868 DUR LDG FCTR: 1.25 MX UPL: -1254 0 0 @ Carrier 2-Ply: NO TC w/16d @ 9in oc 3.5" Min Brg Wdth UNO Plates: TP500 NO BC w/16d @ 12iI1 oc 20g uno Centered on joint UNO F E SIONgI �O C38409 D Exp. 3-31-11 s qTF CIVIL OF CALIF *4X4 * 4X12 12 Hanson Truss, Inc. and —14 signing engineer accept no responsibility for the 3X4 accuracy, structural ad- 4X10 equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. MANS ON 3X4 4X8 2X3 TRUSS, INC. DATE: 11/11/09 JE DRWG #s Defl @ 6: TL= 1.01in L/369 LL= Ain L/931 Camber 5/8in Kcr=1.5 A 1 S Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc PLAN 4 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-Ply TC 7-8 NO2 DFL 2x4: P=3282C 0.150 Mm=1835 Mp=1874 0.440= 0.590 BC 11-10 NO2 DFL 2x4: P=2114T 0.374 Mm=2031 Mp=2240 0.433= 0.807 WB 14-3 STDB DFL 2x4: P=2542C 0.530 TC AXIAL: 1-2 558, 2-3 556, 3-4 -2124, 4-5 -1958, 5-6 -2367 6-7 -2565, 7-8 -3282, 8-9 -3299 BC AXLE: 1-14 -492, 14-13 1758, 13-12 2536, 12-11 2536 11-10 2902, 10-9 3099 WB AXIAL: 14-2 -338, 14-3 -2553, 3-13 311, 13-4 358, 13-5 -695 12-5 130, 5-11 -203, 11-6 504, 11-7 -583, 7-10 335 10-8 -97 Jt: X,Y C 1: 1,0.3 9: 4,0.3 LU24 1/4"=Y BASE LOADS: 1.25: 20 14 10 6 PSF Wind: Exp B, Spd 85 *2x4 Bracing UNO GRAD SPEC SIZE LC 1: 1.25: 40 28 12: LC2: UNBALANCEI5 LIVE LOADS. By Others TC: NO2 DFL 2X4 LC3: 1.25: 0 28 20 12: • BC: NO2 DFL 2X4 LC4: 1.6: 0 19 8: 1-9 S-39 wind WEB: STDB DFL 2X4 SPCG: 24 oc 4 5 3 6 1 TCLL: 40 PLF 1 2 $ 9 A i4 13 12 11 10 0 TCDL: 28 x1.05 33.44 BCLL: (20) RCTS: 1 14 9 BCDL: 12 MX VRT: 12 1688 1233 DUR LDG FCTR: 1.25 MX UPL: -263 -217 -174 3.5" Min Brg Wdth UNO 12'-0" 4'-0 1/4" SANTERRA - 2007 CODE - LA OUINTA\WORKING\PLAN 4\A2 Defl @ 11: TL= .47in L/793 LL= .19in L/999 Camber 5/16in Kcr=1.5 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc Plates: TP500 20g uno Centered on .oint UNO Quo �FESSI Nq( C38409 Exp. 3-31-11 �9l CIVIL Q�~� F OF CALIF Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 11/11/09 JE DRWG #s A2 PLAN 4 • 7 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-Ply TC 2-3 NO2 DFL 2x4: P=3070C 0.132 Mm=2503 Mp=2098 0.595= 0.727 BC 13-1210 DFL 2x4: P=2333T 0.296 Mm=2019 Mp=3742 0.543= 0.830 WB 12-5 STDB DFL 2x4: P=425C 0.373 BASE LOADS: 1.25: 20 14 10 6 PSF Wind: Exp B, Spd 85 LC1: 1.25: 40 28 12: LC2: 1.25: 0 28 20 12: 8 LC3: 1.6: 019 8: 119 S-39 wind *2x4 Bracing By Others UNO GRAD SPEC SIZE TC: NO2 DFL 2X4 BC: 1&B DFL 2X4 WEB: STDB DFL 2X4 TC AXIAL: 1-2 -3125, 2-3 -3070, 3-4 -2930, 4-5 -2711, 5-6 -2741 6-7 -2962, 7-8 -3609, 8-9 -3629 BC AXIAL: 1-13 2904, 13-12 3163, 12-11 3064, 11-10 3270 4 5 3 6 7 SPCG: 24 oc TCLL: 40 PLF 10-9 3411 1 2 8 9 WB AXIAL: 13-2118, 13-3 -294, 3-12 -485, 12-4 614, 12-5 -425 5-11-389, 11-6 625, 11-7 -571, 7-10 237, 10-8 -85 13 12 o 11 10 TCDL: 28 x1.05 33.44 BCLL: (20) ROTS: 1 9 BCDL: 12 MX VRT: 1353 1353 DUR LDG FCTR: 1.25 MX UPL: -190 -190 3.5" Min Brg Wdth UNO Plates: TP500 20g uno Centered on joint UNO 15'-0" 12'-0" 4'-0 1/4" Jt: X,Y 1: 1,0.3 9: 4,0.3 MUS2f 1/4"=1, LUS21 LUS28 SANTERRA - 2007 CODE - LA OUINTA\WORKING\PLAN 4\A2A Defl @ 5: TL= .74in L/542 LL= .29in L/999 Camber 7/16in Kcr=1.5 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc %� 1 C38409 = Exp. 3-31-11 \�q� CIV I\- Q�tiQ Qr CALIF Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 11/11/09 JE DRWG #s A2A PLAN 4 0 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-Ply TC 2-3 NO2 DFL 2x4: P=2773C 0.108 Mm=2758 Mp=2444 0.641= 0.749 BC 13-12 10 DFL 2x4: P=2273T 0.289 Mm=2114 Mp=3782 0.549= 0.837 WB 12-5 STDB DFL 2x4: P=436C 0.383 TC AXIAL: 1-2 -2845, 2-3 -2773, 3-4 -2888, 4-5 -2672, 5-6 -2720 6-7 -2940, 7-8 -3591, 8-9 -3610 BC AXIAL: 1-13 2624, 13-12 3083, 12-11 3034, 11-10 3249 10-9 3393 WB AXIAL: 13-2164, 13-3 -521, 3-12 -440, 124 602, 12-5 -436 5-11 -378, 11-6 618, 11-7 -572, 7-10 239, 10-8 -86 Jt: X,Y 1: 1,0.3 9: 4,0.3 1/4"=F BASE LOADS: 1.25: 20 14 10 6 PSF Wind: Exp B, Spd 85 *2x4 Bracing LC 1: 1.25: 40 28 12: LC2: 1.25: 0 28 20 12: s By Others LC3: 1.6: 0 19 8: 1-9 S-39 wind 12'-0" 4'-0 1/4" SANTERRA - 2007 CODE - LA OUINTA\WORKING\PLAN 4\A2S 4 5 6 3 7 1 2 8 9 13 12 11 10 ° 33.27 RCTS: 1 9 MX VRT: 1346 1347 MX UPL: -189 -189 Defl @ 5: TL= .74in L/540 LL= .29in L/999 Camber 7/16in Kcr=1.5 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE , TC: NO2 DFL 2X4 U Z z BC: 1&B DFL 2X4 WEB: SUB DFL 2X4 (n N SPCG: 24 OC D TCLL: 40 PLF F- TCDL: 28 x1.05 z BCLL: (20) 0 N BCDL: 12 z Q DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO m Plates: TP500 Q 20g uno w Centered on joint UNO QP SSIO,yq� U Quo C38409 co Exp. 3-31-11 LaL sgTF CIVIL Q�~� OF CALL O z Hanson Truss, Inc. and LL signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless Q specifically fabricated \ by Hanson Truss, Inc. HANSON 0 z TRUSS, INC. Q DATE: 11/11/09 JE J DRWG #s J A2S PLAN 4 Z J Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-Ply TC 6-7 1&B DFL 2x4: P=639T 0.081 Mm=3797 Mp=4620 0.670= 0.752 BC 9-8 NO2 DFL 2x4: P=351T 0.062 Mm=835 Mp=3638 0.704= 0.766 ` WB 5-8 STDB DFL 2x4: P=1431C 0.354 TC AXIAL: 1-2 -2102, 2-3 -2076, 3-4 -932, 4-5 -932, 5-6 667 6-7 671 BC AXIAL: 1-10 1916, 10-9 1349, 9-8 524, 8-7 -594 WB AXIAL: 10-2 -434, 10-3 785, 3-9 -712, 9-4 313, 9-5 424 5-8 -1548, 8-6 -537 17'-0" Jt: X,Y 1: 1,0.3 7: -1,0.3 LUS2f 1/4,,=1, LUS2f LUS28 SANTERRA - 2007 CODE - LA OUINTA\WORKING\PLAN 4\A3 BASE LOADS: 1.25: 20 14 10 6 PSF Wind: Exp B, Spd 85 LC 1: 1.25: 40 28 12: 8-7 30 LC2: UNBALANCED LIVE LOADS. LC3: 1.25: 0 28 20 30: 1-8 32 LC4: 1.6: 0 19 8: 8-7 20,1-7 S-39 wind 4 RUTS: 1 8 7 MX VRT: 958 1763 276 MX UPL: -130 -176 -20 *2x4 Bracing II UNO GRAD SPEC SIZ] By Others 10 DFL 2X4 BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 SPCG: PLF oc TCLL: 40 PLF TCDL: 28 x1.05 BCLL: (20) BCDL: 12 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP500 20g uno Centered on joint UNO N C38409 D Exp. 3-31-11 CI V It- \OF CALIF P�~� Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 11/11/09 7E DRWG #s Defl @ 2: TL= .28in L/999 LL= .1lin L/999 Kcr=1.5 A3 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10, oc I PLAN 4 U z m D z 0 U) z Q 2 m W Q U X m Q 11 0 z LL 0 0 z Q J J D z i Multiple Load Cases: Rcts, Forces & Csi's are worst case BASE LOADS: 1.25: 20 14 10 6 PSF Wind: Exp B, Spd 85 Code: CBC07 Rbdg:N 2-Ply LC1: 1.25: 82 167 12: 4-8 68,9-8 30 TC 1-2 NO2 DFL 2x4: P=3185C 0.130 Mm=1830 Mp=995 0.419= 0.549 LC2: UNBALANCED LIVE EOADS. BC 1-11 NO2 DFL 2x4: P=2873T 0.508 Mm=948 Mp=943 0.183= 0.691 LC3: 1.6: 0 150 11: 4-8 25,9-8 27,1-8 +-181H,1-+6100H WB 11-4 STDB DFL 2x4: P=1248T 0.507 LC4: 1.25: 0 167 20 30: 1-9 32 MOD 7-8 1&B DFL 2x4: P=868T 0.110 Mm=4677 Mp=5799 0.842= 0.952 LC5: 1.6: 0 111 8: 4-8 19,9-8 20,1-8 S-39 wind TC AXIAL: 1-2 -3186, 2-3 -2639, 3-4 -2648, 4-5 -1207, 5-6 -1200 6-7 1331, 7-8 875 BC AXIAL: 1-11 3464, 11-10 2223, 10-9 899, 9-8 -806 WB AXIAL: 2-11 -663, 11-3 -558, 11-4 1248, 4-10 -1019, 10-5 437 10-6 941, 6-9 -1886, 9-7 -675 5-8 1&B DFL 2x4 9 Jt: X,Y l: 1,0.3 8: -1,0.3 1/4" = F 179-011 SANTERRA - 2007 CODE - LA OUINTA\WORKING\PLAN 4\A4 RCTS: 1 9 6 MX VRT: 2626 4442 246 MX HOR: -2 0 0 1 +6100H 1 -6100H MX UPL: 0 0 -376 2-Ply: Nail TC w/16d @ 9in oc Nail BC w/16d @ 12in oc 5 NOTE: TRUSS TO TRANSFER 61001 LBS MAX LATERAL FORCE *2x4 Bracing By Others Defl @ 3: TL= .36in L/857 LL= .09in L/999 Camber 1/4in Kcr=1.5 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE TC: NO2 DFL 2X4 BC: NO2 DFL 2X4 wEB:STDB DFL 2X4 SPCG: PLF oc 2-PLY TCLL: 82 PLF TCDL: 167 x1.05 BCLL: (20) BCDL: 12 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP500 20g uno Centered on joint UNO OF E SI pyq� CO �PZ l cy C38409 Exp. 3-31-11 sgTF CIVIC Q�~� OF C AL1F Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 11/11/09 JE DRWG #s A4 PLAN 4 U Z 07 07 D cc f" Z 0 W Z Q } 00 0 H Q _U iY co t1 0 • Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-Ply TC 6-7 NO2 DFL 2x4: P=543T 0.096 Mm=3787 Mp=4585 0.887= 0.983 BC 9-8 NO2 DFL 2x4: P=398T 0.070 Mm=881 Mp=3642 0.705= 0.775 WB 5-8 STDB DFL 2x4: P=1504C 0.723 MOD 1-2 1&B DFL 2x4: P=2238C 0.164 Mm=3489 Mp=3355 0.772= 0.936 TC AXIAL: 1-2 -2238, 2-3 -2224, 3-4 -977, 4-5 -978, 5-6 571 6-7 575 BC AXIAL: 1-10 2051, 10-9 1412, 9-8 583, 8-7 -503 WB AXIAL: 10-2 -476, 10-3 884, 3-9 -739, 9-4 334, 9-5 402 5-8 -1504, 8-6 -535 1-4 10 DFL 2x4 17'-0" Jt: X,Y 1: 1,0.3 7: -1,0.3 1/4" = F SANTERRA - 2007 CODE - LA OUINTA\WORKING\PLAN 4\A5 BASE LOADS: 1.25: 20 14 10 6 PSF Wind: Exp B, Spd 85 LC 1: 1.25: 40 28 12: 8-7 30 LC2: UNBALANCED LIVE LOADS. LC3: 1.25: 0 28 20 30: 1-8 32 LC4: 1.6: 0 19 8: 8-7 20,1-7 S-39 wind RUTS: 1 8 7 MX VRT: 980 1732 292 MX UPL: -132 -173 0 5'-11 15/16" *2x4 Bracing UNO GRAD SPEC SIZE By Others rr. NO2 DFL 2X4 4 Defl Q 2: TL= .24in L/999 LL= .09in L/999 Kcr=1.5 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 SPCG: PLF oc TCLL: 40 PLF TCDL: 28 xl.05 13CLL: (20) BCDL: 12 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP500 20g uno Centered on joint UNO I Lu J384091 = Exp. 3-31-11 s q�F civlL �F C A L lF Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 11/11/09 JE DRWG #s A5 PLAN 4 • Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-Ply TC 6-7 1&B DFL 2x4: P=2951C 0.092 Mm=2627 Mp=3274 0.450= 0.543 BC 12-11 1&B DFL 2x4: P=2937T 0.373 Mm=3443 Mp=4383 0.636= 1.009 WB 12-7 STDB DFL 2x4: P=633C 0.356 TC AXIAL: 1-2 -4392, 2-3 -4147, 3-4 -3440, 4-5 -558, 5-6 -558 6-7 -3440, 7-8 -4147, 8-9 -4392 BC AXIAL: 1-14 4115, 14-13 3726, 13-12 3201, 12-11 3726 11-9 4115, 4-10 -2738, 10-6 -2738 WB AXIAL: 2-14 -277, 14-3 373, 3-13 -758, 13-4 609, 10-5 193 12-6 609, 12-7 -758, 7-11 373, 11-8 -277 13-12 1&B DFL 2x4SC BASE LOADS: 1.25: 20 14 10 10 PSF Wind: Exp B, Spd 85 LC1: 1.25: 40 28 20: 13-12 FAS100 LC2: UNBALANCED LIVE LOADS. LC3: 1.25: 0 28 20 20: 13-12 FAS100 LC4: 1.6: 0 19 13: 13-12 FAS67,1-9 S-39 wind LC5: 1.25: 40 28 20: 13-12 FAS165 LC6: 1.25: 0 28 20 20: 17'-0" 13'-6" 5'-11 15/16" 5X8 /\ 5X8 3X4 4 � 12 2X3 30 in 2X3 .WORK"X 4X10 SPACE. Jt: X,Y 1: 1,0.3 3X4 3X4 sTAqw @ FAU 3X4 9: -1,0.3 ' 7'-0" 1/4" =1 ° (panel pts equal division uno) 34'-0" SANTERRA - 2007 CODE - LA OUINTA\WORKING\PLAN 4\A7 ROTS: 1 9 MX VRT: 1662 1662 MX UPL: -21 -21 3X4 3X4 *2x4 Bracing UNO GRAD SPEC SIZE By Others TC: 1&B DFL 2X4 BC: 1&B DFL 2X4 5 WEB: STDB DFL 2X4 A L - 2X3 - 12 14 4X10 Defl@ 12: TL= .94in L/430 LL= .49in L/826 Camber 7/16in Kcr=1.5 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc SPCG: 24 oc TCLL: 40 PLF TCDL: 28 x1.05 BCLL: (20) BCDL: 20 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP500 20g uno Centered on joint UNO ti LU C38409 Exp. 3-31-11 \9�� CIVIL Q�tiQ \OF C Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 11/11/09 JE DRWG #s A7 PLAN 4 U Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-Ply TC 6-7 1&B DFL 2x4: P=3233C 0.111 Mm=3140 Mp=3901 0.548 = 0.659 BC 14-13 SS DFL 2x4: P=3235T 0.329 Mm=3253 Mp=4226 0.491= 0.819 WB 12-7 STDB DFL 2x4: P=876C 0.493 MOD 4-10 NO2 DFL 2x4: P=2590C 0.065 Mm=353 Mp=1257 0.243= 0.308 TC AXIAL: 1-2 -4913, 2-3 -4631, 3-4 -3796, 4-5 -642, 5-6 -642 6-7 -3796, 7-8 -4631, 8-9 -4913 BC AXIAL: 1-14 4601, 14-13 4144, 13-12 3531, 12-11 4144 11-9 4601, 4-10 -2999, 10-6 -2999 WB AXIAL: 2-14 -317, 14-3 421, 3-13 -876, 13-4 684, 10-5 222 12-6 684, 12-7 -876, 7-11421, 11-8 -317 13-12 SS DFL 2x4SC 4-6 NO2 DFL 2x4 i Jt: X,Y 1: 1,0.3 9: -1,0.3 1/4" = F 17'-0" BASE LOADS: 1.25: 20 14 10 10 PSF Wind: Exp B, Spd 85 LC 1: 1.25: 46 32 23: 13-12 FAS100 LC2: UNBALANCED LIVE LOADS. LC3: 1.25: 0 32 23 23: 13-12 FAS100 LC4: 1.6: 0 21 15: 13-12 FAS67,1-9 S-46 wind LC5: 1.25: 40 28 20: 13-12 FAS165 1 C6: 1.25: 0 28 20 20: 13'-6" 5'-11 15/16" SANTERRA - 2007 CODE - LA OUINTA\WORKING\PLAN 4\A7-OS KUIN: 1 9 MX VRT: 1863 1863 MX UPL: -63 -63 5 A / *2x4 Bracing By Others Defl @ 12: TL= 1.09in L/371 LL= .61in L/663 Camber 1/2in Kcr=1.5 Laterally brace B/C with gypsum shtg, or coot. lateral support not to exceed 10' oc UNO GRAD SPEC SIZE TC: 1&B DFL 2X4 BC: SS DFL 2X4 WEB: STDB DFL 2X4 SPCG: 27.75 OC TOLL: . 46 PLF TCDL: 32 xl.05 BCLL: (23) BCDL: 23 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP500 20g uno Centered on joint UNO �oQP WSSIO,ygl C38409 9 * Exp. 3-31-11 s IVI 91 CL � OF CALlF Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 11/11/09 JE DRWG #s A7-OS, PLAN 4 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-Ply TC 1-2 1&B DFL 2x4: P=3903C 0.111 Mm=3934 Mp=5320 0.772= 0.883 BC 12-11 1&B DFL 2x4: P=2879T 0.366 Mm=3056 Mp=3939 0.572= 0.937 WB 12-7 STDB DFL 2x4: P=774C 0.436 MOD 14-13 SS DFL 2x4: P=2794T 0.284 Mm=3864 Mp=4969 0.577= 0.861 TC AXIAL: 1-2 -3903, 2-3 -3773, 3-4 -3353, 4-5 -561, 5-6 -557 6-7 -3358, 7-8 -4086, 8-9 -4330 BC AXIAL: 1-14 3615, 14-13 3532, 13-12 3121, 12-11 3664 11-9 4056, 4-10 -2655, 10-6 -2655 WB AXIAL: 2-14 84, 14-3 169, 3-13 -633, 13-4 572, 10-5192 12-6 600, 12-7 -774, 7-11 381, 11-8 -274 1-13 SS DFL 2x4 13-12 10 DFL 2x4SC BASE LOADS: 1.25: 20 14 10 10 PSF Wind: Exp B, Spd 85 LCI: 1.25: 40 28 20: 13-12 FAS 100 LC2: UNBALANCED LIVE LOADS. s LC3: 1.25: 0 28 20 20: 13-12 FAS 100 LC4: 1.6: 0 19 13: 13-12 FAS67,1-9 S-39 wind LC5: 1.25: 40 28 20: 13-12 FAS165 LC6: 1.25 0 28 20 20: 17'-0" 13'-6" 5'4 1 15/16" 1 II 5X8 5X8 3X4 2X3 014/4" 4 r 2X3 30 in "WORK" XF 6X1O SPACE �o Jt: X,Y �_ C 1: 1,0.3 "' 3X4 3X4 STAG @ FAU 3X4 HUS2 BM I 7'-0" 1 /4" =1' (panel pts equal division uno) 34'-0" SANTERRA - 2007 CODE - LA OUINTA\WORKING\PLAN 4\A8 RCTS: MX VRT: 1645 1641 MX UPL: -19 -21 3X4 3X4 *2x4 Bracing ' By Others 5 UNO GRAD TC: 1&B SPEC DFL SIZE 2X4 BC: 1&B DFL 2X4 WEB: STDB DFL 2X4 A 2X3 — 12 14 4X10 Defl @ 12: TL= 1.02in L/391 LL= .Sin L/798 Camber 1/2in Kcr=1.5 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc SPCG: 24 oc TCLL: 40 PLF TCDL: 28 x1.05 BCLL: (20) BCDL: 20 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP500 20g uno Centered on joint UNO �Co C38409 Exp. 3-31-11 \cnq�F CI VIL \OF C A L IF� Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 11/11/09 JE DRWG #s A8 PLAN 4 1 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 2-Ply TC 3-4 NO2 DFL 2x4: P=3017C 0.141 Mm=2000 Mp=2637 0.492= 0.633 BC 9-8 NO2 DFL 2x4: P=3567T 0.631 Mm=1408 Mp=918 0.272= 0.903 WB 9-3 STDB DFL 2x4: P=420T 0.171 TC AXIAL: 1-2 -3287, 2-3 -3201, 3-4 -3017, 4-5 -3017, 5-6 -3201 6-7 -3287 BC AXIAL: 1-9 3103, 9-8 3567, 8-7 3103 WB AXIAL: 2-9 -333, 9-3 434, 94 -608, 4-8 -608, 8-5 434 8-6 -333 12'-0" Jt: X,Y 1: 1,0.3 7: 4,0.3 3/8" =1' SANTERRA - 2007 CODE - LA OUINTA\WORKING\PLAN 4\B1 BASE LOADS: 1.25: 20 14 10 6 PSF Wind: Exp B, Spd 85 LC1: 1.25: 40 28 30: 3-5 174,3 566,5 566 LC2: 1.25: 80 56 24: a LC3: 1.6: 0 19 20: 3-5 49,3 160,5 160,1-7 S-39 wind 4'-0 1/4" *2x4 Bracing By Others UNO GRAD TC: NO2 SPEC DFL SIZE 2X4 BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 3 4 5 2 6 1 7 9 8 0 24.71. RCTS: 1 7 MX VRT: 2310 2310 @ Carrier 2-Ply: NO TC w/16d @ 9in oc Nail BC w/16d @ 12in oc Defl @ 4: TL= .6in L/494 LL= .24in L/999 Camber 3/8in Kcr=1.5 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc SPCG: PLF oc 2-PLY TCLL: 40 PLF TCDL: 28 x1.05 BCLL: BCDL: 30 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP500 20g uno Centered on joint UNO sqe �cy rr — — C38409 Exp. 3-31-11 \�qT � C.1VIL \Of- C ALIE Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 11/11/09 JE DRWG #s B1 PLAN 4 0 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-Ply �TC 2-3 NO2 DFL 2x4: P=2208C 0.117 Mm=2289 Mp=2954 0.594= 0.711 BC 1-7 NO2 DFL 2x4: P=1690T 0.299 Mm=1363 Mp=2338 0.452= 0.751 WB 3-6 STDB DFL 2x4: P=752T 0.306 TC AXIAL: 1-2 -2493, 2-3 -2208, 3-4 -2208, 4-5 -2481 BC AXIAL: 1-7 2270, 7-6 3471, 6-5 3114 WB AXIAL: 2-7 -653, 7-3 1004, 3-6 1013, 6-4 -659 12'-6" P Jt: X,Y 1: 1,0.3 5: 4,0.3 3/8"=1' SANTERRA - 2007 CODE - LA OUINTA\WORKING\PLAN 4\B2 BASE LOADS: 1.25: 20 14 10 6 PSF Wind: Exp B, Spd 85 LC 1: 1.25: 40 28 12: LC2: 1.6: 0 25 11: 1-5 +-227H,1-7 -+713H LC3: 1.25: 0 28 20 12: ° LC4: 1.6: 0 19 8: 1-5 S-39 wind 9 ROTS: 1 5 MX VRT: 1007 1007 MX HOR: -9 0 1-7 +713H 1-7 -713H MX UPL: -135 -135 *2x4 Bracing UNO GRAD SPEC SIZE ' By Others TC: NO2 DFL 2X4 ° BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 NOTE: TRUSS TO TRANSFER 5600 LBS MAX LATERAL FORCE 4'-5 15/16" Defl @ 7: TL= .32in L/927 LL= .13in L/999 Kcr=1.5 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc SPCG: 24 OC TCLL: 40 PLF TCDL: 28 x1.05 BCLL: (20) BCDL: 12 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP500 20g uno Centered on jokat UNO _Q�v w � C38409 = Exp. 3-31-11 \�9T �CM_1�,?�/ \oF Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: I1/11/09 7E DRWG #s B2 PLAN 4 F, s Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 2-Ply TC 6-7 NO2 DFL 2x4: P=6193C 0.495 Mm=1448 Mp=1050 0.406= 0.901 ° BC 8-7 SS DFL 2x6: P=5864T 0.437 Mm=7105 Mp=3757 0.385= 0.823 WB 10-4 STDB DFL 2x4: P =1858T 0.755 TC AXIAL: 1-2 -3432, 2-3 -3444, 3-4 -3219, 4-5 -3219, 5-6 -5139 6-7 -6193 BC AXIAL: 1-12 3238, 12-11 3238, 11-10 3261, 10-9 4876, 9-8 5864 8-7 5864 WB AXIAL: 12-2 -97, 2-11 -270, 11-3 126, 3-10 -384, 10-4 1858 10-5 -2165, 9-5 1553, 9-6 -1066, 8-6 649 6.) Jt: X,Y 1: 1,0.3 7: -1,0.3 3/8"=1' 12'-6" SANTERRA - 2007 CODE - LA OUINTA\WORKING\PLAN 4\B3 BASE LOADS: 1.25: 20 14 10 6 PSF Wind: Exp B, Spd 85 LC1: 1.25: 40 28 33: 11-10 12,10-7 484 LC2: 1.6: 0 25 30: 11-10 11,10-7 224,1-7 +A182H,7-+4500H L.C37 1.25: 0 28 20 12: 1-11 53,10-7 269 LC4: 1.6: 0 19 22: 11-10 8,10-7 166,1-7 S-39 wind 4 KU r5: 1 ' 7 MX VRT: 2606 5406 MX HOR: 4 0 7 +450011 7 -4500H 2-Ply: NO TC w/16d @ 9in oc Nail BC w/16d @ 4in oc *2x4 Bracing UNO GRAD SPEC SIZE ' By others TC: NO2 DFL 2X4 ° BC: SS DFL 2X6 WEB:STDB DFL. 2X4 NOTE: TRUSS TO TRANSFER 4500 LBS MAX LATERAL FORCE 4'-5 15/16" SPCG: PLF oc 2-PLY TCLL: 40 PLF TCDL: 28 xl.05 13CLL: (20) BCDL: 33 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP500 20g uno Centered on joint UNO 38409 D Exp. 3-31-11 n ql CIVIC- Q��Q F OF C Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 11 / 11 /09 DRWG #s Defl @ 9: TL= .6in L/494 LL= .24in L/999 Camber 3/8in Kcr=1.5 153 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc PLAN 4 JE 0 is Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-Ply TC 1-2 NO2 DFL 2x4: P=565C 0.004 Mm=1231 Mp=222 0.246= 0.250 BC 1-4 NO2 DFL 2x4: P=496T 0.088 Mm=702 Mp=733 0.142= 0.230 WB 4-2 STDB DFL 2x4: P=96T 0.039 TC AXIAL: 1-2 -565, 2-3 -565 BC AXIAL: 1-4 496, 4-3 496 WB AXIAL: 4-2153 Jt: X,Y 1: 1,0.3 3: 4,0.3 1"=1' BASE LOADS: 1.25: 20 14 10 6 PSF Wind: Exp B, Spd 85 LC 1: 1.25: 40 28 12: LC2: 1.25: 0 28 20 12: 6 LC3: 1*6: 0 19 8: 1-3 S-39 wind 2 1 3 4 0 8.17 RCTS: 1 3 MX VRT: 333 333 4'-2 3/4" MX UPL: -45 -45 12 12 4 4 V-8 7/8" SANTERRA - 2007 CODE - LA OUINTA\WORKING\PLAN 4\C1 Defl @ 4: TL= .02in L/999 LL= .Olin L/999 Kcr=1.5 Laterally brace B/C with gypsum shtg. or cont. lateral sul *2x4 Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 BC: NO2 DFL 2X4 wEB: STDB DFL 2X4 SPCG: 24 OC TCLL: TCDL: 40 28 PLF xl.05 BOLL: (20) BCDL: 12 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP500 20g uno Centered on joint UNO 0/19� �ti 2 C38409 Exp. 3-31-11 s q�F CIVIL OF CALIF Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 11/11/09 JE DRWG #s C1 not to exceed 10' oc PLAN 4 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-Ply TC 2-3 10 DFL 2x4: P=2456C 0.170 Mm=3261 Mp=1305 0.719= 0.890 BC-1-4 NO2 DFL 2x4: P=2259T 0.399 Mm=1742 Mp=1590 0.337= 0.736 WB 4-2 STDB DFL 2x4: P=240T 0.098 TC AXIAL: 1-2 -2456, 2-3 -2456 BC AXIAL: 1-4 2259, 4-3 2259 WB AXIAL: 4-2 240 • • Jt: X,Y 1: 1,0.3 3: -1,0.3 1/2"= F SANTERRA - 2007 CODE - LA QUINTA\WORKING\PLAN 4\D1 BASE LOADS: 1.25: 20 14 10 6 PSF Wind: Exp B, Spd 85 LC1: 1.25: 40 28 26: 2 888 LC2: 1.6: 0 19 17: 2 251,1-3 S-39 wind 2'-6 15/16" 2 1 3 4 0 13.21 RCTS: 1 3 MX VRT: 1075 1075 Defl @ 4: TL= .2in L/792 LL= .08in L/999 Kcr=1.5 Laterally brace B/C with gypsum shtg. or cont. lateral si *2x4 Bracing UNO GRAD SPEC SIZE By others TC: 1&B DFL 2X4 BC: NO2 DFL 2X4 wEB: STDB DFL 2X4 SPCG: PLF oc TCLL: 40 PLF TCDL: 28 xl.05 13CLL: BCDL: 26 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP500 20g uno Centered ou joint UNO not to exceed 10' oc QUO Q � t55I0 q( LU cm C38409 = Exp. 3-31-11 �9T CI V I1 \OF C ALIF� Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 11/11/09 JE DRWG #s Dl PLAN 4 0 0 a Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-Ply TC 2-3 NO2 DFL 2x4: P=882C 0.028 Mm=3338 Mp=1139 0.749= 0.778 BC 4-3 NO2 DFL 2x4: P=767T 0.136 Mm= 1953. Mp =2026 0.392= 0.528 WB 4-2 STDB DFL 2x4: P=138T 0.056 TC AXIAL: 1-2 -1256, 2-3 -1370 BC AXIAL: 14 767, 4-3 2268 WB AXIAL: 4-2 241 JA Jt: X,Y l: l,l 3: -1,0.3 1/2" =1' SANTERRA - 2007 CODE - LA OUINTA\WORKING\PLAN 4\D2 BASE LOADS: 1.25: 20 14 10 6 PSF Wind: Exp B, Spd 85 LC 1: 1.25: 40 28 12: LC2: 1.6: 0 25 11: 1-3 +-282H,1-4 -+586H s LC3: 1.25: 0 28 20 12: LC4: 1.6: 0 19 8: 1-3 S-39 wind 2 1 3 4 0 12.75 RCTS: 1 3 MX VRT: 580 580 MX HOR: 6 0 14 +586H 14 -586H MX UPL: -103 -103 NOTE: TRUSS TO TRANSFER 3600 LBS MAX LATERAL FORCE 2'-6 15/16" Defl @ 4: TL= .07in L/999 LL= .03in L/999 Kcr=1.5 Laterally brace B/C with gypsum shtg. or cont. lateral sul *2x4 Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 BC: NO2 DFL 2X4 wEB.STDB DFL 2X4 SPCG: 24 oc TCLL: 40 PLF TCDL: 28 x1.05 BCLL: (20) 13CDL: 12 DUR LDG FCTR: 1.25 3.5" Min Big Wdth UNO Plates: TP500 20g uno Centered on joint UNO LU C38409 Exp. 3-31-11 CALIF Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 11/11/09 JE DRWG ##s D2 not to exceed 10' oc PLAN 4 • Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-1`ly TC 2-3 NO2 DFL 2x4: P=1706C 0.059 Mm=2122 Mp=697 0.494= 0.553 BC 14 NO2 DFL 2x4: P=1562T 0.276 Mm=1100 Mp=927 0.213= 0.489 WB 4-2 STDB DFL 2x4: P=163T 0.066 TC AXIAL: 1-2 -1706, 2-3 -1706 BC AXIAL: 141562, 4-3 1562 WB AXIAL: 4-2 163 5'-6" BASE LOADS: 1.25: 20 14 10 6 PSF Wind: Exp B, Spd 85 LC 1: 1.25: 40 28 22: 2 574 LC2: 1.6: 0 19 15: 2 162,1-3 S-39 wind s 2 1 3 A. 4 0 10.71 RCTS: 1 3 MX VRT: 777 777 A r 12 2'-1 15/16" 12 , Jt: X,Y l: 1,0.3 3: 4,0.3 3/4"=1' SANTERRA - 2007 CODE - LA OUINTA\WORKING\PLAN 4\E1 *2x4 Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 BC: NO2 DFL 2X4 WEB:STDB DFL 2X4 SPCG: PLF oc TCLL: 40 PLF TCDL: 28 x1.05 BCLL: BCDL: 22 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP500 20g uno Centered on joint UNO �OQP PE SlpNgl LLJ C38409 = ExP. 3-31-11 \�9T CIVIL Q�~� �F C A�IF� Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 11/11/09 7E DRWG #s Defl @ 4: TL= .12in L/999 LL= .04in L/999 Kcr=1.5 E 1 Laterally brace B/C with gypsum shtg. or coot. lateral support not to exceed 10' oc I PLAN 4 • L' • Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC01 Rbdg:N 1-Ply TC 1-2 NO2 DFL 2x4: P=1564C 0.050 Mm=2227 Mp=473 0.510= 0.560 BC 1-4 NO2 DFL 2x4: P=1429T 0.253 Mm=1304 Mp=866 0.252= 0.505 WB 4-2 STDB DFL 2x4: P=97T 0.039 TC AXIAL: 1-2 -1564, 2-3 -1570 BC AXIAL: 1-41429, 4-3 1429 WB AXIAL: 4-2 108 Jt: X,Y l: 1,0.3 3: -1,1 3/4"=F BASE LOADS: 1.25: 20 14 10 6 PSF Wind: Exp B, Spd 85 LC 1: 1.25: 40 28 22: 2 574 LC2: 1.6: 0 19 15: 2 162,1-3 S-39 wind s 2 1 3 4 0 10.25 ROTS: 1 3 MX VRT: 743 769 5'-6" A r— 12 2'-1 15/16" 1 1A SANTERRA - 2007 CODE - LA OUINTA\WORKING\PLAN 4\E2 *2x4 Bracing UNO GRAD SPEC SIZE By *Others TC: NO2 DFL 2X4 BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 SPCG: PLF oc TCLL: 40 PLF TCDL: 28 x1.05 BCLL: BCDL: 22 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP500 20g uno Centered on joint UNO P t551Oryq L m LU C38409 9 Exp. 3-31-11 sgTF CIVIL Q�tiQ '-51/2" OF CALIF Defl @ 4: TL= .15in L/820 LL= .06in L/999 Kcr=1.5 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 11/11/09 JE DRWG #s E2 PLAN 4 • Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-Ply TC 1-2 NO2 DAL 2x4: P=608C 0.004 Mm=594 Mp=32 0.117= 0.121 BC 1-4 NO2 DFL 2x4: P=551T 0.097 Mm=361 Mp=275 0.070= 0.167 WB 4-2 STDB DFL 2x4: P=41T 0.017 TC AXIAL: 1-2 -608, 2-3 -608 BC AXIAL: 1-4 551, 4-3 551 WB AXIAL: 4-2 41 Jt: X,Y 1: 1,0.3 3: -1,0.3 1"=1' BASE LOADS: 1.25: 20 14 10 6 PSF Wind: Exp B, Spd 85 LC 1: 1.25: 40 28 15: 2 167 LC2: 1.6: 0 19 10: 2 47,1-3 S-39 wind 6 2 1 3 4 0 5.71 RCTS: 1 3 MX VRT: 325 325 MX UPL: -2 -2 12 12 4 4 3'-011 V-3 15/16" SANTERRA - 2007 CODE - LA OUINTA\WORKING\PLAN 4\F1 *2x4 Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 SPCG: PLF oc TCLL: 40 PLF TCDL: 28 X1.05 BCLL: BCDL: 15 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP500 20g uno Centered on joint UNO < g\ WASIO�QI F'G Uj 38409 = Exp. 3-31-11 �9T CIVIC P�~� F OF C A'L Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 11/11/09 JE DRWG #s Defl @ 4: TL= .02in L/999 LL= .Olin L/999 Kcr=1.5 F I Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc . PLAN 4 z TRUSS CLIP OR (1 } 16d A TRUSS BOTTOM CHORD TRUSS BOTTOM CHORD �qSS/� Q Nq F� W l . w Z o IsJ w z w M -_Tz u 1 X PLATE ISO. 38403 m o N TRUSS CLIP 2X PLATE Exp. 3/31/11 p OR (1)16d J'J C �Q qTF a� w o Z OFl CAI�F __ a0> z A I J�Q O o� Q I I a=m �a� � NON —BEARING PARTITION PERPENDICULAR TO TRUSS SECTION A —A I v) I ® � O J L L N I I Ir Z,U QJW z Q N 2X BLKG. AT 2'-0' . D.C. TYPICAL I I ® Z" bw bww z 0 TRUSS BOTTOM CHORD I I Z pp0 (1) 16d NAILS I 1 ol Z� -- -----� U S Q z O X—BRACING EVERY THIRD O BAY AT 10'-0" O.C. LL Z i 2X BLK J UQ (TYP.) i Y c 00 m B m m 2X BLK — ATTACH W/(2)16d F o cn LL NAILS AT EACH END Z NON —BEARING PARTITION PARALLEL TO TRUSS SECTION B—B o Of Y N ~ TRUSSES SPACED CHAMFERED OR V I O O3 NAIL TRUSS SQUARE BLOCK PER ARCH. PLANS Q J m AS REQUIRED ry TO BLOCKA 1O NAIL SPACER C ® o w F Li BLOCK TO TRUSS o O U m w (3)16d TYP �� , IL IJI 0 J Z z Z m I U _LL 0 EXTERIOR WALL Q m 0 � LLJ 2 SET NEXT TRUSS I o 4 BACK NAIL AFTER & TOE —NAIL TO a m w ALL TRUSSES ARE PLATE C �— FOR FLAT TRUSSES W/SPANS ry ERECTED ` J GREATER THAN 20'-0" TRUSS AT EXTERIOR WALL SECTION C—C 4 Z 3 2X4. CONSTRUCTION rPAnF LAP 24" W/6-16d NAILS W/4-8d NAILS EACH MEMBER IMPACT BRIDGING _ 2x4 CONSTRUCTION GRADE 2x4 POST BY MFR. IMPACT BRIDGING MAY BE USED I�LEIU F CONTINUOUS LATERAL BRACE2 IMPACRIDGING 2x SOLID BLOCK W/2 16d NAILS EACH END NAIL o. 2x CONTINUOUS LATERAL EACHTRU SS d NAIL II X—BRACING (W/2-16d NAILS 2-16d NAILS EACH END) AT END WALLS AND THRU X—BRACING AT MAXIMUM 16'o.c. X—BRACING END WALL 4 RECOMMENDED BOTTOM CHORD LATERAL BRACING ype Bracing Bracing Size Spacing PN Impact, 2x4 to 24"o.c.— 2x6 to •32"o.c. 12'-0"max. RoofLateral t x3 to 24"o.c.— 2x3: to 48`'o.c. 16'-0"max. ote: Each line of at end wolls, lateral bracing to be x—braced and at 16'-0" maximum. L GUNIINUOUS LATERAL BRACE (SEE CHART BELOW) BOTTOM CHORD LATERAL BRACING RECOMMENDED GUIDE and SPECIFICATIONS Trusses must be blocked and braced at ends, at bearing walls, and at intervals not exceeding O.C. This lateral bracing is to be X-broced (35•-55• from horizontal) at end walls and at intervals not to exceed o.C. No. 38409 Exp. 3/31/11 IVI F OF CA1 LATERAL BRACING All trusses must be laterally braced to prevent buckling and/or over turning due to lateral forces. Top chord stability is provided by the roof or floor sheathing. Bottom chord stability by the ceiling finish and/or lateral bracing. On roofs where the sharing of impact loads is not required, the 1 X3* is an odoquate brace. In floor systems where impact load sharing . is required, impact bridging is recommended. (This bridging will also satisfy lateral bracing requirements.) *2X3 is recommended when truss spacing is 32 " o. c. to 48 " o. c. Alternate bracing methods may be required for spacing greater than 48" o.c. Impact bridging is also recommended for uniform deflection control of minimum depth design roof trusses and long cantilevers. ALL BRACING MATERIAL & HARDWARE BY OTHERS 0 . W I U ti N 0 O OLA _ Z - Z 0 ZX� �o o�z Zw< CLF= wpm ® U> U Q O J OU ,1a, z A �w Z Q U XW Z it � V �w Zu 0 Z V b 2 V T ® a i_1 f),4 AIAll C Inn I{L--17ArI_1 TRUSS PER ENGINEERING COMPRESSION WEB BRACE NOTE: COMPRESSION WEBS MAY OCCUR AT E ANY ANGLE, THEREFORE TWE 45 DIAGONAL IS NAILED TO THE WEB ON THE SAME PLANE THAT THE WEB OCCURS. PLEASE SEE FIGURE I(d) IN THE COMMENTARY AND RECOMMENDATIONS FOR BRACING WOOD TRUSSES BY T.P.I Inc. FOUND IN THE INSIDE FRONT COVER OF OUR SHOP DRAWINGS. PRESSION ^RAE -ING im B END OF COMPRESSION BRACING DETAIL No. 38409 Exp. 3/31/11 2X4 SCAB 2X4 TRUSS WEB 16d @ 12" O.C. SECTION A -A C "TEE" BRACING :SION Q f— W 0 m W 3.0 O U) I:I) cc a_ m O Q a s CL U m 2 0 U VI w z w d z m m z 0 m z a s m 0 w F a U m m a L D E L 5 Q J J 2x4 BRACE AT 48" O.C. OCKS RIDGE Bk WSS/ ' AS OSPECIFIED PL FI D 1 1/2" NOTCH A OQ� w 2Z Ld BY OTHER ° iii 3x4 c� No. 38409 Exp. 771 =` ~Z mOD 3/31/11 - 0 o 2x4 ADD ON BY OTHERS _____ IF NOTCHES DO NOT _ ____ _ _____ X Q S� 9j ClVlL �Q FALL ON STUDS VENT F OF oz w I CA1-�F� a r IF REO o o m W _ I a N o= — z 0 <a8 JOQ O U O O ) Ln U W <2 0 Q. < r m �?� Z 01 m I = CROSS BRACE AT RIDGE (FOR TRUSS STACKING (� < a W OR 16'-0" O.C. MAX. ONLY. SEE -10 -10I STRUCTURAL DETAILS ®. ??^ Q 3x4 SECTION A -A FOR WALL BRACING.) NZ 16" O.C. 2x3 TYPICAL p TYPICAL (OPT. TOE NAIL o Iz W/(3)16d) Q GABLE STUD Z _ TYPICAL GABLE END TRUSSal (1)16d 0 Q 2x4 BRACE IF STUD HEIGHT EXCEEDS 5'-9" (2)16d AT 48" O.C. a W I— SEE SPECIFIC TRUSS DRAWINGS FOR BRACE PER SECTION 'A -A' 2x4 CONT. Q AS SPECIFIED WOOD AND PLATE SPECIFICATIONS (2)16d F 1 1 2' ON PLANS J rn 0 CD NOTCH �� �' IF WEB LENGTH EXCEEDS 7'-6" J �: Z z BY OTHERS \ BRACE AT MID PANEL W/8'-0" LONG MEMBER TO WEBS OA CONNECTION DETAIL �'J N 11 U Q BEYOND old ~ � '- w m 0 Iz m 2x4 SOLID BLOCK W w a 0® Q J J (3)16d < (3)16d W (n a Q 2x4 ADD ON B/0. - - W IF NOTCHES DO NOT 0 0 FALL ON STUDS lily TRUSS TRUSS tL m~ 0 z 0 0 w > 2x4 BRACE I 2x3 TYPICAL W/(4)16d'S a (OPT. TOE NAIL TO TRUSS TYPICAL W/(3)16d) TYPICAL FILL TRUSS © CONNECTION DETAIL w I z z 31 1/2' MAY G�_ft• ten• -71 Ilk TOP & BOTTOM CHORDS 2x4 HEAD- OUT ® T&B 2X4 RAFTER OR CJ. j A CE S 2x4 READ— OUT ® T&B (2) 16d's @ EA. END, TYP. f1FTTAII (n) 7nY7n ATTI(` Ar-\r�'r-C,C- L3 z z w a_ 0 0 c� e fu No. 38409 Exp. 3/31/11 c I� o��,� OF P,0 Q 0 Z of m F z 0 m z a m 0 w F a 0 e m Q L D z i i e t 6 PARAPET Over —All Length: 9.25 Applied Loads (Down +) 44 Reactions (Up +): Left: -346 Right: 753 No. 38409 Y Exp. 3/31/11 C I 1 CAM�F �- Rcts at: 0 2.5 Unif Load #/If ****** Use N01 DFL 2X6 ****** A= 8.25 S= 7.563 1= 20.797 Fv= 95 E= 1700000 Df= 1.33 Crit Shear: V= 436 @ 2.04 1.5*V/(Fv*A*Df)= .63 Span: Max Mom= 12029"# C 2.5 Fb= 1300 M/(Fb*S*Df)= .92 Defl= .02 @ 1.42 L/240= .13 Rgt Cant: Max Mom= 12029"# C 2.5 Fb= 1300 M/(Fb*S*Df)= .92 Defl=—.82 @ 9.25 L/180= .45 REFER TO THE TRUSS ENGINEERING FOR ACTUAL SPANS, PLATE SIZES AND LUMBER GRADES U z � m m Z: z ° J W N U= w W �O U a UIL X LL !— W o W Q z a.®�" QZ ° 0 ° a C IL Z z J z z GABLE .OVERSTACK VALLECY FILL TO 36'—Q' '-0" MAX 2x4 SCAB ON IF RAFTER BEARS ON TOP CHORD AND IS 2'-0" OR GREATER FROM THE PANEL POINT NOTCH POST FOR PURLIN (TYP) 2X FULL BEARING WIDTH NAILER W/(2)16d NAILS PER TRUSS BELOW NOTES: 1. ROOF LIVE LOAD + DEAD LOAD = 34 PSF. 2. VALLEY RAFTERS TO BE MIN. 2x4 NO2 GRADE DOUG—FIR. CLEAR SPANS NOT TO EXCEED 7'-0" FOR 34 PSF LOADING. 3. ALL NAILING P;R C.B.C. 2007 EXCEPT AS NOTED. 4. PROVIDE SOLID BLOCKING BETWEEN TRUSSES TO SUPPORT RIDGE 5. ALL POST & PURLIN MATERIALS TO BE PROVIDED BY OTHERS e ,L . Z Z VALLEY RAFTERS W/(3) 16d NAILS — TOE NAIL TO RIDGE (TYP) ' o. 38409 �. 2x6 #3 DFL RIDGE SUPPORTED AS SHOWN � Esc3/31/11 �. ci v 1�- NOTE! FOR SHORTER VALLEY OF M, FILLS. ESTIMATE LONGER MEMBERS AND RESPECTIVE DETAILS 2x4 POST TO PURLIN UNDER RAFTER AT 8'-0" 2x4 POST TO BEARING, GABLE END OR GIRDER (TYP) RIDGE HIP COMMON SOFFIT RETURN IF GREATER THAN 2'-0" _--7- 2X SLEEPERS HIP OVERSTACK _j Q LOOSE JACK RAFTER FIRST COMMON TRUSS 2x4 BLOCK HIP TRUSS 2x4 RAFTER SECTION B 2x4 RAFTER LLINE OF PLATED 2X4's l @ ALTERNATE STACKED HIP RAFTER. CONTINUOUS HIP BEAM W�TAIL RIPPED TO 2x4 L.L. PLUS D.L. < 36 PS : USE #2 DFL 2x6 FOR SET BACK OF 7'-2" OR LESS USE # 1 DFL 2x6 FOR SET BACK OF 7'-3" TO 7'-5" USE #2 DFL 2x8 FOR SET BACK OF 7'-6" TO 8'-0" PLAN VIEW v V SEE SECTION 'A' ' W wZ Z O I ° � w fn I�Z mom N N w Z � a Z- a: w Ea 2X4 CONT. LATERAL BRACING BY OTHERS a o r AT 24" ON CENTER ® u } m Qa0 (2)16d NAILS ae TYPICAL a.3 < 0�w �B� q/ it Z aU DBL.. HIP (�� Q-w TRUSS Lf za ® � � w JACK RAFTER TO TRUSS TOP CHORD z u zu SECTION-"C" = Q TRUSS (ALTERNATE BAYS) END N END NAILS DOUBLE TRUSS AT 1ST HIP ONLY WHEN REQUIRED, REFER TO ENGINEERING SET BACK VARIES TO 8'-0" (WITH 2x4 TOP CHORD) `--BOTTOM CHORD ONLY WHEN REQUIRED JACKS W/BOTTOM CHORDS (WHEN REQUIRED) TRUSS OR 2x4 RAFTERS ATTACH B.C. TO TOP A q� PLATE W/3-12d NAILS OSE JACK RAFTER No. 38409 S, EXP. 3/31/11 ��qTF vi OFi CAUF4���P 2X BLK. B/O UNDER HIP RAFTER W/(4)16d TO T.C. (BLK NOT REQUIRED STACKED 2X4's) HIP RAFTER--' 1ST HIP TRUSS - 2X BLKG. B/O (ALT. BAYS) SECTION 'A7 0 z m m _J F Q z E— rn m � I < ® N I I } m CL w U m Q m _ a z 0 Ix z O d LL 0 J L) o tA 0 U � a w J J z Zw P FESS/n s I j� w scn Y cD m I � No. 38409 U Exp. 3/31/11 m ° Nw� clV i�- o���P OF o t c CALF z = a m J Q U Z a ¢ X D =1.5" c� boa oC, Z c 0W � NS CL zOU m <U _ w Q Z�N ~ U TYPICAL HEEL CONDITION OFF SET CONDITIONS Q z c W ~ O I z U z CENTERLINE ON JOINT J Q m W z LLJ F z 0 Oi z z a Ld _ x CENTERLINE ON JOINT i m W 0 < F LLJ LL < W .� m {— L ENTERLINE ON JOINT z F Lj � 0 z W 0 � Q . 0 TYPICAL CENTERLINE ON JOINT OFF SET CONDITIONS J Z Q 7 P �FES�IpN • F� . PAW � =� w Y � Z oN � m No. 38409�' Exp. 3/31/11 m ° OF CA�0E � w ao� w m ur —� z uz� X D=1 .5" 3?Q JT: X Y L 3 . =<�4 U =1 Q�� 1: 1 3 C/") = N J K Z U TYPICAL HEEL CONDITION OF-F SET CONDITIONS Q ou U w I O Z J CENTERLINE ON JOINT < w ¢ F 5� z z 00 CD z ' L CENTERLINE ON JOINT 2 m EAJ w 0 � U o F � < x 0 w rL < �— L ENTERLINE ON JOINT w 0 w Z v a 0 0 ~ • Ct Q Z' —J a TYPICAL CENTERLINE ON JOINT a OFF SET CONDITIONS z w Z Multiple Load Cases: Rcts, Forces & Csi's are worst case FORCE IN COMPRESSION Code: PSA Rbdg:Y 2-Ply TOP CHORD AXIAL STRESS INDEX MID PANEL MOMENT TC 4-5 NO2 pFL 2x4: IP=4415C 0.368 Mm=1024 0=691 0.289 = 0.657 PANEL P61NT MOMENT TOP CHORD BENDING STRESS INDEX BC 6-5 NO2 DFL W: P=4072T 0.434 Mm=7759 Mp=2518 0.450 = 0.884 COMBINED STRESS INDEX BOT. CHORD BENDING STRESS INDEX BOT. CHORD AXIAL STRESS INDEX TC AXIAL: 1-2 -3721, 2-3 -3049, 3-4 -3057, 4-5 -4415 FORCE IN TENSION BC AXIAL: 1-8 3412, 8-7 3412, 7-6 4072, 6-5 4072 WB AXIAL: 8-2 541, 2-7 -769, 7-3 2136, 7-4 -1397, 6-4 900 LOAD CASE I 3 2 4 1 5 8 7 6 22.71 RCTS: l 5 MX VRT: 3164 4610 MX HOR: —2724 0 3/8""=1' DURATION LOADING FACTOR & LOADS IN PLF UNIFORM LOADS FROM JOINTS 8 TO 5 CONCENTRATED LOADS AT JOINT 8- r 6 1,C2: 1.33: 0 32 10: 1-3 120H.3-5 120H 8-5 1788 390 LOAD CASE 2 (LATERAL CALCS) DURATION LOADING FACTOR — & LOADS IN PLF HORIZONTAL LOADS APPLIED TO TOP CHORDS UNIFORM & CONCENTRATED LOADS (WITHOUT LIVE LOADS) 2-Ply: Nail TC w/16d @ 12in oc Nail BC w/16d @ 6in oc NOTE: TRUSS TO TRANSFER 120 PLF LATERAL FORCE 5'-1 9/16"' r_9nn PANEL POINT LOCATIONS SHALL -BE EQUAL DIVISIONS UNLESS NOTED OR DIMENSIONED OTHERWISE *1x Bracing UNO GRAD SPEC SIZE By Others TC: NO2 DFL 2X4 ` BC: NO2 o DFL • 2X8 WEB: STDB DFL 2X4 SPCG: PLF 2—PLY TOLL 32 TCDL: 32 BCLL: BCDL: 10 DUR LOG FCTR: 1.25 3.5" min Brg Wdth LINO Plates: TP-500 ICBO:5039 LA23996 Centered on ioint UNO No. 38409 Exp. 3/31/11 `9T L'l V 1�- �� F �F CA0 Hanson Truss, Inc. and signing Engineer accept no responsibility for the accuracy, structural adequacy or any other feature of this design unless specifically fabricated K5 by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 8/23/00 PD DRWG #s TL Defl @ 7= .3in 11 SAMPLE CALL 0 Z E- z 0 (n Q Z *SUMMARY OF I.C.C. EVALUATION REPORT ESR-2765 RFEISS =l D ON NOVEMBER 1, 2008 l F-500 TRUSS PLATES LATERAL_ RESISTANCE VALUES DIRECTION OF GRAIN & LOAD WITH RESPECT TO. LENGTH rerr' CPF ri(-C AA FA A FF 20 1 DFL 153 151 1 91 1108 20 HF 112 117 1 87 87 20 SPF 120 113 1 88 98 20 LVL 1 118 I 96 112 13A 18 DFL 1 114 126 85 102 18 1 HF l 108 1 103 71 68 18 SPF 128 1 1191 85 1 70 -Values are pounds per square inch of plate contact area -Plates are installed in pairs on opposite faces of truss member -Values are based on gross area method T=INSIQN VALUES DIRECTION OF LOAD WITH RESPECT TO LENGTH (;A ^ F 00 900 20 1246 880 18 1367 1086 -Values are pounds per inch per pair of plates SHEAR VALUES DIRECTION OF LOAD WITH RESPECT TO LENGTH ('Ar_t r)o err R(lr Qno 1 ?(,r 1 r )o 20 545 650 11064 1 626 1 357 1 401 18 1 654 676 1122B 1 649 1 438 1 497 -Values are pounds per inch per pair of plates + N 0 7 U .L ::Oct° AVAIL _AEL= UPON F1EOUES 9 L.A.CI I Y I.C.C. TIMBER PRODUCTS INSPECTION, INC. dhe GENERAL TESTING AND INSPECTION AGENCY 105uE 125'" AVB1 UE VAN"OUV=R WA stria.: Timber Products In_peclion (TP) ana General Testinc and lnsn>_ction 1GITl) we coda recognized by the Interr'.aticnal CDnterence of Building Officials' VCBD ES.) which or of .anuar•; 1, 2003 becanE iha IMematonal A=edawron Service- Inc (IAS) with the -- assigned number of AA-o'oG. Ths is to veTM, that. HANSSON TRUSS, INC CHINO, CA s curreryty an active msmber-,n good ;:andtr g in tho TP Third Party Truss Auditing Program and has been since JllLY 19E3 * It r ,ctt.t. r BRIAN HENSLEY TRUSS MANA.GEP. WESTERPi DfY15lON TIMBER OnUCTS INSPECTION R.F. *7-131995 E—SR-27605 ESS No. 38409 fir ti z 00 O di> L w �� EL i j id O 1 �� I� ® 10 V M J �,z rt a� arrxerra uvrive vwMsr• awr«..a, , w anm�e neaaaeac- a��t<,rx +!awra+ _.auuas Figure 4(b) between laterals placed at approximately 45 degrees is recommended for stability of the bottom chord. Diagonal bracing in the plane of the bottom chord is generally not required throughout the length of the building, but it is recommended that it be located at least at each end of the building. In most cases, temporary bracing in the plane of the bottom chord is installed at the locations specified on the architectural plan for permanent bracing, and is, therefore, left in place as permanent bracing. Figure 5 illustrates bracing in the plane of the bottom chord. Full bundles of plywood should not be placed on trusses. This construction load should be limited to 8 sheets of plywood on any pair of trusses and should be located adjacent to the supports. No excess concentration of any construction materials ( such as gravel or shingles) 1nds and at apir—imately 20 feet int—als Z. "HEIM Mimi chord �� I�I�I■ICI line chord (typil 1�1►1�1�1�1 if =I=iTop �i�i�lid1le ICI �I�I�I�I� Figure 6(b) ­^^^ f^ braced hay at approximately repeat at both ends. Continuous lateral bracing spaced 8 feet to 10 feet 'located at or near a panel point. Bottom chord of trusses (typical) should be placed on the trusses in any one area; they should be spread out evenly over a large area so as to avoid overloading any one truss. All mechanical equipment should be located only on the trusses specifically designed to support it. It should not be dropped or even set temporarily any other area unless the trusses are adequately shored. All floor trusses should be adequately shored if pallets of masonry materials are to be stored temporarily until the next higher walls are finished. STAGE THREE: Permanent Bracing is designed and specified by the architect or engineer for the structural safety of the building. It is the responsibility of the building designer to indicate size, location, and attachments for all permanent bracing as required by design analysis. In general, it is desirable to design and locate all bracing so that it may work together with other structural parts of the building (such as shear walls, portal frames, bearing walls, columns, beams, etc.) to achieve total integrity. length of a web member. As described earlier in the discussion of building design and truss design (STAGE ONE), diagonal bracing or end anchorage is essential to stabilize the lateral bracing. Diagonal bracing in the plane of the web members is also used to distribute unequal loading to adjacent trusses and to spread lateral forces to diaphragms or shear walls. Spacing of rows of diagonal bracing in the plane of the webs is a matter ofjudgmentto be made by the building designer, and will depend upon the truss span, truss configurations, type of building, and the loading. Generally, for roof trusses, the spacing ranges from 12 feet to 16 feet depending upon how it relates to the bracing in the plane of — the top chord. For floor trusses the cross bracing should be approximately 8 feet on centers. Lateral 2x6 strong -backs may also be used for some floor systems. Figure 1 and Figure 4 illustrate bracing in the plane of the webs. 3. Bottom Chord Plane. This bracing is required to maintain ,us the truss design spacing and to provide lateral support to the bottom chord to resist buckling forces in the event of reversal of stress due to wind uplift or unequal roof or floor loadings. If purlins are used, spaced not exceed the buckling length of the top chord, and adequately attached to the top chord, it is recommended that diagonal bracing be applied to the underside of the top chord to prevent lateral shifting of the purlins. Figures 6(a) illustrates the necessity for applying diagonal bracing in the plane of the top chord despite the use of closely spaced purlins. It is recommended that this diagonal bracing, as shown in Figure 6(b), be installed on both sides of the ridge line in all end bays. If the building exceeds 60 feet in length, this bracing should be repeated at intervals no greaterthat 20 feet. 2. Web Master Plane. The purpose bracing is to hold the trusses in a vertical position and to maintain the design spacing. In addition, this lateral bracing may be required to shorten the buckling 13 Figure A(1) A suggested procedure for lifting trusses is illustrated in Figure A(1) if the truss span does not exceed 30 feet. For multiple bearing trusses or cantilever conditions, portions of the bottom chord become compression members and should be braced laterally to resist buckling in the same manner as the top chord of simple span trusses. Bracing in the plane of the bottom chord is also designed to transfer lateral forces due to wind or seismic loads into side walls, hear walls or other resisting structural elements. Diagonals between continuous lateral bracing serve to stabilize the bottom chord. It is recommended that one complete bay of diagonal bracing be installed at each end of any building, and additional such bays be located at specified intervals no to exceed 20 feet. Figure 5 illustrates the use of bracing in the plane of the bottom chord. These recommendations for bracing wood trusses have been derived from the collective experience of leading technical personnel in the wood truss industry but must, due to the nature of responsibilities involved, be presented only as a guidefor the use of a qualified building designer, builder, or erection contractor. Spree Figure A(2) For truss spans between 30 feet and 60 feet a suggested lifting procedure is shown in Figure A(2). It should be noted that the lines from the ends of the spreader bar `Yoe -in." If these lines should'toe- out," they will tend to cause buckling of the truss. All top chords can buckle together if there is no diagonal bracing Ridge line Roof pudin (typical) t---Top chords can buckle despite frequent purlins Figure 6(a) Permanent bracing must provide sufficient support at right angles to the plane of the truss to hold every truss member in the position assumed for it in design. In addition, permanent bracing must be designed to resist lateral forces imposed on the completed building by wind or seismic forces. Permanent bracing may be subdivided into three logical components: 1. Top Chord Plane. This bracing is designed to resist lateral movement of the top chord. If plywood floor or roof sheathing is properly applied with staggered joints and adequate nailing, a continuous diaphragm action is developed and additional bracing in the plane is generally not required. Some metal roofing materials may be depended upon to act as a diaphragm when properly lapped and nailed. Selection and use of these materials is at the discretion of the building designer. APPENDIX It is intended that this appendix contain only tentative recommendations that may be used as a guide for on -site handling and erection until a more complete statement can be prepared. There may be some instances in which additional precautions will be necessary. UNLOADING. If possible, trusses shall be unloaded on relatively smooth ground. They shall not be unloaded on rough terrain that would cause undue lateral strain that might result in distortion of truss joints. Dumping of trusses is an acceptable practice provided that the trusses are not damaged or excessively stressed in the act ofdumping. The builder shall provide protection from damage that may be caused by on -site construction activity. STORAGE. Care shall be taken so as not to allow excessive bending of trusses or to allow tipping or toppling while the trusses are banded or when the banding is removed. If trusses fabricated with fire retardant treated wood must be stored prior to erection, they should be stored in a vertical position to prevent water containing chemicals leached from the wood from standing on the plates. A further precaution may be taken by providing a cover for the trusses that will prevent moisture from coming in direct contact with the trusses and which can be ventilated to prevent condensation. ERECTING TRUSSES. The truss erector or builder shall take the necessary precautions to insure that handling and erection procedures do not reduce the load -carrying capacity of the truss. Trusses shall be installed plumb, at specified spacing and in - plane (i.e., trusses will be properly aligned). Tagline Figure A(3) For lifting trusses with spans in excess of 60 feet, it is recommended that a strong -back be used as illustrated in Figure A(3). The strong -back should be attached to the top chord and web members at intervals of approximately 10 feet. Further, the strong - backs should be at or above the mid -height of the truss so as to prevent overturning. The strong -back can be of any material with sufficient rigidity to adequately resist bending of the truss.