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05-3286 (SFD) Truss CalcsASoa,PvjtAlT STRUCTURAL ENGINEERING •THIS SUBMITTAL HAS BEEN REVEIWED FOR GENERAL COMPLIANCE WITH THE DESIGN CONCEPT. AC HOUSTON LUMBER COMPANY "Lumbermen Since 1884" 84-391 Cabazon Road LA QUINTA SAFETY DEPT. 3OVED ISTVCTION R�— 65/ 40TED w2w,616M s 27-sa 13-8-12 13-8-12 PLT 0 IU -1 rLl CARRIED MEMBER RLCUMMLNULU HANULH SCHLDULL SUPPORTING TOP BOTTOM MEMBER CHORD CHORD USP SIMPSON ALL CG ALL MEMBERS X WC26 TKL 26 ALL EJ TO 7.0' ALL MEMBERS X JUS24 LUS24 ALL EJ FROM 7'-1' ALL MEMBERS X JUS26 LUS26 801 BDID 802 BEAM X THD26 HUS26 8020 C01 BEAM X THD26-2 HHUS26-2 E14G ED5G X JUS26-2 LUS26-2 ABG ED7G X THD26.2 HHUS26.2 NOTE: OPEN ENO JRGIB!£SS PNN6C NEdRE(JI¢4N]ENAL8p TC4 N1¢ET�NgIo ®OC PEN BTMDANOOETIl PLT The A.C. Houston Lumber Company's Truss Warranty Project Name: Barkley Residence Date of Issue: 11-30-05 This document shall be considered an express warranty by The A.C. Houston Lumber Company for trusses we designed and manufactured for the above -referenced project. This warranty shall supercede all other warranties whether expressed or implied, written or verbal. Warranties: The-A.C. Houston Lumber Company herein warrants for a period of ONE YEAR from the date of delivery referenced above, that the manufactured trusses shall be of fair and average quality in the trade and within the description of the contract and the • project's documents as produced by the. registered professional engineer for the project, hereinafter referred to as the "Engineer -of -Record". This warranty is for truss design and manufacturing only and specifically excludes installation and damage to the trusses when the trusses are out of our immediate control. This warranty also specifically excludes work performed by the Engineer -of -Record including, but not limited to, structural design of the structure, structural drawings and construction design documents. Upon written notice, The A.C. Houston Lumber Company herein reserves the right to inspect, repair, or replace trusses that are not in conformity to contract documents, the Engineer -of -Record's project documents, improperly designed, or defectively manufactured trusses. All remedies and damages are strictly limited to repair or replacement of the non -conforming truss or trusses. Such replacement or repair necessity shall be determined at the sole discretion of The A.C. Houston Lumber Company. Replacement or repairs shall be performed within a reasonable period of time and The A.C. Houston Lumber Company shall not be responsible for project delay damages or repair and replacement of other trades' work. I• This warranty shall be considered void if the truss or integral truss structure is affected by adverse influences including, but not limited to, moisture, temperature, corrosive chemicals, gases, cuts, damage caused by or contributed to by another trade, improper installation, improper or insubstantial bracing, improper field storage and handling, or additional dead or live loads beyond that stated in the truss engineering attributable to: roof, floor, partitions, mechanical, fire sprinkler systems, attic, storage, wind, snow drift, seismic or other acts of nature. The foregoing warranties are exclusive, and are in lieu of all other warranties, whether written, oral, or implied, including any warranties regarding the merchantability and fitness for a particular purpose not specified herein. Revised 02-03 IF, • The A.C. Houston Lumber Company "Lumbermen Since 1884" To: Building department, building designer, and contractor Re: Truss design(s) for the following project(s): Customer: Champion Framing Job Name: Barkley residence Tag: IT05-0333 The 77 attached pages contain truss designs for the project referenced above. These truss designs were developed based on information provided to The A.C. Houston Lumber Company. These truss designs have been prepared at -The A.C. Houston Lumber Company using MiTek connector plates (code approvals: ESR -1311, 1352) and must be fabricated by • The A.C. Houston Lumber Company. Refer to UBC 97, IBC 2000, IBC 2003, ANSI/TPI 1-2002, WTCA 1-1995, BCSI 1-03, and commentaries and summaries available from WTCA, ICC, ANSI, and TPI for important, information about trusses, including scope of responsibilities of various parties. The seal on these drawings indicate,acceptance of professional 'engineering responsibility solely for the truss component shown under the conditions stated on the truss design. The engineer, who sealed these drawings, has not verified if these drawings are appropriate for a particular building plan. The suitability and use of these components for any particular building is the responsibility of the building designer, per Chapter 2 of ANSI/TPI 1-2002. DO NOT CUT, DRILL, NOTCH, MODIFY, OR OTHERWISE.DAMAGE ANY TRUSS WITHOUT PRIOR WRITTEN PERMISSION. REFER TO BCSI 1-03 PRIOR TO INSTALLING FOR GENERAL INFORMATION ABOUT HANDLING, INSTALLATION, AND BRACING. DO NOT OVERLOAD TRUSSES WITH LARGE QUANTITIES OF CONSTRUCTION MATERIALS. THESE CONDITIONS MAY RESULT IN INJURY OR LOSS OF LIFE. ANY PARTY WHO DOES SO TAKES FULL RESPONSIBILITY FOR ALL COST INCLUDING INVESTIGATION AND - • ENGINEERING DESIGN. ALL BEAMS, HEADERS, AND THEIR CONNECTION ARE BY OTHERS. If you have any questions, contact The A.C. Houston Lumber Company at: 760 347-3692. Cordially, .0 9ROFESsi \,P'MM .r eO O'L9 William T. Bolduc, P.E. w SGI� �C) `y F p34229 m * 6/30/0; . • N 9�OF IVIL CALIF Nov 29, 2005 2912 East La Madre Way, North Las Vegas, NV 89081-2628 Telephone: (702) 633-5000 • P.O. Box 337410, North Las Vegas, NV 89033-7410 Fax: (702) 633-4826 www. achoustonlumber. com 17 • 0 0 0 0 0 0 Job Truss Truss Type Qty Ply Barkley Residence BARKLEY A01 COMMON 2 1 Job Reference (optional) A.C. Houston, Indio, CA - 92201, RW 6.200 s Apr 28 2005 MiTek Industries, Inc. Sun Nov 27 17:00:26 2005 Page 4-7-1 9-0-0 134-15 18-0-0 I I 4-7-1 44-15 44-15 4-7-1 Sa+b • 1:28. GmCvr • 1f8 ' 4.6 MlQ 3 4.80 R ' W MIMq 2X4 MIS 2 4 , 8 B MIMII IED 7 B , 3X4 M112� -' 3X4 MIME 04 Mll2 _ r 4.4 M11= 3.8 MIMII 6-0-11 11-11-5 18-0-0 6-0-11 5-10-10 6-0-11 Plate Offsets X 1:Ed a 0-1-6 1:0-2-13 Ede 5:Ed a 0-1-6 5:0-2-13 Ed e LOADING (psf) SPACING 2-0-0 CSI I DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.35 Vert(LL) 0.05 7 >999 240 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.55 Vert(TL) -0.14 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.05 5 n/a n/a BCDL 10.0 Code UBC97/ANSI95. (Matrix) Weight: 59 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 4-0-11 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 WEDGE Left: 2 X 4 SPF No.2, Right: 2 X 4 SPF No.2 REACTIONS (Ib/size) 1=912/0-5-8, 5=912/0-5-8 Max Horz 1=42(load case 5) Max Up1ift1=134(load case 3), 5=-134(load case 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1930/300, 2-3=1709/274, 3-4=1709/274, 4-5=-1930/301 BOT CHORD 1-7=259/1745,6-7=127/1269.5-6=229/1745 WEBS 2-7-290/138,3-7=-64/479, 3-6=-64/479, 4-6=290/138 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they'are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 134 Ib uplift at joint Land 134 Ib uplift at ?ROFE SS70 joint 5. 0- M r &0 CASE(S) Standard l LOAD �\��� 09F Z Ly 42 * E P36/3p m 7 _;D N /V►L CF CALIFO Nov 29, 2005 0 n U • 0 0 E 0 0 0 0 Job Truss Truss Type Qty PryBarkley Residence BARKLEY A01D COMMON 1 1 • Job Reference o tional) A.C. Houston, Indio, CA - 92201, RW 6.200 s Apr 28 2005 MiTek Industries, Inc. Sun Nov 27 17:00:27 2005 Page 4-7-1 9-0-0 134-15 18-0-0 4-7-1 4-4-15 44-15 4-7-1 ewe •, m, Building Designer/Engineer of Record must review reactions and drag note (stating load distributed along the top chord and resisting die M112= forces at bottom chord) and design appropriate connections. 3 4.WF1-2 tad MIQGq Lid MIQVI 2 d , s 1 hd MU2 hd MIQO= Sid MIQ� W MIQ011 Continuous Bearing fid M11= he MIQ011 6-0-11 11-11-5 18-0-0 6-0-11 5-10-10 6-0-11 Plate Offsets X [1:0-0-0,0-1-21, 1:0-2-13 Ed a(5:0-0-0,0-1-21,5:0-2-13 Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES • GRIP TCLL 16.0 Plates Increase 1.25 TC 0.31 Vert(LL) n/a n/a 999 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.26 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 59 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF No.2 WEDGE Left: 2 X 4 SPF No.2, Right: 2 X 4 SPF No.2 REACTIONS (Ib/size) 7=687/18-0-0, 6=687/18-0-0, 1=249/18-0-0, 5=249/18-0-0 Max Horz 1=-42(load case 16) Max Uplift7=-497(load case 9), 6=493(load case 12), 1=288(load case 9), 5=-293(load case 16) Max Grav 7=1 065(load case 8), 6=1065(load case 7), 1=502(load case 21), 5=502(load case 20) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=831/718, 2-3=-365/593, 3-4=-347/593, 4-5=-831/724 BOT CHORD 1-7=675!718, 6-7=-298/385, 5-6=-651/718 WEBS 2-7=-448/172, 3-7=-835/594,'3-6=835/588, 4-6=-448/171 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the extedor(2) zone roof zone on an occupancy category 11, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Gable requires continuous bottom chord bearing. pROFESS7 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O 0 7. 4,,9 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 497 Ib uplift at joint 7, 493 Ib uplift at joint 6 Ib 1 �Q,� 1AM B0 288 uplift at joint and 293 Ib uplift at joint 5. . 6) Beveled required to full bearing truss 5. �� �y plate or shim provide surface with chord at joint(s) 7) This truss has been designed for a total drag load of 2000 lb.- Connect truss to resist drag loads along bottom chord from 0-0-0 to 1 B-0-0 for 111.1 plf. U C n 4 EXP 0�o m 6/$ LOAD CASE(S) Standard 7 �m N OF CALIF Nov 29, 2005 Ll 0 r] Job Truss Truss Type Qty Ply Barkley Residence BARKLEY A01GED COMMON 1 1 1.25 TC 0.37 Vert(LL) -0.00 13-14 >999 240 M1120 197/144 Max Grav 12=1101(load case 8), 9=1101(load case 7), 11=89(load case 2), 10=89(load case 2), 13=91(load case 2), Job Reference (optional) A.G. mouslon, InOlo, GA - UZZU1. KVV 4-7-1 4-4-15 Building Designer/Engineer of Record must review reactions and drag note (stating load distributed along the top chord and resisting forces at bottom chord) and design appropriate connections. b.ZUU S Apr zO ZUuo MI I eK Inousines, Inc. bun NOV Z/ 1 r:UU:ZO ZUUO rage 134-15 18-04 4=4-15 4-7-1 Building designer may need to specify details to resist wind normal to face of gable end. 09 M1120= See Note 3 Sc . d4 M320=3 S MII2011 3x4 MY 2 4 Mlt = 3x6 M0201140 M1120= 6-0-11 9-0-0 11-11-5 18-0-0 I 6-0-11 2-11-5 2-11-5 6-0-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/def! Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.37 Vert(LL) -0.00 13-14 >999 240 M1120 197/144 Max Grav 12=1101(load case 8), 9=1101(load case 7), 11=89(load case 2), 10=89(load case 2), 13=91(load case 2), TCDL 26.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.00 13-14 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.01 10 n/a n/a BOT CHORD 1-15=-1059/1169, 14-15=880/983, 13-14=-676/777, 12-13=-196/297, 11-12=503/611, 10-11=-180/287, 9-10=-503/611, BCDI- 10.0 Code UBC97/ANSI95 (Matrix) WEBS 2-12=-412/181, 3-12=-1117/871, 3-9=-1117/865, 4-9=412/179 Weight: 74 lb LUMBER O PROFESS,/ BRACING O IAM T tiy� TOP CHORD 2 X 4 SPF. No.2 ��� 90 TOP CHORD Sheathed or 5-1-3 oc purlins. . BOT CHORD 2 X 4 SPF No.2 W C n Gl 34229 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2 X 4 SPF No.2 6�3 p�07 m plates 5-8-3 oc bracing: 1-15 • OTHERS 2 X 4 SPF No.2 ��. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing capable of withstanding 729 Ib uplift at 12, 724 Ib uplift joint 10-0-0 oc bracing: 10-11 WEDGE CA 9, 79 Ib uplift at joint 14, 79 Ib uplift at joint 7, 273 Ib uplift at joint 1, 314 Ib uplift at joint 15, 308 Ib uplift at joint 6 and 273 Ib uplift at 5-9-0 oc bracing: 5-6. Left: 2 X 4 SPF No.2, Right: 2 X 4 SPF No.2 Nov 29, 2005 18.0-0 for 180.0 plf. REACTIONS (Ib/size) 12=530/8-0-0, 9=530/8-0-0, 11=45/8-0-0, 10=45/8-0-0, 13=48/8-0-0, 14=5/2-8-0, 8=48/8-0-0, 7=5/2-8-0, 1=76/2-8-0, 15=198/2-8-0, 6=198/2-8-0, 5=76/2-8-0 Max Horz 1=42(load case 13) .0 Max Upliftl2=-729(load case 9), 9=-724(load case 12), 14=79(load case 21), 7=-79(load case 20), 1=-273(load case 15), 15=-314(load case 13), 6=-308(load case 12), 5=-273(load case 16) Max Grav 12=1101(load case 8), 9=1101(load case 7), 11=89(load case 2), 10=89(load case 2), 13=91(load case 2), 14=121 (load case 13), 8=9i (load case 2), 7=118(load case 12), 1=342(load case 21), 15=444(load case 8), 6=444(load case 7), 5=342(load case 20) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1295/1118, 2-3=-558/767, 34=539/767; 4-5=1295/1124 BOT CHORD 1-15=-1059/1169, 14-15=880/983, 13-14=-676/777, 12-13=-196/297, 11-12=503/611, 10-11=-180/287, 9-10=-503/611, 8-9=-172/297, 7-8=-652r777, 6-7=-855/983, 5-6=-1034/1169 WEBS 2-12=-412/181, 3-12=-1117/871, 3-9=-1117/865, 4-9=412/179 NOTES live loads have for this O PROFESS,/ 1) Unbalanced roof been considered design. truss has been designed for the loads by 70 25 ft level, top dead O IAM T tiy� 2) This wind generated mph winds at above ground using 8.4 psf chord ��� 90 load and 4.8 psf bottom chord dead load, in the extedor(2) zone roof zone on an occupancy category II, condition II partially enclosed building, C ASCE 7-95 UBC97/ANSI95 If they to If with exposure per end verticals or cantilevers exist, are exposed wind. porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 W C n Gl 34229 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "StandardE Gable End Detail" , f kP m 4) All are 2x4 M1120 unless otherwise indicated. 6�3 p�07 m plates N� • 5). Gable studs spaced at 14-0 oc. ��. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing capable of withstanding 729 Ib uplift at 12, 724 Ib uplift joint O/VIL OF plate joint at CA 9, 79 Ib uplift at joint 14, 79 Ib uplift at joint 7, 273 Ib uplift at joint 1, 314 Ib uplift at joint 15, 308 Ib uplift at joint 6 and 273 Ib uplift at IF joint 5. 8) This truss has been designed for a total drag load of.180 plf. Connect truss to.resist drag loads along bottom chord from 0-0-0 to Nov 29, 2005 18.0-0 for 180.0 plf. LOAD CASE(S) Standard. . Job Truss Truss Type Qty Pry Barkley Residence BARKLEY A02 POLYNESIAN 1 1 PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.25 Vert(LL) 0.05 Job Reference (optional) H.V. nVMMU,I, IINIV, l.M-JG..I, —V 1-6-0 5-3-0 9-0-0 . 1-6-0 3-9-0 3-9-0 w This truss is intended for applications where roof pitch is 4:12 or greater, • • o.cVV J Hpr zo zuvo IVII I @R Inuubule5, Inu. Jun IVuv L/ I /:VV.Lo LVVo rage 12-9-0 16-6-0 18-0-0 3-9-0 3-9-0 1-6-0 s4.1. • 1a C..1- ine 4.4 MII� 4 2X4 MI12011 h4 MIR011 1-6-0 5-3-0 9-0-0 1-6-0 3-9-0 3-9-0 12-9-0 16-6-0 18-0-0 3-9-0 3-9-0 1-6-0 REACTIONS (Ib/size) 14=921/0-5-8,8=921/0-5-8 Max Horz 14=32(load case 5) Max Uplift14=-136(load case 3), 8=-136(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-14=-830/118, 1-2=-1402/205, 2-3=-1861/276, 3-4=-1414/227, 4-5=-1414/227, 5-6=-1861/276, 6-7=-1402/205, 7-8=-830/118 BOT CHORD 13-14=39/145,12-13=234/1532,11-12=228/1733, 10-11=-225/1733,9-10=229/1532,8-9=20/145 WEBS 1-13=-214/1465,2-13=-803/161, 2-12=-13/206.3-12=0/129.3-11=-521/129,4-11=-50/564, 5-11=-521/129,5-10=0/129, 6-10=-14/206, 6-9=-803/161, 7-9=214/1465 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category 11, condition 11 partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches 40exist, they are not exposed to wind. The lumber DOL increase,is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 136 Ib uplift at joint 14 and 136 Ib uplift at joint 8. LOAD CASE(S) Standard KI 1 O pROFESs/ \AM T e0O�9 tL �Z 3A 4229 m * EXP 6/30/0 j r/7 N CML \P# OP CALIF Nov 29, 2005 Plate Offsets X Y :[10:0-3-8,0-1-81,[12:0-3-8,0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.25 Vert(LL) 0.05 11 >999 240 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.46 Vert(TL) .-0.12 10-11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.04 8 n/a n/a BCDL' 10.0 Code UBC97/ANSI95 (Matrix) Weight: 71 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 4-1-4 oc purlins, except end verticals. . BOT CHORD 2 X 4 SPF N0.2 WEBS 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 14=921/0-5-8,8=921/0-5-8 Max Horz 14=32(load case 5) Max Uplift14=-136(load case 3), 8=-136(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-14=-830/118, 1-2=-1402/205, 2-3=-1861/276, 3-4=-1414/227, 4-5=-1414/227, 5-6=-1861/276, 6-7=-1402/205, 7-8=-830/118 BOT CHORD 13-14=39/145,12-13=234/1532,11-12=228/1733, 10-11=-225/1733,9-10=229/1532,8-9=20/145 WEBS 1-13=-214/1465,2-13=-803/161, 2-12=-13/206.3-12=0/129.3-11=-521/129,4-11=-50/564, 5-11=-521/129,5-10=0/129, 6-10=-14/206, 6-9=-803/161, 7-9=214/1465 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category 11, condition 11 partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches 40exist, they are not exposed to wind. The lumber DOL increase,is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 136 Ib uplift at joint 14 and 136 Ib uplift at joint 8. LOAD CASE(S) Standard KI 1 O pROFESs/ \AM T e0O�9 tL �Z 3A 4229 m * EXP 6/30/0 j r/7 N CML \P# OP CALIF Nov 29, 2005 r1 LJ Job Truss Type• Qty Ply Barkley ResidenceBARKLEY TCLL 16.0 A03 TSPECIAL 1 1 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.13 16-17 >999 180 Job Reference o tional) A.G. nuu5fun, Illulu, UA - uZZU 1, HO 6.200 5 Apr LO 2007 IVII I CR If1Uu51fIe3, Inc. Sun my 2 1 f.uu.cy cwo rage 3-11-5 7-8-8 8,Or0 11-3-0 16-9-0 22-3-0 25-6-0 294-15 33-6-0 3-11-5 3-9-3 0-3-8 3-3-0 5-6-0 5-6-0 3-3-0 3-10-15 4-1-1 fiwe • is amem • fn1 4.6 MI 6 0 0 h6 MIQ011 N 1O 2X4 M112011 Shim bearings, if required, before applying loads. 2.4'MI12011 " 3-11-5 7-8-8 7-4-0 11-3-0 , 16-9-0 22-3-0 25-9-0 25,9-8 29-4-15 33-6-0 3-11-5 3-9-3 0-0-8 3-6-0 5-6-0 5-6-0 3-6-0 0-0-8 3-7-7 4-1-1 0x6 M112011 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.66 Vert(LL) 0.04 16-17 >999 240 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.13 16-17 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.03 14 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 131 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 5-3-14 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF No.2 WEDGE Left: 2 X 4 SPF No.2, Right: 2 X 4 SPF No.2 REACTIONS (Ib/size) 18=1541/0-5-8,14=1544/0-5-8, 1=176/0-5-8, 11=175/0-5-8 Max Horz 1=61(load case 5) Max Upliftl 8=-241 (load case 3), 14=-229(load case 4), 1=-34(load case 3), 11=-48(load case 6) • Max Grav 1 8=1 541 (load case 1), 14=1544(load case 1), 1=194(load case.7), 11=192(load case 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=143/63, 2-3=-144/1120, 34=-89/847, 4-5=-101/929, 5-6=1107/193, 6-7=1107/185, 7-8=-83/937, 8-9=-72/854, 9-10=-125/1134,10-11=-125!71 BOT CHORD 1-20=-40/81, 19-20=51/15, 18-19=0/61, 3-18=-651/133, 17-18=-107/1014, 16-17=-112/1011, 15-16=-84/1007, 14-15=79/1010, 13-14=0/55, 9-14=-647/124, 12-13=-52/14, 11-12=-28/62 WEBS 2-20=0/148, 18-20=-59/137, 2-18=-1051/210, 5-17=0/147, 5-16=-119/88, 6-16=0/267, 7-16=116/103, 7-15=0/147, 12-14=33/119, 10-14=-1049/220, 10-12=0/157, 7-14=-2084/312, 5-18=-2080/311' NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the extedor(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 M1120 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 241 Ib uplift at joint 18, 229 Ib uplift at.joint 14, 34 Ib uplift at joint 1 and 48 Ib uplift at joint 11. • LOAD CASE(S) Standard 1.0 PROFESS/ \AM T. e0 0�9 C C 34229 m * Ek1.6/30/p7 r/7 N C/VI L \P* OP CALIF Nov 29, 2005 n LJ • • 0 E 0 E 7 Job Truss Truss Type Qty PlyBarkley Residence BARKLEY A04 SPECIAL 1 1 Job Reference (optional) A.C. Houston, Indio, CA - 92201, RW 6.200 s Apr 28 2005 MiTek Industries, Inc. Sun Nov 27 17:00:29 2005 Page , 3-11-5 , 7-8-8 10-0-0 1 13-3-0 16-9-0 20-3-0 23-6-0 , 25-9-8 , 29-6-11 33-6-0 , 3-11-5 3-9-3 2-3-8 3-3-0 3-6-0" 3-6-0 3-3-0 2-3-8 3-9-3 3-11-5 sxae • Im" Cn • ilia • 4x4 M1Q0-- a 4x4 MIC!0= 4x4 MOM- 4x4 NOM= 1x4 MIIZ= 4 5 7 6' 4.88 12 h4 MOMII 44 M112011 3 VY4 - W2 W2 W4 8 3x4 Mlfi� 3x4 MII20� 18 2 1 Bab Min= 1] 18 Is 8.8 miy! 4x4 1,11121,=h8 MILM= 4x4 MIIM= 3x4 MIIM= M 1a 13 3x8 WWII 3a4 Mir= 34 MOMII 2x4MI12Dll 12 3x4 MIIM= 3.4 MILM= us MILMII Shim bearings, if required, before applying loads. 10-0-0 25-9-8 3-11-5 1 7-8-8 7-8-0 , 13-3-0 1 20-3-0 23-6-0 , 25-9-0 29-6-11 33-6-0 1 3-11-5 3-9-3 0-0-82-3-0 3-3-0 7-0-0 3-3-0 2-3-00-0-8 3-9-3 3-11-5 Plate Offsets X Y : 1:0-2-13 Edge], 1:0-0-0 0-1-2 9:0-0-0 0-0-0 11:0-2-13 Ed a [11:0-0-0.0-1-2]. 14:0-2-12 Ed a 18:0-2-12 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.39 Vert(LL) 0.03 16 >999 240 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.09 16 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.02 14 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 136 lb LUMBER BRACING TOP CHORD. 2 X 4 SPF No.2 TOP CHORD Sheathed or 5-2-0 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2 X 4 SPF No.2 6-0-0 oc bracing: 19-20,12-13. WEDGE Left: 2 X 4 SPF No.2, Right: 2 X 4 SPF No.2 REACTIONS (Ib/size) 18=1492/0-5-8,14=1492/0-5-8, 1=226/0-5-6, 11=226/0-5-81 Max Horz 1=61(load case 6) Max Upliftl8=-228(load case 3), 14=-216(load case 4), 1=-44(load case 3), 11=58(load case 6)' Max Grav18=1492(load case 1), 14=1492(load case 1), 1=242(load case 7), 11=242(load case 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=271/76, 2-3=-96/841, 3-4=-72/810, 4-5=-1264/220, 5-6=-1137/207, 6-7=-1137/202, 7-8=1264/232, 8-9=52/810, 9-10=-75/841, 10-11=-271/94 BOT CHORD 1-20=-62/199,19-20=-48/5,18-19=0/61, 3-18=-288/93,17-18=29/441, 16-17=-113/1292, 15-16=-79/1292, 14-15=0/441, 13-14=0/61, 9-14=288/92,12-13=-48/5,11-12=-42/199 WEBS 2-20=0/99,18-20=72/262.2-18=-912/187, 4-17=103/988.5-17=-473/108.5-16=-339/91, 7-16=339/98,7-15=473/1108, 8-15=-103/989,12-14=-5i/262,10-14=912/197,10-12=0/99, 4-18=-1555/233, 6-16=-39/408,8-14=-1555/225, NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosedO QROFSSS/ building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches 0 . T IL- exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 drainage to �tG�' IAM e0 3) Provide adequate prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 228 Ib uplift at joint 18, 216' Ib uplift at joint 14, 44 Ib uplift at joint 1 and 58 Ib uplift at.joint 11. Wn G) C 34229 m fikP 613p107 LOAD CASE(S) Standard -;'D N AML �9FCALIFO . \P* Nov 29, 2005 `J • Iu 0 0 Ll 0 0 Job Truss Truss Type Qty Pry Barkley Residence BARKLEY A05 SPECIAL 1 1 Job Reference (optional) A.C. Houston, Indio, CA - 92201, RW 6.200 s Apr 28 2005 MiTek Industries, Inc. Sun Nov 27 17:00:30 2005 Page 3-11-5 1 7-8-8 12-0-0 15-3-0 116-9-0118-3-01 21-6-0 25-9-8 1 29-6-11 33-6-0 3-11-5 3-9-3 4-3-8 3-3-0 1-6-0 1-6-0 3-3-0 4-3-8 3-9-3 3-11-5 = 158. c4mn4, • 1ne 4X4 M112,t 58 M1120= 5x8 M020= 8 5X6 M1120= 5X8 M120-- 1120=4 5 7 8 4 4.00 12 N4 MU2011 YIi K3 b4 MII2011 3 0 hd M1120-- 2 1 8x8 M1120=18 17 18 - 15 Bx8MU20= j� 2X4MI]011 hB M82O 2,8 MIQ0= 2x4MM2011 3X4 MII20. 10 11 all 8 - y,4 MIR0= 21 20 13 3X81,41=1 h4 MII20= WM02011 2x4MIYL011 Shim bearings, if required, before applying loads. 12 3X4 MI120= 3x4 M1120= 3x8 MI¢011 3-11-5 7-8-8 7-�-0 12-0-0 15-3-0 18-3-0 21-6-0 25-9-0 . 2519-8 29-6-11 3333 3-11-5 3-9-3 0-0-8 4-3-0 3-3-0 3-0-0 3-3-0 4-3-0 0-0-8 3-9-3 3-11-5 Plate Offsets (X,Y): [1:0-2-13. Edge], [1:0-0-0,0-1-2], [4:04-0,0-2-6], [5:0-3-11,0-2-11], [7:0-3-11,0-2-11], [8:04-0,0-2-6], [9:0-0-0,0-0-0], [11:0-2-13,Edge], (11:0-0-0,0-1-2], 14:0-2-12 Ed a 19:0-2-12 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.33 Vert(LL) 0.03 17 >999 240 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.09 16-17 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.03 14 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 143 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 4-10-9 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2 X 4 SPF No.2 6-0-0 oc bracing: 20-21,12-13. WEDGE Left: 2 X 4 SPF No.2, Right: 2 X 4 SPF No.2. REACTIONS (Ib/size) 19=1423/0-5-8,14=1423/0-5-8. 1=295/0-5-8, 11=295/0-5-8 Max Horz 1-61(load case 6) Max Upliftl9=-222(load case 3), 14=-210(load case 4), 1=49(load case 3), 11=61(load case 6) Max Grav 1 9=1 423(load case 1), 14=1423(load case 1), 1=304(load case 7), 11=304(load case 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-425/81, 2-3=67/442, 34=0/352, 4-5=-1321/215, 5-6=-1432/246, 6-7=-1432/253, 7-8=1321/222, 8-9=0/352, 9-10=-48/442, 10-11=-425/102 BOT CHORD 1-21=-71/341, 20-21=-18/4,19-20=0/65, 3-19=397/138, 18-19=-57/979, 17-18=-56/980, 16-17=-41/1169, 15-16=-11/980 14-15=-1 2197 9, 13-14=0/65, 9-14=-397/137, 12-13=-1813, 11-12=491341 WEBS 2-21=-51/62, 19-21=80/385, 2-19=-691/166, 4-19=1484/171, 4-18=0/135,4-17=60/454, 5-17=595/126, 6-17=88/426, 6-16=-91/426, 7-16=-595/127, 8-16=61/454, 8-15=0/135, 8-14=-1484/163, 12-14=-56/385, 10-14=-691/179, 10-12=-51/53 NOTES 1) Unbalanced roof live loads have been considered for this design. O pROFESS9 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top chord dead -r O load and 4.8 psf bottom chord dead load, in the extedor(2) zone roof zone on an occupancy category 11, condition 11 partially enclosed �t�,Q tPM I? building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 Gj 3) Provide adequate drainage to prevent water ponding. W n G1 Of C 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanicalconnectionothlift r) of truss to bearing capable of withstanding 222 Ib uplift at 19, 210 Ib uplift at joint h nicalat 42 Z EXP plate joint (by61 lb 11. Ib nthand 6�301� N LOAD CASE(S) Standard C/VIL �OF CALF O��\P Nov 29, 2005 0 • • 0 0 0 0 0 0 Job Truss Type Qty Ply Barkley Residence BARKLEY A06 ]SPECIAL 1 1 Job Reference (optional) A.C. Houston, Indio, CA - 92201, RW 6.200 s Apr 28 2005 MiTek Industries, Inc. Sun Nov 27 17:00:31 2005 Page 3-11-5 7-8-8 14-0-0_ 19-6-0 25-9-8 29-6-11 I 33-6-0 3-11-5 3-9-3 6-3-8 5-6-0 6-3-8 . 3-9-4 3-11-5 ewe • +s3 c.me« •vie - s.lo Mnz� 5r10MIR0= 5 n.00 12 W1 � e Z 03 t C &SMI, 1] 12 WWIN—_ 1 7 9 I$ m i 2i0 MIlIDlI tltl � ^ a WI= e " Shim bearings, if required, before applying loads. 10 e 3.aMl12011 W MUN11 34 MIM11 3-11-5 7-8-87-�-0 14-0-0 19-6-0 25-9-0 25,9-8 29-6-11 , 33-6-0 3-11-5 3-9-3 0-0-8 6-3-0 5-6-0 6-3-0 0-0-8 3-9-4 3-11-5 Plate Offsets X Y : 1:0-2-13 Edge], [1:0-0-0,0-1-21, [5:0-5-0,0-2-01, 8:0-2-13 Ed a [8:0-0-0,0-1-2], 11:0-2-12 Edge], 14:0-2-12 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.0413-14 >999 240 M1120 197/144 TCDL 26.0 Lumber Increase . 1.25 BC 0.48 Vert(TL) -0.09 12-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.03 11 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 135 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 5-3-2 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2 X 4 SPF No.2 *Except* 6-0-0 oc bracing: 15-16,9-10. W3 2 X 4 SPF 1650F 1.5E, W3 2 X 4 SPF 1650F 1.5E WEDGE Left: 2 X 4 SPF No.2, Right: 2 X 4 SPF No.2 REACTIONS (lb/size) 14=138410-5-8, 11=1383/0-5-8, 1=334/0-5-8, 8=335/0-5-8 Max Horz 1=63(load case 5) Max Upliftl4=-235(load case 3), 11=-226(load case 4), 1=-50(load case 3), 8=-60(load case 4) Max Grav14=.1384(load case 1), 11=1383(load case 1), 1=335(load case 7), 8=336(load case 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=501/89, 2-3=-70/208, 3-4=-158/96, 4-5=-1150/250, 5-6=-160/95, 6-7=-59/205, 7-8=502/97 BOT CHORD 1-16=-701410,15-16=-1513,14-15=0165, 3-14=526/192, 13-14=-7511149; 12-13=75!1150, 11-12=-5011150, 10-11=0165, 6-11=-526/192,9-10=-15/3.8-9=-44/411 WEBS 2-16=-74/56,14-16=63/441, 2-14=-553/160,4-14=1227/149, 4-13=0/227, 4-12=81/82.5-12=0/227.5-11=-1225/147,' 9-11=-38/442, 7-11=552/182, 7-9=-74/46 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the.exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed O pROFEss/ building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches � O tiy� exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip.increase is 1.33 �Q,� SAM T @O 3) Provide adequate drainage to prevent water ponding. 4) All 3x4 M1120 indicated. Gj plates are unless otherwise 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. U G+ n 34228 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 235 Ib uplift at joint 14, 226 Ib uplift at joint 11, 50 Ib uplift at joint 1 and 60 lb, uplift at joint 8. rz * Exp 6/30/0, LOAD CASE(S) Standard N� 9 CML. �P OP CAL Nov 29, 2005 n 0 0 0 0 0 0 0 0 Job Truss Truss Type Qty Pry Barkley Residence BARKLEY A07 SPECIAL 1 1 Job Reference (optional) A.C. Houston, Indio, CA - 92201, RW 6.200 s Apr 28 2005 MiTek Industries, Inc. Sun Nov 27 17:00:32 2005 Page , 3-11-5 7-8-8 11-10-4 , • 16-0-0 117-6-01 21-7-12 , 25-9-8 29-6-11 33-6-0 3-11-5 3-9-3 4-1-12 4-1-12 1-6-0 4-1-12 4-1-12 3-9-4 . f 3-11-5 S.I. • tw. aBm41.,n 4x8 MI120= ' 414 M 12 s 6 . 3.6 M1120— -, 26 M1120= 4.00 12 4 ) ' 2.1 MI12011 m W+ hd MIR011 S B h4 M11209 2,4 Mlr100. B 2 1 Wo M1120= 1S le Bx10 M1120= 0x4 Ml 0 3x8 MIQO= 10 p I1¢^ 18 17 12 3X' 3a4M1120= 2X4 M02011 Shim bearings, if required, before applying loads. L4MII2011 • 11 h4MA20= 3X8M 2011 us 141=11 3-11-5 7-8-8 7-�-0 16-0-0 117-6-0, 25-9-0 25? -8 29-6-11 33-6-0 3-11-5 3-9-3 0-0-8 8-3-0 1-6-0 8-3-0 0-0-8 3-9-4 3-11-5 Plate Offsets MY): : 1:0-0-0 0-1-2 1:0-2-13 Ed a 10:0-2-13 Edge], 10:0-0-00-1-2 13:0-4-12 Ed a 16:0-4-12 Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.28 Vert(LL) -0.09 15-16 >999 240 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.57 Vert(TL) -0.20 15-16 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.03 13 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 140 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 5-6-2 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2 X 4 SPF No.2 6-0-0 oc bracing: 17-18,11-12. WEDGE Left: 2 X 4 SPF No.2, Right: 2 X 4 SPF No.2 REACTIONS (Ib/size) 16=1411/0-5-8,13=1410/0-5-8, 1=308/0-5-8, 10=308/0-5-8 Max Horz 1=72(load case 6) Max Upliftl6=-223(load case 3), 13=-209(load case 4), 1=-53(load case 3), 10=68(load case 6) Max Grav16=1411(load case 1), 13=1410(load case 1), 1=312(load case 7), 10=313(load case 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-448/104, 2-3=-44/354, 34=-8/243, 4-5=-1086/208, 5-6=-978/219, 6-7=-1087/211, 7-8=0/240, 8-9=-22/351, 9-10=-450/120 BOT CHORD 1-18=-92/363,17-18=-66/0,16-17=0/62, 3-16=-388/123, 15-16=-103/982,14-15=19/977,13-14=-60/982, 12-13=0/62, 8-13=-388/122, 11-12=-65/0, 10-11=66/365 WEBS 2-18=-67/66, 16-18=85/430, 2-16=-640/156, 4-16=-1372/235, 4-15=44/110, 5-15=-12/143, 5-14=-83/88, 6-14=-21/142, 7-14=44/116, 7-13=1369/225, 11-13=-57/432, 9-13=-639/170, 9-11=-66/55 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top chord dead ,load and 4.8 psf bottom chord dead load, in the extedor(2) zone roof zone on an occupancy category II, condition II partially enclosed PROFESS/ 'building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches 0 T, exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 tQ� tAM @0 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 bottom chord live load live loads. C-1 C9 psf nonconcurrent with any other 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 223 Ib uplift at joint 16, 209 Ib uplift at joint 13, 53 Ib uplift at joint 1 and 68 Ib uplift at joint 10. QJ0 C 34229 m EXP.61.3 LOAD CASE(S) Standard 0/0,, N /VIL OF CALIF Nov 29, 2005 0 Job Truss Truss Type Qty Ply Barkley Residence BARKLEY A08 SPECIAL 1 1 1.25 TC 0.30 Vert(LL) 0.03 13-14 >999 240 Job Reference (optional) A.C. Houston, Indio, CA - 92201, RW 6.200 s Apr 28 2005 MiTek Industries, Inc. Sun Nov 27 17:00:32 2005 Page 3-11-5 7-8-8 12-2-12 16-9-0 21-3-4 25-9-8 29-6-11 33-6-0 3-11-5 3-9-3 4-6-4 4-6-4 4-6-4 4-6-4 3-9-4 3-11-5 swe• C'. 4.6 MtQ • Ll 2x4 M112011 _...... __-.. ...,_, ..._�_..__, ...-........ �..,..�..., .......... 2x4 M112011 3-11-5 7-8-8 7-Q-0 13-8-13 19-9-3 25-9-0 25:0-8 29-6-11 33-6-0 3-11-5 3-9-3 0-0-8 5-11-13 6-0-5 5-11-13 0-0-8 3-9-4 3-11-5 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.30 Vert(LL) 0.03 13-14 >999 240 MII20 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.10 13-14 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(TL) 0.03 12 n/a n/a CNIL BCDL 10.0 Code UBC971ANS195 (Matrix) Nov 29, 2005 Weight: 135 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 5-4-7 oc purlins. • BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2 X 4 SPF No.2 6-0-0 oc bracing: 16-17,10-11. WEDGE i Left: 2 X 4 SPF N0.2, Right: 2 X 4 SPF No.2 REACTIONS (Ib/size) 15=1399/0-5-8,12=1399/0-5-8, 1=319/0-5-8, 9=319/0-5-8 Max Horz 1=-75(load case 6) Max Upliftl5=-223(load case 3); 12=-208(load case 4), 1=-50(load case 3), 9=-64(load case 6) • Max Grav 1 5=1 399(load case 1), 12=1399(load case 1), 1=324(load case 7), 9=324(load case 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-475196, 2-3=-54/306, 3-4=01208, 4=5=-1152/225, 5-6=-1 1511233, 6-7=0/208, 7-8=-32/306, 8-9=-475/110 BOT CHORD 1-17=-85/388, 16-17=-21/0, 15-16=0/65, 3-15=-405/137, 14-15=-85/1056, 13-14=-10/934, 12-13=-34/1055, 11-12=0/65, 7-12=405/136, 10-11=21/0, 9-10=-57/388 WEBS 2-17=-70/66, 15-17=89/431, 2-15=-618/156, 4-15=1400/188, 4-14=-81/108, 5-14=-43/229, 5-13=47/229, 6-13=-81/112, 6-12=-1400/178, 10-12=-59/431, 8-12=618/172, 8-10=-70/55 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches pROFESs� exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 0 All 3x4 M1120 indicated. tAM T. 'vy� 3) plates are unless otherwise Itv�2 &0 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide connection (by others) of truss to bearing of 223 Ib 15, 208 Ib mechanical plate capable withstanding uplift at joint uplift at joint 12, 50 Ib uplift at joint 1 and 64 Ib uplift at joint 9. LJJn ) C 34229 LOAD CASE(S) Standard * EX.6130107 6/30/ 0 m 7 N CNIL \P* OFCALIF��� Nov 29, 2005 n �I Job Truss Truss Type <-, Qty Ply rkley Residence BARKLEY A08D SPECIAL 1 1 :01b 1.25 BC 0.51 BCLL 0.0 Rep Stress Incr Reference (optional) A.C. Houston, Indio, CA - 92201, RW 6.200 s Apr 28 2005 MiTek Industries, Inc. Sun Nov 27 17:00:33 2005 Page 3-11-5 7-8-8 12-2-12_ 16-9-0 21-3-4 25-9-8 29-6-11 33-6-0 3-11-5 3-9-3 4-64 4-6-4 4-6-4 4-6-4 3-9-4 3-11-5 sob •, �; e.mea • v,e I Building Designer/Engineer of Record must review reactions and drag note (stating load distributed along the top chord and resisting forces at bottom chord) and design appropriate connections. 4,B MI120 lu 2X8 W12011 " 'o — - - �v 3.5 M112011 L 4 MIM11 h4 M82011 3-11-5 7-8-8 7-a-0 13-8-13 19-9-3 25-9-0 25,8-8 29-6-11 33-6-0 3-11-5 3-9-3 0-0-8 5-11-13 6-0-5 5-11-13 0-0-8 3-9-4 3-11-5 LOADING (psf) SPACING 2-0-0 CSI TCLL 16.0 Plates Increase 1.25 TC 0.31 TCDL 26.0 Lumber Increase 1.25 BC 0.51 BCLL 0.0 Rep Stress Incr YES WB 0.94 BCDL 10.0 Code UBC97/ANSI95 (Matrix) DEFL in (loc) I/def! Ud PLATES GRIP Vert(LL) 0.0313-14 >999 240 M1120 197/144 Vert(TL) -0.1013-14 >999 180 Horz(TL) 0.03 12 n/a n/a load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches 0 9ROFEss,7O to The lumber DOL increase !� exist, they are not exposed wind. is 1.33, and the plate grip increase is 1.33 3x4 M1120 indicated. \PM 7- Weight: 135 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 4-11-1 oc purlins. • BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF No.2 WEDGE Left: 2 X 4 SPF No.2, Right: 2 X 4 SPF No.2 REACTIONS (Ib/size) 15=1399/0-5-8,12=1399/0-5-8, 1=319/0-5-8, 9=319/0-5-8 Max Horz 1=-75(load case 16) Max Upliftl5=-358(load case 9), 12=-523(load case 12), 1=-237(load case 9), 9=-252(load case 16) • Max Grav 15=1535(load case 8), 12=1714(load case 7), 1=511(load case 21), 9=511(load case 20) 0 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-954/551, 2-3=-360/515, 3-4=-164/403, 4-5=-1371/421, 5-6=-1371/428, 6-7=-157/403, 7-8=-338/515, 8-9=-955/565 BOT CHORD 1-17=-527/807,16-17=-232/218,15-16=-63/120, 3-15=416/147,14-15=527/1497,13-14=-1 90/1 114, 12-13=-475/1497, 11-12=-75/124, 7-12=416/147, 10-11=232/217, 9-10=498/807 WEBS 2 -17= -73!70,15-17=90/432,2-15=-688/226,4-15=1809/596,4-14=-177/204, 5-14=-150/336, 5-13=-1541336, 6-13=-177/208, 6-12=-1809/586,10-12=-601432, 8-12=-6881242, 8-10=-73/58 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at, 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches 0 9ROFEss,7O to The lumber DOL increase !� exist, they are not exposed wind. is 1.33, and the plate grip increase is 1.33 3x4 M1120 indicated. \PM 7- 3) All plates are unless otherwise `tt,Q` 0 4) This has been designed for 10.0 bottom live load live loads. truss a psf chord nonconcurrent with any other 5) Provide mechanical connection (by others) truss to bearing capable of 358 Ib 15, 523 Ib of plate withstanding uplift at joint uplift at joint 12, 237 Ib uplift at joint 1 and, 252 Ib uplift at joint 9.G+ 34229n ) 6) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 33-6-0 for 59.7 plf. * EXp m 6/3p/07 • LOAD CASE(S) Standard N� . �ONIL ��\P CALIF Nov 29, 2005 0 0 LI U K] 0 19 0 Job Truss Truss Type Qty Ply Barkley Residence BARKLEY B01 SPECIAL 2 1 Vert(LL) 0.04 11-12 >999 240 MII20 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.37 Job Reference (optional) A.V. Houston, [nO10, GA - `JZZUI, KW _ b.zUU S Apr ZN zuub MI I eK Inaustnes, Inc. sun NOV z 1 1 t:uU:33 ZuuS rage 6-7-8 7-10-8, 10-1-12 13-8-0 19-2-4 24-10-8 6-7-8 1-3-0 2-3-4 3-64 5-6-4 5-8-4 $,.% • 1:4i 3 4a6 MIQ= Shim bearings, if required, before applying loads. """ ' """"` h6Mlrl0,1 6-7-8 7-10-8 10-1-12 , 13-7-8 13,¢-0 19-2-4 24-10-8 , 6-7-8 1-3-0 2-3-4 3-5-12 0-0-8 5-6-4 5-8-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.54 Vert(LL) 0.04 11-12 >999 240 MII20 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.37 Vert(TL) -0.08 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 113 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 WEDGE Right: 2 X 4 SPF No.2 REACTIONS (Ib/size) 12=634/Mechanical, 9=1446/0-3-8, 6=467/0-5-8 Max Horz 12=-117(load case 3) Max Upliftl2=-99(load case 3), 9=-238(load case 4), 6=-73(load case 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=525/128, 2-3=-431/144, 3-4=0/330, 4-5=-66/365, 5-6=-723/116, 1-12=-561/126 BOT CHORD 11-12=0/155, 10-11=0/401, 9-10=0/401, 8-9=0/99, 4-9=-502/187, 7-8=0/17, 6-7=-46/604 WEBS 1-11=-20/349, 2-11=191!75, 3-9=834!75, 7-9=-48/597, 5-9=-899/234, 5-7=0/153, 3-10=0/104, 3-11=-38/139 NOTES 1) Unbalanced roof live loads have been considered for this design: 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections.FiOFt 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 99 Ib uplift at joint 12, 238 Ib uplift at joint 9 F,v P S`s70 and 73 Ib uplift at joint 6. �tvQ tAM7: g0 '1y LOAD CASE(S) Standard Y C34229 /.� 0 y 22 Z 34 EX .. 6130107 n N CML \P* �OFCAL IFO Nov 29, 2005 0 • • 0 0 n L 0 0 0 Job Truss Truss Type Qty Ply Barkley Residence BARKLEY B01D SPECIAL 1 1 Job Reference (optional) A.C. Houston, Indio, CA - 92201, RW 6.200 s Apr 28 2005 MiTek Industries, Inc. Sun Nov 27 17:00:34 2005 Page 6-7-8 7-10-8, 13-8-0 19-2-4 24-10-8 6-7-8 1-3-0 5-9-8 5-6-4 5-84 6ctle - en. 4.6 WR0 Building Designer/Engineer of Record must review reactions and 2 drag note (stating load distributed along the top chord and resisting °'0012 forces at bottom chord) and design appropriate connections. &8 Mo2U, h4 1,1112011 1 w2 3X4 MUM: S 82 12 11 10 Zi4 MIQ011 Sib M1120= 2.4 MI12011 /t12 MpM= 8 Shim bearings, if required, before applying loads. e Std MOMII 3c8 M020= 4.4 Mlr 40 M112011 6-7-8 7-10-8, 13-7-8 13* -0 19-2-4 24-10-8 6-7-8 1-3-0 5-9-0 0-0-8 5-6-4 5-8-4 Plate Offsets (X,Y): 6:Ed a 0-1-12 6:0-2-13 Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.62 Vert(LL) -0.0411-12 >999 240 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.93 Vert( L) -0.08 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 113 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-11-7 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 5-3-7 oc bracing. WEBS 2 X 4 SPF No.2 *Except* W5 2 X 4 SPF 240OF 2.0E WEDGE Right: 2 X 4 SPF No.2 REACTIONS (Ib/size) 12=622/Mechanical, 9=1473/0-3-8, 6=452/0-5-8 Max Horz 12=-161(load case 9) Max Upliftl2=-489(load case 9), 9=-504(load case 12), 6=-534(load case 12) Max Grav 12=1012(load case 8), 9=1737(load case 7), 6=914(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1009/592, 2-3=-572/303, 3-4=-295!730, 4-5=-685/891, 5-6==1945!1340, 1-12=-938/514 BOT CHORD 11-12=7/196, 10-11=-429/872, 9-10=-429/872, 8-9=0/99, 4-9=-501/188, 7-8=-879/894, 6-7=-1217/1644 WEBS 1-11=-542/856, 2-11=-226/105, 3-11=-248/367, 3-9=-1442/636, 7-9=-732/1249, 5-9=-1071/391, 5-7=-90/192, 3-10=0/107 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 9ROFESs� 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O 7. 4) Refer to girder(s) for truss to truss connections. �tve SAM eO 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 489 Ib uplift at joint 12, 504 Ib uplift at joint 9 and 534 Ib uplift at joint 6. r� C7 ,/.�lG �y 6) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom chord from 13-7-8 to 24-10-8 for 177.8 plf. G) C 34229 rZ * EkP 630/07 LOAD CASE(S) Standard -,m N C/I/IL OFCALIFO��\P Nov 29, 2005 • • 10 16 Job Truss Truss Type Qty Ply Barkley Residence BARKLEY B02 SPECIAL 2 1 BC 0.43 BCLL 0.0 Rep Stress Incr YES WB 0.74 BCDL 10.0 Job Reference (optional) A.G. Houston, mato, CA - 92201, RW 6.200 s Apr 28 2005 MiTek ek Industries, Inc. Sun Nov 27 i 7:00:35 2005 rage 6-4-6 12-7-1 13-10-Q 19-7-8. 25-1-12 30-10-0 64-6 6-2-11 1-2-15 5-9-8 5-64 5-84 S= 15 e.meo� • vu I 4x6 Ml� 3 38 mlr2 — 2K4 W2011 ,ire MII 3,8 WWII Shim bearings, if required, before applying loads. 6-4-6 12-7-1 13-10-( 6-4-6 6-2-11 1-2-15 LOADING (psf) SPACING 2-0-0 CSI, TCLL 16.0 Plates Increase 1.25 TC 0.52 TCDL 26.0 Lumber Increase 1.25 BC 0.43 BCLL 0.0 Rep Stress Incr YES WB 0.74 BCDL 10.0 Code UBC97/ANSI95 >999 (Matrix) LUMBER -0.1113-14 >999 TOP CHORD 2 X 4 SPF No.2 Horz(TL) 0.02 8 BOT CHORD 2 X 4 SPF No.2 n/a WEBS 2 X 4 SPF No.2 *Except* W5 2 X 4 SPF 240OF 2.0E WEDGE Right: 2 X 4 SPF No.2 19-7-0 19,7-8 25-1-12 5-9-0 0-0-8 5-6-4 DEFL in (loc) Well Ud Vert(LL) -0.0413-14 >999 240 Vert(TL) -0.1113-14 >999 180 Horz(TL) 0.02 8 n/a n/a 0-10-0 5-8-4 PLATES GRIP M1120 197/144 Weight: 135 Ib BRACING TOP CHORD Sheathed or 4-8-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 9-10. REACTIONS (Ib/size) 15=921 /Mechanical, 8=383/0-5-8, 11=1864/0-3-8 Max Hoa 15=-114(load case 6) Max Upliftl5=-145(load case 3), 8=-70(load case 6), 11=-276(load case 4) Max Grav 1 5=921 (load case 1), 8=401 (load case 8), 11=1864(load easel) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1390/238, 2-3=813/183, 3-4=-732/200, 4-5=-1/643, 5-6=59/679, 6-7=-85/551, 7-8=-544/106, 1-15=-851/171 BOT CHORD. 14-15=60/284, 13-14=145/1242, 12-13=0/609, 11-12=0/609, 10-11=0/97, 5-11=-502/187, 9-10=1215, 8-9=37/437 WEBS 2-14=-67/89, 2-13=-634/171, 3-13=-46/180, 4-12=0/107, 4-11=1506/165, 9-11=-41/448, 7-11=-990/240, 7-9=0/187, 1-14=-106/975, 4-13=-60/358 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category ll, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 145 Ib uplift at joint 15, 70 lb uplift at joint 8 and 276 Ib uplift at joint 11. LOAD CASE(S) Standard ��� PROFESS/O �� \AM T. W / 0 FZ G� * E .6130107 N O/VIL �OFCAL IFOR�\P Nov 29, 2005 0 L J • Job Truss Truss Type Qty Ply Barkley Residence BARKLEY B02D SPECIAL 1 1 1-2-15 5-9-0 0-0-8 5-64 Job Reference (optional) A.G. Houston, mato, GA - vzzui, Kvv b.ZUU S Apr zb zuvD MI I eK InaUSInes, Inc. Sun NOV Z/ 1 /:UU:JD ZUUD rage 64-6 12-7-1 13-10-0 19-7-8 25-1-12 30-10-0 64-6 6-2-10 1-2-15 5-9-8 5-6-4 5-8-4 Swb • is 4meo<. ove b 4x8 M1 0 3xM— Mrr.Y.„y , h4 W12011 h8MR= h8M02011 30-10-0 5-8-4 PLATES GRIP M1120 197/144 Weight: 135 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 4-8-4 oc purlins, except end verticals. • BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2 X 4 SPF No.2 "Except' 6-0-0 oc bracing: 9-10. W5 2 X 4 SPF 240OF 2.0E WEDGE Right: 2 X 4 SPF N0.2 REACTIONS (Ib/size) 15=921/Mechanical, 8=383/0-5-8, 11=1864/0-3-8 Max Horz 15=-114(load case 6) Max Upliftl5=-145(load case 3), 8=-70(load case 6), 11=276(load case 4) Max Grav 1 5=921 (load case 1), 8=401 (load case 8), 11=1864(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1390/238, 2-3=813/183, 3-4=-733/200, 4-5=-1/643, 5-6=59/679, 6-7=-85/551, 7-8=-544/106, 1-15=-851/171 BOT CHORD 14-15=-60/284, 13-14=-145/1242, 12-13=0/610, 11-12=0/610, 10-11=0/97, 5-11=-502/187, 9-10=-12/5, 8-9=37/437 WEBS 2-13=-633/171, 3-13=-46/181, 4-11=1506/165, 9-11=-41/448, 7-11=-991/240, ;7-9,=0/187, 2-14-.;67/89, 1-14=-106/975,: 4-12=0/107, 4-13=60/357 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches O pROFE,3$ p exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �tv tAM 7- 4) 4) Refer to girder(s) for truss to truss connections. �. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 145 Ib uplift at joint 15, 70 Ib uplift at joint 8 C7 /.1G Z and 276 Ib uplift at joint 11. C. 34 G)229 LOAD CASEm S) Standard * E -<P 6130/07 N CNIL OP IL Nov 29, 2005 6-4-6 12-7-1 13-10-Q 19-7-0 19,7-8 25-1-1 6-4-6 6-2-10 1-2-15 5-9-0 0-0-8 5-64 Plate Offsets X Y : 3:0-2-15 Edge], 8:0-2-13 Ed al, [8:0-0-0,0-1 -10 LOADING (psf) SPACING 2-0-0 CSIDEFL in (loc) I/deft Ud TCLL 16.0 Plates Increase' 1.25 TC 0.52 Vert(LL) -0.0413-14 >999 240 TCDL 26.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.11 13-14 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.02 8 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) - 30-10-0 5-8-4 PLATES GRIP M1120 197/144 Weight: 135 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 4-8-4 oc purlins, except end verticals. • BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2 X 4 SPF No.2 "Except' 6-0-0 oc bracing: 9-10. W5 2 X 4 SPF 240OF 2.0E WEDGE Right: 2 X 4 SPF N0.2 REACTIONS (Ib/size) 15=921/Mechanical, 8=383/0-5-8, 11=1864/0-3-8 Max Horz 15=-114(load case 6) Max Upliftl5=-145(load case 3), 8=-70(load case 6), 11=276(load case 4) Max Grav 1 5=921 (load case 1), 8=401 (load case 8), 11=1864(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1390/238, 2-3=813/183, 3-4=-733/200, 4-5=-1/643, 5-6=59/679, 6-7=-85/551, 7-8=-544/106, 1-15=-851/171 BOT CHORD 14-15=-60/284, 13-14=-145/1242, 12-13=0/610, 11-12=0/610, 10-11=0/97, 5-11=-502/187, 9-10=-12/5, 8-9=37/437 WEBS 2-13=-633/171, 3-13=-46/181, 4-11=1506/165, 9-11=-41/448, 7-11=-991/240, ;7-9,=0/187, 2-14-.;67/89, 1-14=-106/975,: 4-12=0/107, 4-13=60/357 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches O pROFE,3$ p exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �tv tAM 7- 4) 4) Refer to girder(s) for truss to truss connections. �. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 145 Ib uplift at joint 15, 70 Ib uplift at joint 8 C7 /.1G Z and 276 Ib uplift at joint 11. C. 34 G)229 LOAD CASEm S) Standard * E -<P 6130/07 N CNIL OP IL Nov 29, 2005 Ll • I• 0 0 0 0 0 Job Truss Truss Type Qty Ply Barkley Residence BARKLEY C01 COMMON 1. 1 Job Reference (optional) A.C. Houston, Indio, CA - 92201, RW 6.200 s Apr 28 2005 MiTek Industries, Inc. Sun Nov 27 17:00:36 2005 Page _ 6-5-4 _ 12-7-1 13-10-0 , 19-9-0 6-54 6-1-12 1-2-15 . ho M112o= 5-11-0 Sob:19.1 CamOm • 1(18 3 34 M11200. a e.ao u L4 MII2 — 2 1 Wd Wo �e MIQOL 1 VJl Sao MIS S � h'o to 0 0 7 h4 MO 11 '3a8 M112= b8 M02o= 3a4MIR= h4M112o11 6-5-4 , 12-7-1 13-10-0 , 19-9-0 6-5-4 \ 6-1-12 1-2-15 5-11-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.54 Vert(LL) 0.04 8-9 >999 240 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.46 ' Vert(TL) -0.12 8-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.50. Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 92 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 4-4-9 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size) 10=1012/Mechanical, 6=1012/0-5-8 Max Horz 10=69(load case 4) Max Upliftl0=-156(load case 3), 6=-140(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1571/259, 2-3=1034/210, 34=959/227, 4-5=-994/196, 1-10=940/183, 5-6=-945/163 BOT CHORD 9-10=-97/300,8-9=-197/1412,7-8=-91/871,6-7=-15/89 WEBS 2-9=94/90, 2-8=-600/166, 3-8=-68/314, 1-9=-124/1132, 5-7=-92/885, 4-7=-377/83, 4-8=-42/209 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the extedor(2) zone roof zone on an occupancy category II, condition II partially, enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.3 3, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 156 Ib uplift at joint 10 and 140 Ib uplift at joint 6. LOAD CASE(S) Standard � ?ROFESS�O \AM T g0 ti9 ��jn �Z to G) 4229 Z * E x'36/ 007 � N cNtL �OFCALIFOR�\P Nov 29, 2005 �� 0 0 0 0 0 Job Truss Truss Type Qty Ply Barkley Residence BARKLEY CO2 COMMON 3 1 Job Reference (optional) A.C. Houston, Indio, CA - 92201, RW 6.200 s Apr 28 2005 MiTek Industries, Inc. Sun Nov 27 17:00:36 2005 Page 6-6-4 , 12-9-0 14-0-0 , 19-11-0 r 6-6-4 6-2-12 1-3-0 4x8 MY 5-11-0 s. W: 3 8 1 comb., • 111e 3 3X4 MIMO0 4 b.ao u 3X4 M1120 -- 82Y2 2 W4 V8 W2 800 M11201 1 W] 8x8 MIS 8 W5 Vv8 B 8 ] aeM2811 h8 M1128= .8.. as M1120= 3X4 MIMI) 6-6-4 12-9-0 14-0-0 , 19-11-0 6-6-4 6-2-12 1-3-0 5-11-0 Plate Offsets X 1:Edge, 0-3-8 19:0-3-8,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.56 Vert(LL) 0.04 8-9 >999 240 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.12 8-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 92 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 4-3-11 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2'X 4 SPF No.2 REACTIONS (Ib/size) 10=1021/0-5-8,6=1021/0-5-8 Max Horz 10=69(load case 4) Max Uplift10=-158(load case 3), 6=-141(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1615/266, 2-3=1049/212, 3-4=971/229, 4-5=1004/198, 1-10=-948/185; 5-6=953/164 BOT CHORD 9-10=-104/325,8-9=-204/1452,7-8=-92/881,6-7=-15/90 WEBS 2-9=83/89, 2-8=-627/171, 3-8=-66/316, 1-9=-124/1145, 5-7=-94/896, 4-7=-383/83, 4-8=-44/220 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the extedor(2) zone roof zone on an occupancy category II, condition 11 partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist; they are exposed4c, wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 158 Ib uplift at joint 10 and 141 Ib uplift at joint 6. LOAD CASE(S) Standard ��O ?ROFSSS,70 \AIM T. e0LIJ C 3422) Z * EXp 6/30/07 ' N C/VIL �0FCALIF���\P Nov 29, 2005 r -I U LJ �1 • n U 0 0 0 0 0 Job Truss Truss Type Qty Ply Barkley Residence BARKLEY CO3G SPECIAL 1 2 Job Reference o tional A.C. Houston, Indio, CA - 92201, RW 6.200 s Apr 28 2005 MiTek Industries, Inc. Sun Nov 27 17:00:37 2005 Page 6-6-4 12-9-0 14-0-9 20-0-1 25-0-0 28-7-15 33-0-0 6-6-4 6-2-12 1-3-0 6-0-1 4-11-15 3-7-15 4-4-1 S.d. • 194. ' 4x4 Mlr1 3 314 M1120', 4 4.00 12 3x4 M1120-- dX12 MIIZlt Oxd MIL2D= 2 6 B 3x4 MI 20. 3X9 MIQD� W2 N5 7 VY9 1 VJl W5 1 e LU 0 16 10 13 12 11 10 B 3x4 M1120= 34 MI12011 3.6 Mll2 3X8 MIQ 3x4 MII20= 4.6 MI1217= 4.6 Ml2 m10 M1120= E4 M112011 Shim bearings, if required, before applying loads. 6-6-4 12-9-0 14-0-9 19-11-0 201p-1 25-0-0 28-7-15 33-0-0 6-6-4 6-2-12 1-3-0 5-11-0 0-1-1 4-11-15 3-7-15 4-4-1 Plate Offsets X Y : [10:0-3-8,0-4-8] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.35 Vert(LL) 0.0310-11 >999 240 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.22 Vert(TL) -0.0610-11 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.01 8 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 315 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 6 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2 X 4 SPF No.2 6-0-0 oc bracing: 11-13,10-11. REACTIONS (Ib/size) 8=1001/0-5-8,16=829/0-5-8, 11=3972/0-5-8 Max Horz 16=-68(load case 6) Max Uplift8=-1 76 (load case 6), 16=-131 (load case 3), 11=-638(load case 4) Max Grav 8=1 01 8(load case 8), 16=829(load case 1), 11=3972(load case 1) FORCES • (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1238/212, 2-3=575/146, 3-4=496/163, 4-5=-398/111, 5-6=-1788/372, 6-7=-1932/374, 7-8=-2241/398, 1-16=-744/153 BOT CHORD 15-16=-126/384, 14-15=-155/1095, 13-14=0/298, 12-13=-1123/246, 11-12=1123/246, 10-11=-1253/270, 9-10=-323/2028, B-9=-323/2028 ' WEBS 2-15=-16/137, 2-14=7181183, 3-14=93!52, 5-13=-184/1579, 5-11=-3015!548, 5-10=-589/3446, 6-10=-38/345, 7-10=-272/84, 7-9=-32/63, 1-15=461721, 4-13=-870/154,4-14=-109/650 NOTES 1) 2-pty truss to be connected together with 0.131'x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc, Except member 10-6 2 X 4 - 1 row at 04-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to 9ROFES S/O. ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. tG0 7.,& '1y� 3) Unbalanced roof live loads have been considered for this design. tGQ tAM 0 4) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top chord dead �C', load 4.8 bottom dead load, in the exterior(2) 11, 11 �y and psf chord zone roof zone on an occupancy category condition partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches L-� 0 2 C34229 exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 m 5) Provide adequate drainage to prevent water ponding. * EXP 613 p� m truss has designed 10.0 live load 07 6) This been for a psf bottom chord nonconcurrent with any other live loads. N withstanding 7) Provide mechanical connection (by others) of truss to bearing plate capable of 176 Ib uplift at joint 8, 131 Ib uplift at joint : Y� 16 and 638 Ib uplift at joint 11. OIVIL' P 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1100 Ib down and 190 Ib up at QF Rr1� 25-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. CA IF LOAD CASE(S) Standard Nov 29, 2005 Continued on page 2 Job Truss Truss Type Qty 172 rkley Residence BARKLEY CO3G SPECIAL 1 b Reference (optional) A.C. Houston, Indio, CA - 92201, RW 6.200 s Apr 28 2005 MiTek Industries, Inc. Sun Nov 27 17:00:37 2005 Page LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-84, 3-5=-84, 5-6=-84, 6-8=-84, 11-16=-20, 10-11=290(B=-270), 8-10=-20 Concentrated Loads (lb) Vert: 10=-1100(B) 1 ?ROFESs/ tL �SAM T e00�9 jn �Z C 3422 z * EXP 6/30/0 �m N 9� QVIL OFCALIFOR�\P Nov 29, 2005 J 0 r 1 U Ll •. 0 11 L 0 Job Truss Truss Type Qty PlyBarkley Residence BARKLEY C04 SPECIAL 1 1 JJob Reference (optional) A.C. Houston, Indio, CA - 92201, RW 6.200 s Apr 28 2005 MiTek Industries, Inc. Sun Nov 27 17:00:37 2005 Page — 6-6-4 - 12-9-0_ 18-0-1 , 23-0-0 , 27-10-15 , 33-0-0 r— 6-6-4 6-2-12 5-3-0 4-11-15 4-10-15 . 5-1-1 'swe•1s4. comm- • Ilia 4x8 111120= 3 3x41111200. 4 4.00 12 4x12 MI120= 4xB MIO 0 • 3x4 M02D, 5 2 8 . 3x4 M1120-- 11200. 1 W VA I 7 2 8 R 10 18 15 14 13 12 10 &411112011 3x8 FAIR= 3x8 MIQO= 04 M020= 3.4 M020= 3x4 MlO h4 M020= B 4.4 M820= 2.4 MMI 3x811112011 2x4 MU2011 Shim bearings, if required, before applying loads. 6-6-4 12-9-0 18-0-1 119-8-41 23-0-0 , 27-10-15 , 33-0-0 r— 6-6-4 6-2-12 5-3-0 1-8-3 3-3-12 4-10-15 5-1-1 Plate Offsets (X,Y): 1:Ed a 0-3-8 f8:0-0-0,0-1-101, 8:0-2-13 Ed a [16:0-3-8,0-1-81 LOADING(psf) SPACING2-0-0 CSI DEFL in floc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.54 Vert(LL) -0.0415-16 >999 240 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.1015-16 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) 0.02 8 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Weight: 144 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 4-10-15 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF No.2 WEDGE Right: 2 X 4 SPF No.2 REACTIONS (Ib/size) 17=844/0-5-8, 11=2126/0-5-8, 8=423/0-5-8 Max Horz 17=-70(load case 6) Max Upliftl7=-139(load case 3), 11=-311(load case 4), 8=-82(load case 6) Max Grav17=844(load case 1), 11=2126(load case 1), 8=449(load case 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1253/227, 2-3=608/164, 3-4=-495/173, 4-5=-428/143, 5-6=-65/943, 6-7=-20/258, 7-8=-727/147,1-17=-774/166 BOTCHORD 16-17=99/311, 15-16=170/1110, 14-15=0/347,13-14=-367/140, 12-13=367/140,11-12=-366/141, 10-11=-198/102, 9-10=-81/613, 8-9=-81/613 WEBS 2-16=-21/131, 2-15=695/179, 3-15=110/44, 5-14=102/977, 5-12=0/97, 5-11=-1342/193, 6-11=1128/196, 6-10=-18/412 7-10=-786/179, 1-16=-88/812, 7-9=0/229, 4-14=-617/81, 4-15=-83/541 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category ll, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches pROFESs� exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 �� p 7, '1y 3) Provide adequate drainage to prevent water ponding. This truss has been designed for 10.0 bottom live load live tv tAM @0 4) a psf chord nonconcurrent with any other loads. 5) Provide mechanical others) truss to bearing of 139 Ib 17, 311 Ib �� connection (by of plate capable withstanding uplift at joint uplift at joint 11 and 82 Ib uplift at joint 8. C 340 G)229 LOAD CASE(S) Standard m 7 f EkP 613 p/07 N 9 CML �P OP CALF Nov 29, 2005 0 r1 L Ll 0 0 0 0 0 0 L Job Truss Truss Type Qty Ply Barkley Residence BARKLEY C05 SPECIAL 1 1 Job Reference (optional) A.C. Houston, Indio, CA - 92201, RW 6.200 s Apr 28 2005 MTek Industries, Inc. Sun Nov 27 17:00:38 2005 Page 6-6-4 12-9-0 14-0-9 16-0-1 , 21-0-0 26-10-15 33-0-0 6-6-4 6-2-12 1-3-0 2-0-1 4-11-15 5-10-15 • 6-1-1 s4.M - 1:s4. c4me4r • v1e ae Mnzo= 3 Sia MllO r 4 h8 Ml� \ 4x10M020= 4.00 12 5 8 3rd M0209 2 3x4 M11200. � 1 @10 MIQo-- 1 VJI V.9 e 19 14 13 12 10 8 4,4 M1120= 34 M112011 3x8 MII20= 3a8 MIQO= 3x4 M020= 3x4 M020= h4 Ml� 3x4 MI=-- 34 MII2011 318 M112011 Shim bearings, if required, before applying loads. 6-6-4 12-9-0 14-0-9 19-8-4 21-0-q 26-10-15 33-0-0 6-6-4 6-2-12 1-3-0 5-8-4 1-3-12 5-10-15 6-1-1 Plate Offsets MY): 1:Ed a 0-3-8 8:0-0-0 0-1-10 8:0-2-13 Ed a [15:0-3-8,0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.54 Vert(LL) 0.04 8-9 >999 240 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.10 14-15 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.79 'Horz(TL) 0.02 8 n/a n/a BGDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 143 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 5-0-1 cc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2 X 4 SPF No.2 6-0-0 cc bracing: 11-13,10-11. WEDGE Right: 2 X 4 SPF No.2 REACTIONS (Ib/size) 16=822/0-5-8, 11=2180/0-5-8, 8=391/0-5-8 Max Horz 16=-70(load case 6) Max Upliftl 6=-1 36(load case 3), 11=-319(load case 4), 8=-77(load case 6) Max Grav 1 6=823(load case 7), 11=2180(load case 1), 8=420(load case 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1209/221, 2-3=556/157, 3-4=-426/160, 4-5=-339/138, 5-6=-41/873, 6-7=-45/668, 7-8=-570/124, 1-16=-753/163 BOT CHORD 15-16=99/309, 14-15=-166/1069, 13-14=0/277, 12-13=-20/112, 11-12=-20/112, 10-11=-559/169, 9-10=-51/459, 8-9=51/459 WEBS 2-15=-13/139, 2-14=702/179, 3-14=208/62, 5-13=371619, 5-11=-1363/189, 6-11=10811208, 6-10=-37/415, 7-10=-1013/228, 7-9=0/281, 1-15=-81!771,4-13=515/66,4-14=-113/641 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category ll, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches pROFEF,3 exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 O 0 T& 'vy� 3) Provide adequate drainage to prevent water ponding. This truss has been designed for 10.0 bottom live load �� SAM 0 CO 4) a psf chord nonconcurrent with any other live loads. 5) 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 136 Ib uplift at joint 16, 319 Ib uplift at joint 11 and 77 Ib uplift at joint6. C' G1 C LOAD CASE(S) Standard 229 * Ekp 6/ 30/07 N _7 CIVIL �P CALIFOR Nov 29, 2005 0 Ll 0 0 0 0 0 0 Job Truss Truss Type Qty Ply Barkley Residence BARKLEY C06D SPECIAL 1 1 Job Reference o tional A.C. Houston, Indio, CA - 92201, RW 6.200 s Apr 28 2005 MiTek Industries, Inc. Sun Nov 27 17:00:38 2005 Page 6-6-4 12-9-0 14-0-11 19-0-0 25-10-15 33-0-0 6-64 6-2-12 1-3-0 4-11-15 6-10-15 7-1-1 awe • 1s4. _ Building Designer/Engineer of Record must review reactions and C m • Ilia drag note (stating load distributed along the top chord and resisting forces at bottom chord) and design appropriate connections. 5.6MIQO= 4x12 MIQ0= d10 MIRo= 3 1 5 4.00 12 0x4 MI12Y 2 U4 Ml w4 e 8x10 MIQO- W1 1 Mf4 8 h4 MIQ0. b4 MIQ0. a I1 10 9 *4 MI12011 h8 MII = •h6MIQ0= 34MIQ0= arta MI120= 34 M112011 ha M1120= Shim bearings, if required, before applying loads. 6-6-4 14-0-1_1 19-0-0 1Q-110 25-10-15 7 33-0-0 6-6-4 7-5-13 4-11-15 0-11-0 5-11-15 7-1-1 Plate Offsets (X,Y): 1:Ed a 0-3-8 [8:0-0-12,0-1-81, [113:0-3-8,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.78 Vert(LL) -0.05 12-13 >999 240 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.11 8-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(TL) 0.07 8 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 137 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 4-5-3 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 4-1-11 oc bracing. WEBS 2 X 4 SPF No.2 *Except* W7 2 X 4 SPF 1650F 1.5E, W8 2 X 4 SPF 1650F 1.5E OTHERS 2 X 4 SPF No.2 SLIDER Right 2 X 4 SPF No.2 3-6-13 REACTIONS (Ib/size) 8=584/0-5-8,14=308/14-5-8,13=646/14-5-8,12=532/14-5-8, 10=1323/0-5-8 Max Horz 14=-74(load case 16) Max Uplift8=454(load case 12), 14=-736(load case 9), 13=-381 (load case 13), 12=-131(load case 14), 10=-869(load case 12) Max Grav8=933(load case 7), 14=991 (load case 21), 13=925(load case 21), 12=607(load case 7), 10=1971(load case 20) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1567/1441, 2-3=-1448/1442, 3-4=-675/946, 4-5=-1013/1394, 5-6=-543/998, 6-7=-1308/400, 7-8=-1734/1063, 1-14=-923/754 BOT CHORD 13-14=-1562/1726, 12-13=-1991/2067, 12-16=1475/1464, 11-16=-1511/1500, 10-11=-1511/1500, 9-10=-948/1621, 8-9=948/1621 WEBS 2-13=-982/669, 2-12=-842f778, 3-12=-901/541, 4-12=-653/781, 4-10=-912/693, 5-10=-828/362, 6-10=-1207/321, 6-9=0/300, 1-13=-145911358 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top Chord dead pROFES load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed T. building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches ��� \FM exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to water ,/.e/G1y prevent ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.G+ 2 34229 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 454 Ib uplift at joint 8, 736 Ib uplift at joint 14, 381 Ib uplift at joint 13, 131 Ib uplift at joint 12 and 869 lb uplift at joint 10.. EXP m truss designed load Ib. Connect to .6130107 ;bmt, 6) This has been for a total drag of 3500 truss resist drag loads along bottom chord from 0-0-0 to (P 14-6-0 for 241.4 plf. LOAD CASE(S) Standard �OF ALIF�R�\P Nov 29, 2005 0 Ll Ll • 0 0 0 0 0 Job Truss Truss Type Qty Ply Barkley Residence BARKLEY C07 HIP 1 1 Job Reference (optional) A.C. Houston, Indio, CA - 92201, RW 6.200 s Apr 28 2005 MiTek Industries, Inc. Sun Nov 27 17:00:39 2005 Page 8-1-1 _ 16-0-0 , 19-6-0 1 27-4-15 35-6-0 ,8-1-1 7-10-15 3-6-0 7-10-15 8-1-1 sm •,4 Bracing must be properly installed. GrrOar 1p • See BCSI-B3. s><,oMnzo= s10 verso= 3 4 Do Not Install Backward 4.W 12 h4 Mlr&—' b4 M1120-- IS2 8 2 NF Ll1 r 8 h8 M820S 12 11 ,0 B 7 3i8 MIYi011 2,a M112011 h4 M1120= J6M020= 4.4 M1120= 2X4=2011 4.6 MIRO= 3.8MI12011 4.4 M120= Shim bearings, if required, before applying loads. 16-0-0 19-6-0 , 22-2-4 , 27-4-15 35-6-0 8-1-1 7-10-15 3-6-0 2-8-4 5-2-11 8-1-1 Plate Offsets X 1:0-2-13 Edge],1:Ed a 0-1-6 3:0-5-0 0-2-01,14:0-5-0,0-2-01, [6:Ed a 0-1-6 6:0-2-13 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.94 Vert(LL) 0.12 1-12 >999 240 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.31 1-12 >844 180 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(TL) 0.04 8 n/a n1a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 133 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E *Except* TOP CHORD Sheathed or 44-9 oc purlins. T2 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2 X 4 SPF No.2 WEBS 1 Row at midpt 2-11 WEBS 2 X 4 SPF No.2 *Except* . W3 2 X 4 SPF 240OF 2.OE, W4 2 X 4 SPF 1650F 1.5E WEDGE Left: 2 X 4 SPF No.2, Right: 2 X 4 SPF No.2 REACTIONS (Ib/size) 8=2458/0-5-8, 1=904/0-5-8, 6=282/0-5-8 Max Horz 1=72(load case 5) Max Uplift8=332(load case 4), 1=-155(load case 3), 6=-80(load case 6) Max Grav8=2458(load case 1), 1=927(load case 7), 6=350(load case 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2=-1826/319,2-3=-492/146,3-4=0/281,4-5=-129/1312,5-6=-184/376 BOT CHORD 1-12=-268/1617, 11-12=-268/1617, 10-11=0/360, 9-10=0/360, 8-9=-285/155, 7-8=-274/111, 6-7=-274/111 WEBS 2-12=0/368, 2-11=1352/311, 3-11=-40/670,'3-9=1115/185, 4-9=-145/974, 4-8=-1992/311, 5-8=1212/290, 5-7=0/326 NOTES 1) Unbalanced roof. live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category 11, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches PRO FES exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 �F,O `s/O 'r 3) Provide adequate drainage to prevent water ponding. �tG tAM 9% 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 332 Ib uplift at joint 8, 155_Ib uplift at joint 1 �� and 60 Ib uplift at joint 6. X CG) 31� LOAD CASES) Standard z 229 m * EkP, 6/30/07 N CIVIL �OF CAL IFCR�\P Nov 29, 2005 J 0 Job Truss Truss Type Qty Ply Barkley Residence BARKLEY Cos COMMON 1 1 (loc) I/deft Ud PLATES GRIP TCLL16.0 Plates Increase 1.25 TC Job Reference (optional) N.�. nuwtun, Ina,v, �r - azcu I, rtvv o.zuu s Hpr ca zuuo ml I eK Inaustnes, Inc. aun my zr 1 r:uv ou zuuD rage 0-()4 6-2-7 12-2-12 , 17-9-0 23-34 29-3-9 35-6-0 0-0-4 6-2-2 6-0-5 5-6-4 5-64 6-0-5 6-2-7 5.6 MAID= 4 . Sole - GnWer a omu� • 49 MIQDII aro MII2011 4.4 MII?0= 4,10M10-- hs Ml� h4 MD20= Shim bearings, if required, before applying loads. ha M12011 h9 M112DII� 6-2-7 12-2-12 17-9-0 , 23-3-4 29-3-9 35-6-0 6-2-7 6-0-5 5-64 5-6-4 6-0-5 6-2-7 REACTIONS (Ib/size) 9=2429/0-5-8, 1=990/0-5-8, 7=225/0-5-8 Max Horz 1=79(load case 5) Max Uplift9=314(load case 4), 1=-164(load case 3), 7=-70(load case 6) • Max Grav9=2429(load case 1), 1=994(load case 7), 7=299(load case 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2130/360, 2-3=1235/252, 3-4=361/146, 4-5=-355/153, 5-6=-124/1170, 6-7=-223/311 BOT CHORD 1-13=-342/1911, 12-13=-342/1911, 11-12=-149/1094, 10-11=-1037/219, 9-10=-1037/219, 8-9=-230/134, 7-8=230/134 WEBS 2-13=0/269, 2-12=879/207, 3-12=-17/508, 3-11=1048/237, 4-11=-274/45, 5-11=-213/1653, 5-9=-1936/310, 6-9=1052/231: 6-8=0/273 NOTES 1). Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the extedor(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers. exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 pROFESS� 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. p 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 314 Ib uplift at joint 9, 164 Ib uplift at joint 1 �Q,� IAM T and 70 Ib uplift at joint 7. LOAD CASE(S) StandardC 34 n ) * EXP. 6/3p • N��•07 /VI OL R� �P CALIFO Nov 29, 2005 KI Plate Offsets (X,Y): 1:Ed a 0-1-6 1:0-2-13 Ed a :Ed a 0-1-6 :0-2-13 Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL16.0 Plates Increase 1.25 TC 0.66 Vert(LL) 0.07 1-13 >999 240 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.18 1-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(TL) 0.04 9 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 135 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-7-8 oc purlins. • BOT CHORD 2 X 4 SPF N0.2 BOT CHORD Rigid ceiling directly applied or 5-9-2 oc bracing. WEBS 2 X 4 SPF No.2 . WEDGE Left: 2 X 4 SPF No.2, Right: 2 X 4 SPF No.2 REACTIONS (Ib/size) 9=2429/0-5-8, 1=990/0-5-8, 7=225/0-5-8 Max Horz 1=79(load case 5) Max Uplift9=314(load case 4), 1=-164(load case 3), 7=-70(load case 6) • Max Grav9=2429(load case 1), 1=994(load case 7), 7=299(load case 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2130/360, 2-3=1235/252, 3-4=361/146, 4-5=-355/153, 5-6=-124/1170, 6-7=-223/311 BOT CHORD 1-13=-342/1911, 12-13=-342/1911, 11-12=-149/1094, 10-11=-1037/219, 9-10=-1037/219, 8-9=-230/134, 7-8=230/134 WEBS 2-13=0/269, 2-12=879/207, 3-12=-17/508, 3-11=1048/237, 4-11=-274/45, 5-11=-213/1653, 5-9=-1936/310, 6-9=1052/231: 6-8=0/273 NOTES 1). Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the extedor(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers. exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 pROFESS� 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. p 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 314 Ib uplift at joint 9, 164 Ib uplift at joint 1 �Q,� IAM T and 70 Ib uplift at joint 7. LOAD CASE(S) StandardC 34 n ) * EXP. 6/3p • N��•07 /VI OL R� �P CALIFO Nov 29, 2005 KI Ll .• • Ll 0 0 0 0 0 Job Truss Truss Type Qty Ply Barkley Residence BARKLEY C09D HIP 1 1 Job Reference (optional) A.C. Houston, Indio, CA - 92201, RW 6.200 s Apr 28 2005 MiTek Industries, Inc. Sun Nov 27 17:00:40 2005 Page 8-1-1 16-0-0 19-6-0 , 274-15 35-6-0 8-1-1 7-10-15 3-6-0 7-10-15 8-1-1 Building Designer/Engineer of Record must review reactions and r �,-V4 drag note (stating load distributed along the top chord and resisting forces at bottom chord) and design appropriate connections. Bracing must be properly installed. See BCSI-B3. 5,8 MII20= ' 5.0 MI00 3 4 4.00 12 3x4 MIRY 3x8 MIM— V. Vs 1 e 8x8 Mu20= 11 10 8 8 1 3.8 M112011 2x4 M=11 3xd MIRO= 3x8 M1120= 4x10 WM__ 214 M=11 08 M1= 3.8 MI2011 Shim bearings, if required, before applying loads. 8-1-1 16-0-0 19-6-0 , 274-15 35-6-0 8-1-1 7-10-15 3-6-0 7-10-15 8-1-1 Plate Offsets X Y : 1:0-2-13 Ed a 11:0-0-0,0-2-101, [3:04-0,0-2-% 6:Ed a 0-1-6 6:0-2-13 Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deFl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0:69 Vert(LL) -0.16 1-11 >999 240 MI120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.38 1-11 >863 180 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.12 7 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Weight: 129 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 2400E 2.OE *Except* TOP CHORD Sheathed or 3-4-7 oc purlins. T2 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 3-7-5 oc bracing. BOT CHORD 2 X 4 SPF No.2 'Except' WEBS 1 Row at midpt 2-10 61 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF No.2 *Except* W3 2 X 4 SPF 2400F 2.OE, W3 2 X 4 SPF 2400F 2.0E WEDGE Left: 2 X 4 SPF No.2, Right: 2 X 4 SPF No.2 REACTIONS (Ib/size) 7=2252/12-5-8,1=1318/0-5-8,6=99/12-5-8 Max Horz 1=91(load case 13) Max Uplift7=-436(load case 11), 1=-714(load case 9), 6=677(load case 16)_ Max Grav7=2379(load case 8), 1=1817(load case 8), 6=783(ioad case 20) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=4351/1857, 2-3=-2403/1032, 3-4=-1376/512, 4-5=-2278/1176, 5-6=1946/2388 BOT CHORD 1-11=-1772/4003, 10-11=1772/4003, 9-10=-1543/2856, 8-9=-1543/2856, 8-12=-1892/1413, 7-12=1106/1365, 6-7=2140/1856 WEBS 2-11=0/365, 2-10=-1332/356, 3-10=-66/608, 3-8=707/162, 4-8=-203/154, 5-8=-368/2012, 5-7=-2156/504 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top chord deadpROFES S/O load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category 11, condition II partially enclosed �rGO building, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to r� �y prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. WC Gt 34229 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 436 Ib uplift at joint 7, 714 Ib uplift at joint 1 This and truss has 77 lb llft at joint 6..been designed for total drag load 3000 Ib. Connect to m rn * EXP 6�3p�p� 6) a of truss resist drag loads along bottom chord from 23-0-8 to for (P 35-6-0 240.8 plf. IVIL. LOAD CASE(S)StandardOF CA IV Nov 29., 2005 V :7 L] 11 0 11 0 0 Job Truss Truss Type Qty Ply Barkley Residence BARKLEY C10 HIP 1 1 Job Reference (optional) A.C. Houston, Indio, CA - 92201, RW 6.200 s Apr 28 2005 Mi Tek Industries, Inc. Sun Nov 27 17:00:41 2005 Page 7-1-1 14-0-0 21-6-0 284-15 35-6-0 7-1-1 6-10-15 7-6-0 6-10-15 7-1-1 sae. iso. c.mea, • ue Bracing must be properly installed. See BCSI-B3. 5x8 MIRO= 5x6 MII� 3 a d.00 1t hdM 20, 34 M1120-- IIt0.Z S 2 W! W3 1 6 �e MO]fC tt 10 8 B 78x6 WA-- • .. hd M112011 hd MV.6M10-- &6=2i 34 MIM11 7-1-1 14-0-0 21-6-0 28-4-15 35-6-0 7-1-1 6-10-15 7-6-0 6-10-15 7-1-1 Plate Offsets X (3:0-4-0,0-2-61, (4:0-4-0,0-2-61 LOADING (psf) SPACING • 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.80 Vert(LL) 0.21 8-10 >999 240 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.54 8-10 >772 180 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.15 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 127 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed, or 2-8-14 oc purlins. BOT CHORD 2 X 4 SPF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 *Except* WEBS 1 Row at midpt '3-8 W1 2 X 4 SPF 240OF 2.0E WEDGE Left: 2 X 4 SPF No.2, Right: 2 X 4 SPF No.2 REACTIONS (Ib/size) 1=1822/0-5-8,6=1822/0-5-8 Max Hoa 1=63(load case 6) Max Uplift1=286(load case 3), 6=-286(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension - TOP CHORD 1-2=-4385/691, 2-3=3450/577, 3-4=3189/580, 4-5=-3450/576, 5-6=-4385/691 BOT CHORD 1-11=-617/4012, 10-11=-617/4012, 9-10=-409/3190, 8-9=-409/3190, 7-8=-571/4012, 6-7=-571/4012 WEBS 2-11=0/304, 2-10=893/246, 3-10=-15/562, 3-8=-176/175, 4-8=-4/562, 5-8=-894/247, 5-7=0/304 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level; using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the extedor(2) zone roof zone on an occupancy category Il,.condition 11 partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. pROFESs� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other, live loads.O O 4Z-' 7: ti9 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 286 Ib uplift at joint 1 and 286 Ib uplift.at 1FM AO joint 6. LOAD CASE(S) Standard G+ n 0 * FXP 6 3p10 9 CNIL �OFCALIFOR�\P Nov 29, 2005 0 • � 1 L_J 0 0 0 Ll 11 0 Job Truss Truss Type Ply Barkley Residence BARKLEY C11 HIP Fty� 1 Job Reference (optional) A.C. Houston, Indio, CA - 92201, RW 6.200 s Apr 28 2005 MiTek Industries, Inc. Sun Nov 27 17:00:41 2005 Page 6-1-1 12-0-0 17-9-0 23-6-0 29-4-15 35-6-0 6-1-1 5-10-15 5-9-0 5-9-0 5-10-15 6-1-1 sw4. 151. u„a4, • 3re • 5x8 M1120= 214 M112011 5x8 M820= 3 4 5 4.00 12 3x<..Ir-&-- 3x4 M020� 2W2 Wt 8 W4 1 , F � D2 EM 6x8 M820= 13 12 11 10 8 2x4 M112011 3x4 M1120= 3x8 M020= 4x8 M1120= S,4 M1120= B @8 NIQO= b4 MII2011 6-1-1 12-0-0 _�_ 17-9-0 23-6-0 29-4-15 35-6-0 6-1-1 5-10-15 5-9-0 5-9-0 5-10-15 6-1-1 Plate Offsets X 13:0-4-0,0-2-61, [5:0-4-0,0-2-61 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/def! Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.78 Vert(LL) 0.23 11 >999 240 M1120 197/144 TCDL 26.0 Lumber Increase . 1.25 BC 0.55 Vert(TL) -0.5511-12 >757 180 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.15 7 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 132 !b LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 3-0-0 oc purlins. BOT CHORD 2 X 4 SPF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 WEDGE Left: 2 X 4 SPF N0.2, Right: 2 X 4 SPF No.2 REACTIONS (!b/size) 1=1817/0-5-8, 7=1817/0-11-0 Max Horz 1=54(load case 5) Max Uplift1=293(load case 3), 7=-292(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-4385!712, 2-3=3670/630, 3-4=3786/662, 4-5=-3786/662, 5-6=-3655/627, 6-7=-4332/703 BOT CHORD 1-13=-639/4012, 12-13=-639/4012, 11-12=-477/3410, 10-11=-435/3396, 9-10=-435/3396, 8-9=-589/3953, 7-8=-589/3953 WEBS 2-13=0/254, 2-12=663/198, 3-12=-14/446, 3-11=119/593, 4-11=-480/155, 5-11=122/609, 5-9=12/432, 6-9=-617/193, 6-8=0/251 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the extedor(2) zone roof zone on an occupancy category 11, condition 11 partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q?ROFESs/ p SAM T.'9 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 293 !b uplift at joint 1 and 292 Ib uplift at,��G� 7. joint 7 G � LOAD CASE(S) Standard L C 3Q n Z * EXP 6100 a N C/I/IL �OFCALIFO��\P Nov 29, 2005 J n u Job Truss Type Qty Ply Barkley Residence CSI C12 7rup5s 1 1 Plates Increase 1.25 TC 0.62 Vert(LL) 0.23 12 >999 240 M1120 197/144 TCDL 26.0 Job Reference (optional) A.G. mousron, Inelo, GA-`JZLUI, KW b.ZUU S Apr zu zuub MI I eK Inaustrles, Inc. Sun Nov L r l r:UU:4Z ZUUS rage _ 5-1-1 10-0-0 17-9-0 25-6-0 304-15 35-6-0 r 5-1-1 4-10-15 7-9-0 7-9-0 4-10-15 5-1-1 s4M4 5.8 M112a L4 M112011 5x8 M1120= 4 5 8 • h4 M112011 a4 M1120= 8x8 M1120= 418 MlY • 3x4 M1120= 214 MII200 5-1-1 10-0-0 17-9-0 25-6-0 30-4-15 35-6-0 5-1-1 4-10-15 7-9-0 7-9-0 4-10-15 5-1-1 • Plate Offsets X,Y): [1:0-0-8,0-2-01,14:0-4-0.0-2-61.[6:04-0.0-2-6 LOADING(psf) SPACING 2-0-0 CSI DEFL in (toe) I/deft L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.62 Vert(LL) 0.23 12 >999 240 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.56 Vert(TL) -0.57 10-12 >732 180 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.15 8 ' n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 131 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 240OF 2.0E TOP CHORD Sheathed or 3-4-7 oc purlins. • BOT CHORD 2 X 4 SPF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 WEDGE Right: 2 X 4 SPF N0.2 SLIDER Left 2 X 4 SPF No.2 2-6-2 REACTIONS (Ib/size) 1=1822/0-5-8,8=1622/0-5-8 . Max Hoa 1=46(load case 6) Max Uplift1=300(load case 3), 8=-300(load case 4) • FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-4221/690, 2-3=-4140/704, 3-4=3937/687, 4-5=-4591/800, 5-6=-4591/800, 6-7=-3950/687, 7-8=43491723 BOT CHORD 1-14=-628/3851, 13-14=-628/3851, 12-13=-556/3714, 11-12=-520/3701, 10-11=-520/3701, 9-10=-615/3970, 8-9=615/3970 WEBS 3-14=0/113, 3-13=167/133, 4-13=0/337, 4-12=-204/1084, 5-12=-676/223, 6-12=-206/1095, 6-10=0/370, 7-10=-305/149, 7-9=0/176 NOTES 1) Unbalanced roof live loads have been considered for this design. • 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches pROFt s exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 �� `s/O 3) Provide adequate drainage to prevent water ponding. �l�Q tAM 7, a0 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by'others) of truss to bearing plate capable of withstanding 300 Ib uplift atjoint 1 and 300 Ib uplift at �y joint 8. W nC 34 z 29 LOAD CASE(S) Standard * EXP 613 m 0/07 N� 4 C/I/tL �OFCALIFOR�\P Nov 29, 2005 KI J • 7 0 0 • Job Truss Truss Type Qty PIy Barkley Residence BARKLEY C13G HIP 1 3 Job Reference optional A.C. Houston, Indio, CA - 92201, RW 6.200 s Apr 28 2005 MTek Industries, Inc. Sun Nov 27 17:00:42 2005 Page 4-4-1 8-0-0 12-11-6 17-9-0 22-6-10 27-6-0 31-1-15 35-6-0 1 1 4-4-1 3-7-15 4-11-6 4-9-10 4-9-10 4-11-6 '3-7-15 4-4-1 S 1. • 157. c4,m41 • va 5 8 MI10 L4 M113011 3.8 MI130= 3x4 MII2011 Sxe M020= 4,0012 3 a 5 8 7 ]a4 MIQY 2 W!V VWt WJV.8 34 MIQ00. N5 1 NS B UA 17 18 15 10 13 12 1110 W M11= b4 M112011 Bae M1170= 48 M1120= 2.4 M112011 Baa M1rA 4.8 MIUO Bae MI, Sx8 NII20= W M112011 4 4-1 8-0-0 12-11-6 17-9-0 22-6-10 27-6-0 31-1-15 35-6-0 4-4-1 3-7-15 4-11-6 4-9-10 4-9-10 4-11-6 3-7-15 4-4-1 Plate Offsets MY): : 3:0-4-0 0-2-6 [7:0-4-0.0-2-61 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.20 Vert(LL) 0.24 14 >999 240 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.33 Vert(TL) -0.53 14 >787 180 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(TL) 0.10 9 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 462 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 240OF 2.0E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 6 SPF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size) 1=4134/0-5-8, 9=4134/0-5-8 Max Horz 1=36(load case 6) Max Uplift1=592(load case 3), 9=-592(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=10414/1489, 2-3=1 0994/1585, 3-4=13408/1918, 4-5=-1 3408/1918, 5-6=-13408/1918, 6-7=-13408/1918, 7-8=10994/1585, 8-9=-10414/1490 BOT CHORD 1-17=-1365/9632, 16-17=1365/9632, 16-16=-i 425/10417, 14-15=-1958/14513, 13-14=-1 958/14513, 12-13=-1958/14513, 11-12=-1 398/10417, 10-11=-1339/9632; 9-10=-1339/9632 WEBS 2-17=-298/88, 2-16=118/992, 3-16=195/1416, 3-15=-494/3517, 4-15=-160/48, 5-15=1333/198, 5-14=-123/1065, 5-12=-1333/198, 6-12=160/48, 7-12=-494/3517, 7-11=-195/1416, 8-11=118/992, 8-10=298/88 NOTES 1) 3 -ply truss to be connected together with 0.131'x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0=9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc, Except member 16-3 2 X 4 - 1 row at 0-6-0 oc, member 11-7 2 X 4 - 1 row at 0-6-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to pROFEs ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. ��� `C70 1AM 7, 3) Unbalanced roof live loads have been considered for this.design. �tG 50 4) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 8.4 psf top chord dead load and 4.8 bottom chord dead load, in the on an 11, 11 C9 ,/.�/G 1y psf extedor(2) zone roof zone occupancy category condition partially enclosed building, with exposure C ASCE 7-95,per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches C0 2 34229 exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 5) Provide adequate drainage to water EXP m prevent ponding. 6) truss has been designed for 10.0 bottom live load live loads. * 613 m 17107 R This a psf chord nonconcurrent with any other tP 7). Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 592 Ib uplift at joint 1 and 592 Ib uplift at Y� joint 9. O/VIL 8) Girder carries hip end with 8-0-5 end setback. q,* OP 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 908 Ib down and 128 Ib up at CALIF 27-5-11, and 908 Ib down and 128 Ib up at 8-0-5 on bottom chord. The design/selection of such connection device(s) is the Nov 291 2005 responsibility of others. LOAD CASE(S) Standard Continued on on page 2 Job BARKLEY Truss C13G_ Truss Type HIP Qty 1 Ply 3 Barkley Residence Job Reference (optional) A.C. Houston, Indio, CA - 92201, RW , 6.200 s Apr 28 2005 MiTek Industries, Inc. Sun Nov 27 17:00:42 2005 Page LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) , Vert: 1-3=-84, 3-7=-42(F=42), 7-9=-84, 1-16=-20, 11-16=-207(F=187), 9-11=-20 Concentrated Loads (lb) Vert: 16=-908(F) 11=-908(F) , ��O pROFEss�O T. 90 �9 �1P/M s %Y n Z cu Exp 0-0 M N 9 CAVIL \P* �OFCALIF- R NOV 29, 2005 4 r� U 0 0 E 1] Job Truss Truss Type Qty Pl72Job rkley Residence BARKLEY C14G COMMON 1 1.25 Reference (optional) [A.C. Houston, Indio, CA -92201, RW 6.200 s Apr 28 2005 MiTek Industries, Inc. Sun Nov 27 17:00:43 2005 Page 4-4-6 8-0-11 11-9-0 15-5-5 19-1-10 23-6-0 4-4-6 3-8-5 3-8-5 3-8-5 3-8-5 4-4-6 s4.M cMmor 4,4 MII30= 4.10 MIQO= W M@011 114 012 Wo MIQO= h4 M020= h4 M112011 610 MIQ0= 4-4-6 8-0-11 11-9-0 15-5-5 19-1-10 23-6-0 " 4-4-6 3-8-5 3-8-5 3-8-5 3-8-5 4-4-6 LOADING (psf) SPACING 2-0-0 TCLL 16.0 Plates Increase 1.25 TCDL 26.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 165OF 1.5E WEBS 2 X 4 SPF No.2 CSI DEFL in (loc) I/defl Ud PLATES GRIP TC 0.37 Vert(LL) 0.1410-11 >999 240 M1120 197/144 BC 0.65 Vert(TL) -0.3410-11 >815 180 WB 0.40 Horz(TL) 0.09 7 n/a n/a (Matrix) Weight: 203 lb BRACING TOP CHORD Sheathed or 4-8712 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=4078/0-5-8, 7=4078/0-5-8 Max Horz 1=52(load case 5) Max Uplift1=673(load case 3), 7=-673(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-9179/1514, 2-3=-7928/1324, 3-4=-6231/1057, 4-5=-6231/1057, 5-6=-7929/1324, 6-7=9179/1515 BOT CHORD 1-12=-1401/8504, 11-12=1401/8504, 10-11=-1186/7488,9-10=-1148!7486, 8-9=-1363/8504, 7-8=1363/8504 WEBS 2-12=-118!955, 2-11=-1135/237, 3-11=226/1494, 3-10=-2059/395, 4-10=-569/3558, 5-10=2059/395, 5-9=-226/1494, 6-9=1135/238, 6-8=119/955 NOTES 1) 2 -ply truss to be connected together with 0.131 "x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 673 Ib uplift at joint 1 and 673 Ib uplift at joint 7. LOAD CASE(S) Standard • 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=84, 4-7=-84,1-7=-270(F=250) 0 9ROFFSS/ \AM 7. e00�9 G' 3422 z * EXP 6/30/07 N �� ONIL OP CALIF Nov 29, 2005 0 Ll n LJ 0 E Ll 0 Job Truss Truss Type Qty Ply Barkley Residence BARKLEY C15D COMMON 1 1 Job Reference (optional) A.C. Houston, Indio, CA - 92201, RW 6.200 s Apr 28 2005 MiTek Industries, Inc. Sun Nov 27 17:00:43 2005 Page 5-11-9 11-9-0 17-6-7 23-6-0 5-11-9 5-9-7 5-9-7 5-11-9 S.A. • Un Building Designer/Engineer of Record must review reactions and drag note (stating load distributed along the top chord and resisting forces at bottom chord) and design appropriate connections. dx9 M1 8. 4.00 13 3d MIQOJ hd MIS z w vn d i s .4 M1 MMIIt0= Ad MlQ 8x8 MIM= h8MIQ0ll Continuous Bearing 4.4 Mll2 3.8M UCH 7-10-11 15-7-5 23-6-0 I- 7-10-11 7-8-10 7-10-11 Plate Offsets X[1:0-0-0,0-1-101,1:0-2-13 Edge], 5:0-2-13 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.52 Vert(LL) n/a n/a 999 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.43 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Weight: 76 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 4-84 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 54-14 oc bracing. WEBS 2 X 4 SPF No.2 WEDGE ' Left: 2 X 4 SPF No.2, Right: 2 X 4 SPF No.2 REACTIONS (Ib/size) 8=898/23-6-0, 6=898/23-6-0, 1=324/23-6-0, 5=324/23-6-0 Max Horz 1=-53(load case 16) Max Uplift8=815(load case 9), 6=-809(load case 12), 1=470(load case 9), 5=-476(load case 16) Max Grav8=1558(load case 8), 6=1558(load case 7), 1=747(load case 21), 5=747(load case 20) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1357/1233,2-3=-652/953,34=629/953,4-5=1357/1242 BOT CHORD 1-8=1163/1190,7-8=-538/649.6-7=538/649,5-6=1132/1190 WEBS 2-8=590/225, 3-8=-1328/1011, 3-6=1328/1003, 4-6=-5901224 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category ll, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Gable requires continuous bottom chord bearing. pROFESsj 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� O tAM r �9 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 815 Ib uplift at joint 8, 809 Ib uplift at joint 6 Qi 60 470 lb uplift at joint 1 and 476 Ib uplift at joint 5. 6) Beveled or shim required to full bearing surface truss 5. plate provide with chord at joint(s) 7) This truss has been designed for a total drag load of 3500 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-6-0 for 148.9 plf. G+ O nry 6130109 LOAD CASE(S) Standard N 7 AML �OF CALF O R \P* Nov 29, 2005 r-1 LA 0 • 0 0 L L 7 Job Truss Truss Type Qty . PlyBarkley Residence BARKLEY C15GED COMMON 1 1 Job Reference (optional) A:C. Houston, Indio, CA - 92201, RW 6.200 s Apr 28 2005 MiTek Industries, Inc. Sun Nov 27 17:00:44 2005 Page 5-11-9 - 11-9-0 17-6-7 23-6-0 5-11-9 5-9-7 5-9-7 5-11-9 swe • ta7. Building Designer/Engineer of Record must review reactions and Building designer may need to specify details drag note (stating load distributed along the top chord and resisting to resist wind normal to face of gable end. forces at bottom chord) and design appropriate connections. 4:6MII20= See Note 3 4.00 12 T 2 W1 W 4 T T T 280 1 0 4x6 Mn20= &6 M1120= h4 M120= &6 M020= me MIM11 4,6 MI120= 7xB M112011 Continuous Bearing 7-10-11 _ 15-7-5 23-6-0 7-10-11 7-8-10 7-10-11 Plate Offsets MY): : 1:Ed a 0-1-6 1:0-2-13 Ede 5:Edge, 0-1-6 5:0-2-13 Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.56 Vert(LL) n/a n/a 999 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.67 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(TL) 0.01 12 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 105 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 4-3-7 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 4-10-8 oc bracing. WEBS 2 X 4 SPF No.2 OTHERS 2 X 4 SPF No.2 WEDGE Left: 2 X 4 SPF No.2, Right: 2 X 4 SPF No.2 REACTIONS (Ib/size) 16=725/23-6-0, 10=725/23-6-0, 1=215/23-6-0, 5=215/23-6-0, 13=42/23-6-0, 12=42/23-6-0, 15=22/23-6-0, 17=23/23-6-0, 18=47/23-6-0, 19=-53/23-6-0, 20=200/23-6-0, 11=22/23-6-0, 9=23/23-6-0, 8=47/23-6-0, 7=53/23-6-0, 6=200/23-6-0 Max Horz 1=53(load case 16) Max Upliftl 6=-1 01 0(load case 9), 10=1004(load case 12), 1=-549(load case 9), 5=-555(load case 16), 19=-54(load case 8), 20=-42(load case 9), 7=-54(load case 7), 6=42(load case 12) Max Grav 16=1 521 (load case 8), 10=1521(load case 7), 1=727(load case 21), 5=727(load case 20), 13=84(load case 2), 12=84(load case 2), 15=45(load case 2), 17=53(load case 2), 18=68(load case 2), 19=39(load case 9), 20=204(load case 8), 11=45(load case 2), 9=53(load case 2), 8=68(load case 2), 7=39(load case 12), 6=204(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1.713/1483, 2-3=-789/1078, 3-4=-765/1078, 4-5=-1713/1492 BOT CHORD 1-20=-1397/1529, 19-20=962/1094, 18-19=-722/854, 17-18=-458/614, 16-17=-242/374, 15-16=-657!783, 14-15=443/568, 13-14=-196/322, 12-13=169/294, 11-12=-443/568, 10-11=-657/783, 9-10=-211/374, 8-9=-432/614, 7-8=-6911854, 6-7=-931/1094,5-6=-136611529 pROFEss/ WEBS 2-16=-556/228, 3-16=-1525/1200, 3-10=-1525/1193, 4-10=-556/227 tAM 1 �9 �� e0 NOTES 1) Unbalanced roof live loads have been considered for this design. C9 /.,JG �y 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top chord dead W --� 0 C 34229 load and 4,8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category 11, condition II partially enclosed m with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches building, * EXP 6/3p/ m exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 "Standard 07 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek �� Gable End Detail" C/V!L 4) All plates are 2x4 M1120 unless otherwise indicated. P OP R�J� CALIF� 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 14-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Nov 29, 2��5 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1010 Ib uplift at joint 16, 1004 Ib uplift at joint 10, 549 lb uplift at joint 1, 555 Ib uplift at joint 5,.54 Ib uplift at joint 19, 42 Ib uplift at joint 20, 54 Ib uplift atjoint 7 and 42 Ib uplift at joint 6. Continued on page 2 0 0 WM 1 0 10. Job Truss Truss Type Qty Ply Barkley Residence BARKLEY C15GED COMMON 1 1 Job Reference (optional) A.C. Houston, Indio, CA - 92201, RW 6.200 s Apr 28 2005 MiTek Industries, Inc. Sun Nov 27 17:00:45 2005 Page NOTES 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5. 10) This truss has been designed for a total drag load of 180 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-6-0 for 180.0 plf. LOAD CASE(S) Standard pROFESS�O . \AM T. 60 'I%9 W E p229 m N /07 � �Nf� \P* �OFL CALIF Nov 29, 2005 :] n u I• is K. 1• Job Truss ype Qty Pty Barkley Residence BARKLEY CG01 TMONOTRUSS 6 1 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Job Reference (optional) A.G. Mousion, mato, cA- yzzvi, Kvv 3-9-8 7-4-8 3-9-8 3-7-0 b.ZUU s Apr Zb zuub MI I eK InausineS, Inc. Jun NOV Z/ l t=Ab zUUb rage 3-10-8 h4 Mlrl 4z W1 3-9-8 LOADING (psf) SPACING 2-0-0 TCLL 16.0 Plates Increase 1.25 TCDL 26.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 6 SPF 1650F 1.5E WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size) 1=524/0-5-8,6=1039/Mechanical 7-4-8 CSI DEFL in (loc) I/deft -L/d PLATES GRIP TC 0.24 Vert(LL) 0.03 7-8 >999 240 M1120 197/144 BC 0.31 Vert(TL) -0.07 7-8 >999 180 WB 0.37 Horz(TL) 0.01 6 n/a n/a (Matrix) Weight: 47 Ib BRACING TOP CHORD Sheathed or 4-84 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Max Horz 1=270(load case 6) Max Upliftl=-78(load case 3), 6=-85(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1552/266,2-3=1238/255,34=-46/109.4-5=0/2,4-6=-55/`6 BOT CHORD 1-8=24/1486,7-8=-24/1486,6-7=-21/1206 WEBS 2-8=37/249, 2-7=-292/3, 3-7=-135/894, 3-6=-1309/153 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 78 Ib uplift at joint 1 and 85 Ib uplift at joint 8 . 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 4-5=32(F=84) Trapezoidal Loads (plf) Vert: 1=0(F=10, B=10) -to -6=-292(F=-136, B=136) . PROFESS/ \AM T e00'1�9 W C 3422 z * AXP 6/30/07rn N 9 C �OFCAL IFO��\P . Nov 29, 2005 0 • • Job Truss Truss Type Qty Ply Barkley Residence BARKLEY CG02 SPECIAL 2 1 1.25 TC 0.20 Vert(LL) . 0.03 5-6 >999 240 M1120 197/144' Job Reference (optional) r�.V. muuslun, maw, 1,1,1 -4144U 1, rwv o.Iu s Mpr co Ivo rvu i eK mousmes, inc. oun lvov z i 1 nuu:ra cuua rage 3-6-4 6-9-0 10-10-12 3-6-4 3-2-12 4-1-12 swe • 1:1 hn 912011 2 3 -64 6-9-0 10-10-12 3-64 3-2-12 4-1-12 REACTIONS (Ib/size) 8=495/Mechanical, 5=959/0-7-12 Max Horz 8=-82(load case 3) Max Uplift8=-45(load case 4), 5=-96(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-8=25/0,1-2=0/0,2-3=-52/0,3-4=-808/60,4-5=-1770/166 BOT.CHORD 7-8=-621788,6-7=-161/1698,5-6=161/1698 WEBS 3-8=896/85, 3-7=-66/627, 4-7=-965/104, 4-6=81/641 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 Ib uplift at joint 8 and 96 Ib uplift at joint 5. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Trapezoidal Loads (plf) Vert: 8=-6(F=7, B=7) -to -5=-275(F=-128, B=128) 3.4 MUM - pROFFSs70 C 34229 m * EXP, 613010 (P �OP CALIF� Nov 29, 2005 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.20 Vert(LL) . 0.03 5-6 >999 240 M1120 197/144' TCDL 26.0 Lumber Increase 1.25 BC 0.43. Vert(TL) -0.07 5-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 45 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 4-3-7 oc purlins, except end verticals. BOT CHORD 2 X 6 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 • REACTIONS (Ib/size) 8=495/Mechanical, 5=959/0-7-12 Max Horz 8=-82(load case 3) Max Uplift8=-45(load case 4), 5=-96(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-8=25/0,1-2=0/0,2-3=-52/0,3-4=-808/60,4-5=-1770/166 BOT.CHORD 7-8=-621788,6-7=-161/1698,5-6=161/1698 WEBS 3-8=896/85, 3-7=-66/627, 4-7=-965/104, 4-6=81/641 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 Ib uplift at joint 8 and 96 Ib uplift at joint 5. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Trapezoidal Loads (plf) Vert: 8=-6(F=7, B=7) -to -5=-275(F=-128, B=128) 3.4 MUM - pROFFSs70 C 34229 m * EXP, 613010 (P �OP CALIF� Nov 29, 2005 r� u • .I L 0 0 0 0 0 Job Truss Truss Type Qty Ply Barkley Residence BARKLEY CG03 JACK 1 1 Job Reference (optional) A,C. Houston, Indio, CA - 92201, RW 6.200 s Apr 28 2005 MiTek Industries, Inc. Sun Nov 27 17:00:46 2005 Page 5-2-14 5-2-14 A4 M112011 ^. 1.:I:la 3 c. E • 1118 2 2.83 12 TI 1 m LAB1 Sae MIlZell s h4 MII70-- 5-2-14 4 W MIMI 5-2-14 Plate Offsets X 1:0-0-0 0-1-3 1:0-2-14 Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.12 Vert(LL). 0.04 1-4 >999 240 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC_ 0.39 Vert(TL) -0.10 1-4 >588 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.01 4 n/a n/a BGDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 15 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 5-2-14 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF No.2 WEDGE Left: 2 X 4 SPF No.2 REACTIONS (Ib/size) 4=212/Mechanical, 1=120/0-7-8 Max Horz 1=138(load case 6) Max Uplift1=26(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 11-2=0011,2-3=0/2,2-4=-65/8 BOT CHORD 11-5=14/62,4-5=7/59 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 26 Ib uplift at joint 1. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ??'OFFS',/O LOAD CASE(S) Standard �O �!`Q QPM 1 90 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads Gj (plf) Vert: 2-3=32(F=84) 0 C 34229 —Z Trapezoidal Loads (plQ Vert: 1=9(F=6, B=6) -to -4=-136(F=-58, B=-58) rt * Ekp 6/3p/0, � N ��.OF /VIL CALIF Nov 29, 2005 n L J ,0 • E 0 0 L 0 Job Truss Truss Type Qty Ply Barkley Residence BARKLEY C.101 JACK 18 1 Job Reference (optional) A.C. Houston, Indio, CA - 92201, RW 6.200 s Apr 28 2005 MiTek Industries, Inc. Sun Nov 27 17:00:46 2005 Page 2 1-11-11 1-i1-11 8ob•1:6 a.00 ,z ' ' n BI h8 MIQ611 -"' (--hObltlPdc ' 1-11-11 - 1-11-11 Plate Offsets X,n: [1:0-0-0,0-1-21.(1:0-1-5,0-7-9 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.08 Vert(LL) -0.00 1 >999 240 M1120 197/144 TCDL ' 26.0 Lumber Increase 1.25 BC 0.04 Vert(TL) -0.00 1-3 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Weight: 6lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 1-11-11 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2 X 4 SPF No.2 REACTIONS (Ib/size) 3=19/Mechanical, 1=100/0-5-8,2=80/Mechanical ' Max Horz 1=40(load case 3) Max Upliftl=-8(load case 3), 2=-36(load case 3) Max Grav3=38(load case 2), 1=100(load case 1), 2=80(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=27/27 BOT CHORD 1-3=0/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girde((s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 Ib uplift at joint 1 and 36 Ib uplift at joint 2. pROFEss70 LOAD CASE(S) Standard �Q,� 1AM T. 90 n, , n �Z UJ C 34229 m * EXP 6/30/07 N ONIL \P* OP CALIF Nov 29, 2005 Ll I � U �J 0 0 0 0 E Job Truss Truss Type Qty PlyJJ'ob arkley Residence BARKLEY CJ02 JACK 16 Reference (optional) A.C. Houston, Indio, CA - 92201, RW 6.200 s Apr 28 2005 MiTek Industries, Inc. Sun Nov 27 17:00:46 2005 Page 3-11-11 z 3-11-11 swe • �:e. 4.OD I2 n B1 48 MIIS011 3.4 M020-- 3-11-11 3 3-11-11 Plate Offsets X(1:0-0-0,0-1-21,[1:0-1-5,0-7-91 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC ' 0.30 Vert(LL) -0.01 1-3 >999 240 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.14 Vert(TL) -0.02 1-3 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Weight: 10 lb LUM13ER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-11-11 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2 X 4 SPF No.2 REACTIONS (Ib/size) 2=155/Mechanical, 3=37/Mechanical, 1=192/0-5-8 Max Horz 1=69(load case 3) Max Uplift2=-65(load case 3), 1=-19(load case 3) Max Grav2=155(load case 1), 3=74(load case 2), 1=192(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-48/48 BOT CHORD 1-3=0/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category ll, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 65 Ib uplift at joint 2 and 19 Ib uplift at joint 1. pROF�ss7O LOAD CASE(S) Standard �O �tGQ \AM T @p , n �Z ru G) `r C 34229 m * EXP 6/30/p7 • N 9 CML �OFCALIFOR�\P Nov 29, 2005 ,0 n U n LJ `J Job Truss Type Qty Ply Barkley Residence BARKLEY CJ03 ]JACK 16 1 TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 5-11-11 oc purlins. • BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Job Reference (optional) A.L. Houston, Inuio, UA - `JZZUI., KVV 6.ZUU s Apr za zuub MI I eK Inausines, Inc. sun Nov Z / 1 (:Uu:4a ZOOb rage S 4 MIQ0t= 5-11-11 '* LOADING (psf) TCLL 16.0 TCDL 26.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0.70 BC 0.34 WB 0.00 (Matrix) DEFL in (loc) I/dell Ud Vert(LL) -0.06 1-3 >999 240 Vert(TL) -0.13 1-3 >545 180 Horz(TL) -0.00 2 n/a n/a PLATES GRIP M1120 197/144 Weight: 15 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 5-11-11 oc purlins. • BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2 X 4 SPF No.2 REACTIONS (Ib/size) 2=239/Mechanical, 3=57/Mechanical, 1=296/0-5-8 Max Horz 1=98(load case 3) Max Uplift2=97(load case 3), 1=-32(load case 3) Max Grav2=239(load case 1), 3=114(load case 2), 1=296(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=69/69 BOT CHORD 1-3=0/0 ' NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category 11, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 - 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by.others) of truss to bearing plate capable of withstanding 97 Ib uplift at joint 2 and 32 Ib uplift at joint 1. PROFESS, LOAD CASE(S) Standard �O ��e QPM T. 90 C 3422 Z * EXP 6/30/0, �m N�� • C/VI L OP CALIF Nov 29, 2005 '* 0 u Ll 0 0 E 0 0 0 Job Truss Truss TypeQty Ply Barkley Residence BARKLEY CJ04D JACK 1 1 Job Reference (optional) A.C. Houston, Indio, CA- 92201, RW 6.200 s Apr 28 2005 MiTek Industries, Inc. Sun Nov 27 17:00:47 2005 Page 3-1-3 4x4 M11W11 z 3-1-3 sae • ,a am F12 T1 , s, be M112011 ' h4 MIIZ011 a 3 3 Building Designer/Engineer of Record must review reactions and drag note (stating load distributed along the top chord and resisting forces at bottom chord) and design appropriate connections. < 3-1-3 3-1-3 Plate Offsets X[1:0-0-0.0-1-101,[1:0-1-5,0-7-91 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.54 Vert(LL) -0.00 1-3 >999 240 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.00 1-3 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 9lb LUMBER BRACING TOP CHORD 2 X 4 SPF 240OF 2.0E TOP CHORD Sheathed or 3-1-3 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF No.2 WEDGE Left: 2 X'4 SPF No.2 REACTIONS (Ib/size) 1=135/0-5-8,2 =109/Mechanical, 3=26/Mechanical Max Horz 1=216(load case 12) Max Uplift1=784(load case 9), 2=40(load case 3) Max Grav 1=900(load case 8), 2=109(load case 1), 3=52(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1695/1651,2-3=0/0 BOT CHORD 1-4=1240/1258, 4-5=-729/747, 3-5=729/747 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category ll, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 784 Ib uplift at joint 1 and 40 Ib uplift at pR0FESS/ 5) Tint 2. his truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to �!`��G \AM T. 9009 1-0-0, 2-1-3 to 3-1-3 for 1000.1 plf. Gj 6) Gap between inside of top chord bearing and first diagonal or 0.500in. vertical web shall not exceed U W LOAD CASE(S) Standard E p34229 m ', 6130107 Building Designer / Engineer of Record must �m design Connection to resist large drag load. d'� F/VIL �\P CALIFC� Nov 29, 2005 0 0 n U L 19 Job Truss Truss Type Qty Ply Barkley Residence BARKLEY. CJ05 JACK 1 1 Vert(LL) -0.01 1-3 >999 240 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 Job Reference (optional) N.c. nou5wn, inu,o, ,,,-uzzv,, ,vv o.cw s Apr ca cuu0 nru i eK inousrnes, mc. oun niov u i ruu:4 r cuu0 rage ih<Mlr1 3-9-0 , 3-9-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.26 Vert(LL) -0.01 1-3 >999 240 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.12 Vert(TL) -0.02 1-3 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCOL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 10 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-9-0 oc purlins. BOT CHORD 2 X 4.SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2 X 4 SPF N0.2 REACTIONS (Ib/size) 2=145/Mechanical, 3=35/Mechanical, 1=180/0-5-8 Max Hoa 1=65(load case 3) Max Uplift2=62(load case 3), 1=-17(load case 3) Max Grav2=145(load case 1), 3=69(load case 2), 1=180(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-45/45 BOT CHORD 1-3=0/0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the extedor(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord We load nonconcurrent with any. other live loads. .3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of.truss to bearing plate capable of withstanding 62 Ib uplift at joint 2 and 17 Ib uplift at joint 1 LOAD CASE(S) Standard ��� ?ROFESs/ \ANI T e0O�9 tu\ / 0 �2 C 3422 z * EXp.6/30/07 N � CIVIL R gyp,* �OFCALIF � Nov 29, 2005 0 Job TrussTMONOTRUSS ype Qty Ply Barkley Residence BARKLEY CJ06 2 1 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Job Reference (optional) n.�. noumon, mato, yccu 1 , r,,vv o.tuu s Hpr ca cuuD ml1 eK rnausmes, inc. aun rvov c r i r:uu:vi zwo rage 1 3-9-10 _ 7-7-3 3-9-10 3-9-10 de MIa011 • 4 r 1 L J • 10 Aa MR = LOADING (psf) SPACING 2-0-0 TCLL 16.0 Plates Increase -1.25 TCDL 26.0 Lumber Increase - 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF No,2 BOT CHORD 2 X 4 SPF 240OF 2.0E WEBS 2 X 4 SPF No.2 WEDGE Left: 2 X 4 SPF No.2 3-9-10 3-9-10 CSI DEFL in (loc) I/defl Ud PLATES GRIP TC 0.25 Vert(LL) 0.01 6 >999 240 M1120 197/144 BC 0.09 Vert(TL) -0.01 1-6 >999 180 WB 0.14 Horz(TL) 0.00 5 n/a n/a (Matrix) Weight: 27 Ib BRACING TOP CHORD Sheathed cir 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=368/0-5-8, 5=384/Mechanical Max Horz 1=88(load case 4) Max Uplift1=55(load case 3), 5=-74(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-595/89, 2-3=-57/32, 3-4=-5/0, 3-5=-129/32 BOT CHORD 1-6=83/5117,5-6=-83/517 WEBS 2-6=0/166, 2-5=5621135 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 • 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 55 Ib uplift at joint 1 and 74 Ib uplift at joint 5. LOAD CASE(S) Standard 1• 9 O ?ROFESS/° P/M -r-6, 0 silo ,� 6 LIJ G) * E �363p07 N rn CML �°FCALIF C��\P Nov 29, 2005 • • • • Job Truss Truss Type Qty Pty Barkley Residence BARKLEY D01 COMMON 6 1 1.25 WB 0.06 BCLL 0.0 Rep Stress Incr YES (Matrix) Job Reference (optional) H.V. rio"'OI1, IIIUIV, VM-�"UI, RVv 5-6-0 5-6-0 4.8 Miry 2 O.NV i Hpr LO LVV' MI I eK Inuusiries, Inc. Jun Nov zi I f:VV:90 zuvo rage 5-6-0 ['ni-RyA a4 M02= 5-6-0 5-6-0 1 0. 5-6-0 CSI LOADING (psf) SPACING 2-0-0 TC 0.36 TCLL 16.0 Plates Increase 1.25 BC 0.44 TCDL 26.0 Lumber Increase 1.25 WB 0.06 BCLL 0.0 Rep Stress Incr YES (Matrix) BCDL 10.0 Code UBC97/ANSI95 Weight: 30 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF N0.2 TOP CHORD • BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 WEDGE Left: 2 X 4 SPF No.2, Right: 2 X 4 SPF No.2 1 0. 5-6-0 CSI DEFL in (loc) 1/clef] L/d PLATES GRIP TC 0.36 Vert(LL) 0.03 1-4 >999 240 M1120 197/144 BC 0.44 Vert(TL) -0.07 3-4 >999 180 WB 0.06 Horz(TL) 0.01 3 n/a n/a (Matrix) Weight: 30 Ib BRACING TOP CHORD Sheathed or 5-7-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=548/0-5-8,3=548/0-5-8 Max Horz 1=27(load case 6) Max Uplift1=80(load case 3), 3=-80(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 11-2=986/1147,2-3=-986/1147 BOT CHORD 1-4=88/853,3-4=88/853 WEBS 2-4=0/266 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for.the wind loads generated by 70 mph winds at 25 It above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the extedor(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95.lf end verticals.or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 80 Ib uplift at joint 1 and 80 Ib uplift at joint 3. LOAD CASE(S) Standard 4x4 MUD= �. p r x \P'M 'T&O rr C 342229 m * EXP 6130/07 N CIVIL �OFCALIF O��\P Nov 29, 2005 r, LJ 0 • .0 0 9 0 LJ Job Truss Truss Type Qty Barkle y Residence BARKLEY D01GED COMMON 2 [ly-1 1 . Job Reference (optional) A.C. Houston, Indio, CA - 92201, RW 6.200 s Apr 28 2005 MiTek Industries, Inc. Sun Nov 27 17:00:49 2005 Page 5-6-0 — 11-0-0 5-6-0 5-6-0 s4.14. c,T. Building designer may need to specify details Building Designer/Engineer of Record must review reactions and Usml2 to resist wind normal to face of gable end. drag note (stating load distributed along the top chord and resisting forces at bottom chord) and design appropriate connections. 3 4 See Note 3 2 4.00[-12 T WI W1 1 ST2 ST2 STI STI 5 OL -0 f El F-1 et 4x8 M1020= be MIQ011 b5 M112011 ax8 M020= Continuous Bearing 5-6-0 11-0-0 5-6-0 5-6-0 Plate Offsets X 1:0-2-13 Edgel, 1:Edge, 0-1-6 3:0-3-0 Edge],5:Edge, 0-1-6 5:0-2-13 Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.40 Vert(LL) n/a n/a 999 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.45 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 8 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix)' Weight: 37 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 5-4-13 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 5-6-1 oc bracing. WEBS 2 X 4 SPF No.2 OTHERS 2 X 4 SPF No.2 WEDGE Left: 2 X 4 SPF No.2, Right: 2 X 4 SPF No.2 REACTIONS (Ib/size). 1=155/11-0-0, 5=155/11-0-0, 8=312/11-0-0, 9=312/11-0-0, 10=-54/11-0-0, 7=-54/11-0-0, 11=159/11-0-0, 6=159/11-0-0 Max Horz 1=27(load case 15) Max Uplift1=405(load case 9), 5=-408(load case 12), 8=125(load case 15), 9=129(load case 14), 10=-55(load case 19), 7=-55(load case 22), 11=-16(load case 10), 6=16(load case 11) Max Grav 1=534(load case 21), 5=534(load case 20), 8=397(load case 22), 9=397(load case 19), 10=33(load case 14), 7=33(load case 15), 11=175(load case 2) 6=175(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1102/1060,2-3=-87/122,3-4=-87/133.4-5=1102/1047 BOT CHORD 1-11=-1024/1032, 10-11=514/522, 9-10=241/248, 8-9=-106/99, 7-8=-241/248, 6-7=-514/522, 5-6=-1024/1032 WEBS 4-8=351/122, 2-9=-351/126 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category 11, condition II partially enclosed pROFESS� O building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches � p �-r ti9 exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 �tv 1AM 90 "Standard 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek Gj Gable End Detail' C9 �/•�/G �2 4) All plates are 2x4 M1120 unless otherwise indicated. W n G) � 5) Gable requires continuous bottom chord bearing.34229 E m 6) Gable studs spaced at 1-4-0 oc. SCP, * 6/ m This truss has been designed for 10.0 bottom live load live loads. 30107 7) a psf chord nonconcurrent with any other tP 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 405 Ib uplift'at joint 1, 408 Ib uplift at joint 5 125 Ib uplift at joint 8, 129 Ib uplift at joint 9, 55 Ib uplift at joint 10, 551b uplift at joint 7, 161b uplift at joint 11 and 16 Ib uplift atjoint 6. C �P 9) This truss has been designed for a total drag load of 180 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to Q r1 FCALIF� 11-0-0 for 180.0 plf. LOAD CASE(S) Standard Nov 29, 2005 0 Job Truss Truss Type qty Ply Barkley Residence BARKLEY E01 COMMON 2 1 Vert(LL) 0.04 1-4 >999 240 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 Job Reference (optional) A.G. KOUsion, irmio, GA - yZZUI, KVv - b.ZUV S Apr zu zuu I MI I ex Inausines, Inc. Sun NOV Zf 1 f:UUAt1 ZUUS rage 6-0-0 12-0-0 6-0-0 6-0-0 .M • ci • u.na . IN F- 1 U • W] 10 f 4x8 MIQ0= 2 .4 PAO= 04 MUM= 6-0-0 6-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.44 Vert(LL) 0.04 1-4 >999 240 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.52 Vert(TL) -0.09 3-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.02 3 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 33 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 5-3-1 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 WEDGE Left: 2 X 4 SPF No.2, Right: 2 X 4 SPF No.2 REACTIONS (lb/size) 1=60010-5-8,3=60010-5-8 Max Hoa 1=29(load case 5) Max Uplift1=88(load case 3), 3=-88(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1093/162,2-3=1093/162 BOT CHORD 1-4=981949,34=98/949 WEBS 24=0/292 NOTES 1) Unbalanced roof live loads have been considered for this design._ 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category 11, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 88 Ib uplift at joint 1 and 88 Ib uplift at joint 3. LOAD CASE(S) Standard 1 a O PROFESS/ 1� ON To 0O�9 * p36 3p�o� m N C/1/1L �OFCALIF �R�\P Nov 29, 2005 1-1 L n u 0 0 Ll b Truss Truss Type Qty PlyTjob rkley Residence rBARKLEY JEOIGED COMMON 1 Plates Increase 1.25 TC 0.49 Vert(LL) 0.01 1-7 >999 240 Reference (optional) A.C. Houston, Indio, CA - 92201, RW 6.200 s Apr 28 2005 Mi rek, Industries, Inc. Sun Nov 27 17:00:50 2005 Page 6-0-0 , 12-0-0 6-0-0 6-0-0 Building Designer/Engineer of Record must review reactions and Building designer may need to specify details drag note (stating load distributed along the top chord and resisting <. mMl� to resist wind normal to face of gable end. forces at bottom chord) and design appropriate connections. See Note 3 dm MI120= i 8 M112011 W mir mil hm Mm20= 4-0-11 7-11-5 12-0-0 4-0-11 3-10-10 4-0-11 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/def! Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.49 Vert(LL) 0.01 1-7 >999 240 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.50 " Vert(TL) -0.02 1-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.00 5 n/a n/a BCDL . 10.0 Code UBC97/ANSI95 (Matrix) Weight: 45 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. • BOT CHORD 2 X 4 SPF N0.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2 X 4 SPF No.2 9-1-6 oc bracing: 5-6. OTHERS 2 X 4 SPF No.2 WEDGE Left: 2 X 4 SPF N0.2, Right: 2 X 4 SPF No.2 REACTIONS (Ib/size) 6=201/4-6-0, 5=201/4-6-0, 1=197/4-6-0, 3=197/4-6-0, 7=226/4-6-0, 4=226/4-6-0 Max Horz 1=-29(load case 16) Max Uplift6=-423(load case 15), 5=-427(load case 14), 1=-301 (load case 9), 3=304(load case 16), 7=-76(load case 14), 4=76(load case 15) Max Grav6=626(load case 22), 5=626(load case 19), 1=460(load case 21), 3=460(load case 20), 7=253(load case 19), 4=253(load case 22) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=851/761, 2-3=-851!154 BOT CHORD 1-7=-690/729, 6-7=-90/129, 5-6=-424/646, 4-5=-86/124, 3-4=-686/724 WEBS 2-6=924/650, 2-5=-924/655 r NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf-bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category 11, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) All plates are 2x4 M1120 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 423 Ib uplift at joint 6, 427 Ib uplift at joint 5 301 Ib uplift at joint 1, 304 Ib uplift at joint 3, 76 Ib uplift at joint 7 and 76 Ib uplift at joint 4. 8) This truss has been designed for a total drag load of 180 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to • 12-0-0 for 180.0 plf. LOAD CASE(S) Standard I• PROFFss/O \PM T. g0 ti9 LU * EP36 3010 �m N CAI\OP CA IF Nov 29, 2005 0 n u 0 Job Truss Truss Type Qty Ply Barkley Residence BARKLEY E02GD COMMON 1 2 Job Reference (optional) A.C. Houston, Indio, CA - 92201, RW 6.200 s Apr 28 2005 MTek Industries, Inc. Sun Nov 27 17:00:50 2005 Page 3-4-1 6-0-0 _ 8-7-15 12-0-0 3-4-1 2-7-15 2-7-15 3-4-1 sc.M Building Designer/Engineer of Record must review reactions and 4.4 M02�- drag note (stating load distributed along the top chord and resisting forces at bottom chord) and design appropriate connections. 4.4 M02= .4 M02� SPACING LOADING (psf) Plates Increase TCLL 16.0 Lumber Increase TCDL 26.0 Rep Stress Incr BCLL - 0.0 Code UBC97/ANSI95 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 6 SPF 1650F 1.5E • WEBS 2 X 4 SPF No.2 12-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TC 0.18 Vert(LL) 0.03 6-7 >999 240 M1120 197/144 BC 0.31 Vert(TL) -0.08 6-7 . >999 180 WB 0.15 Horz(TL) 0.02 5 n/a n/a (Matrix) Weight: 90 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=2043/0-5-8,5=2043/0-5-8 Max Hoa 1=257(load case 14) Max Upliftl=-467(load case 9), 5=-467(load case 12) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=3767/1138,2-3=-3694/629,3-4=-3694/629,4-5=-3767/1134 BOT CHORD 1-8=823/3448, 7-8=566/3448, 6-7=395/2650, 6-9=-546/3448, 5-9=-1029/3448 • WEBS 2-7=200/138, 3-7=-223/1329, 3-6=-223/1329, 4-6=201/138 NOTES 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords. connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. • 4) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals. or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 467 Ib uplift at joint 1 and 467 Ib uplift at joint 5. 7) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-6-0, 10-6-0 to 12-0-0 for 666.7 plf. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=84, 3-5=-84,1-5=270(F=250) :7 �rGO PROFESS/ C. e00�9 C ru C34,;>2 z * EXP, 9 An 6/30/0 N L \P* �OFCALIF CR� Nov 29, 2005 0 Ll • • 0 E 0 0 0 Job Truss Truss Type Qty Ply Barkley Residence BARKLEY E03G HIP 1 2 Job Reference (optional) A.C. Houston, Indio, CA - 92201, RW 6.200 s Apr 28 2005 MiTek Industries, Inc. Sun Nov 27 17:00:51 2005 Page 4-4-1 8-0-0 9-0-0 12-7-15 17-0-0 44-1 3-7-15 1-0-0 3-7-15 . 44-1 ew4. 1z7. c4„c4n Ire 4.12 MIRE= 3 4.06 12 344 MIRY W MO 2 va 4 T 1 W3 WI W1 yre 1 6 Bl a 7 6 a4 MIRDII 1M12 MIRY 2X4 M112611 tl4 MIRY tl4 Mn2 4-4-1 8-0-0 9-0-0 , 12-7-15 17-0-0 4-4-1 3-7-15 1-0-0 3-7-15 4-4-1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.17 Vert(LL) 0.06 7 >999 240 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.29 Vert(TL) -0.14 7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.11 Horz(TL) 0.03 5 n/a nla BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 135 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 5-9-14 oc purlins: BOT CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 *Except* W2 2 X 6 SPF 1650F 1.5E REACTIONS (Ib/size) 1=1891/0-5-8,5=1892/0-5-8 Max Hoa 1=38(load case 5) Max Uplift1=272(load case 3), 5=-272(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-4569/656.2-3=4356/639.3-4=-4356/639,4-5=-4569/656 BOT CHORD 1-8=592/4196, 7-8=592/4196, 6-7=564/4196, 5-6=-564/4196 WEBS 2-8=5/87, 2-7=155/84, 4-7=-155/86, 4-6=-5/87, 3-7=-297/2340 NOTES 1)" 2 -ply truss to be connected together with 0.1 31 "x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc, 2 X 6 - 2 rows at 0-6-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with C ASCE 7-95 UBC97/ANSI95 If end verticals or cantilevers they to If exposure per exist, are exposed wind. porchespR0FEss,/ to nd. The lumber s 1.33, and the late grip increase is 1.33 not igned existtruss d MM T. e0O�9� sare 5) This has been ored a 10.0 psf bottomOchordrlive orase ad onconcurrent with any other live loads. ��, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 272 Ib uplift at joint 1 and 272 Ib uplift at j�\P joint 5. 7) Girder carries hip end with 8-6-0 end setback. Wn C 3 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2063 lb down and 292 lb up at Z >:kp 4229 M * 613/07 8-6-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. (P� LOAD CASE(S) Standard. y C�/IL 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo OP CALF Vert: 1-3=84, 3-5=-84, 1-5=-20 . Concentrated Loads (lb) NOV 2912 05 Vert: 7=-2063(F) • Ll Job Truss � 2-0-0 Qty PlyBarkley Residence BARKLEY E04 FrussMToype 2 1 Vert(LL) 0.04 7 >999 240 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 Job Reference (optional) A.l,:. riousion, Inalo, Lm - uz/u i, mvv O.NU s Apr GO NVo MI I ex Inousines, Inc. Jun r4ov z / I /:Uu:01 zwo rage 4-4-1 84=0 12-7-15 17-0-0 4-4-1 4-1-15 4-1-15 4-4-1 sme•, c.mno, • Me 4,6 MUM= 3 I• • 5-8-11 11-3-5 17-0-0 5-8-11 5-6-10 5-8-11 4.4 M1130= hs MUM11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.32 Vert(LL) 0.04 7 >999 240 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.51 Vert(TL) -0.13 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.04 5 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 56 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 4-2-12 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS • 2 X 4 SPF No.2 WEDGE Left: 2 X 4 SPF No.2, Right: 2 X 4 SPF No.2 REACTIONS (Ib/size) 1=860/0-5-8,5=860/0-5-8 Max Horz 1=39(load case 6) Max Uplift1=126(load case 3), 5=-126(load case 4) • FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1802/280, 2-3=1597/256, 3-4=1597/256, 4-5=-1802/281 BOT CHORD 1-7=241/1625.6-7=118/1190,5-6=212/1625 WEBS 2-7=2661129, 3-7=-59/443, 3-6=-591443, 4-6=2661129 NOTES 1) Unbalanced roof live loads have been considered.for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf.bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category ll, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches • 'exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 126 Ib uplift at joint 1 and 126 Ib uplift at joint 5. LOAD CASE(S) Standard 1• �eO?ROFE,q IAM T. 600tiy C W / 0 �Z G� >f E p. 6 p�0 �m N CIVIL �OFCALIF C��\P Nov 29, 2005 Ll .• • � � ME 0 Ii Job Truss Truss Type Qty Ply Barkley Residence BARKLEY E04D COMMON 1 1 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Job Reference (optional) M.V. noualun, nwlu, VM - accv I, nvr 4-4-1 8-6-0 4-4-1 4-1-15 Building Designer/Engineer of Record must review reactions and drag note (stating load distributed along the top chord and resisting forces at bottom chord) and design appropriate connections. 4.6 M@0= 3 o.LVV J MPI Lo Zwo IVII I CR IIIVUJI lub, IIIV. Jull IVVV L/ I f.VV.JZ LVVJ raqu 12-7-15 4-1-15 4-4-1 Scab CtmEr, W MUM-- 4a0 MU20= ae MIQ011 5-8-11 5-8-11 LOADING (psf) SPACING 2-0-0 TCLL 16.0 Plates Increase 1.25 TCDL 26.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF No.2 WEDGE Left: 2 X 4 SPF No.2, Right: 2 X 4 SPF No.2 REACTIONS (Ib/size) 1=860/0-5-8,5=860/0-5-8 11-3-5 5-6-10 17-0-0 5-8-11 CSI DEFL in (loc) I/defl Ud PLATES GRIP TC 0.70 Ven(LL) 0.04 7 >999 240 M1120 197/144 BC 0.72 Vert(TL) -0.13 6-7 >999 180 WB 0.10 Horz(TL) 0.04 5 n/a n/a (Matrix) Weight: 56 Ib BRACING TOP CHORD Sheathed or 34-6 oc purlins: BOT CHORD Rigid ceiling directly applied or 5-6-10 oc bracing. Max Horz 1=291(load case 15) Max Upliftl=-507(load case 9), 5=-507(load case 12) Max Grav 1 =1 241 (load case 8), 5=1241(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=2745/1249, 2-3=-2097!734, 3-4=-2096!733, 4-5=-2806/1247 BOT CHORD 1-8=907/1925, 7-8=-422/1806, 6-7=244/1316, 6-9=-281/1694, 5-9=-1128/2175 WEBS 2-7=305/168, 3-7=-102/474, 3-6=-103/475, 4-6=-306/169 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind.. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 507 Ib uplift at joint 1 and 507 Ib uplift at joint 5. 5) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-6-0, 15-6-0 to 17-0-0 for 666.7 plf. LOAD CASE(S) Standard �O pR0FEss70 60 IL-9 \C . * E pa6130107 N C/VIL �OFCAL IFO��\P Nov 29, 2005 r� u • • A.C. Houston, Indio, 'CA -92201, RW 6.200 s Apr 28 2005 MiTek Industries, Inc. Sun Nov 27 17:00:52 2005 Page 3-10-8 8-6-0 13-1-8 17-0-0 , 3-10-8 4-7-8 4-7-8 3-10-8 sae . <xe MUD= d4 M0 .1 MUM= 3-10-8 8-6-0 13-1-8 Type Qty 3-10-8 4-7-8 4-7-8 rkley Residence ::]Truss rBARKLEY EOSG 7A]C'0 MON 1 172 b Reference (optional) A.C. Houston, Indio, 'CA -92201, RW 6.200 s Apr 28 2005 MiTek Industries, Inc. Sun Nov 27 17:00:52 2005 Page 3-10-8 8-6-0 13-1-8 17-0-0 , 3-10-8 4-7-8 4-7-8 3-10-8 sae . <xe MUD= d4 M0 .1 MUM= • 3-10-8 8-6-0 13-1-8 17-0-0 3-10-8 4-7-8 4-7-8 3-10-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.19 Vert(LL) 0.04 6-7 >999 240 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.27 Vert(TL) -0.09 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.16 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 134 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 6 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size) 1=1070/0-5-8,5=1601/0-5-8 Max Horz 1=38(load case 5) Max Uplift1=163(load case 3), 5=-254(load case.4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=2393/365, 2-3=2026/327, 3-4=-2025/327, 4-5=-3707/593 BOT CHORD 1-8=-326/2174, 7-8=326/2174, 6-7=-509/3393, 5-6=-509/3393 0 WEBS 2-8=0/95, 2-7=363/114, 3-7=-83/824, 4-7=-1641/336, 4-6=-103/892 NOTES 1) 2 -ply truss to be connected together with 0.131 "x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. l Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. • 4) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches they not exposed to The lumber DOL increase is 1.33, and the increase is 1.33 pROFES exist, are wind. plate grip s70 ss has designed ora 10.0 bottom chord load oncurrent with any other live (oads.lift \AM T e0 ti9 mechanecal connectionen 6) Phovideis b others)oftruss to bearing atence able of withstanding 163 Ib u at 1 and 254 Ib uplift at (Y ) 9P P P 1 P ,�Q joint 5. 7G t�Z 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 950 Ib down and 164 Ib up at �� W / n G) 13-1-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. X C3 Z * k .613010 rry LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 N Uniform Loads (plf) 9� C/VIL Vert: 1-3=84, 3-5=44, 1-5=-20 Concentrated Loads (lb) OP CALIF Vert: 6=-950(B) Nov 29, 2005 • u 1 ►J 9 0 0 0 0 0 Job Truss Truss Type Oty Residence BARKLEY E06 COMMON9b ]Pily.—TBarkley Reference (optional) A.C. Houston, Indio, CA - 92201, RW 6.200 s Apr 28 2005 MiTek Industries, Inc. Sun Nov 27 17:00:53 2005 Page 4-4-1 8-6-0 13-0-0 r —4-1 4-1-15 0,8 M112(K 3 4-6-0 same • tao. 4.00 12 3.4 MIRY 2 wa to t T2 h0 MI120: to m U. et ' 3a0 MII2011 ' 7 8 W M117011 h8 M020= h4 M020= 4-4-1 8-6-0 5 2a/ M112011 13-0-0 4-4-1 4-1-15 4-6-0 Plate Offsets X 1:0-0-0 0-1-10 1:0-2-13 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.25 Vert(LL) 0.02 7 >999 240 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.39 Vert(TL) -0.06 1-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB `0.19 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code UBC971ANS195 (Matrix) Weight: 48 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 4-11-13 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. . WEBS 2 X 4 SPF No.2 WEDGE Left: 2 X 4 SPF N0.2 REACTIONS (Ib/size) 5=657/Mechanical, 1=657/0-5-8 Max Horz 1=41(load case 5) Max Uplift5=89(load case 4), 1=-102(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1309/207.2-3=-748/139,3-4=-751/143,4-5=-607/106 BOT CHORD 1-7=180/1155.6-7=-180/1155,5-6=-20/100 WEBS 2-7=0/178, 2-6=556/141, 3-6=0/163, 4-6=-70/600 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category 11, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other. live loads. 4) Refer to girder(s) for truss to truss connections. ROF P E& 5) Provide mechanical connection (by others) of truss to bearing, plate capable of withstanding 89 Ib uplift at joint 5 and 102 Ib uplift at �O SAM T. tiq joint 1. e Q,� 0 LOAD CASE(S) StandardUJ C 3422 z * EXp 6/30/07 N CML �OF CALIF C��\P Nov 29, 2005 • 17, 0 0 0 LJ 0 Job Truss Truss Type Qty Ply Barkley Residence BARKLEY E06D COMMON 1 I 1 Job Reference (optional) A.C. Houston, Indio, CA - 92201, RW 6.200 s Apr 28 2005 MiTek Industries, Inc. Sun Nov 27 17:00:53 2005 Page 4-4-1 8-6-0 13-0-0 44-1 4-1-15 i 4-6-0 SWe v 1:i0. Building Designer/Engineer of Record must review reactions and drag note (stating load distributed along the top chord and resisting forces at bottom chord) and design appropriate connections. 4 4.00 12 3X4 M[I, i T1 � WI W1 1 HVA T2 GO mom s VJ! ws ,Jy q B1 111 MIQO B 7 36 NIi1011 ' Si10 MIQ0= 90 MI120= 4-4-1 8-6-0 2.4 WWII 13-0-0 4-4-1 4-1-15 4-6-0 Plate Offsets X [1:0-0-12,0-2-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.61 Vert(LL) -0.06 7-8 >999 240 MII20 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.10 7-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 49 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-2-3 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 3-11-9 oc bracing. WEBS 2 X 4 SPF No.2 SLIDER Left 2 X 4 SPF No.2 2-1-7 REACTIONS (Ib/size) 1=657/0-5-8,6=657/0-5-8 Max Horz 1=41(load case 13) Max Uplift1=978(load case 9), 6=-590(load case 12) Max Grav 1=1533(load case 8), 6=1158(load case 7) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=3394/2303, 2-3=-2833/1826, 3-4=-1968/1391, 4-5=-1492/857, 5-6=1101/599 BOT CHORD 1-8=2126/3067,7-8=-1178/2023.6-7=-917/1072 WEBS 3-8=7/150, 3-7=-793/419, 4-7=-147/245, 5-7=782/1321 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category 11, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 978 Ib uplift at joint.1 and 590 Ib uplift at 9ROFFSS� joint 6. 5) This truss has been designed for a total drag load of 3000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to �t`e� SAM T. @OO'yyl 13-0-0 for 230.8 plf. q LOAD CASE(S) Standard �34 n Z * .6130107 • tP ONIL OP CALIF Nov 29, 2005 0 n u • Ll 0 0 0 Job Job - Truss Truss Type Qty Ply Barkley Residence Y E07G COMMON 1 r� 2 Job Reference (optional) A.C. Houston, Indio, CA - 92201, RW 6.200 s Apr 28 2005 MiTek Industries, Inc. Sun Nov 27 17:00:54 2005 Page 4-7-1 8-6-0 13-0-0 4-7-1 3-10-15 . - ' 4x4 MI120= 3 4-6-0 3cM4 • 1:20. 4.00 12 3.4 M1120-- 2 VI T1 W/ m 1 T2 4.4 MUM - 4 W3 Wy Li t B1 7 8 8 0 2X4 M112011 3,8 MII20= 314 MIS 10 h4 M02011 4-7-1 8-6-0 13-0-0 4-7-1 3-10-15 4-6-0 Plate Offsets X [1:0-1-12.0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.26 Vert(LL) 0.02 7 >999 240 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC, 0.19 Vert(TL) -0.05 6-7 >999 180 BCLL 0.0 _ Rep Stress Incr NO WB 0.18 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 109 lb LUMBER - BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 6 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size) 1=1044/0-5-8, 5=1669/0-5-8 Max Horz 1=40(load case 5) Max Uplift1=169(load case 3), 5=-263(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=2349/386, 2-3=1853/329, 3-4=1863/333, 4-5=-1284/221 BOT CHORD 1-7=345/2127, 7-8=345/2127, 6-8=-345/2127, 6-9=-51/236, 9-10=51/236, 5-10=-51/236 WEBS 2-7=0/170, 2-6=-473/125, 3-6=-112/824, 4-6=-232/1564 NOTES 1) 2 -ply truss to be connected together with 0.131 "x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category 11, condition II partially enclosed pROF);5S/ building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches O O \AM T tiy` exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 5) This truss has been designed for 10.0 bottom live load tt,F' 00 a psf chord nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing capable of withstanding 169 Ib 1 263 Ib plate uplift at joint and uplift at joint 5. L G, O' G) 34229 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 800 lb down and 138 lb up at m lbandat 1i0 and 30s0 Ib down and 52 Ib up at 12-0-0 on bottom chord. The design/selection of 8-1 , and 30dis 52 E XP 6130107 such device(s) the - of N M LOAD CASE(S) Standard �� CIVIL 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 P OP CALIF� Uniform Loads (plf) Vert: 1-3=-84, 3-4=-84, 1-5=-20 2005 Concentrated Loads (lb) - Nov. 29, Vert: 8=800(8) 9=-300(B) 10=-300(8) n u Job Truss Truss Type Qty .. Ply Barkley Residence BARKLEY E08G MONO HIP 1 2 Job Reference (optional) . 1. A.C. Houston, Indio, CA - 92201, RW 6.200 s Apr 28 2005 MiTek Industries, Inc. Sun Nov 27 17:00:54 2005 Page 4-4-1 8-0-0 13-0-9 18-1-3 23-1-12 27-0-0 30-104 35-0-0 44-1 3-7-15 5-0-9 5-0-9 5-0-9 3-10-4 3-104 4-1-12 4x6 MIS na MIQ011 4 wff 3 4 • Sae Meso 9 U10 MII20= S swe. c4meer 2a4 MIM11 3a4 M020= S,6 MI12D= 2X4 MirAll h4 MIS 6 ] a 9 . 10 2a4 M02011 6x6 M020= 3x10 MI20= 4.6 M1120= 3a1DMIR0= 2x4 MOM11 Shim bearings, if required, before applying loads. b4M@011 h6 WIN= 2x4 M112011 , 4-4-1 , 8-0-0 , 13-0-9 , 18-1-3 , 23-1-12 I 27-0-0 , 30-104 , 35-0-0 , SPACING 2-0-0 LOADING (psf) DEFL TCLL 16.0 Ud TCDL 26.0 TC 0.24 BCLL 0.0 >999 BCDL 10.0 SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP Plates Increase 1.25 TC 0.24 Vert(LL) 0.08 17-18 >999 240 M1120 197/144 Lumber Increase 1.25 BC 0.25 Vert(TL) -0.17 17-18 >999 180 Rep Stress Incr NO WB 0.69 Horz(TL) 0.03 14 n/a n/a Code UBC97/ANSI95 (Matrix) plate grip r/�JkpN Sri Weight: 323 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 240OF 2.0E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 6 SPF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: • WEBS 2 X 4 SPF No.2 6-0-0 oc bracing: 13-14,12-13. REACTIONS (Ib/size) 1=2085/0-5-8, 11=626/Mechanical, 14=5678/0-3-8 Max Horz 1=92(load case 4) Max Uplift1=307(load case 3), 11=-88(load case 4), 14=-803(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=5045!741, 2-3=5017!751, 3-4=-4318/651, 4-5=-4318/651, 5-6=418/3093, 6-7=-418/3093, 7-8=-418/3093, 8-9=301/74,9-10=-301!74, 10-11=-266/47 • BOT CHORD 1-19=-682/4637, 18-19=-682/4637, 17-18=-645/4730, 16-17=-221/1605, 15-16=-221/1605, 14-15=221/1605, 13-14=938/191, 12-13=-938/191, 11-12=-4/47 WEBS 2-19=-100/61, 2-18=13/87, 3-18=206/1523, 3-17=-473/125, 4-17=201/55, 5-17=-451/3111, 5-16=-106/923, 5-14=-5387/769, 6-14=-250/59, 8-14=-2674/383, 8-13=-64/558, 8-12=-223/1538, 9-12=-169/46, 10-12=-43/310 NOTES 1) 2 -ply truss to be connected together with 0.131 "x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. • 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load 4.8 bottom dead load, in the roof II, II FtOFE P SS70 and psf chord exterior(2) zone zone on an occupancy category condition partially enclosed building, exposure C ASCE-7-95 UBC97/ANSI95 If end verticals or they to If �p with per cantilevers exist, are exposed wind. porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the increase is 1.33 !�Q 9` plate grip r/�JkpN Sri 4) Provide adequate drainage to prevent water ponding. G t Z ,0 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. urn O 6) Refer to girder(s) for truss to truss connections. (' 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 307 Ib uplift at joint 1, 88 Ib uplift at joint 11 Ekp4229 m * 6/30yo7 and 803 Ib uplift at joint 14. 8) Girder carries hip end with 0-0-0 right side setback, 8-0-5 left side setback,.and 8-0-5 end setback. N� 9) Hanger(s),or other connection device(s) shall be provided sufficient to support concentrated load(s) 908 Ib down and 128 lb up at C/VIL 8-0-5 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. �4 �FCALIF�R� LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 NOV 29, 2005 Uniform Loads (plf) • Vert: 1-3=-84, 3-10=-42(F=42), 1-18=-20, 11-18=-207(F=187) r Continued on page 2 Job Truss Truss Type Qty Ply Barkley Residence BARKLEY E08G MONO HIP 1 2 Job Reference (optional) A.C. Houston, Indio, CA - 92201, RW 6.200 s Apr 28 2005 MiTek Industries, Inc. Sun Nov 27 17:00:54 2005 Page LOAD CASE(S) Standard Concentrated Loads (lb) , Vert: 18=-908(F) pROFFsq ,��• 1AM T, @O ��y C 3422y� m EXP 6130/07 N OF AIJ CALIFS Nov 29, 2005 s r1 U Ll n u 7 0 n u 0 0 0 Job Truss Truss Type Qty Ply Barkley Residence BARKLEY E09 HIP 1 1 Job Reference (optional) A.C. Houston, Indio, CA - 92201, RW 6.200 s Apr 28 2005 MiTek Industries, Inc. Sun Nov 27 17:00:55 2005 Page 5-1-1 10-0-0 17-6-0 25-0-0 29-10-15, 35-0-0 5-1-1 4-10-15 7-6-0 7-6-0 4-10-15 5-1-1 sul4.ls�. Grtder • 12 Bracing must be properly installed. See BCSI-B3. axe M1120 414 MII20= 4x10 WIN-- IS3 0 5 3 4.00 12 3x4 M0201 2113 3.4 M11201-- 0200.2 8 VJB N8 1 � 4x4 M920'— 14 13 12 11 8 30 MIR011 W MIU011 h4 MIQO= &4 MI2 3x4 MIMO= Ai4 M120 --3x4 MIS B 4x4MIQ 20 M112011 3.8MII2011 Shim bearings, if required, before applying loads. Do Not Install Backward 5-1-1 , 10-0-0 17-6-0 , 23-1-12 25-0-0 , 29-10-15 , 35-0-0 r 5-1-1 4-10-15 7-6-0 5-7-12 1-10-4 4-10-15 5-1-1 Plate Offsets KY : 1:0-2-13 Ed a 1:Ed a 0-1-12[5:0-5-12,0-2-41,r7:0-0-0,0-1-10], :0-2-13 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.97 Vert(LL) -0.0812-13 >999 240 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.68 Vert(TL) -0.2312-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.05 10 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 130 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-9-2 oc purlins. BOT CHORD 2 X 4 SPF No.2 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. B2 2 X 4 SPF 240OF 2.0E WEBS 1 Row at midpt 3-12 WEBS 2 X 4 SPF No.2 *Except* W2 2 X 4 SPF 240OF 2.OE, W3 2 X 4 SPF 240OF 2.0E - WEDGE Left: 2 X 4 SPF No.2, Right: 2 X 4 SPF No.2 REACTIONS (Ib/size) 10=2451/0-3-8, 1=972/0-5-8,7=187/Mechanical Max Horz 1=-46(load case 6) Max Upliftl O=-387(load case 4), 1=-168(load case 3), 7=-68(load case 6) Max Grav 10=2451(load case 1), 1=988(load case 7), 7=228(load case 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=2139/373, 2-3=1537/303, 34=577/169, 4-5=175/1409, 5-6=134/958, 6-7=-110/372 BOT CHORD 1-14=-324/1921, 13-14=-324/1921, 12-13=-189/1408, 11-12=44/577, 10-11=-44/577, 9-10=-836/207, 8-9=-302/121, 7-8=302/121 WEBS 2-14=0/191, 2-13=-557/169, 3-13=0/445, 3-12=960/1611, 4-12=0/645, 4-10=-2261/408, 5-10=-1261/245, 5-9=-30/356, 6-9=824/184, 6-8=0/250 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground. level, using 8.4 psf top chord deadpROFESs/0 load and 4.8 psf bottom chord dead load, in the extedor(2) zone roof zone on an occupancy category 11, condition II partially enclosed Y T, tiy� building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals.or cantilevers exist, they are exposed to wind. If porches Q,Q` \PM e0 exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. G+ G) 34229 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing capable of withstanding 387 Ib at joint 10, 168 Ib uplift at joint E XP m plate uplift * 6�3 p�0, m 1 and 68 Ib uplift at joint 7. (P LOAD CASE(S) Standard 9� C/VIL �P* OFCALIFCR� Nov 29, 2005 J 0 Job Truss Truss Type Qty PlyBarkley Residence BARKLEY E10 HIP 1 1 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP Job Reference o tional A.C. Houston, Indio, CA -92201, RW 6.200 s Apr 28 2005 MiTek Industries, Inc. Sun Nov 27 17:00:55 2005 Page 6-1-1 12-0-0 17-6-0 23-0-0 1 28-10-15 35-0-0 6-1-1 5-10-15 5-6-0 5-6-0 5-10-15 6-1-1 418 MI120= 2 4 M112011 518 M1120= d 5 Do Not Install Backward I0 ma nu K 918 MIM011 hd M02011 314 MI120= 4. IG MIR0=3x4 NIpO=. Z.4 M12011 ' 414 WIN-- Shim I20=Shim bearings, if required, before applying loads. 214 M112011 S,e MI12011 UM. C.— 0 6-1-1 12-0-0 17-6-0 23-0-0 24-1-0 28-10=15 35-0-0 f 6-1-1 5-10-15 5-6-0 5-6-0 1-1-0 4-9-15 6-1-1 • Plate Offsets X Y : 1:0-2-13 Edgel, 1:Ed a 0-1-6[5:0-4-0.0-2-61,[7:0-0-0,0-1-101, :0-2-13 Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.71 Vert(LL) 0.08 1-14 >999 240 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.71 Vert(TL) -0.1813-14 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.04 9 n/a n/a BCDL 10.0 Code UB,C97/ANSI95 (Matrix) Weight: 134 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3,6-4 oc purlins. • BOT CHORD 2 X 4 SPF N0.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF No.2 WEDGE Left: 2 X 4 SPF No.2, Right: 2 X 4 SPF No.2 REACTIONS (Ib/size) 9=2445/0-5-8, 1=1025/0-5-8, 7=139/Mechanical Max Horz 1=54(load case 5) Max Uplift9=365(load case 4), 1=-178(load case 3), 7=-64(load case 6) Max Grav9=2445(load case 1), 1=1043(load case 7), 7=192(load case 8) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=2271/399, 2-3=1401/295, 3-4=648/197, 4-5=648/197, 5-6=-157/1332, 6-7=-117/554 BOT CHORD 1-14=-348/2043, 13-14=-348/2043, 12-13=-159/1256, 11-12=-783/189, 10-11=-783/189, 9-10=-783/189, 8-9=459/131, 7-8=-459/131 WEBS 2-14=0/265, 2-13=849/214, 3-13=-21/491, 3-12=-801/139, 4-12=461/147, 5-12=293/1718, 5-10=0/91, 6-9=-987/228, 6-8=0/258, 5-9=-1981/318 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top Chord dead load and 4.8 psf bottom chord dead load, in the extedor(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches 9ROFESs/ exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 Q� tAM T O'L 3) Provide adequate drainage to prevent water ponding. . � e0 9� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to for truss to truss connections. C9 ,/.,lG �y girder(s) 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 365 Ib uplift at joint 9, 178 Ib uplift at joint 1C+ and 64 Ib uplift at joint 7. 0 G1 4 2o Ekp m 8�3 LOAD CASE(S) Standard 7 -b N O/VIL �FCALIF�R�\P Nov 29, 2005 0 0 0 Jab Truss Truss Type Qty Ply' Barkley Residence BARKLEY E11 HIP 1 1 PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.78 Job Reference (optional) H.V. "Ous"'", IIIOIV, 1. -DLCO 1, RVV 7-1-1 7-1-1 14-0-0 21-0-0 6-10-15 7-0-0 D.LUU b MPF LD NW IVU I eR I110u501e5, Inc. Jun ICOV Lf 1 I.W:Jo CVOD rage 6-10-15 7-1-1 n__ MP nl n0 Bale • 157 o.�'-aro W M020= ' ' W M1120= N4 MU2011 lie MI120= 3 MIS 3,4 M1120 Zia M112011 i7-1-1 , 14-0-0 21-0-0 27-10-15 35-0-0 7-1-1 6-10-15 7-0-0 6-10-15 7-1-1 LOADING(psf) SPACING 2-0-0 ,CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.78 Vert(LL) 0.20 8-10 >999 240 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.52 Vert(TL) -0.52 8-10 >803 180 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.15 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 125 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 2-9-7 oc purlins. BOT CHORD 2 X 4 SPF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing; WEBS 2 X 4 SPF No.2 *Except* WEBS 1 Row at midpt 4-10 W1 2 X 4 SPF 1650F 1.5E WEDGE Left: 2 X 4 SPF N0.2, Right: 2 X 4 SPF No.2 REACTIONS (Ib/size) 1=1796/0-5-8.6=1796/0-5-8 Max Horz 1=63(load case 5) . Max Uplift1=281(load case 3), 6=-281 (load case 4) • FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=4316/678, 2-3=-3366/561, 3-4=-3108/565, 4-5=-3367/561, 5-6=-4316/678., BOT CHORD 1-11=-605/3948, 10-11=-605/3948, 9-10=-348/3109, 8-9=-348/3109, 7-8=-559/3947, 6-7=-559/3947 WEBS 2-11=0/308, 2-10=912/247, 3-10=-8/555, 4-10=-171/170, 4-8=19/555,5-8=-911/247, 5-7=0/308 NOTES 1) Unbalanced roof live toads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category 11, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they. are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection others) of truss to bearing capable of 281 Ib joint 1 281 Ib uplift pROFESs/O (by plate withstanding uplift at and at ';2�0 joint 6.`IQs AM T e0 �9 LOAD CASE(S) Standard 7 G to G1 Excn34229 m fri * 6/30/07 N� cNt L �OF \P* CAL IFO Nov 29, 2005 411 7 • i r1 u 0 0 E w 0 Job Truss Truss Type qty Ply Barkley Residence BARKLEY E12 HIP 1 1 Job Reference (optional) A.C. Houston, Indio, CA - 92201, RW 6.200 s Apr 28 2005 MiTek Industries, Inc. Sun Nov 27 17:00:56 2005 Page 8-1-1 16-0-0 19-0-0 26-10-15 35-0-0 8-1-1 7-10-15 3-0-0 7-10-15 Bab • 187. CaO r•28 Bracing must be 1properly installed. See BCSI-B3. 4.8 MIr20= 4.8 M 120= 0 4 4.00 12 214 MII20- 314 Mlrzoc z B Ll� e �B NOZ� 11 109 B 7 34M02011 A4 MR20= iib M12= 2x4 M112011 218 M020-- 020=8-1-1 WMIA-- 8-1-116-0-0 19-0-0 26-10-15 35-0-0 8-1-1 7-10-15 3-0-0 7-10-15 8-1-1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.90 Vert(LL) 0.19 10 >999 240 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.57 Vert(TL) -0.52 10-11 >798 180 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.15 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 127 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 2-3-7 oc purlins. BOT CHORD 2 X 4 SPF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 *Except* WEBS 1 Row at midpt 2-10,5-8 W3 2 X 4 SPF 1650F 1.5E, W3 2 X 4 SPF 1650F 1.5E WEDGE Left: 2 X 4 SPF No.2, Right: 2 X 4 SPF No.2 REACTIONS (Ib/size) 1=1796/0-5-8, 6=1796/0-5-8 Max Hoa 1=72(load case 5) Max Uplift1=272(load case 3), 6=-272(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-4293/648, 2-3=3082/495, 3-4=2820/505, 4-5=-3084/495, 5-6=-4292/649 BOT CHORD 1-11=-576/3925, 10-11=-576/3925, 9-10=310/2818, 8-9=-310/2818, 7-8=-524/3924, 6-7=-524/3924 WEBS 2-11=0/372, 2-10=1200/290, 3-10=-48/562, 3-8=-174/181, 4-8=-58/563, 5-8=-1197/291, 5-7=0/370 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the extedor(2) zone roof zone on an occupancy category II, condition II partially enclosed .building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection others) truss to bearing capable 272 Ib 1 272 Ib at PR0FESS10 (by of plate of withstanding uplift at joint and uplift J;�V joint 6. Q-s�AM T}eol �9 LOAD CASE(S) Standard G) C 9 z * EXP. 6130107 N CNIL �OFCALIF�Ra\P Nov 29, 2005 • 411 0 0 w Ll 0 Job Truss Truss Type Qty Pty Barkley Residence BARKLEY E13D COMMON 1 1 Job Reference o tional A,C. Houston, Indio, CA - 92201, RW 6.200 s Apr 28 2005 MiTek Industries, Inc. Sun Nov 27 17:00:57 2005 Page 5-11-6 11-8-11 17-6-0 , 23-3-5 , 29-0-10 , 35-0-0 5-11-6 5-9-5 5-9-5 5-9-5 5-9-5 5-11-6 Building Designer/Engineer of Record must review reactions and drag note (stating load distributed along the top chord and resisting forces at bottom chord) and design appropriate connections.' 4,6 M1� d d.0012 U4 MII20-- U4 M1112013 5 3x4 MIRY mw MII20. 2 W2. W2 V8 Wd Wd 1 � W Ma20= 13 12 11 10 8 6 Iha MII20= 20 M12011 34 MIR0= ha MIR = 4x6 Ma20= .4 MI.. 24 MIMII , 5-11-6 , 11-8-11 , 17-6-0 , 23-3-5 , 29-0-10 , 35-0-0 , 5-11-6 5-9-5 5-9-5 5-9-5 5-9-5 5-11-6 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TOLL 16.0 Plates Increase 1.25 TC 0.91. Vert(LL) 0.21 11-12 >999 240 M1120 197/144 TCDL 26.0 Lumber Increase 1:25 BC 0.97 . Vert(TL) -0.5711-12 >722 180 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.20 7 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 133 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 2-8-1 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 5-9-15 oc bracing. WEBS 2 X 4 SPF No.2 WEDGE Left: 2 X 4 SPF No.2, Right: 2 X 4 SPF No.2 REACTIONS (Ib/size) 1=179610-5-8,7=1796/0-5-8 Max Horz 1=78(load case 6) Max Upliftl=-624(load case 9), 7=-624(load case 12) Max Gravl=2156(load case 8), 7=2156(load case 7) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=5312/1582, 2-3=-4318/1200, 3-4=-3166/774, 4-5=-3166/774, 5-6=-4318/1200, 6-7=-5312/1582 BOT CHORD 1-13=-1499/4843, 12-13=-1172/4549, 11-12=-739/3694, 10-11=-386/3398, 9-10=-682/3694, 8-9=-1116/4549, 7-8=1443/4843 WEBS 2-13=0/246, 2-12=709/231, 3-12=-25/428, 3-11=1005/251, 4-11=-143/1240, 5-11=1005/251, 5-9=-25/428, 6-9=709/232, 6-8=0/246 NOTES 1) Unbalanced roof live loads have been considered for this design: 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category 11, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase•is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 bottom chord live load nonconcurrent live loads. PROFESS'O psf with any other �p 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 624 Ib uplift at joint 1 and 624 Ib uplift at �Q� \P MM77' joint 7. 5) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 35-0-0 for 57.1 pit. ' LOAD CASEStandard rr C 3S) * 'EXP 6130107 07 y�OF NI L CALIF Nov 29, 2005 f • I1 U I! 10 19 10 Truss BARKLEY IE14G MONO HIP 1 21 Job 6.200 s Apr 28 F1 Sub• 1 lad M112� 2-3-9 , 4-2-8 ne wmu , 1 � 2-3-9 1-10-15 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.17 Vert(LL) 0.01 1-3 >999 240 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.28 Vert(TL) -0.02 1-3 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 28 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 4-2-8 oc purlins, except end verticals. BOT CHORD 2 X 6 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size) 1=61510-11-0,3=873/Mechanical Max Horz 1=49(load case 4) Max Upliftl =-1 02(load case 3), 3=-155(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-47/47,2-3=-157/56 BOT CHORD 1-4=0/23.4-5=0/23,3-5=0/23 NOTES 1) 2 -ply truss to be connected together with 0.1 31 "x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F)'or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top chord dead . load and 4.8 psf bottom chord dead load, in the extedor(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other,live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 Ib uplift at joint 1 and 155 Ib uplift at joint 3. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 400 Ib down and 69 Ib up at 3-9-0, and 700 Ib down and 121 Ib up at 2-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber In6rease=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=84, 1-3=-20 Concentrated Loads (lb) Vert: 4=-700(F) 5=-400(B) PROFESS/ T'9 0 W / 0 Gy X C 3422 z * rn EXP, 6/30/0rri 0) �OPCALIF C�� Nov 29, 2005 0 • • n LJ Ir Job Truss Truss Type Qty 16.0 Barkley Residence BARKLEY EJ01 MONO TRUSS 31 �Ply JJob BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Reference (optional) A.li. nouSwn, II W"' lin - �44U 1 , "V 8-0-0 8-0-0 o.zuu s rlpr Lo LVW IVII I eK Inausines, Inc. Jun ivov zi 1 i mv:a/ zuuo rage 2a<MU2011 0 E4 MIQO= h4 M1120= LOADING(psf)' SPACING 2-0-0 TCLL 16.0 Plates Increase 1.25 TCDL 26.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF No.2 WEDGE Left: 2 X 4 SPF No.2 8-0-0 8-0-0 CSI DEFL in (loc) I/def! Ud PLATES. GRIP TC 0.29 Vert(LL) 0.01 5 >999 240 M1120 197/144 BC 0.23 Vert(TL) -0.02 4-5 >999 180 ' WB 0.19 Horz(TL) 0.01 4 n/a n/a (Matrix) Weight: 29 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=397/0-5-8, 4=397/Mechanical Max Horz 1=92(load case 4) Max Uplift1=61(load case 3), 4=-76(load case 3) FORCES (!b) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-6621103, 2-3=-62135, 3-4=-126/33 BOT CHORD 1-5=-94/578, 4-5=-94/578 WEBS 24=625/149, 2-5=0/182_ NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25'ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category 11, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantileversexist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 61 Ib uplift at joint 1 and 76 Ib uplift at joint 4. LOAD CASE(S) Standard ID PROFESS/ 1AM T 490O'L-9 LU Cr C 3422 Z * EkP 6 30, rn N � CIVIL �OFCALIF O��\P. Nov 29, 2005 0 • • 0 10 A.U. nousron, Inoio, l.A-yLLU1, Kvv 6.zuu s Apr zts zuu� MI I eK Inouslnes, Inc. Sun Nov z/ 1 /:uv:oo zuuo rage 4-7-1 9-0-0 13-4-15 18-0-0 4-7-1 4-4-15 4-4-15 4-7-1 swe- Building Designer/Engineer of Record must review reactions and drag note (stating load distributed along the top chord and resisting .z0 M1= drag at bottom chord) and design appropriate connections. 3 8 4 MU2 3°4 NlR 34 MIS3 4 M1120=W MIM11 3a MI12011 6-0-11 LOADING (psf) Truss Truss Type Qty Ply Barkley Residence rBA�RKL�EY� F01D COMMON 1 1 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Job Reference (optional) A.U. nousron, Inoio, l.A-yLLU1, Kvv 6.zuu s Apr zts zuu� MI I eK Inouslnes, Inc. Sun Nov z/ 1 /:uv:oo zuuo rage 4-7-1 9-0-0 13-4-15 18-0-0 4-7-1 4-4-15 4-4-15 4-7-1 swe- Building Designer/Engineer of Record must review reactions and drag note (stating load distributed along the top chord and resisting .z0 M1= drag at bottom chord) and design appropriate connections. 3 8 4 MU2 3°4 NlR 34 MIS3 4 M1120=W MIM11 3a MI12011 6-0-11 LOADING (psf) SPACING 2-0-0 TCLL 16.0 Plates Increase 1.25 TCDL 26.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 Vert(LL) n/a LUMBER TOP CHORD 2 X 4 SPF N0.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF N0.2 WEDGE Left: 2 X 4 SPF No.2, Right: 2 X 4 SPF No.2 Continuous Bearing 11-11-5 18-0-0 5-10-10 6-0-11 °0-141, [5:0-2-13,Edgel CSI ~DEFL in (loc) I/deft Ud PLATES GRIP TC 0.34 Vert(LL) n/a n/a 999 M1120 197/144 BC 0.31 Vert(TL) n/a n/a 999 WB 0.38 Horz(TL) 0.01 6 n/a n/a (Matrix) Weight: 59 Ib BRACING TOP CHORD Sheathed or 5-3-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-10-12 oc bracing. REACTIONS (Ib/size) 7=687/18-0-0, 6=687/18-0-0, 1=249/18-0-0, 5=249/18-0-0 Max Horz 1=42(load case 14) Max Uplift7=686(load case 9), 6=-681 (load case 12), 1=-413(load case 9), 5=-418(load case 16) Max Grav7=1254(load case 8), 6=1254(load case 7), 1=627(load case 21), 5=627(load case 20) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1150/1063,2-3=-549/777,3-4=531/777,4-5=-1150/1070 BOT CHORD 1-7=-997/1006.6-7=461/549.5-6=-973/1006 WEBS 2-7=-453/177, 3-7=-1094/854, 3-6=-1094/848, 4-6=-453/176 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category Il, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 686 Ib uplift at joint 7, 681 Ib uplift at joint 6 413 Ib uplift at joint 1 and 418 Ib uplift at joint 5. 6) This truss has been designed for a total drag load of 3000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 18-0-0 for 166.7 plf. LOAD CASE(S) Standard ��O PROFESS/ � 7 C ru /c� C 34229 -Z �Z * P.63po (P 9 CIVIL �OFCALIF CR�\P Nov 29, 2005 Ll Ll 0 u 0 0 0 0 Job Truss Truss Type Qty • PlyBarkley Residence BARKLEY FOIGED COMMON 1 J Job Reference (optional) A.C. Houston, Indio, CA - 92201, RW 6.200 s Apr 28 2005 MiTek Industries, Inc. Sun Nov 27 17:00:59 2005 Page 4-7-1 9-0-0 13-4-15 18-0-0 4-7-1 4-4-15 4-4-15 4-7-1 ScMe • 1:28. Building Designer/Engineer of Record must review reactions and Building designer may need to specify details drag note (stating load distributed along the top chord and resisting to resist wind normal to face of gable end. forces at bottom chord) and design appropriate connections. 4.6 M[2= See Note 3 3 4.0o I 2 4 sT4 Ern sn ST] ST6 ST sn S i 080 B1 3 Li 36 Boom 4x4 M020= W 2 MI12011 h4 MIR = 3X4 MIM0= h5 MU2011 6-0-11 6-9-0, 11-3-0 11-11-5 RENEE= 4x12 MI=II 4.4 M1120= 3.8 MUMII 18-0-0 6-0-11 0-8-5 4-6-0 0-8-5 6-0-11 Plate Offsets X Y : 1:0-0-5 0-1-6 1:0-2-1 0-9-5 1:0-2-13 Ed a 5:0-0-5 0-1-6 5:0-2-1 0-9-5 5:0-2-13 Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.40 Vert(LL) .-0.00 11-12 >999 240 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.51 Vert(TL) -0.01 11-12 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.41 Horz(TL) 0.01 9 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Weight: 85 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 5-0-3 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD . Rigid ceiling directly applied or 5-7-7 oc bracing. WEBS 2 X 4 SPF No.2 OTHERS 2 X 4 SPF No.2 WEDGE Left: 2 X 6 SPF 1650F 1.5E, Right: 2 X 6 SPF 165OF 1.5E REACTIONS (Ib/size) 11=696/2-2-0, 8=696/2-2-0, 10=149/2-2-0, 12=46/3-4-0, 9=149/2-2-0, 7=46/3-4-0, 1=167/3-4-0, 13=184/3-4-0, 6=184/34-0,5=167/34-0 Max Horz 1=42(load case 14) Max Upliftl 1 =-765(load case 9), 8=-760(load case 12), 10=-1 (load case 6), 12=515(load case 21), 9=-1 (load case 5), 7=-515 (load case 20), 1=-314(load case 9), 13=-635(load case 13), 6=-616(load case 16), 5=-321 (load case 16) Max Grav l l=1210(load case 8), 8=1210(load case 7), 10=173(load case 2), 12=516(load case 13), 9=173(load case 2), 7=500(load case 16), 1=443(load case 21), 13=785(load case 21), 6=785(load case 20), 5=443(load case 20) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1313/1138.2-3=-603/825,34=584/825.4-5=1313/1143 BOT CHORD 1-13=-1077/1178, 12-13=885/1005, 11-12=-646!745, 10-11=-499/593, 10-36=0/303, 9-36=209/303, 8-9=-499/593, 7-8=622/745, 6-7=-857/1005, 5-6=-1053/1178 WEBS 2-11=-4271178,3-11=-11741928,3-8=-11741922,4-8=-427/177 NOTES 1) Unbalanced roof live loads have been considered for this design. pROFIEq 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 8.4 psf top chord dead p 7' load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category Il, condition 11 partially enclosed �Qi� m 9O building, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or. cantilevers exist, they are exposed to wind. If porches they to The lumber DOL increase is 1.33, the increase is 1.33 \Gj C9 ,/•1G �y exist, are not exposed wind. and plate grip 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard G+ n G1 34229 Gable End Detail" 4) All plates are 2x4 M1120 unless otherwise indicated. * E)(P m 5) Gable studs spaced at 1-4-0 oc. 61 m 30�0� truss 10.0 N 6) This has been designed for a psf bottom chord live load nonconcurrent with any other live loads. �i� 7) Provide.mechanical connection (by others) of truss to bearing plate capable of withstanding 765 Ib uplift atjoint 11, 760 lb uplift atjoint 8, 1 Ib uplift atjoint 10, 515 Ib uplift at joint 12, 1 Ib uplift atjoint 9, 515 Ib uplift at joint 7, 314 Ib at 1, 635 Ib uplift atjoint 13, CNIL P OF uplift joint CALIF 616 Ib uplift at joint 6 and 321 Ib uplift at joint 5. 8) This truss has been designed for a total drag load of 180 plf: Connect truss to resist drag loads along bottom chord from 0-0-0 to2005 18-0-0 for 180.0 pif. Nov 29, 9) In the LOAD CASE(S) section, toads applied to the face of the truss are noted as front (F) or back (B): LOAD CASE(S) Standard Continued on page 2 Job Truss Truss Type Qty PlyBarkley Residence ' BARKLEY F01GED COMMON 1 1 Job Reference (optional) A.C. Houston, Indio, CA - 92201, RW • 6.200 s Apr 28 2005 MiTek Industries, Inc. Sun Nov 27 17:00:59 2005 Page LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-84, 3-5=-84 Trapezoidal Loads (plf) Vert: 1= -28(F= -8) -to -36=-80(F=-60), 36= -80(F= -60) -to -5=-28(F=-8) pROFt ss/ �1Ap M T gOO�L9 ru S%Y �n c� C 3422 z * PkP 6/30/07 N ��.O/VIL CALIF Nov 29, 2005 r� u r 1 fJ • • n Li 0 0 0 0 Job Truss Truss Type Qty Pty Barkley Residence BARKLEY G01 COMMON 18 1 Job Reference o tional A.C. Houston, Indio, CA - 92201, RW 6.200 s Apr 28 2005 MiTek Industries, Inc. Sun Nov 27 17:00:59 2005 Page 4-94 9-3-0 13-8-12 18-2-8 , 22-84 27-5-8 4-94 4-5-12 4-5-12 4-5=12 4-5-12 4-9-4 Scab • 1:u, umn. . v1e 4.6 M11� d 3.4 MIM— 3x4 MIS 4.66 u 3 6 3xd MIQOL 11200. 3x4 M1120-- 2 2 W2 W2 5�IA020-- W4 W4 6 5x6 M112� T 3 12 11 10 0 &4 M02011 4.8 M1MO= 3x4 M1120 5x6 M112= 8 4 MIS dx0 MIY20= 3x4 M1120I1 1 4-94 9-3-0 13-8-12 18-2-8 , 22-84 27-5-8 r , 4-94 4-5-12 4-5-12 4-5-12 4-5-12 4-94 Plate Offsets (X,Y):[9:0-3-8,0-2-01,[13:0-3-8,0-2-01 LOADING (psf) SPACING , 2-0-0 CSI DEFL in (loc) I/def! L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.42 Vert(LL) 0.09 11 >999 240 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.2411-12 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.07 8 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 118 lb LUMBER BRACING TOP CHORD 2 X 4 SPF N0.2 TOP CHORD Sheathed or 3-6-4 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size) 14=1413/0-5-8, 8=1413/0-578 Max Horz 14=58(load case 5) Max Upliftl4=-207(load case 3), 8=-207(load case 4) FORCES (!b) - Maximum Compression/Maximum Tension TOP CHORD 1-2=2541/382, 2-3=-2448/387, 3-4=1989/341, 4-5=-1989/341, 5-6=-2448/387, 6-7=-2541/382, 1-14=-1340/225, 7-8=1340/225 BOT CHORD 13-14=107/365, 12-13=-334/2347, 11-12=-273/2268, 10-11=-253/2268, 9-10=-314/2347, 8-9=-65/365' 4 WEBS 2-13=-291/94, 2-12=-139/77, 3-12=0/223, 3-11=-609/159, 4-11=-102/841, 5-11=-609/159, 5-10=0/223, 6-10=-139/77, 6-9=-291/94.1-13=-254/2012, 7-9=-252/2012 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 207 Ib uplift at joint 14 and 207 Ib uplift at pROFES joint S. ��O `TZ \AM T. @O �9 �!` C LOAD CASE(S) Standard LU C 342_.2.9 m * EXP 6/30/07 rn N CML �OF CALIF O��\P Nov 29, 2005 J • E 0 01 E 0 0 0 Job Truss Truss Type Qty Barkley Residence BARKLEY G01AD COMMON 1 �Ply� 1 Job Reference (optional) A.C. Houston, Indio, CA - 92261, RW 6.200 s Apr 28 2005 MiTek Industries, Inc. Sun Nov 27 17:01:00 2005 Page 4-9-4 9-3-0 , 13-8-12 , 18-2-8 22-8-4 27-5-8 4-9-4 4-5-12 4-5-12 4-5-12 4-5-12 4-9-4 s�.ro • tu. Building Designer/Engineer of Record must review reactions and drag note (stating load distributed along the top chord and resisting forces at bottom chord) and design appropriate connections. axe MIQ4 4 014 MICM, Sae MIQ0-- a.ao1z 0 S 34 MI120- 0x6 MIR00. 2 8 W2 W2 58 M02D� W< _ Wd 50 MI120: 7 34 M02011 &a MII30= 3 d M1120= 5.8 M1120= L4 M1120= 5x8 M1120= L4 M112011 Continuous Bearing 1 4-9-4 9-3-0 13-8-12 18-2-8 22-8-4 27-5-8 4-9-4 4-5-12 4-5-12 4-5-12 4-5-12 4-9-4 Plate Offsets X [9:0-3-8,0-1-81, [13:0-3-8.0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.41 Vert(LL) n/a n/a 999 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.27 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.01 11 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 118 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 5-5-8 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size) 14=24'4/27-5-8, 13=462/27-5-8, 12=417/27-5-8, 11=580/27-5-8, 10=417/27-5-8, 9=462/27-5-8, 8=244/27-5-8 Max Hoa 14=58(load case 13) Max Upliftl4=-507(load case 9), 13=-563(load case 13), 12=-314(load case 13), 11=102(load case 12), 10=310(load case 12), 9=561 (load case 12), 8=513(load case 16) Max Grav14=715(load case 21), 13=954(load case 8), 12=668(load case 21), 11=580(load case 7), 10=668(load case 20), 9=954(load case 7), 8=715(load case 20) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1124/1004, 2-3=-1085/1029, 34=820/832, 4-5=-820/824, 5-6=-1085/1020, 6-7=-1124/996, 1-14=-660/519, 7-8=660/525 BOT CHORD 13-14=-761/873,12-13=-590/661, 11-12=-516/635, 10-11=-516/615, 9-10=-563/661, B-9=-719/873 WEBS 2-13=-1000/756, 2-12=-921/929, 3-12=-956/728, 3-11=-785!778, 4-11=-390/68, 5-11=-785/785, 5-10=-956/725, 6-10=-921/930, 6-9=1000/755, 1-13=-961/920, 7-9=-961/905 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed "building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches 9ROFFSS7 exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 O 0 tAM T ti9 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for 10.0 bottom live load ��Q e0 a psf chord nonconcurrent with any other live loads. 5) Provide connection others) of truss to bearing 507 Ib 14, 563 Ib C9/rJG �y mechanical (by plate capable of withstanding uplift at joint uplift at joint 13, 314 Ib uplift at joint 12,102 Ib uplift at joint 11, 310 Ib uplift at joint 10, 561 Ib uplift at joint 9 and 513 Ib uplift at joint 8. ofC 34 -> n ) 6) This truss has been designed for a total drag load of 4500 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 229 27-5-8 for 163.9 plf. * EXP m 6�3 p/0� LOAD CASE(S) Standard (P OP CALIF Nov 29, 2005 0 • n L. L] Job Truss Truss Type Qty Ply Barkley Residence BARKLEY G01GED COMMON 1 1 • Max Uplift28=-556(load case 9), 27=-597(load case 13), 24=-377(load case 13), 20=660(load case 14), 18=-664(load Plate Offsets X Y : 5:0-2-0 Ed a 11:0-3-8 0-1-8 Job Reference (optional) A.C. Houston, Indio, CA -92201, RW 6.200 s Apr 28 2005 MiTek Industries, Inc. Sun Nov 27 17:01:02 2005 Page I- 44-94 9-3-0 , 13-8-12 , 18-2-8 22-8-4 27-5-8 4-94 4-5-12 4-5-12 4-5-12 4-5-12 4-9-4 S"10 - Building Designer/Engineer of Record must review reactions and Building designer may need to specify details drag note (stating load distributed along the top chord and resisting to resist wind normal to face of gable end. forces at bottom chord) and design appropriate connections. 3t4M1L10-- See Note 3 3x0 M1120= h4 MlQ &4 MII20= 3.4 M1120= 340 M1120-- 3X4 1130=3x4 M010= 3x4 MUD Continuous Bearing 4-9-4 , 9-3-0 , 13-8-12 , 18-2-8 , 22-8-4 27-5-8 4-9-4 4-5-12 4-5-12 4-5-12 4-5-12 4-9-4 Max Horz 28=-58(load case 16) • Max Uplift28=-556(load case 9), 27=-597(load case 13), 24=-377(load case 13), 20=660(load case 14), 18=-664(load Plate Offsets X Y : 5:0-2-0 Ed a 11:0-3-8 0-1-8 27:0-3-8 0-1-8 36:0-1-14 0-1-0 49:0-1-14 0-1-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP 16=59(load case 2), 15=11(load case 2); 13=93(load case 2), 12=11(load case 13) TCLL 16.0 Plates Increase 1.25 FORCES (lb) - Maximum Compression/Maximum Tension TC 0.44 TOP CHORD 1-2=1217/1104, 2-3=-1173/1136, 3-4=-847/904, 4-5=-36/157, 5-6=361170, 6-7=-847/893, 7-8=-1173/1126, Vert(LL) n/a n/a 999 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.29 Vert(TL) n/a n/a 999 ?ROFESS,/O BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.03 5 n/a n/a 1) Unbalanced roof live loads have been considered for this design. BCDL 10.0 Code UBC97/ANSI95 (Matrix) z EXP m Weight: 169 lb * 61 30 LUMBER with exposure per end verticals or cantilevers exist, are exposed wind. porches BRACING they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 "Standard �� TOP CHORD 2 X 4 SPF No.2 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek Cn/IL P TOP CHORD Sheathed or 5-2-15 oc purlins, except end verticals. • BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF No.2 4) All plates are 2x4 M1120 unless otherwise indicated. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 205 OTHERS 2 X 4 SPF No.2 6) Gable studs spaced at 1-4-0 oc. Nov 29, 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 40 REACTIONS (Ib/size) 5=65/27-5-8, 28=240/27-5-8, 27=451/27-5-8, 24=331/27-5-8, 20=279/27-5-8,18=279/27-5-8,14=331/27-5-8, 11=451/27-5-8, 10=240/27-5-8, 21=23/27-5-8, 22=29/27-5-8, 23=5/27-5-8, 25=46/27-5-8, 26=-25/27-5-8, 17=23/27-5-8, 16=29/27-5-8, 15=5/27-5-8, 13=46/27-5-8, 12=-25/27-5-8 Max Horz 28=-58(load case 16) • Max Uplift28=-556(load case 9), 27=-597(load case 13), 24=-377(load case 13), 20=660(load case 14), 18=-664(load case 15), 14=374(load case 12), 11=-593(load case 12), 10=-562(load case 16), 26=53(load case 2), 12=-53(load case 2) Max Grav5=65(load case 8), 28=762(load case 21), 27=981 (load case 21), 24=627(load case 21), 20=840(load case 19), 18=840(load case 22), 14=627(load case 20), 11=981(load case 20), 10=762(load case 20), 21=46(load case 2) , 22=59(load case 2), 23=11(load case 2); 25=93(load case 2), 26=12(load case 14), 17=46(load case 2), 16=59(load case 2), 15=11(load case 2); 13=93(load case 2), 12=11(load case 13) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1217/1104, 2-3=-1173/1136, 3-4=-847/904, 4-5=-36/157, 5-6=361170, 6-7=-847/893, 7-8=-1173/1126, 8-9=1217/1096, 1-28=-703/566, 9-10=703/572 BOT CHORD 27-28=740/937, 26-27=-197/263, 25-26=244/310, 24-25=-638/704, 23-24=-228/330, 22-23=142/244, 21-22=-336/438, 20-21=504/607,19-20=-143/210,18-19=143/210,17-18=-504/588, 16-17=-336/419,15-16=142/225,14-15=-228/311, 13-14=612!704, 12-13=-218/310, 11-12=171/263, 10-11=-697/937 2-27=-1062/825, 2-24=-1036/1028, 3-24=-1005/610, 3-20=-907/866, ?ROFESS,/O WEBS 7-18=907/870, 7-14=-1005/808, 8-14=-1036/1028, 8-11=-1062/825, 1-27=1057/1006, 9-11=1057/992, 6-18=-228/94, 4-20=-228/94 Qi tp`M 7. ti9 e0 NOTES CO &/tJG �y 1) Unbalanced roof live loads have been considered for this design. LU G+ 34229 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II condition II enclosed z EXP m psf , partially building, C ASCE 7-95 UBC97/ANSI95 If they to If * 61 30 with exposure per end verticals or cantilevers exist, are exposed wind. porches •exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 "Standard �� 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek Cn/IL P Gable End Detail' OF CALIF 4) All plates are 2x4 M1120 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 205 6) Gable studs spaced at 1-4-0 oc. Nov 29, 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 40 0 Job Truss Truss Type , Qty PlyBarkley Residence BARKLEY G01GED COMMON 1 1 4 Job Reference o tional A.C. Houston, Indio, CA - 92201, RW 6.200 s Apr 28 2005 MiTek Industries, Inc. Sun Nov 27 17:01:02 2005 Page a NOTES 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 556 Ib uplift at joint 28, 597 Ib uplift at joint 27, 377 Ib uplift at joint 24, 660 Ib uplift at joint 20, 664 Ib uplift at joint 18, 374 Ib uplift at joint 14, 593 Ib uplift at joint 11, 562 Ib uplift at joint 10, 53 Ib uplift at joint 26 and 53 lb uplift at joint 12. 9) This truss has been designed for a total drag load of 180 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 27-5-8 for 180.0 plf. LOAD CASE(S) Standard ��Q PROFESS/ Lu * P 637 rnN CNIL �OFCALIFOR��P Nov 29, 2005 0 0 Job Truss Truss Type Qty PlyBarkley Residence BARKLEY G02GED COMMON 1 1 13-14=612!704, 12-13=-218/310, 11-12=171/263, 10-11=-697/937 VROFES 3-24=1005/810, 3-20=-907/866, `S/p DEFL in (loc) I/deft Ud PLATES GRIP Job Reference (optional) A.C. Houston, Indio, CA -92201, RW 6.200 s Apr 28 2005 MiTek Industries, Inc. Sun Nov 27 17:01:03 2005 Page , 4-9-4 9-3-0 , 13-8-12 18-2-8 , 22-8-4 , 27-5-8 , 4-9-4 4-5-12 4-5-12 4-5-12 4-5-12 4-9-4 sm4• Building Designer/Engineer of Record must review reactions and Building designer may need to specify details drag note (stating load distributed along the top chord and resisting 3X4M11� to resist wind normal to face of gable end. forces at bottom chord) and design appropriate connections. • See Note 3 3X8 MR= b4 MIME h4 M1130= h4 Mlr US M1120= 3X4 MO2O= 3 4 M520,_ Continuous Bearing 4-94 9-3-0 13-8-12 18-2-8 22-8-4 27-5-8 4-94 4-5-12 4-5-12 4-5-12 4-5-12 4-9-4 .REACTIONS (Ib/size) 5=65/27-5-8, 28=240/27-5-8, 27=451/27-5-8, 24=331/27-5-8, 20=279/27-5-8, 18=279/27-5-8,14=331/27-5-8, 11=451/27-5-8, 10=240/27-5-8, 21=23/27-5-8, 22=29/27-5-8, 23=5/27-5-8, 25=46/27-5-8, 26=-25/27-5-8, 17=23/27-5-8, 16=29/27-5-8, 15=5/27-5-8, 13=46/27-5-8, 12=-25/27-5-8 Max Horz28=-58(load case 16) • Max Uplift28=-556(load case 9), 27=-597(load case 13), 24=-377(load case 13), 20=-660(load case 14), 18=664(load case 15), 14=-374(load case 12), 11=-593(load case 12), 10=-562(load case 16), 26=53(load case 2), 12=-53(load case 2) Max Grav5=65(load case 8), 28=762(load case 21), 27=981 (load case 21), 24=627(load case 21), 20=840(load case 19), 18=840(load case 22), 14=627(load case 20), 11=981(load case 20), 10=762(load case 20), 21=46(load case 2) , 22=59(load case 2), 23=11(load case 2), 25=93(load case 2), 26=12(load case 14), 17=46(load case 2), 16=59(load case 2), 15=11(load case 2), 13=93(load case 2), 12=11(load case 13) Plate Offsets X Y : 5:0-2-0 Ed a[111:0-3-8,0-1-81,[49:0-1-14,0-1-01 TOP CHORD 1-2=1217/1104, 2-3=-1173/1136, 3-4=-847/904, 4-5=-36/157, 5-6=36/170, 6-7=-847/893, 7-8=1173/1126, 8-9=-1217/1096, 1-28=-703/566, 9-10=-703/572 ' LOADING (psf) SPACING 2-0-0 20-21=-504/607, 19-20=-143/210, 18-19=143/210, 17-18=-504/588,16-17=-336/419.15-16=142/225,14-15=-228/311, CSI 13-14=612!704, 12-13=-218/310, 11-12=171/263, 10-11=-697/937 VROFES 3-24=1005/810, 3-20=-907/866, `S/p DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 1) Unbalanced roof live loads have been considered for this design. G, n 34229 TC 0.44 Vert(LL) n/a n/a 999 M1120 197/144 • TCDL 26.0 Lumber Increase 1.25 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek AML P* ble End Detail" �FCALIFOR�\ BC 0.29 Vert(TL) n/a n/a 999 5) Gable requires continuous bottom chord bearing. 2005 BCLL 0.0 Rep Stress Incr YES 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. WB 0.48 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 169 lb MBER BRACING PCHORD 2 X 4 SPF No.2 TOPCHORD Sheathed or 5-2-15 oc purlins, except end verticals. T CHORD 2 X 4 SPF No.2 F BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BS2 X 4 SPF No.2 HERS 2 X4 SPF No.2 .REACTIONS (Ib/size) 5=65/27-5-8, 28=240/27-5-8, 27=451/27-5-8, 24=331/27-5-8, 20=279/27-5-8, 18=279/27-5-8,14=331/27-5-8, 11=451/27-5-8, 10=240/27-5-8, 21=23/27-5-8, 22=29/27-5-8, 23=5/27-5-8, 25=46/27-5-8, 26=-25/27-5-8, 17=23/27-5-8, 16=29/27-5-8, 15=5/27-5-8, 13=46/27-5-8, 12=-25/27-5-8 Max Horz28=-58(load case 16) • Max Uplift28=-556(load case 9), 27=-597(load case 13), 24=-377(load case 13), 20=-660(load case 14), 18=664(load case 15), 14=-374(load case 12), 11=-593(load case 12), 10=-562(load case 16), 26=53(load case 2), 12=-53(load case 2) Max Grav5=65(load case 8), 28=762(load case 21), 27=981 (load case 21), 24=627(load case 21), 20=840(load case 19), 18=840(load case 22), 14=627(load case 20), 11=981(load case 20), 10=762(load case 20), 21=46(load case 2) , 22=59(load case 2), 23=11(load case 2), 25=93(load case 2), 26=12(load case 14), 17=46(load case 2), 16=59(load case 2), 15=11(load case 2), 13=93(load case 2), 12=11(load case 13) n FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1217/1104, 2-3=-1173/1136, 3-4=-847/904, 4-5=-36/157, 5-6=36/170, 6-7=-847/893, 7-8=1173/1126, 8-9=-1217/1096, 1-28=-703/566, 9-10=-703/572 ' BOT CHORD 27-28=-740/937, 26-27=-197/263, 25-26=-244/310, 24-25=-638/704, 23-24=-228%330, 22-23=142/244, 21-22=-336/438, 20-21=-504/607, 19-20=-143/210, 18-19=143/210, 17-18=-504/588,16-17=-336/419.15-16=142/225,14-15=-228/311, 13-14=612!704, 12-13=-218/310, 11-12=171/263, 10-11=-697/937 VROFES 3-24=1005/810, 3-20=-907/866, `S/p WEBS 2-27=-1062/825, 2-24=-1036/1028, 7-18=-907/870, 7-14=-1005/808, 8-14=-1036/1028, �O 1-27=1057/1006, 9-11=1057/992, 6-18=-228/94, 1AM T ti9 8-11=-1062/825, 4-20=-228/94 �lGQ 90 NOTES 1) Unbalanced roof live loads have been considered for this design. G, n 34229 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top chord dead m load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category ll, condition II partially enclosed * EXP 6/ m building, C ASCE 7-95 UBC97/ANSI95 If verticals they to If 3p107 with exposure per end or cantilevers exist, are.exposed wind. porches (P • exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 "Standard �� 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek AML P* ble End Detail" �FCALIFOR�\ 4) All plates a 2x4 MII20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 2005 6) Gable studs spaced at 14-0 oc. Nov 29, 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. n Job Truss Truss Type Qty Ply Barkley Residence BARKLEY G02GED COMMON 1 1 Job Reference (optional) A.C. Houston, Indio, CA - 92201, RW 6.200 s Apr 28 2005 MiTek Industries, Inc. Sun Nov 27 17:01:04 2005 Page NOTES 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 556 Ib uplift at joint 28, 597 Ib uplift at joint 27, 377 Ib uplift at joint 24, 660 Ib uplift at joint 20, 664 Ib uplift at joint 18, 374 Ib uplift at joint 14, 593, Ib uplift at joint 11, 562 Ib uplift at joint 10, 53 Ib uplift at joint 26 and 53 Ib uplift at joint 12. 9) This truss has been designed for a total drag load of 180 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 27-5-8 for 180.0 plf. LOAD CASE(S) Standard QROFESS/ 01 2 o E p34229 m * N 6/30/07 C/VIL �OFCALIF���\P Nov 29, 2005 J • 0 0 0 0 0 0 Job Truss Truss Type Qty Ply Barkley Residence BARKLEY H01 COMMON 5 1 Job Reference (optional) A.C. Houston, Indio, CA - 92201, RW 6.200 s Apr 28 2005 MiTek Industries, Inc.. Sun Nov 27 17:01:04 2005 Page 3-5-4 6-7-0 9-8-12 13-2-0 3-5-4 3-1-12 3-1-12 4.4 MI120= 3-5-4 BcMe • 1:21. 3 4.WF1-2 h8 MII2� 3X8 M1120. r 2 4 T1 T1 W1 • h4 M82811 Wt 1 wd h4 M112DII 9 w4 7 h8 MIQ� M M82�— 6-7-0 13-2-0 31 MI120= 6-7-0 6-7-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defi • Ud PLATES GRIP TCLL 16,0 Plates Increase 1.25 TC 0.27 Vert(LL) -0.03 6-7 >999 240 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.36 Vert(TL) -0.07 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 51 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size) 8=670/0-5-8, 6=670/0-3-8 Max Horz 8=27(load case 5) Max Uplift8=-98(load case 3), 6=-98(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=288/46, 2-3=855/140, 3-4=-855/140, 4-5=-288/46, 1-8=-221/56, 5-6=-221/56 BOT CHORD 7-8=124/867,6-7=-126/867 WEBS 2-7=144/100, 3-7=-9/292, 4-7=-144/100, 2-8=-761/146, 4-6=-761/146 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category ll, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 98 Ib uplift at joint 8 and 98 Ib uplift at joint 6. LOAD CASE(S) Standard pROFESS,/O e0 �9 C3422z * Exp 6/30/07 �m N CIVIL O CALIF- Nov 29, 2005 E r1 u 0 Ll 0 0 0 Ll 0 0 Job Truss Truss Type Qty Ply Barkley Residence. BARKLEY H01D COMMON 1 1 Job Reference (optional) A.C. Houston, Indio, CA - 92201, RW 6.200 s Apr 28 2005 MiTek Industries, Inc. Sun Nov 27 17:01:05 2005 Page I 354 _, 67-0_ 9812 1320 3-54 3-1-12 3-1-12 3-54 s.m •,m. Building Designer/Engineer of Record must review reactions and drag note (stating load distributed along the top chord and resisting 4.4 MIQ0= forces at bottom chord) and design appropriate connections. 3 4.W[1-2 h6 M1120- US W20-1 2 4 T1 T1 344 02011 W2 1 WI h4 M112011 6 W4 7 M M1120-- 1120=6-7-0 13-2-0 6-7-0 6-7-0 6-7-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.27 Vert(LL) -0.03 6-7 >999 240 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.07 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 51 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 5-04 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-2-13 oc bracing. WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size) 8=670/0-5-8, 6=670/0-3-8 Max Horz 8=27(load case 16) Max Uplift8=547(load case 9), 6=-547(load case 12) Max Grav 8=1118(load case 8), 6=1118(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-639/503, 2-3=-1358/621, 3-4=-1358/621, 4-5=639/503, 1-8=-257/92, 5-6=-257/92 BOT CHORD 7-8=895/1638, 6-7=897/1638 WEBS 2-7=-387/342, 3-7=-9/292, 4-7=-387/343, 2-8=1580/966, 4-6=-1580/966 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 547 Ib uplift at joint 8 and 547 Ib uplift at joint 6. 5) This truss has been designed for a total drag load of 2000 Ib: Connect truss to resist drag loads along bottom chord from 0-0-0 to 13-2-0 for 151.9 ROFt P SS70 plf. 0 LOAD CASE(S) Standard� s\P'M/ O n9` �2 LU C 34229 m * EXP 6/30/07 r C/VIL �OFCALF— \P* Nov 29, 2005 r--I LJ E • 0 0 11 0 0 Job Truss Truss Type City Ply Barkley Residence BARKLEY H02GED COMMON 1 1 Job Reference (optional) A.C. Houston, Indio, CA - 92201, RW 6.200 s Apr 28 2005 MiTek Industries, Inc. Sun Nov 27 17:01:05 2005 Page 3-54 6-7-0 9-8-12 -- 13-2-0 r 3-5-4 3-1-12 3-1-12 ' 3-5-4 scale . ctt C—ee, • vte Building Designer/Engineer of Record must review reactions and Building designer may need to specify details drag note (stating load distributed along the top chord and resisting x4MILo to resist wind normal to face of gable end. forces at bottom chord) and design appropriate connections. 4 See Note 3 s i am u iib MIRK h6 WWI 2 S T1 ST! sn T1 W/ Wt h4 M112011 y4 M02011 7 1 ST2 ST2 $Tl ST, 04 0 W4 W4 81Li Li h4 M02o= 10 22 S &4 M11= .6 M020= 6-7-0 13-2-0 4,8 MII 6-7-0 6-7-0 Plate Offsets X Y : 4:0-2-0 Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL. 16.0 Plates Increase 1.25 TC 0.48 Vert(LL) . 0.03 10-11 >999 240 M1120 197/144 TCDL 26.0 Lumber Increase 1.25 BC 0.71 Vert(TL) -0.10 8-9 >999 180 BCLL 0.0 Rep Stress Incr . NO WB 0.50 Horz(TL) 0.02 8 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 62 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 44-2 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 5-11-12 oc bracing. WEBS 2 X 4 SPF No.2 OTHERS 2 X 4 SPF No.2 REACTIONS (Ib/size) 11=882/0-5-8,8=882/0-3-8 Max Horz 11=-27(load case 16) Max Upliftl 1 =-666(load case 9), 8=-666(load case 12) Max Grav 11=1413(load case 8), 8=1413(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=847/611, 2-3=-1779/760, 3-4=-1151/305, 4-5=1151/305; 5-6=17.79/760, 6-7=847/611, 1-11=-315/114, 7-8=315/114 BOT CHORD 10-11=969/2047,10-22=-162/1163,9-22=-168/1163,8-9=-971/2047 WEBS 2-10=-399/394, 6-9=399/394, 2-11=-1899/1134, 6-8=-1899/1134, 5-9=-177/377, 3-10=-177/377 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf top chord dead . load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category 11, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard�Q pROFFSs70 Gable End Detail" 2x4 M1120 indicated. �AM T, ti Qi�s�� 4) All plates are unless otherwise 1-4-0 eO 9` 5) Gable studs spaced at oc. 6) This truss has been designed for 10.0 bottom live load live loads. � a psf chord nonconcurrent with any other 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 666 Ib uplift at joint 11 and 666 Ib uplift at LC n t7 34229 joint 8. 8) This truss has been designed for a total drag load of 180 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to m * EXp 6 m 130107 13-2-0 for 180.0 plf. N M 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). y` IVIL LOAD CASE(S) Standard OF RC1\P* 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 CALIF Uniform Loads (plf) Vert: 14=-84, 4-7=-84 Nov 29, 2005 Continued on page 2 Job Truss Truss Type Oty Ply Barkley Residence BARKLEY H02GED COMMON 1 1 Job Reference (optional) A.C. Houston, Indio, CA - 92201, RW 6.200 s Apr 28 2005 MiTek Industries, Inc. Sun Nov 27 17:01:05 2005 Page LOAD CASE(S) Standard Trapezoidal Loads (plf) Vert: 11= -36(F= -16) -to -22=-70(F=-50), 22= -70(F= -50) -to -8=-36(F=-1 6) c O pROFS8,9YO tA'M T eO �9 C 34229 m 6/30/07 CNIL �OFCALIFORa\P Nov 29, 2005 0 WZRSnR1XR(:g GENERAL NOTES Trusses are not marked in any way to identify the frequency or IcKAUun of temporary bracing. Follow the recommendations for handling, installing and temporary bracing of trusses. Refer to SCSI 1-03 Guide to Good Practice for Handling. Installing�it Bracing of Metal Plate Connected Wood Trusses for more detailed information. Truss Design Drawings may specify locations of permanent bracing on individual compression members. Refer to the BCSI-B3 Summary Sheet - Web Member Permanent Bracing/Web Reinforcement for more information. All other permanent bracing design is the responsibility of the Building Designer. BC■SSI-B1 SUMMARY SWEET - GUIIDE FOR HANDLING, INSTALLING AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES NOTAS GENERALES Los trims no eWn mama" de ninglin modo qua identifique la frecuenda o localizaa6n de los arriostres (bracing) temporales. Use las recomendadones de manejo, instalad6n y arriostre temporal de los trusses. Vea el h2odg MSCSI 1-03 Guia de Buena Practio Dara el Manejo. Inslalad6n y Arciostre de los Trusses de Madera Connectedos con Placas de Metaloara para mayor informad6n. Los dibujos de diseno de los trusses pueden especificar las localizaciones de los arriostres permanentes en los miembros individuales en compresitin. Vea la hoja res6men BCSI-63 Dara los arriostres perrnanentes v refuerzos de los Wmiembros secundados (webs) para mayor in 6n. EI . de arriostres pennanentes son la responsabilidad del Disenador del Edifiao. © The consequences of improper handling, installing and bracing may be a collapse of the structure, or worse, serious personal injury or death. EI resultado de un manejo, instalacitin y arriostre inadecuados, puede ser la caida de la estructura o a6n peor, muertos o heridos. Banding and truss plates have sharp edges. Wear © gloves when handling and safety glasses when Bio cutting banding. Empaques y placas de metal tienen bordes afilados. Use guantes y lentes protectores cuando torte los empaques. HANDLING - MANE]O Allow no more No permita mas than 3" of deflec- de 3 pulgadas de tion for every 10' pandeo por nada 10 of span. pies de tramo. 10, A to B'mar. I QPick up vertical Levante de la cuerda bundles at the superior los grupos top chord. verticales de trusses. ONE WEEK OR LESS MORE THAN ONE WEEK -9 QBundles stored on the ground for one week or more should be raised by blocking at 8' to 10' on center. Los paquetes almacenados en la berra por Una semana o mas deben ser elevados con bloques a cada 8 o 30 pies. For long term storage, cover bundles to pre- vent moisture gain but allow for ventilation. Para almacen-amlento por mayor dempo, cubra los paquetes para prevenir aumento de humedad pero permita ventilacl6n. Q Use special care in Ublice cuidado windy weather or especial en dias near power lines ventosos o cerca de and airports. cables electricos o de aeropuertos. Q Avoid lateral bending. — Evite la flexi6n lateral. Do not store No almacene unbraced bundles verticalmente los upright. trusses sueltos. Do not store on No almacene en uneven ground. tierra desigual. NA I D� �0 NO E�N HAND ERECTION — LEVANTAMIENTO A MANO 1 /( Trusses 20' or LJ less, supportU at peak. _ %`i ; _ _ �� Spreader bar for - t . f� truss bundles Hasta 30 pies Levante de 30' to 45' del pito los " O O QCheck banding Revise los empaques prior to moving antes de mover los bundles, paquetes de trusses. Q Avoid lateral bending. — Evite la flexi6n lateral. Do not store No almacene unbraced bundles verticalmente los upright. trusses sueltos. Do not store on No almacene en uneven ground. tierra desigual. NA I D� �0 NO E�N HAND ERECTION — LEVANTAMIENTO A MANO 1 /( Trusses 20' or LJ less, supportU at peak. _ %`i ; _ _ �� f7f Trusses 30' or less, support at quarter points.T - t . f� Levante Hasta 30 pies Levante de 30' to 45' del pito los 30 a 45 pies los cuarbps 45' to 60' trusses de 20 45 a 60 pies de tramo IDs 60' to 80'* pies o mends. 60 a 80 pies* trusses de 30 Vea el restimen BCSI-B7 - Arriostre 1.1/8° 18.8' F Trusses up to 20' Trusses hasta 20 pies pies o menos. E Trusses up to 30' Trusses hasta 30 pies HOISTING — LEVANTAMIENTO QHold each truss in position with the erection equipment until temporary bracing is installed and truss is fastened to the bearing points. Sostenga sada truss en posid6n Con la gr6a hasta que el arriostre temporal este instalado y el truss asegurado en los soportes. Do not lift trusses over 30' by the peak. No levante del pico IDs trusses de mos de 30 pies. Greater than 30' Mas de 30 pies HOISTING RECOMMENDATIONS BY TRUSS SPAN RECOMMENDACIONES DE LEVANTAMIENTO POR LONGITUD DEL TRUSS 60' or less Approx. 1/2 �I truss length Tagline TRUSSES UP TO 30' TRUSSES HASTA 30 PIES Toe -in �� \� / T� oe-in Spreader bar 1/2 to 2/3 truss length Tagline TRUSSES UP TO 60' TRUSSES HASTA 60 PIES Locate Spreader bar 10 ' Attach stiffback above or o.c. max. mid -height �— Spreader bar 2/3 to I 3/4 truss length SII Tagline TRUSSES UP TO ANDOVER 60' TRUSSES HASTA Y SOBRE 60 PIES BRACING - ARRIOSTRE ® Refer to BCSI-B2 Summary Sheet - Truss Installa- , tion and Temoorary Bracin. for more information. Vea el res6men BCSI-B2 - Instalad6n de Trusses ' v Arriostre Temporal para mayor informad6n. 4 i Do not walk on unbraced trusses. No Gamine en trusses sueltos. �( Locate ground braces for first truss directly • r in line with all rows of top chord temporary lateral bracing. Coloque los arriostres de derra para el primer truss directamente en linea con cada Una de las filas de arriostres laterales temporales de la cuerda superior. Brace first truss well �— before erection of additional trusses. -i4< Top Chord Temporary Lateral Bracing (TCTLB) min. BRACING FOR THREE PLANES OF ROOF EL ARRIOSTRE EN TRES PLANOS DE TECHO This bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses. Este metodo de arriostre es para todo trusses excepto trusses de cuerdas paralelas 3x2 y 4x2. 1) TOP CHORD — CUERDA SUPERIOR Truss Span Top Chord Temporary Lateral Brace (TCTLB) Spacing Longitud de Tramo Es aciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' 10' D.C. max. Hasta 30 pies 10 pies maximo 30' to 45' 8' o.c. max. 30 a 45 pies 8 pies maximo 45' to 60' V o.c. max. 45 a 60 pies 6 pies maximo 60' to 80'* 4' o.c. max. 60 a 80 pies* 1 4 pies maximo Consult a Professional Engineer for trusses longer than 60'. 'Consulte a un ingeniero para trusses de mas de 60 pies. Q See BCSI-B2 for TCTLB options. Vea el BCSI-B2 para las opdones de TCTLB. Q Refer to BCSI-B6 Summary Sheet - Gable End Frame Bracino• Repeat diagonal braces. Vea el res6men BCSI-86 - Arriostre Repita los arriostres del truss terminal diagonales. de un techo a dos a.uas' f 7f Set first five trusses with spacer pieces, then add diagonals. Repeat IJ process on groups of four trusses until all trusses are set. Instale los cinco primeros trusses con espaciadores, luego los arriostres diagonales. Repita este procedimiento an grupos de cuatro trusses hasta que todos los trusses esten instalados. 2) BOTTOM CHORD — CUERDA INFERIOR Lateral braces 2x4x12'length lapped over two trusses. 10'-15' max. Diagonal braces every 10 truss spaces (20' max.) Some chord and web members not shown for clarity. 3) WEB MEMBER PLANE — PLANO DE LOS MIEMBROS SECUNDARIOS Web members DIAGONAL BRACING IS VERY IMPORTANT iEL ARRIOSTRE DIAGONAL ES MUY IMPORTANTE1 46 HOJA_RESU_MEN DE LA GUTA_DE_BUENA P.RAC�.T--LICAPARA EL MANEJOr INSTALACI.ON Y BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2 0 Refer to BCSI-B7 Diagonal braces Summary Sheet every 10 truss 10 o.c. for 3x2 chords spaces (20' max.) 10'-15' max. 15' o.c. for 4x2 chords Diagonal braces same spacing 10' as bottom chord lateral bracing Some chord and web members not shown for clarity. DIAGONAL BRACING IS VERY IMPORTANT iEL ARRIOSTRE DIAGONAL ES MUY IMPORTANTE1 46 HOJA_RESU_MEN DE LA GUTA_DE_BUENA P.RAC�.T--LICAPARA EL MANEJOr INSTALACI.ON Y BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2 0 Refer to BCSI-B7 Maximum lateral brace spacing Summary Sheet Plywood or OSB 10 o.c. for 3x2 chords - Temporary and Permanent Bracing- of 15 15' o.c. for 4x2 chords Diagonal braces 34° 12.5' 10' every 15 truss for Parallel Chord Tolerances for spaces (30' max.) Tn Hetet for more 1" 16.7' information. t 1/4° 1' Vea el restimen BCSI-B7 - Arriostre 1.1/8° 18.8' Tolerancias para1/2" I temporal v permanente de Trendagonal Fuera de Plomada. if trusses de cuerdasbantilevered 1.3/8° 22.9' Rap►elas para mayor trusses must be placed Lateral braces informacitin. on vertical webs in line 2x4x12' length lapped with the support. over two trusses. INSTALLING - INSTALACION Gypsum Board erances- Out-of-Plane.I o e aaspfat Fue-r-a--�--e Plano. Plywood or OSB Max Bor. Max. �9Bow h Q �GGUod � Max. n gs Length 2 bundles --r- ----------------- Length Bow 34° 12.5' Clay Tile Length —Max. 7/8° 14.6' Tolerances for D/50 D (ft.) 1" 16.7' Out_of -Plumb. t 1/4° 1' 1.1/8° 18.8' Tolerancias para1/2" 2' 1-1/4" 20.8' Fuera de Plomada. if 1.3/8° 22.9' o Plumb 3/4" 3' bob 1° 4' 1.1/2' 25.0' 1-1/4° 5' 1.3/4" 29.2' D/5o max I - 1-1/2" 6' 2" 233.3' 1-3/4" T CONSTRUCTION LOADING — CARGA DE CONSTRUCCION Q Do not proceed with construction until all bracing is securely Maximum Stack Height and property in place. for Materials on Trusses No proceda con la construcci6n hasta que todos los arriostres esten colocados en forma apropiada y Segura. Do not exceed maximum stack heights. Refer to BCSI.64 Summary Sheet -Construction Loadin. for more information. No exceda las maximas alturas recomendadas. Vea el res6men BCSI-B4 Car.a de Construcci6n para mayor informaci6n. Do not overload small groups or single trusses. 0 74� No sobrecargue pequenos grupos o trusses individuates. Materiel Height (h) Gypsum Board 12" Plywood or OSB 16" Asphalt Shingles 2 bundles Concrete Block 8" Clay Tile 3-4 tiles high QPlace loads over as many trusses as possible. Coloque las cargas sobre tantos trusses tomo sea posible. Q Position loads over load bearing walls. Itl 0 Coloque las cargas sobre las paredes soportantes. ALTERATIONS — ALTERACIONES QRefer to BCSI-85 Summary Sheet - Truss Damage.lobsite Modifications and Installation Errors. Vea el res6men BCSI-BS Da"nos de truss«. Modificadones en la Obra y Errores de In_sralad6n. Do not cut, alter, or drill any structural member of a truss unless 1. specifically permitted by the Truss Design Drawing. No Corte, altere o perfore ning6n miembro estructural de IDs trusses, a menos que este especificamente permitido en el dibujo del disefio del truss. A�x ® Trusses that have been overloaded during construction or altered without the Truss Manufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durante la construcci6n o han sido alterados sin Una autorizad6n previa del Fabricante de Trusses, pueden reducir o eliminar la garantia del Fabricante de Trusses. NOTE: me Truss Manufacturer and Truss Designer mus[ rely on the fact that the Contractor and cane operator (If applicable) are ca- pable to undermke the work they have agreed to do on a particular project The Contractor should seek any required assistance regaling construction practices; from a competent parry. The methods and procedures outlined are Intended to ensure that the overall construction techniques employed will put Boor and roof trusses Into place SAFELY. These recommendations for handling, Installing and bracing wood trusses are based upon the collective experience of leading technical personnel In the wood truss (ndustry, but must, due to the nature of responsibilities Involved, be presented only as a GUIDE for use by a qualified Building Designer or Erection/Installatim Contractor It is not Intended that these recommendations be Interpreted as superior ro any design specification (provided by either an Architect, Engineer, the Building Design, the Erection/Installation Contractor or otherwise) for handling, installing and bracing wood trusses and it does rot preclude the use of other equivalent methods nor bracing and providlrg .stability, for the walls and columns as may be determined by the truss ErecdoNtnstalladon Contractor. Thus, the wood Truss Council of America and the Truss Plate Institute expressly disclaim any responsibility for damages arising from the use, application, or rellarxe on the recommendations and information contained herein. & 141�� WOOD TRUSS COUNCIL OF AMERICA TRUSS PLATE INSTITUTE 6300 Enterprise Lane ° Madison, WI 53719 218 N. Lee St., Ste. 312 • Alexandira, VA 22314 608/274-0849 ° www.woodtrussxom 703/683.1010 ° www.tpinst.org BIWARN11x17 2..5.5.1 DE LOS TRUSSES DE MADERA CONECTADOS CON PLACAS DE METAL • • C: • • Truss Ilnstallation and Temporary Bracing ' Instalacion de Trusses WA Temporal FOR TRUSSES UP TO 2'-0" ON -CENTER AND 80'-0" IN LENGTH PARA TRUSSES ESPACIADES HASTA CADA 2 PIES Y HASTA 80 PIES DE LONGITUD Q Disregarding handling, i " tions is the major cause El no seguir las recomei es la causa principal de trusses. Lateral bracing is not adequate without diagonal bracing. El arriostre lateral no es adecuado sin arriostre diagonal. Q Always diagonally brace for safety! Siempre arriostre diagonalmente por seguridad! •MAXIMUM TOP CHORD TEMPORARY LATERAL BRACING SPACING (TCTLB) MAXIMO ESPACIAMIENTO DEL ARRIOSTRE LATERAL TEMPORAL DE LA CUERDA SUPERIOR (ALTCS) • • • Diagonal bracing shown in red Arriostre diagonal mostrado en rojo _ Tr4SS Spays 40 to 30 The graphic above shows the maximum on -center spacing (see * above) of TCTLB based on truss span from the table in Step 2 on page 3. • Ground bracing not shown for clarity. • • Apply diagonal bracing or sheathing immediately. For • spans over 60' the preferred method is sheathing immediately. TCTLB shown in green ALTCS mostrado en verde El dibujo arriba muestra el maximo espaciamiento del (vea * above) ALTCS basado en la tabla del segundo paso en la pagina 3. • Arriostre de tierra no se muestra para claridad. • Aplique arriostre diagonal o entablado (sheathing) inmediatamente. Para tramos mayores de 60 pies el metodo preferido es entablar inmediatamente. Q Spans over 60' may require complex temporary bracing. Consult a Professional Engineer. Tramos mayores de 60 pies pueden necesitar arriostre temporal complejo. Consulte a un Ingeniero. 132Temp 20050501 3YHTEES,UAMOORS 182 CHECK THESE ITEMS BEFORE STARTING ERECTION/ INSTALLATION AND CORRECT AS NEEDED REVISE ESTOS PUNTOS ANTES DE EMPEZAR LA INSTALACION Y CORRIIA Q Building dimensions match the construction plans. Q Trusses are the correct dimension. Dimensiones del edificio concuerdan con pianos de construcci6n. Q Supporting headers, beams, walls and lintels are accurately and securely installed. Travesafios (headers), vigas y linteles estan precisa y seguramente instalados. Q Hangers, tie -downs, and bracing materials are on site and accessible. Colgadores (hangers), soportes de anclaje (tie -downs) y materiales de arriostre estan accesibles en la obra. Q Erection/installation crew is aware of installation plan and bracing requirements. La cuadrilla de instalaci6n Bebe tener conocimiento del plan de instalaci6n y requerimientos de arriostre. Q Multi -ply trusses, including girders, are fastened together prior to lifting into place. Trusses de varias capas, incluyendo trusses soportantes estJn conectados juntos antes de levantarlos en el lugar que les corresponde. Q Any truss damage is reported to Truss Manufacturer. Refer to BCSI-B5 Summary Sheet — Truss Damage, Jobsite Modifications and Installation Errors. Cualquier dano a los trusses ha sido reportado al fabri- cante de trusses. Vea el res6men BCSI-B5 - Dano a los Trusses, Modificaciones en la Obra y Errores de Insta- laci6n. Q Load bearing walls are plumb and properly braced. Paredes soportantes estan a plomada y correctamente arriostradas. STEPS TO SETTING TRUSSES PASOS PARA EL MONTAIE DE TRUSSES Dimensi6n de los trusses es correcta. Q Tops of bearing walls are flat, level and at the correct elevation. La parte superior de las paredes de sostener son planas, nivelada y a la elevaci6n correcta. Q Jobsite is backfilled, clean and neat. Terreno en la obra este relleno, limpio y piano. Q Ground bracing plan for first truss is based on site and building configuration. Planos de arriostre de tierra para el primer truss estan basados en el terreno y forma del edificio. Interior /T 0 Exterior If ground level is too far from truss for exterior ground bracing, use interior ground bracing. Si la altura de los trusses al piso exterior es mucha, arriostre al pilo interior. Establish Ground Bracing Procedure: Exterior or Interior 1 ■ Establezca el Procedimiento de Arriostre de Tierra: Exterior o Interior TCTLB TCTLB Bracing to wall or end jack for hip set First hunts (or Bade aro ramof braced _ pub nfoo Groundngroup of trusses diagonal I � First truss I i \ °rorumml Ground brace redkel II I envie Mum aiupmW �— Wall bracing Ground aomea ^'0f ° era ground at Driven ate al stake mtaW Note: Second Ilan SIM F•ep Wien nevo 9aeV Backup grouts �► nett suprod Brag Blake End b c a Horizontal Be member Mot multiple stakes EXTERIOR GROUND BRACING INTERIOR GROUND BRACING INTERIOR GROUND BRACING TO WALL ARRIOSTRE DE TIERRA EXTERIOR ARRIOSTRE DE TIERRA INTERIOR ARRIOSTRE DE TIERRA INTERIOR A LA PARED • • C7 • • • Ll • • • • 0 • • • • • • • • • Calculate Ground Brace Locations 2 ■ Calcule Localizacidn de los Arriostres de Tierra Q Use truss span to determine bracing interval of Top Chord Temporary Lateral Braces from table. Use la longitud de tramo para determinar el espaciamiento del arriostre lateral temporal de la cuerda superior en la tabla adjunta. TCTLB Q Locate additional TCTLBs at each change of pitch. Localice ALTCS adicionales en cada cambio de inclinacidn. TCTLB �- 10" or greater Truss attachment required at support(s) Truss Span TCTLB Spacing Lon itud de Tramo Es aciamiento del ALTOS Up to 30' 10' o.c. max. Hasta 30 pies 10 pies m9ximo 30' to 45' 8' o.c. max. 30 a 45 pies 8 pies m9ximo 45' to 60' 6' o.c. max. 45 a 60ies 6 pies mJximo 60' to 80'* 4' o.c. max. 60 a 80 pies* 4 pies m4ximo *Consult a Professional Engineer for trusses longer than 60'. *Consulte a un ingeniero para trusses de mas de 60 pies. Q Locate additional TCTLBs over bearings if the heel height is 10" or greater. Localice ALTCS adicionales sobre los soportes si la altura del extremo (heel height) es de 10 pulgadas o mas. Q Locate a vertical ground brace at each TCTLB location. Localice un arriostre de tierra verti- cal en cads ALTCS. Set First Truss and Fasten Securely to Ground Braces 3 ■ Coloque el Primer Truss y Conectelo en Forma Segura a los Arriostres de Tierra Q Set first truss or gable end frame and fasten securely to ground brace verticals and to the wall, or as directed by the Building Designer. Example of first truss installed. Coloque el primer truss y conectelo en forma segura a los arriostres de tierra verticales y a la pared, o como indique el disenador del edificio. Ejemplo del primer truss instalado. TCTLB TCTLB TCTLB locations E)(TERIOR GROUND BRACING INTERIOR GROUND BRACING INTERIOR GROUND BRACING TO WALL AR OSTRE DE TIERRA EXTERIOR I ARRIOSTRE DE TIERRA INTERIOR ARRIOSTRE DE TIERRA INTERIOR A LA PARED I • 6 IMPORTANT SAFETY WARNING! 6 • First truss must be attached securely to all ground braces prior to removing the hoisting supports. 6 ADVERTENCIA IMPORTANTE DE SEGURIDAD 6 El primer truss Bebe ser sujeto en forma sequra a todos los arriostres de tierra • antes de quitar los soportes de la grua. TRUSS INSTALLATION AND TEMPORARY BRACING Set Next Four Trusses with TCTLB in Line with Ground Bracing 4 ■ Coloque los Siguientes Cuatro Trusses con los ALTCS en Linea con los Arriostres de Tierra Q Attach trusses securely at all bearings, shimming bearings as necessary. Example of first five trusses. Conecte los trusses en forma segura a todos los soportes, rellenando s6lidamente los soportes si fuera necesario. Ejemplo de los cinco primeros trusses. See options below See options below See options below EXTERIOR GROUND BRACING INTERIOR GROUND BRACING INTERIOR GROUND BRACING TO WALL ARRIOSTRE DE TIERRA EXTERIOR ARRIOSTRE DE TIERRA INTERIOR ARRIOSTRE DE TIERRA INTERIOR A LA PARED Q The three options for installing TCTLB spacer pieces. Las tres opciones para instalar piezas de espaciamiento para ALTCS. Option 1 Top Nailed Spacer Pieces Opci6n 1 Piezas de espaciamiento clavadas arriba 27"+ 221h" 2 nails at every connection 2 clavos en \ cada conecci6n 11/2" minimum end distance 1 %z pulgadas distancia de extremo minima Option 2 End -Grain Nailed Spacer Pieces Opci6n 2 Piezas de espaciamientos conectadas al extremeo Use 2-16d deformed shank nails minimum 22,/2„ at each spacer to tru connection. Option 3 Proprietary Metal Bracing Products Opci6n 3 Productos de refuerzo de metal patentado See manufacturer's 22'/2„ specifications. vea las especificaciones del fabricante. No use piezas de espaciamiento con rajaduras. 4& IMPORTANT SAFETY WARNING! 0 Never release the truss from the hoisting supports until all top chord temporary lateral braces are installed and bearing attachments are made. ADVERTENCIA IMPORTANTE DE SEGURIDAD 0 Nunca suelte el truss de los soportes de la grua hasta que todos los arriostres laterales de la cuerda superior esten instalados y el truss este conectado a los soportes. • • J • • • • • • • • • ss Do not use split Use tomo mimmo 2 spacer pieces. claves largos (16d shank nails) en cada coneccron No use piezas de de los espaciadores con espaciamiento con el truss. rajaduras. Option 3 Proprietary Metal Bracing Products Opci6n 3 Productos de refuerzo de metal patentado See manufacturer's 22'/2„ specifications. vea las especificaciones del fabricante. No use piezas de espaciamiento con rajaduras. 4& IMPORTANT SAFETY WARNING! 0 Never release the truss from the hoisting supports until all top chord temporary lateral braces are installed and bearing attachments are made. ADVERTENCIA IMPORTANTE DE SEGURIDAD 0 Nunca suelte el truss de los soportes de la grua hasta que todos los arriostres laterales de la cuerda superior esten instalados y el truss este conectado a los soportes. • • J • • • • • • • • • • • • • • �J • • • • • 0 BRACING MATERIAL AND CONNECTIONS MATERIALES DE ARRIOSTRE Y CONECCIONES Q Bracing material must be at least 2x4 stress -graded lumber unless specified otherwise by the Building Designer. Material de arriostre Bebe ser por to menos 2x4 madera graduada por esfuerzo a menos que el disenador indique diferente. Q All bracing and spacing members must be connected with at least the nails shown at right, except for the spacers shown in Step 4, Option 2, which require 16d deformed -shank, ring, barb or screw nails. 10d (0.1280") Todos los arriostres y miembros espaciadores deben ser 12d ;0.128x3.25") conectados por to menos con los clavos mostrados a la 16d (0.1350.5') derecha, con excepcidn de los espaciadores mostrados en el Paso 4, Opcion 2, que requieren clavos largos 16d (shank nails), anillos, peas, o tornillos. Q Drive nails flush or use double -headed nails for easiest brace removal. Penetre los clavos al raso o use clavos de dos cabezas para quitar los arriostres mas facilmente. Install Top Chord Diagonal Bracing 5 ■ Instale Arriostre Diagonal en la Cuerda Superior Q Attach diagonal bracing to the first five trusses. Example of diagonal bracing on first five trusses. Coloque arriostre diagonal en los cinco primeros trusses. Ejemplo de arriostre diagonal en los cinco primeros trusses. EXTERIOR GROUND BRACING INTERIOR GROUND BRACING INTERIOR GROUND BRACING TO WALL ARRIOSTRE DE TIERRA EXTERIOR ARRIOSTRE DE TIERRA INTERIOR I ARRIOSTRE DE TIERRA INTERIOR A LA PARED Q Or start applying permanent roof sheathing. Example of permanent roof sheathing installed on first five trusses. O empiece el entablado Permanente. Ejemplo de entablado permanente instalado en los cinco primeros trusses. Install Web Member Diagonal Bracing 6 ■ Instate el Arriostre Diagonal de Miembros Secundarios Q Temporary web member diagonal bracing acts with the top web members chord and bottom chord temporary lateral bracing to form triangulation perpendicular to the plane of the truss and prevents trusses from leaning or dominoing. EI arriostre diagonal temporal de los miembros secundarius trabajan con los arriostres temporales de la cuerda supe- rior y de la cuerda inferior para formar una triangulacion perpendicular al plano del truss y evita que los trusses se inclinen o caigan como dominos. 10'-15' max. Same spacing Q Install at about 450 on web members (verticals whenever as bottom chord possible); locate at or near bottom chord lateral bracing lateral bracing locations. Repeat at the interval shown. Diagonal braces every 10 truss spaces (20' max.) Some chord and web members not shown for clarity. Instale a aproximadamente 450 en los miembros secundarios (verticales cuando sea posible); coloque abajo o cerca de las localizadones de los arriostres laterales de la cuerda inferior. Repita a los intervalos mostrados. Q Permanent lateral web bracing requirements are specified separately on the Truss Design Drawing. Refer to BCSI-B3 Summary Sheet — Web Member Permanent Bracing/Web Reinforcement for more information. Requerimientos de arriostre permanente lateral de los miembros secundarius son especificados por separado en el dibujo del diseno del truss. Vea el Resumen BCSI-83 — Refuerzos y Arriostres de los Miembros Secundarios para mayor informacion. Q Mono pitch trusses, deep flat trusses and similar high -end -type trusses require temporary lateral and diagonal bracing at the end. Trusses de una sola pendiente, trusses planos profundos y trusses similares con un extremo profundo requieren arriostre temporal, lateral y diagonal en los soportes a el final. Install Bottom Chord Bracing 7 ■ Instate el Arriostre de la Cuerda Inferior Q Lateral and diagonal bottom chord bracing stabilizes the bottom chord plane. Arriostre lateral y diagonal en la cuerda inferior estabilizan el plano de la cuerda inferior. Q Install temporary lateral bracing at 15' on -center maximum. Remove, if desired, after the permanent ceiling diaphragm is Lateral braces in place. 2x4x12' length lapped over Instale los arriostres laterales temporales cads 15 pies como two trusses. mdximo. Quitelos, si asi to desea, despues que el diafragma permanence del cielo raso este colocado. Q Install permanent lateral bracing at 10' on -center maximum. Specified spacing may be less; check with the Truss Design Drawing and/or the Building Designer. Instale los arriostres laterales permanentes cada 10 pies Diagonal braces every 10 truss como maximo. EI espaciamiento especificado puede ser spaces (20' max.) menor; vea el dibujo del diseno truss o verifique con el 110'-15' max. disenador del edificio. QInstall diagonal bracing at intervals of maximum 20'. Some chord and web members g g not shown for clarity. Instale arriostres diagonales a intervalos de 20 pies maxmo. 6 IMPORTANT SAFETY WARNING! 6 Do not remove ground bracing until all top chord, bottom chord and web bracing is installed on at least the first five trusses. 6 ADVERTENCIA IMPORTANTE DE SEGURIDAD No quite el arriostre de tierra hasta que todos los arriostres de la cuerda superior, de la cuerda inferior y de los miembros secundarios este instalada por to menos en los cinco primeros trusses. • • • • E • • • • 11 Repeat Steps Four Through Seven on Groups of Four Trusses Using Option A or B 8 ■ Repita los Pasos 4 al 7 en Grupos de Cuatro Trusses Usando la Opcion A o la Opci6n B Option A: Install long lateral braces on each group of Option B: Install diagonal bracing on each group of four • four trusses that have been set with spacer pieces. Install trusses that have been set with spacer pieces. diagonal braces every 20' maximum. Opcidn B; Instale arriostre diagonal en cads grupo de • Opcidn A: Instale arriostres laterales largos en cada grupo cuatro trusses que han sido colocados con espaciadores. de cuatro trusses que han sido colocados con espaciadores. Instale arriostre diagonal cada 20 pies maximo. TCTLB TCTLB Lateral braces spacing spacing 2x4x12' length lapped • over two trusses. Spacer options on pg. 4. Diagonal braces v Repeat every 10 truss • spaces (20' max.) diagonal braces ENSURE THAT ALL TRUSSES ARE PROPERLY DIAGONALLY BRACED AT THE END OF EACH DAY'S WORK • Sheath early... sheath often. Do not wait until all trusses are set to apply sheathing. ASEGURESE QUE TODOS LOS TRUSSES ESTEN •PROPIAMENTE ARRIOSTRADOS DIAGONALMENTE AL TERMINO DE CADA DIA DE TRABA70 Entable temprano.., entable con frecuencia. No espere • hasta que todos los trusses estdn instalados para aplicar el entablado. • • • • C ,� ✓ .i ","i� �-,� pt �� Z.7 tA j 6 WARNING! Remove only as much bracing as is necessary to nail down the next sheet. DO NOT EXCEED TRUSS DESIGN LOAD WITH CONSTRUCTION LOADS. (SEE BCSI-B4) ® ADVERTENCIA! Quite solo tantos arriostres como sea necesario para clavar la siguiente hoja de entablado. NO EXCEDA LA CARGA DE DISENO CON CARGA DE CONSTRUCCION. (VEA BCSI-B4) ALTERNATE INSTALLATION METHOD: BUILD IT ON THE GROUND AND LIFT IT INTO PLACE METODO ALTERNO DE INSTALACION: ARMELO EN LA TIERRA Y LEVANTELO EN POSICION Q Position trusses on the ground. Ensamble los trusses en la Cierra. Q Install web and bottom chord bracing as required by the building desig Instale los arriostres de los miembros secundarios y de la cuerda inferi indique el disefiador del edificio. Q Install permanent sheathing for stability. Instale el entablado permanente para estabilidad. Q Pick up the assembly and set it in place. Levante el ensamblaje y coloquelo en posicion. Q Be sure to get the proper professional engineering guidance to lift the entire system into place safely and efficiently. Asegurese de obtener la propia guia profesional de ingenieria para levantar el sistema completo a su lugar en forma segura y eficiente. BCSI-63 SUMMARY SHEET 7 This document applies to all sloped and flat chord trusses manufactured from 2x— lumber such as: Este documento aplica a todos los trusses inclinados y pianos construidos de madera 2x tales como: Scissor Truss Mono Truss For flat trusses manufactured with 3x2 or 4x2 lumber, see Section B7 of the BCSI 1-03 Booklet or the BCSI-B7 Summary Sheet Temporary and Permanent Bracing for Parallel Chord Trusses. Para trusses pianos fabricados con madera 3x2 o 4x2, vea la Seccidn B7 del folleto BCSI 1-03 o el Resamen BCSI-B7 — Arriostre Temporal y Permanente para Trusses de Cuerdas Paralelas. See Section B2 of the BCSI 1-03 Booklet for special conditions such as: Vea /a Seccidn 82 del folleto BCSI 1-03 para condiciones especiales tales como: • Piggyback Trusses Field -Spliced Trusses Valley Sets .. For trusses spaced more than 2'-0" on center, see Section B10 of the BCSI 1-03 Booklet or the BCSI-B10 Summary • Sheet — Post Frame Truss Installation and Bracing. Para trusses espaciadas a mas de 2 pies, vea /a Seccidn BIO del folleto BCSI 1-03 o el ResOmen BCSI-B10 — Insta/acidn y Arriostre de Trusses Post -Frame. This document replaces WTCA's TTBWTCAB2 - Always Diagonally Brace for Safety This document summarizes Part 2 of an 11 -part informational series titled: Building Component Safety Information BCSI 1-03 - Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Copyright © 2004, 2005 Wood Truss Council of America and Truss Plate Institute. All Rights Reserved. This guide or any part thereof may not be reproduced in any form without the written permission of the publishers. Printed in the United States of America. WOOD TRUSS COUNCIL OF AMERICA I I TRUSS PLATE INSTITUTE 6300 Enterprise Lane 218 North Lee Street, Ste. 312 Madison, WI 53719 Alexandria, VA 22314 608/274-4849 - www.woodtruss.com 703/683-1010 - www.tpinst.org 0 C I F, 1 L-A C • EI1 r -I L-A Web members within the truss may require some type of permanent bracing or reinforcement to prevent buckling. under design loads. In general, bracing provides lateral support to reduce the buckling length of the web; reinforcement adds material to increase the • section properties of the web making it more stable. The Truss Design Drawing will indicate which web bracing/ reinforcement option has been assumed in the design. Miembros secundarios en un truss pueden necesitar alg6n tipo de arriostre o refuerzo para prevenir el pandeo bajo cargas de diseno. En general, el arriostre proporciona soporte lateral para reducir la longitud de pandeo de los • miembros secundarios, refuerzos aumentan material para incrementar las propiedades de la secci6n transversal de los miembros secundarios haciendolos mas estables. EI dibujo del diseno del truss indicara si se ha asumido arriostre o refuerzo en el diseno. One brace required on each of these webs. Un arriostre se necesita en cada de estos miembros secundarios. A Q Braces or reinforcement must be at least 2x4 stress -graded lumber, unless specified otherwise by the Building Designer. • Arriostres o refuerzos deben ser por to menos 2x4 madera graduada por esfuerzo, a menos que el disenador del edificio especifique de otra manera. • Q Fasten bracing to each truss with 2-10d (0.128x3"), 2-12d (0.1280.25"), or 2-16d (0.1350.5") nails. Asegure los arriostres a cada truss con 2 clavos 1 O (0.128 x 3.0 pulgadas), 2 clavos 12d (0.128x3.25 pulgadas), o 2 clavos 16d (0.135x3.5 pulgadas). Q Always refer to the Truss Design Drawing for specific information. • Siempre vea el dibujo del diseno del truss para informaci6n especifica. • • • • SIX METHODS FOR PERMANENT WEB BRACING OR WEB REINFORCEMENT SETS METODOS PARA ARRIOSTRE O REFUERZO PERMANENTE DE LOS MIEMBROS SECUNDARIOS Continuous Lateral Bracing (CLB) and Diagonal Bracing 1 Arriostre Continuo Lateral (ACL) y Arriostre Diagonal Q If web bracing is required, CLBs are most frequently specified. Si el arriostre de los miembros secundarios es necesario, ACLS son especificados mas frecuentemente. Q The Truss Design Drawing will specify the number and location of CLBs. EI dibujo del diseno del truss especificara el n6mero y la colocaci6n de los ACLS. 0 CLBs work most efficiently when applied to three or more trusses with similar web patterns. Los ACLS, funcionan mas eficientemente cuando se aplican a tres o mas trusses con miembros secundarios similares. Meb 200400501 MOMA Q Braces or reinforcement must be at least 2x4 stress -graded lumber, unless specified otherwise by the Building Designer. • Arriostres o refuerzos deben ser por to menos 2x4 madera graduada por esfuerzo, a menos que el disenador del edificio especifique de otra manera. • Q Fasten bracing to each truss with 2-10d (0.128x3"), 2-12d (0.1280.25"), or 2-16d (0.1350.5") nails. Asegure los arriostres a cada truss con 2 clavos 1 O (0.128 x 3.0 pulgadas), 2 clavos 12d (0.128x3.25 pulgadas), o 2 clavos 16d (0.135x3.5 pulgadas). Q Always refer to the Truss Design Drawing for specific information. • Siempre vea el dibujo del diseno del truss para informaci6n especifica. • • • • SIX METHODS FOR PERMANENT WEB BRACING OR WEB REINFORCEMENT SETS METODOS PARA ARRIOSTRE O REFUERZO PERMANENTE DE LOS MIEMBROS SECUNDARIOS Continuous Lateral Bracing (CLB) and Diagonal Bracing 1 Arriostre Continuo Lateral (ACL) y Arriostre Diagonal Q If web bracing is required, CLBs are most frequently specified. Si el arriostre de los miembros secundarios es necesario, ACLS son especificados mas frecuentemente. Q The Truss Design Drawing will specify the number and location of CLBs. EI dibujo del diseno del truss especificara el n6mero y la colocaci6n de los ACLS. 0 CLBs work most efficiently when applied to three or more trusses with similar web patterns. Los ACLS, funcionan mas eficientemente cuando se aplican a tres o mas trusses con miembros secundarios similares. Meb 200400501 Continuous Lateral Bracing (CLB) and Diagonal Bracing (continued) Arriostre Continuo Lateral (ACL) y Arriostre Diagonal (continuaci6n) Permanent continuous lateral bracing Arriostre continuo lateral Permanente 0 Always Diagonally Brace the Permanent Continuous Lateral Bracing! 6 Siempre Arriostre Diagonalmente los Arriostre Continuo Lateral Permanentes! O CLBs must always be diagonally braced for rigidity. Los ACLS siempre deben ser arriostrados diagonalmente por rigidez. 6 CLBs alone DO NOT prevent adjacent braced webs from buckling in the same direction at the same time. Los ACLS solos NO evitan que los miembros secundarios arriostrados se pandeen en la misma direcci6n al mismo tiempo. 6 It is the Building Designer's responsibility to indicate how to adequately stabilize the lateral bracing using diagonal bracing or some other means. Es la responsabilidad del Disenador del edificio indicar como estabilizar en forma adecuada los arriostres laterales usando arriostres diagonales o de otra manera. Some Truss Manufacturers will mark web member permanent bracing locations on the truss itself. One example is the truss tag shown here. Algunos fabricantes de trusses marcan la localizaci6n de los arriostres permanentes de los miembros secundarios en el mismo truss. Un ejemplo es la etiqueta de truss mostrada aqui. CLBs can only be applied if there are at least three similarly configured trusses in a row with trusses spaced at 6' on -center or less. ACLS pueden ser aplicados si hay por to menos tres trusses con miembros secundarios similares uno a cada lado del otro a cada 6 pies o menos. Reinforcement options are used when adjacent trusses do not have similar web patterns. Opciones de refuerzos se usan cuando los trusses adyacentes no tienen miembros secundarios similares. PERMANENT LATERAL i BRACING REQUIRED I W / J �IW� t J ILU gi = 1�Y� lQ REFER TO TRUSS DESIGN DRAWING FOR NUMBER & LOCATION OF BRACES ,. • • • • • • 0 Repeat diagonal bracing every 20' or as specified. Closer Some chord and web spacing may be required by the members not shown for Building Designer. clarity. Repita el arriostre diagonal Algunas cuerdas y miembros cada 20 pies o como digan las secundarios no se muestran especificaciones. Espaciamiento por claridad. menor puede ser exigido por el disefiador del edificio. 0 Always Diagonally Brace the Permanent Continuous Lateral Bracing! 6 Siempre Arriostre Diagonalmente los Arriostre Continuo Lateral Permanentes! O CLBs must always be diagonally braced for rigidity. Los ACLS siempre deben ser arriostrados diagonalmente por rigidez. 6 CLBs alone DO NOT prevent adjacent braced webs from buckling in the same direction at the same time. Los ACLS solos NO evitan que los miembros secundarios arriostrados se pandeen en la misma direcci6n al mismo tiempo. 6 It is the Building Designer's responsibility to indicate how to adequately stabilize the lateral bracing using diagonal bracing or some other means. Es la responsabilidad del Disenador del edificio indicar como estabilizar en forma adecuada los arriostres laterales usando arriostres diagonales o de otra manera. Some Truss Manufacturers will mark web member permanent bracing locations on the truss itself. One example is the truss tag shown here. Algunos fabricantes de trusses marcan la localizaci6n de los arriostres permanentes de los miembros secundarios en el mismo truss. Un ejemplo es la etiqueta de truss mostrada aqui. CLBs can only be applied if there are at least three similarly configured trusses in a row with trusses spaced at 6' on -center or less. ACLS pueden ser aplicados si hay por to menos tres trusses con miembros secundarios similares uno a cada lado del otro a cada 6 pies o menos. Reinforcement options are used when adjacent trusses do not have similar web patterns. Opciones de refuerzos se usan cuando los trusses adyacentes no tienen miembros secundarios similares. PERMANENT LATERAL i BRACING REQUIRED I W / J �IW� t J ILU gi = 1�Y� lQ REFER TO TRUSS DESIGN DRAWING FOR NUMBER & LOCATION OF BRACES ,. • • • • • • 0 r• 10 WEB MEMBER PERMANENT BRACING/WEB REINFORCEMENT 2T -Reinforcement Refuerzos-T Q T -reinforcement, often called T -bracing, typically provides the greatest increase in buckling strength for a given size of reinforcing material. Refuerzos T, frecuentemente llamados "t -bracing" tipicamente proveen el mayor aumento en fuerza de pandeo, dado un clerto tamano de material de refuerzo. Q The size, length and grade of the reinforcement lumber and the fastener schedule is indicated on the Truss Design IV Drawing. El tamano, longitud y grado de la madera de refuerzo son como las conecciones necesarias se indican en el dibujo del diseno del truss. L -Reinforcement 30 Refuerzos-L Q L -reinforcement is similar to T -reinforcement but • creates a flat surface on one face of the truss for the application of sheathing material. Los refuerzos-L son similares a los refuerzos-T pero • crean una superficie plana en una de las caras del truss para aplicacion de material de revestimiento (sheathing). Scab Reinforcement • 4E Refuerzo de Scabs Q Scab reinforcement is installed on one face of the web. It can be more structurally efficient for multiple -ply webs and provides easier nailing due to the wider lap area on the web. Refuerzo de scabs es instalado en una cava del miembro secundario. Puede ser mas eficiente estructuralmente para miembros secundarios de varias capas y provee una mayor superficie de clavado. • • l.L� r— Kemrorcement on one eage Some Truss Manufacturers mark permanent web member reinforcement locations on the truss itself. One example is the truss tag shown here. Algunos fabricantes de trusses marcan la localizacidn de los refuerzos permanentes-de los miembros secundarios en el mismo truss. Un ejemplo es la etiqueta de truss mostrada aqui. WEB REINFORCEMENT j w ,I REQUIREDLU L i� i M, T, L OR SCAB REINFORCEMENT �� 1p I 3 REFER TO TRUSS DESIGN DRAWING FOR SPECIFIC INFORMATION a v Proprietary Metal Reinforcement Products 5 E Productos de Refuerzo de Metal Patentado Q Metal reinforcement products are installed on the edge of the web at the truss manufacturing plant. They do not require any further attention at the jobsite. Productos de refuerzo de metal son instalados en el filo de los miembros secundarios en la planta del fabricante de trusses. No requieren atenci6n adicional en la obra. Stacked Web Reinforcement 6E Refuerzo de Miembro Secundario Apilado Q Stacked web reinforcement is installed on the edge of the web at the truss manufacturing plant. They do not require any further attention at the jobsite. Refuerzos de miembro secundario apilados son instalados en el filo de los miembros secundarios en la planta del fabricante de trusses. No requieren atenci6n adicional en la obra. • C • —S 11 d id tl 'f t Veda y esgne mea rein orcemen �— Truss member 4 Stacked web reinforcement plated to truss member 4 Truss member NOTE: With careful design consideration and contracting, many trusses can be designed to perform without field applied permanent web bracing or reinforcement; however, permanent bracing for wind, seismic and/or other lateral loads perpendicular to the plane of the trusses is required in every building. NOTA: Con una cuidadosa consideracion en el diseno y contrato, muchos trusses pueden ser disenados para funcionar sin arriostre permanente o refuerzo aplicado en la obra a los miembros secundarios, sin embargo, arriostre permanente para viento, sismo u otra carga lateral perpendicular al plano de los trusses se necesita en cada edifico. This document replaces WTCA's: • TTB Web Member Permanent Bracing • TTB Web Reinforcement TTBPerm TTBReinforce This document summarizes Part 3 of an 11 -part informational series titled: Building Component Safety Information BCSI 1-03 - Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Copyright © 2004 Wood Truss Council of America and Truss Plate Institute. All Rights Reserved. This guide or any part thereof may not be reproduced in any form without the written permission of the publishers. Printed in the United States of America. �1111CR' WOOD TRUSS COUNCIL OF AMERICA One WTCA Center 6300 Enterprise Lane • Madison, WI 53719 608/274-4849 • www.woodtruss.com TRUSS PLATE INSTITUTE 583 D'Onofrio Drive Madison, WI 53719 608/833-5900 • www.tpinst.org • • E • • • • • • 0 0 lu CONTENTS SHEET cusroinER NOTES: c W.5LL TYPE LEGEN HbU�§TON': JOH NAME: abut RlD Su LUMBER ,'COMPANY;: walosi �_o owiNG op'noms; rREVISIONS. Sl— —ER10. 1-0 PLAN#.* '.:2 5' . ]as#-. ORA*w'rq BY: lnrnunaY+mmafaswc I PAGE -EXPLANATION OF ENGINEERED DRAWING ..................................... ...... 2 SOLID BLOCKING BETWEEN TRUSSES ......... ............................................. 6 TRUSSES WITH STAPLED NON-STRUCTURAL GABLE STUDS ............... 7-9 . STANDARD GABLE ENO DETAIL ........................................... ......... ............ 101 11 STANDARD DROP TOP. CHORD DETAIL ...... : .............. : ............................. 12 PURLIN GABLE DETAIL ....................................... ............................... : ..... 13 FALSE BOTTOM DETAIL ...................................... ............ ....... : .................. 14 CORNER JACK DETAIL ........................ ............................... ............. .......... 15, 16 VALLEY TRUSS DETAIL ............................................ ....................................... 17 INTERIOR BEARING OFFSET DETAIL .......... ; ............................................... 18 WEB BRACING RECOMMENDATIONS ............................................. .......... 19 LATERAL AND ALTERNATE BRACE DETAIL ...................................... ....... 20 FLOOR TRU-SS REPAIR - T.C. DRILLED, CUT OR NOTCHED ..................... 21 SNCMA LETTER REGARDING TRUSS OVERLOADING .... I ........ I ................. 22 PIGGYBACK ATTACHMENT DETAIL ................................... .......................... 23 'BEARING BLOCK DETAIL ...................... I ................................................. ..... 24 ., LATERAL 'BRACING RECOMMENDATIONS ........... ........................ ....... 25 SHEET cusroinER NOTES: c W.5LL TYPE LEGEN HbU�§TON': JOH NAME: abut RlD Su LUMBER ,'COMPANY;: walosi �_o owiNG op'noms; rREVISIONS. Sl— —ER10. 1-0 PLAN#.* '.:2 5' . ]as#-. ORA*w'rq BY: lnrnunaY+mmafaswc I ........... ... A Iv f 1, M. 045. ens',-� Ran l dng hi (fine inxc- es -,4�5 .X, e"_ Mx 1, MV UU 1,01b ow�,, CW no (,Mm "Of eeti h �(.Akgh't-,h'4 i. AIM, WlodON re nN 'Ye M-aw 410 MR. 4.t a-§ d, wh of Ito R�11- Af M6 Q%Ad lme.,,agl f VC:)f ......... . 0.1 A -Md I �n . ustm `eslhr-� t4n,t 7,0146 f\j 13 cm. 4= . . ......... 141-1*11111111.1.10.e . . .... ....... . tall- �1 104 too 0<-.O mi wL tx ti ivit-%1 v4--mAst,' y cUMP 1W half OM W1 tai :r,t" 1;4 Lxt 10D Map 444 vt• n 0-p t of, 9$10 N!W mC W,4 6tw It rjAMP L E. .P.Lzuta wf'M NOT FOR PR(DDUCTTQrq Mr Odm CA, %K111"* vv To'T'CUSAD Z;'l owu$ > rmw4 164-0 14 t-sorn, lit, OF1!:'�- Plait" ty at 1tm�=*$ 4,0,-, 4z:.4%, N!W mC CWi�r-;ff fU-XVZ--3 U ==Uf ":S WVA dm 0 ti M) gee D. rjAMP L E. .P.Lzuta wf'M NOT FOR PR(DDUCTTQrq OF1!:'�- 0 Ll a I* 1• Job Truss Truss Type Oty ly DISPLAY ROOFI COMMON 5 000 P F -h 6 20OTIVli—lac —Industries, Inc—fvlo—n—Mar —1-71-4. 7�6-39 T60—N—ge —I -2-0-1) S-4-5 10-2-3 15-6-0 19-9713 24-7-11, 30-0-0 32-0-0 2-0-0 5-4-5 4-9-13 4-9-13 .4-9-13 4-9-13 5-4-5 2-0-0 4%4 C 6.00 rl —2 1.x4 11 1x4 11 5 7 3X4 3x4 1, 4 DI x4 9 2 10 396 = 14 13 12 34 3x8 = 3X6 = 3x8 10-2-3 19* -9-13 30-0-0 10-2-3 917-11 10-2-3 Plate Offsets MY): 12:0-3-0.0-1-41, (10:0-3-0,0-1-41H "ps) SP C' 2.0-0 J P..A CSI N DEFL in (loci I/dell P -PLATES GRIP CLL 200 Plates increase 1.15 PI - s TC 0.29 Vert(LL) -0.09 14 >999 M1120 2491190 =IOADIN13ACING TCOL '0.0 Lumber ber Increase . 1 5 . 1 K SC 0.83 Vert(TL) -0.39 12 -14 >907 13CLL 0 0 RepStress Incr YES Code BOCA/.ANS[95 L WB 0.36 Horz(TL) 0.07 ' 10 n/a -0 SCOL 100 1 st LC LL Min Udell = 240 Weight: 158 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4-2-1 oc purlins. U SOT. CHORD 2 X 4 SYP No.2 SOT CHORD Rigid ceiling directly applied or 8-6-11 oc bracing. t" 2 X 4 SYP No.3 R 113) REACTIONS Ilb/size) 2=1317/0-3-8" 10=1317/0-3-8 TMax Hori 2 =-1 75(load case 5) . Max Upliff2=-341(load case 4); 10=-341 (load case 5) FORCES (Ib)First Load Case Only V TOP CHORD "! -2 = 26, 2.3=-2024, 3-4=.1722, 4-5=:1722, 5-6=-1722, 6-7=-1722, 7-8 722, 8-9 -1722, 9-1.0 =-2024, 10-1 1 = 26 BOT CHORD 2-14 = 1794, 13-14 1140, 12-1 3 = 1140, 10-12= 1794 WEBS 5-14=-294, 7-12=-294, 3-14=-288, 6-14=742, 6-12=742, 9-12=-288 W' NOTES i) Unbalanced roof live loads have been considered for this design. 21 Wind: ASCE 7-96 per BOCA/ANSI95; 90mph; h = 25ft: TCQL= 5.Opsf; BCDL= 5.Opsf; occupancy category 11; . exposure C: enalosed;MWFRS gable end zone;. *cantilever left and right exposed end vertical left and right exposec[;Lurnber DOL= 1.33 plk6 girip DOL = 1.33. 3) Pro'V'de'- khanitial connection (by others) of truss to bearing plate capable of withstanding 341 lb uplift at joint 2 and 341 lb uplift at Joint -1. 0. A Cumulative Dimensions M TC, SC, and Web Maximum Combined Stress Indices a Panel Length (feet - inches sixteenths) N Deflection.s (inches; and Span to DeflectionRatio LOAD CASE(S) Standard X C Slope 0 Input SJUVI to Deflection Ratio 0 Plate Size and Orientation P f%-'i:Tei( Pla-ke Allowables (PSI; E Over*ail Height 0 Lunlbpt Requirements F Bearing Location R Reaction (pound;) G Truss Span (feet - inches - sixteen -01s) S Minimum Bearing Required (inches) 1-4 Pla-M Offsets T Maximum Uplift and/or Horizontal Reaction it Applicable. I Design Loading WSF! U - ReouirLd Mernbs.-f Bracing J Spacing D.C.. ,feet - inches - sixteenths) V Member Axial Forces for Load Case 1 K Durifion of Load for Plate indl-6ryiber Design IN, Notes. L Code.Cases X Additional Loo a 0 P 0: 0 0 0 REACTIONS(IhIsl2e) AM =93710.3.8, AA -20661048, U-25'910-3.11 . . ....... Max Upliftu.- 100(load case -2) Max arAv Ali-056((or-d -case 2), AA=,2066(fo ad case 1.), LJ -13 L(load case 3) 22FORCES (16) - liagirnkim Compresrlon/m�wirnurn Tension 14".1 -TOP (:,10110 0 U-AL-�-3610, T -AL. -3(.10, A-6-- 1,071116, B -C= -IE111510, C-0--111%510, t)-6-1144910, E,F=-344910, Fm6­3449/0, r -H-2710/0, hrl--268-310, 1-1-352/20, K -L-0/2271, L -M=0122/6, 0-0=-37011203, 0-(,=.37311284. II -Q=-750,1664, s BOT 0 IORD A1 -AW -0,10, A! -Al -0/2936, AH,AI-0/3355..Ar.-AH.Q/33S5, AF-AGI?0/3340, AE -AF -011844, AD -AE -0!1844, AC-At),-:0liBl-i,AB-AC.--il77/0. MIA80-1.1$410, 2:7AA-2276/0, Y -2-1714/D, X -Y-10651582, W -%----10f>5/582, VMT-6201950, U -V,-166/553 WESS t -AE -1-1 LID, A-;J=0/2026,*C-AJ1='237/0, • I -AP -0/1566, -i(-AC-0,'1604, J -AC -206810. S,Ij--671j2 3-V-.261/273' I A-11-227/310, TLAY-44910, 11-2.-635t0, 11-1-0/1107, '30D 1 Tvass I pe Qty Ply mlTak vl.100 Silo :Lk -Eft SITE. Fr_0 I ftoog 1 3 Pewtho Fluo, T ­ns 'UT M11, t ........ ..... .... ........... ..... .............. .. ... . .......... . ... . ...... .. .... .... .. ... ... .............. ................ .. . ... .. .......... .. . ..... ................ ......... .. .. -,.100 s lun 26 2003 PjjTe',( Industries, Itic. 5ur, Jk.I '27 05:99;00 2003 Page I VSP Ono Wtlr$ MCO.Yinletida(l to conm2cf tru V.I. to ba'AtIng WDIM dhe. 0 uplift it t jt(Sj U. 6) Oesign assumes 4x2 (flat or(entailon) purlins,'M , ocstracing Indlpitea, fastened jo truss TC v1! !.'Wd nails. kkil ....... . ... .............1i::9 St nqbacI;s to ba'attactled to v, Bits at their oukar cndv of reStrMned.b.y other romns. 1;3'U CAUTION. Oo not. arect buss backwards. NOT FOR PRODUCTION LOAD-CASt(S) - Siandard ......... .. .. . . l DF 2 -4b.3.1 4.3 10:, rIl:. JL" 'M F1 3-1 416 4,6.. 1A.- 016 1-U W.1 ............ ------- ........... -,ry�l, ......... .............. ................ . .. . ..... Y ............................... ......... .vt.• ............ .. ... .. ...... .... ... . . ..... ... . . ... .... . ... ..... Al u1 Ai; LF ad an A!.' -B z L. ul ............. .......... 7-11-tk .......................... . .......... 11-91 ............... . . Wtl-a ......... .. ..... . ... . ... .......... .. .. ...... ... .. ... Kitte Qffwpls KYK(1�11W.pggfl' U.'�00,0X49M. I Z i 0 V-.- k f -A il'i'l 40AVINqp5o SPACING Mko. DE, in ([or,) t1defl PLATIeS GRIP .a L 413'0� Plates Increase TOLL .... ...... IDS -Tc It ­ - 7 0,10A&AF > 589 360 I it PI 249/1130 TCDL .30.0 Lumber Inaaa$e A.od� BC ffi -L) 382 240 0,93 Vert(l -AF-,%F 1-111-1, JR)IJ43 eCLL. 0.0 Rep, 5;trais Incr ).Es:: i %V6 0.0 Korz('%) 0.07 AA We n/a 'BCDL 5.0 rode, B6CA/rPI20V (Matri'l) Waight:'178 11) LUMBER MO BRACING n TOP 040110 4 X ? SYP H6.2 TOP a(M) Struetural wood Shefitpilio directIV .4pplid or 2-2-0 Oc; BOT CHORD 4 X 2 SYP No. 1 'I'ExCePO '* purlinr, except end vertical&. Bl A X 2 SYR No'2 SOT CHOW) Rigia ceiling clirecxty apolian or 6.0-0 *c br4c.09. WEBS. 4' X 2 SYP No:3 01i'llefts 4 x 4 SYP S166 REACTIONS(IhIsl2e) AM =93710.3.8, AA -20661048, U-25'910-3.11 . . ....... Max Upliftu.- 100(load case -2) Max arAv Ali-056((or-d -case 2), AA=,2066(fo ad case 1.), LJ -13 L(load case 3) 22FORCES (16) - liagirnkim Compresrlon/m�wirnurn Tension 14".1 -TOP (:,10110 0 U-AL-�-3610, T -AL. -3(.10, A-6-- 1,071116, B -C= -IE111510, C-0--111%510, t)-6-1144910, E,F=-344910, Fm6­3449/0, r -H-2710/0, hrl--268-310, 1-1-352/20, K -L-0/2271, L -M=0122/6, 0-0=-37011203, 0-(,=.37311284. II -Q=-750,1664, s BOT 0 IORD A1 -AW -0,10, A! -Al -0/2936, AH,AI-0/3355..Ar.-AH.Q/33S5, AF-AGI?0/3340, AE -AF -011844, AD -AE -0!1844, AC-At),-:0liBl-i,AB-AC.--il77/0. MIA80-1.1$410, 2:7AA-2276/0, Y -2-1714/D, X -Y-10651582, W -%----10f>5/582, VMT-6201950, U -V,-166/553 WESS t -AE -1-1 LID, A-;J=0/2026,*C-AJ1='237/0, • I -AP -0/1566, -i(-AC-0,'1604, J -AC -206810. S,Ij--671j2 3-V-.261/273' I A-11-227/310, TLAY-44910, 11-2.-635t0, 11-1-0/1107, P -Y-0110 . ......... NOTES i) UnWifirlmd Am lira loads have Meo consider4d for this design- .2) All'pIMS are P11120 platlaT unless othervAse Indicated. . 'UT M11, 1) This truss require s plate Inspect(on per th�e*Tooch Count method wheri rnls cru 5 esen for Qum; SS i ch -1 6,3511rance Iris action. P M 'Frek' .41 Bee ring at joint($) Art considers parallel to grain value using A14SI/YPf 1-.1995 angle to grain (ormilia. 1�'- litiliding designer stjoula verity capBcicy of nearing slir(am. 5) Otte RT7 VSP Ono Wtlr$ MCO.Yinletida(l to conm2cf tru V.I. to ba'AtIng WDIM dhe. 0 uplift it t jt(Sj U. 6) Oesign assumes 4x2 (flat or(entailon) purlins,'M , ocstracing Indlpitea, fastened jo truss TC v1! !.'Wd nails. St nqbacI;s to ba'attactled to v, Bits at their oukar cndv of reStrMned.b.y other romns. SAMPLE; CAUTION. Oo not. arect buss backwards. NOT FOR PRODUCTION LOAD-CASt(S) - Siandard ......... .. .. . . l DF 2 • i0 0. • ia- 1• •I Jo russ russ ype L rr ly DISPLAY I FLOOR 1 I FLOOR 1 11 I Job Refer.nce loptionall _ r X00 s 70--6-2-0-03 M! 4k Industries, Inch -Near 139 1 -2 (TOPage 1 L 1x3 II 3x6 FP= 1x3 II E1x3 = 3x4 = 3x3 = 1,3 = 1x3 II 1x3 II 3x3 = 3x3 = 4x4 = 3x3 II 3x4 = 3x3 = 1x3 II 3x3 = 3x3 = .34 = 1x3 = 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 140 35 33 - 32 31 30 29 28 27 26 25 24 23 22, 21 20 19. 3x6 = 3x4 = 34 = 3x3 = 3x3 = 3x3 = 4x4 = 3x6 FP= 3x4 = 3x3 = 1x3 II 3x3 = 3x3 = 3x6 = 3x6 = ry 2-9-0 5-10 ,. 6-6-0 7-9-0 , 9-4-8 11-10-8 144-3 17-0-0 19-7-8 22-1-8 23-6-0 24-9-0 27-3-0 30-0-0 B 30-0-0 LOADING (psf) H SPACING 2-0-0 , 1 L CSI M bEFL in Iloc) I/defl 0 PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.71 VertILU .-0.18 30-31 >999 M020 249/190 TCDL 10.0 Lumber Increase 1.00 j SC 0.75 Vert(TU -0.24 30-31 >829 BCLL - 0.0 Rep Stress Incr YES Code � WB 0.46 Horz(TU 0.04 26 n/a N SCOL 5.0 SOCA/ANSI95 IMatrix) I. LC LL Min I/deft = 360 Weight: 156 Ib LUMBER BRACING TOPCHORD 4 X 2 SYP No.2 T TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. SOT .CHORD 4 X 2 .SYP No.2 . P 80T CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 4 X 2 SYP No.3 Q 1 1 REACTIONS (Ib/size) 33 = 774/0-3-8, 19 = 508/0-3-8, 26 =1978/0-3-8 Max Grav 33=803(load case 2), 19=610Iload case 3), 26=1978(load case 1)'. ES Ilb) First Load Case Only .0 TOF'CHORD 33-34=-37, 1-34=-37, 19-35=-43, 18-35=•43, 1-2=-2, 2.3=-1353, 3-4=-2098, 4-5=-2186, 5-6=-2186,- 6-7=-2186, 7-8=-2186, 8-9=-1264, 9-10=63, 10-11 =2035, 11-12=2035, 12-13=467, 13-14=-732, 14-15=-732, 15-16=-951, 16-17=-784, 17-18=-2 BOT CHORD 32-33=826, 31-32=1859, 30-31=2282, 29-30=2186, 2B-29=1785, 27-28=743, 26-27=-894, 25-26=-1091, 24-25='-1091, 23-24=183, 22-23=732, 21-22=732, 20-21 =1032, 19-20=517 WEBS 11-26=-100, 2-33=-1097, 2-32=734, 3-32=-704, 3-31 =332, 4-31 =-256, 4-30=-130, 5-30=27, 10-26=-1519, 10-27=1157, 9-27=-1,121, 9-28=725, 8-28=-724, 8-29=546, 6-29=-271, 12.26=-9257, 12-24=867, 13-24=-904, 13-23=747, 14-23=-299, 17-19=-685, 17-20=371, 16-20=-346, 16-21 =-113, 15-21=298, 15-22=-234 V NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3=168 nails. Strongbacks to be attached to walls at their outer ends or restrained by other means: 3) CAUTION, Do not erect truss backwards. LOAD CASES) Standard W A Cumulative Dimensions M Deflections (inches) and Span to Deflection Patio B Panel Length I'f eet - inches -.sixteenths) N Input Span to Deflacticn Ratio C Chard Splice Face Plate 0 MiTek Plate Allowabies (PSi) D Plate Size and, Orientation P Lumber Requirements E Truss Depth Q Reaction ;pounds) F Bearing Location R Minimum Bearing Required (inches) G Truss Span (feet - inches . sixteenth,) S Maximum Uplift and/or Horizontal Reaction if Applicable H Design Loading (PSF) T Required lleniber Bracing .. I Spacing C.C. (feet - inches - sixteenths) U Membei, Axiai Forces for Load Case 1 . J Duration of Load for Plate and*Lulhbor Design. V Notes K Code Yd Additional Loads/Load Cases L' TC, BC, uS`eb Maximum Combined -Stress Indices 19 August 19, 2003 A.C. Houston Truss Company 2912 East Lamadre Way North Las Vegas, NV 89031 J\J1iTek Industries, inc. 7777 GREENBACK LANE SUITE 109 CITRUS HEIGHTS CA 95610 USA FAX (916) 676 1909 TELEPHONE (916) 676 1900 RE: Solid blocking between trusses To Whom It May Concern: Solid blocking provided between trusses usually -serves two purposes. First, it is provided during the constntction.phase to help position the truss in place and keep the truss plumb. Second, solid blocking is provided in a lateral force resisting system, through proper nailing to transfer the Horizontal force. If the trusses have been erected in plumb condition, and all the lateral force resisting elements have been installed to form a system, solid blocking may be omitted without causing any problem to the structural system. Project engineer approval on this issue is required. ,If you have any uestions, please contact me at 800-772-5351. Sincere ,.`L T� OzoFESSlp Ilk RED NG '� r,O,ye � 2� P.O. Box 335009 North Las Ve`as, N7/ 89033 41, ,:t. A,.'•.. :,. hn�� com..:` :�.::....,r-......:... gin NoAD5ri7�i � � T �� /h Exp 6139/;2 �9j5 ovem "Vber 3, 1999 Q T 0� � �: a � ��` � (j) MICHAEL A. _n• ' T o ,i. fv1LETT rz, ofp� L� A.C..0Houston Lumber Company J jilt s)r 2912 East La Madre Way 4pP20fES%tp�! G y ti North Las Vegas, NV 39031 .��I A. ell J Re: Trusses with.non-structural gable s ud . )Vo CaU743/ ' .Exp. 6/,vj CSI To %z/hom It iYfay Concern: `•r / '0' -03 1999 This letter is in response to your recent inon of staples rather, than metal gusset plates that are shown on'the truss engineering drawings for non-structural gable studs. The trusses in question must meet all of the following criteria for this detail to -be valid. _I' &The trusses must have been designed by this office using At`fSI/TPI 1-1995 and UBC -97 criteria rswith and increase of S% for Lumber and plates, '24" O.C. spacing, 16 to 20 PSF top chord live load; 7 to .14 PSF top chord dead load, 7 to 10 PSF bottom chord dead load, design wind speed is F 1 � .p. . �•- xi+. - A751 EFE maximum, and be single ] trusses only' yet' _4..t•2- A• : ,..,- Q •+ ;-'-..,2: r.Tlze.iiusses must be structural trusses and be approved by the building designer for the infended Tapplication prior to fabrication_ ,W parties involved in. the project must accept their t-tA.. zesponsibilities and perform their work as specified in ANSI/TFI 1-1995 and WTCA 1-1995. _ w y: A out -looker notches are to be installed in the top chord of the truss, they must be v. addressed specifically in the truss design :drawings. Out -lookers that extend longer than 12" t beyond the end oFthe gable truss are not allowed: There must be no out -lookers within Z4" from ;t the end of the truss, or in any top chord overhang. No plates may be damaged or cut. 4. The trusses must be handled and installed properly in accordance with HIB -91 criteria. If trusses have been handled improperly, consult professionals before proceeding tivith installation: All persons involved in installing 'should read and understand HEB-91 before attempting to handle trusses. It is recommended that the truss installer should consult OSHA if there are . questions about jobsite safety concerning trusses. The fabrication; installation, and handling of trusses is outside the scope of responsibility of the truss desi;ner. 5. Never sit Dr stand on trusses laid flat. Never stack•construction materials on trusses laid flat. Never lift truss using non-structural members as connection points. Trusses are act intended to resist lateral loads perpendicular to the trusses. This is true for all truss members, but is especially true for all non-structural ;able studs, They are called "non-structural" because they are not specifically designed to support loads. The structural members of the truss are adequate to support all of the loads applied in the plane of the truss.' 6. The trusses must be'adequately braced. The -truss desiggner specifies only the location of the bracing. that is required for individual truss members to prevent out of plane buckling of that { • member. -Additional bracing is always required and is ahvays the responsibility of the buildin; •:y)::[%J;.°.:h:.'.':42: .;:YS t::i3�' �:dx::?, _'��':,• }.•N:? :.::�,T."{.:. A: iw:e-"s�'i' - i\..� ':� :ill ..:: t•r - •w:`�.m .�.� .yin• _ - �>S•i= <..:::> ::........:..;;a :::,.. r: ::.:;•.:::;,.;i. Page I of 3 Fac sT mon. ....c 7`riissDesi iF:.�..::'.-.t :.:.. ''F:•J:.:'�vr �•:•.xti....•.:.:.:...:.:::::.ii ��i.{:..-:: {:.K: f."'h!:i: .t n: ' ......:.:'i:::::;.-is�'�a::.'�'t:��:n•:{psi:::.vyi::i':::s.'i•ur^a�'4:::;'iv...::.:•:::::, .:: +......�nitl i��ii:: u.._�r r ... _. 0 � 0 K: November 3, 1999 PC -C-6 21 eesi;ne;. Tre building deli- er should provide the contactor w4lh a bracing plan_ _or the building. This plan may be included in the contract.documents or may need to be specifically requested by the contractor. . kefer to WTCA 1-1995.' for' questions regarding scope for responsibility. : 7 TYPICAL GABLE END BR ACING DETAIL. If the truss design drawings specify seismic or wind load had been applied, CONSULT SUILOING OESIGNER FOR SPECIFIC DETAIL. it is applied in directions that are BLOCKING - parallel with the plane of the truss. r ROOF SHEATHING Trusses which are exposed to wind GABLE END / acting perpendicular. to the face of TRUSS.\ I the truss must be braced to resist ` the lateral forces due to wind load acting on the face of the truss. The building designer should perform lateral calculations to determine where braces are required. HIB -91 should be r/ / consulted for general juidance with WIND regards to bracing of trusses. AriI OUT OF X additional publication entitled PLANE j "Commentary for Permanent Bracing of. Nletal Plate Connected Wood DIRECRECTION Trusses" written by John E. &eeks, / \ P.E. is available from WTCA Vood LATERAL Truss Council of America). In this / DIAGONAL WIND publication on pages 8 and 9, the BRACE BRACE 6Y . bracing of gable end frames are % BUILDiI`IG DESIGNER. discussed. It is recommended_ that the building designer read this publication. Also consult the "Mitek :I Standard Gable End Detail" for additional information. All of these C. BLOCKING publications specifically recommend a detail similar to the sketch to the right WALL TO GABLE* TRUSS CONNECTION in many situations. END WALL DESIGNED .AND DETAILED BY 8U.ILD11`IG DESIGNER. AJI connections must be applied in conformance with A.i`iSI/TPI 1-199.5, current accepted NDS, and/or NES National Evaluation Report(s). The trusses must be fabricated properly with no gaps at stud connections except as allowed. in ANSI/= 1-1995. If the above conditions are -meet, then (3)-16ga a 2" power driven staples may be substituted for the'speciffed metal gusset plates. This connection is intended to hold the non-structural gable studs in place during delivery and installation. These studs are intended to provide nailing surface for drywall and/or sheathing and transfer vertical loads from sheathing into the truss: If these non-structural gable studs must resist lateral loads as noted above in note 6, additional nails.or connections may be'required and must be specified by the building designer. Plated connections are recommended at all hip over -framing, Dutch hips with setbacks greater than. 2'-0", all girder trusses, piggyback, and valley. trusses. Plated connections .are .also recommended in any situation where a leder is_to: be applied to the truss (Ledgers and their• connections are by others.) :This letter applies only to .16" or .2," O.C. spaced vertical non- Mo»ember 3, 1999 Page 3 strac.tural nzmbers a...d. not to diagonal or horizont--d members e ceot ac vent locations. If there is any question aboui the applic-abilicy of this leaer to the intended sltuafion, please _re-zl ESee to contact this Office. Tais letter may be used to address this issue subject to the conditions until• informed otherwise -by this office, or -until accepted codes of specifications change. If you have any questions concerning this .' matter, please let me :rnow when I am in your office or write me at the above address. I ca,Z also be reached by telephone at (702)-1-32-0099. S inc erely, �GI t"l EE J ! +t+' - �. `$< tiiihl &-j. MICHAEL A. ° f icaeA. Nfallett, P.E. u), z � � � � Professional Civil Engineer � /IA' LETTW -+ U- r1 / Pao. ('055743 �� `� Erlp. ,6/30/2005 CIV L �� I ¢ EL A. ll �`��� // �7��10334 /i el 1 F f .0 �nII{1 NO. C056743l1`U • Exp. 6/30/2Ca1, ' i Cr}AA,, l -. C�F CA f , *I STANDARD GABLE END DETAIL DIAGONAL OR L -SPACING VARlil REFER, TO TABLE BELOW SHEATHING TO CL• , d 22X4 NO.2 OR BTR, DF -L 1 1/2" -(BY OTHERS) � � TRUSS 4X4�—//— �— 3 1 1X4 OR 2X3 (TYP) f 6'-13" MI HbT 'ONT. BR FILENAME: STDGA6100XB PAGE 1 OF 2 9/5/2002 \ NOTCH AT I z4" MAX zTMo.c. i r 24" O.C. (MIN.) > 2X4 LATERAL BRACING . I DGE� TOP CHORD AS REQUIRED PER NOTCH DETAIL TABLE BELOW 3x5 = I4. END ! T r WALL FRIGID CEILING, MATERIAL DETAIL A LATERAL BRACING NAILING SCHEDULE VERT. HEIGHT LOADING(pso VERTICAL STUD } TCLL 50.0 TYPICAL 2x4 L -BRACE NAILED TCDL 10..0 O�CLL Lumber Increase 1.15 0.0 TO 2x4 VERTICALS W/8d NAILS Rep Stress Incr YES BCQI. 10.0 SPACED AT B" O.C. I4. END ! T r WALL FRIGID CEILING, MATERIAL DETAIL A LATERAL BRACING NAILING SCHEDULE VERT. HEIGHT LOADING(pso UP TO 7'-0" SPACING 2-0-0 TCLL 50.0 Plates Increase 1.15 TCDL 10..0 O�CLL Lumber Increase 1.15 0.0 Rep Stress Incr YES BCQI. 10.0 Code LIBC97/ANS195 LUI,• .R TOP CHORD 2 X 4 HF 1650F 1.5E BOT CHORD 2•X 4 HF -1650F 1.5E OTHERS •• • 2 X 4 HF - STUD/STD I4. END ! T r WALL FRIGID CEILING, MATERIAL DETAIL A LATERAL BRACING NAILING SCHEDULE VERT. HEIGHT # OF NAILS AT END UP TO 7'-0" 2 16d • OVER. 8'-6" 4 - 16d MAXIMUM VERTICAL STUD HEIGHT SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE WITH L - BRACE 12 INCH O.C. 6-8-0 13-4-0 -9-1-0 16 INCH O.C. - 1111!NOTES 11111) VERT.. STUDS HAVE BEEN CHECKED FOR 80 MPH WIND, EXP. B, HEIGHT 25 FT 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE ENO TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX'VERT. STUD HEIGHT OF 8'-6". TOP CHORD NOTCHING NOTES - 1) THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C. 46 ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 100 NAILS SPACED AT 8" O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT•NOTCHES. 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE. EN#2 LUMBER. AFTER NOTCHING. ��' ��rO At 4) NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANG LGTH.►`np Co0nued on page 2 2973 R n•• ' STANDARD GAEL.E.rr ND. DETAIL n II FILENAME: STOGAB100XD PAGE 2 OF 2 7/17/C 4- 10d NAILS MIN. ,PLYWOOD' SHEATHING ` TO 2X4 STO. DF -L BLOCK 2- 10d.—, ' (Typy 2X4 BLOCK SIMPSON.A34 OR EQUIVALENT j!/ ± 45° '2X4 SFUD OR BTR SPACED @ 5'-0" O.C. SHALT BE PROVIDED AT EACH END OF BRAC EXCEPT FOR BRACE EXTENDED LEDGER -"'"'l j STRON BACK INTO E CHORDS & CONNECTED TO CHO S W/ 4- 10d NAILS: MAX. NGTH = T-0" i I " GABLE ENQ I �r _ STANDARD TRUSSES SPACED @'24" O.C. NOTES 1)2X4 N0.2 OR BTR. FOR LEDGER AND STP,ONGBACK NAILED TOGETHER WITH 10D NAILS @ 6" O.C. 2)2X4.LEDGER NAILED TO EACH STUD WITH. 4- 10d NAILS.... . - 3)2X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD WITH 2- 10d TOE NAILS )THE 10d NAILS SPECIFIED FOR LEDGER AND STRONGBACK ARE 10d BOX NAILS (0.131" DIA. X 3:0" -LGT) THIS:DETAIL.IS APPLICABLE TO STRUCTURAL GABLE END , IF THE FOLLOWING CONDITIONS ARE MET: -AUG 1 9'2003 1. ' MAXIMUM HEIGHT OF TRUSS = 6'-6" 2. MAXIMUM PANEL LI=NGTH ON TOP AND 80T. CHORDS = T-0" �jN.E 6. THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL BE BRACED @ 4'-0" O.C. MAX. 4. PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS. g )FCsstp. q pOilO N�`FY 0 y f O 41),r NO. 01-M991,9 EXP Q -3v 1 r}0 n \CIVTI 4>r Tct �L v � 4/5 C` 'XINEER,S�, RECONG p W. 0..04 # !VI V r MITER INN ir'—,%ES, INC, CA' 44 G� 4SI` olc . a.bN� ,Zx Lump�� f- NDP O Tt qbQ I AUG 1 9.2003 0010FESSI0 R�pUNG 1- �^• • • a V V ,fes NO• CO'.1w19 EXE 9-30-04 Vf� c OCIVIL� ���M �►��cien pne�� � � .�, ��2 F CAUED . Tv- �d ro . Tq' Ct�.a2 x CDol4lt F610, H.ndlin .d_ Ereelion C✓ul... Ir✓imrq .y �„�,,,,,,, ,1,,, n„ m ,r„r:lm. Tviy..•u7 vrd pununmy bs91e Miscellaneous hlorm,tion •Tb.r � tl dd, Terra nY„ )W b, rp.dlad'by dv 'd..IpYr d du Br.eh hlorm cion Comeid lx. hl.rYl yr ar• Lumber MiI§k Industries. Inc Iv I.aWuy mrrp,n.n 1r�dr.✓d for ....I.riy I,rurJ JW m d.atyrm hv.ld mnrJ u Y✓rm, N W'd b.ay ya;�l.d 1, Iv b� y 16.1LJ ra rMh.r, W Canaan (I'Ia ✓. m✓,I.av cin —d✓rr •nn TP� Lvfbv m... b+.rryd• nvl Iron 3140 Gadd CaAI(1 . .. bf tuva, Ib b.dr Y.'w W d w dla rn,}.olav aal JIT! J b:Y •n. nu mil N to Tarn alr,. 1yd. mlP1.1� Yrwa du.. dmi�r bl.M.pFtbd dv d.a P PWr.b rrJ l*..^^rte^ b= V'.✓ tl dv afY�16o ✓ruau• 41au rnl'y ItA Q+r.Pu,an. - 1 4hds: nisi. YYOi •^.,•• dor lu nvw l�C..l hilry o.6. rp.4. m inar,141. IVA L. a ha. r.*J.4 . n b ryria, rp.fad Jay r Irgh. PI.— nun m rw iJ.d on nyn I•:L d- —1 AN-, luly vrGm]ai. moi m d W .n .par r� trp.a: r ani b. d' dr ,he .rJ .peuu Dr. .Y1411 •1•-•-•_•• Rancho to Nuv CA 95ti)0 ti dw caipa;wy Cr. m .uh Mol'u1CTISOEaKJ/. V.Irm do Wa.Ly {. rd YN u� J.d, rJ.:A n.urbvr ✓.wundnm In. •. p..q. W J.a.n ✓J .GaJ w Iw b..r dWrr w itl W)))2 -S]51 FAX (f 1 �C] 1.122$ ..acl,cl n hr.. mrry rvn pepor ;�y —,Y. -LIZ Wr. wd pc�.ly br.c.sl. Rad J aro YRd Y �urLw I,G' 6 'v v V I Im u.u:lvJ d...lyr d ur .}Haan m d.. bJ� d dr• dr W.r 1.a J►dIh ,ulLu or n:4�7 m.(eu�. a Nina r...or Wr. aaa dru. k, dwlvbnr A •� Copyright 11 [. PS C • i ) 1992 n.ur1 J da a:, ✓y 6,ayn ..uuu�laiutd. urTal�4JuJriw, lc. am.w po.b1 r11.r n..ra�v ✓p J'" ", yriL dr..4y - RL, Rnv1�I a 1...J b W •AV d 1 u rP. 1W� b:rrbn. CKWTEIJ uF1aEq JLII le, 1992 rn a.rIK2 J .ac.(Ir •ywuL6Y.lu dv.l.blulul, h✓rlly, Jilvlrrl .rd � .Sl d lx IL .rruau. I. n G porlL.1 t� iv ry utlw od✓nJu dn.n da. u.�. .p ud n ' 6..yvdd.. Gond• Kar.. rte• 1, L= •.11-a •ITC ..J 7P1 rrra, x.11 11111 1 . a ILMu Mt_L ,v V 1 G,7 vlv .1 fll.7 Ut'[NVVIfVIaI APRIL 23, 1998 CIO (P) ✓aaa �a MiTelk Industries, Inc. PURLIN GABLE. DETAIL IST-HIP01 SHEET 1* OF STUD SPACING ON PURLIN GABLE -0 BE LESS THAN OR EQUAL TO THE LEAST TOP CHORD PURLIN SPACING ON THE GIRDER, OR HIP TRUSS. 5x5 3x5 ALL PLATES TO BE 2x4 UNLESS OTHERWISE NOTED 3x5 TYPICAL "PURLIN GABLE" REFER TO ENGINEERED TRUSS DRAWING FOR EACH INDIVIDUAL TRUSS .. - � ,G��.s, THE PURLIN GABLE TO SEE DETAIL #3 BE LAID ON TOP OF THE _ _ _ _ REP, �� HIP TRUSSES AND \�GQ'/ p O ATTACHED WHERE IT HAS F�, cn. -n CONTACT WITH THE U)u? m �- c� -/04 TRUSSES BELOW.0� . SEE DETAIL 0 `_a IOD2$ �d SEE DETAIL.# . OU. : ; �n�F -SS10P - 1-ONG y G� N ���� \AGO U Z� , JACKS to = C) CD . �� 0 r EL 10 FIRST COMMON II PURLIN GABLE H04 7:11H03 II 'j ii H02 H01 - II I IST-HIP01 SHEET 1* OF STUD SPACING ON PURLIN GABLE -0 BE LESS THAN OR EQUAL TO THE LEAST TOP CHORD PURLIN SPACING ON THE GIRDER, OR HIP TRUSS. 5x5 3x5 ALL PLATES TO BE 2x4 UNLESS OTHERWISE NOTED 3x5 TYPICAL "PURLIN GABLE" REFER TO ENGINEERED TRUSS DRAWING FOR EACH INDIVIDUAL TRUSS .. - � ,G��.s, THE PURLIN GABLE TO SEE DETAIL #3 BE LAID ON TOP OF THE _ _ _ _ REP, �� HIP TRUSSES AND \�GQ'/ p O ATTACHED WHERE IT HAS F�, cn. -n CONTACT WITH THE U)u? m �- c� -/04 TRUSSES BELOW.0� . SEE DETAIL 0 `_a IOD2$ �d SEE DETAIL.# . OU. : ; �n�F -SS10P - 1-ONG y G� N ���� \AGO U Z� , JACKS to = C) CD . �� 0 r EL 10 I0 STF.NOARD REFAIF FOP ,-.DOING A FALSE BOTTOM CHORD _ ST -4=P10 -1 (-- r 0 00 EK -a BRACE (T -(P.)- @ 10'- 0- O.C. (MAX.) FOR SINGLE TENSION BOTTOM CHRD WHERE RIGID CEILING IS NOT APPLIED DIRECTLY TO THE MAIN TRUSS BOTTOM CHORD. BRACE AS SPECIFIEO FOP, BOTTOM CHORD IN COMPRESSION OR MULTIPLE PLY. MAIN TRUSS. VERTICAL STUDS @ 48- O.C. ATTACHED WITHTWO - 10d (.148- DIA.. X 3") COMMON WIRE NAILS AT EACH ENO OF VERTICAL. 6-� 1"I Mi•Ie!t IncusUies, Inc. ChestLnield, PrIG. MAIN TRUSS (SPACING = 24° O -C.) MAIN TRUSS MANUFACTURED WITHOUT FALSE BO 1—i OMC IGRO 11 2X 4 STO. (OR BETTER) SPF, HF, L ZX. 4 No.2 (OR BETTER) SPF, HF; OF OR SYP VERTICAL WEBS OF, OR SYP BOTTOM CHOP.O FALSE BOTTOM TRUSS SPAN dq, V. 2 . i ' JiiNE 96e'� NOTES: .1 u. LOADING: uC f I� LIVE LOAD DEAD LOAD >. \ Cnk. i TOP CHORD: (REFER TO THE MAIN TRUSS DESIGN FOR TOP CHORD LOADING) f „f � '• BOTTOM CHORD: 0 PSF 1OPSF 2 BEEP. TO -THE MAIN TRUSS DESIGN FOR LUMBcRANO PLATING REQUIREMENTS BOTTOM CHORD PITCH = bI12 4. T�EEND 015TANCE,�EOGE DISTANCE, ANO SPACING.OF.NAILS SHALL.SE SUC_.H - Q a. l9ARlYLVG'•. Verijy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE' USE.'.ry Desigri;valid`for use only with Mrrek connectais. This design Is based only upon pardmeteis shown, and is for an individual building component -to be installed and loaded yertica0y. Applicobilityof design,paromete'rs and proper incorporation. of component is responsibility of building designer not truss - ci to . insure I d i o s the ME - . responsibility of the erector. Additional permanent bracing or the overall structure is ttie responsibility of the building designer. For general guidance regarding fdbrication, quQlity control, storage. delivery,erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HI8-91J� ]� 0 ' Handling Installing `and Bracing Recommendation available from Truss Plate Institute, 583 D'Onotrlo Drive. Madison. WI 53719. 11! ! i Te IO • 2 2x4 Alternate plate positioning X l0 _O 6 U .n 6 0 L .3 w ar cc 1 Job Truss Truss Type TC 0.70 Qty Ply Typical End / Corner Jack BC 0.44. TCIL— - 20.0 Plates Increase 1.25 WB 0.00 Tf 14.0 Lumber Increase, General Details - All comer jacks and end jacks (Matrix) ALL JACK MONO TRUSS 1 1 meeting requirements listed below. LUMBER, Sheathed or 6-0-0 cc purlins, except end verticals. TOP CHORD 2 X 4 SPF 165OF 1.5E Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD. 2 X 4 SPF 1650F 1.5E Job Reference (optional) AIi / 'iuston Lumber Company 5.200 s Sep 30 2003 MiTek Industries, Inc. Fri Mar 19 09:16:01 2004 Page 1 -2-0-0 B-0-0 2-0-0 B-0-0 . 2x4'11 Scale: 3/8"=1' 3 • 2 2x4 Alternate plate positioning X l0 _O 6 U .n 6 0 L .3 w ar cc 1 8-0-0 Max. r May be.ommitted per Note 4. vlay be supported by girder truss joined vith Simpson LU24 or USP JI -24. - Nhen end vertical is ommitted (note 4), iimpson A35, USP MP34, or 3-10d toe nails (per 1997 NDS) may be used. CSI DEFL in ([cc) Vdefl Ud PLATES GRIP TC 0.70 LOADING (pso SPACING 2-0-0 BC 0.44. TCIL— - 20.0 Plates Increase 1.25 WB 0.00 Tf 14.0 Lumber Increase, 1.25 (Matrix) BC__ 0.0 Rep Stress Incr YES BCDL 8.0 Code IBC2000/ANSI95' LUMBER, Sheathed or 6-0-0 cc purlins, except end verticals. TOP CHORD 2 X 4 SPF 165OF 1.5E Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD. 2 X 4 SPF 1650F 1.5E WEBS . 2 X 4 HF Stud 8-0-0 Max. r May be.ommitted per Note 4. vlay be supported by girder truss joined vith Simpson LU24 or USP JI -24. - Nhen end vertical is ommitted (note 4), iimpson A35, USP MP34, or 3-10d toe nails (per 1997 NDS) may be used. CSI DEFL in ([cc) Vdefl Ud PLATES GRIP TC 0.70 Vert(LL) -0.20 2-4 >468 360 M1120 185/144 BC 0.44. Vert(TL) 0.45 1 >59 240 WB 0.00 Horz(TL) 0.00 4 n/a n/a (Matrix) Weight: 29 lb BRACING TOP CHORD Sheathed or 6-0-0 cc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=497/0-3-8, 4=302/0-3-8 ..Max Horz 2=177(load case 4) Max Uplift 2=63(load case.5), 4=-30(load case 5)' FORCES (ib) ; Maximum Compression/Maximum Tension TOP CHORD : :1-2=0/78, 2-3=-161/106, 3-4=-240/67 BOT;CHORD 2-4=-33/51 ' NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=8.4psf, BCDL=4.8psf; Category ll; Exp B; enclosed; MWFRS.gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1:33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstarading 63 Ib uplift at joint 2 and 30 Ib uplift at joint4. 4) End vertical may be ommitted on jack trusses less than 7-10-0, provided that bearing is added at JT -3. Connection by others or utilize Simpson A35, USP MP34, or 3-10d toe nails (per 1997 NDS). LOAD CASE(S) Standard • pp 'INS ALL CG1 - � C. Hauslan Lumber U K] 0 I • 10' • U F ' a QLL 8 S N W Q: 4 W W SUPPORT REQUIRED AT JT -1 !NHEN TRUSS LENGTH S LESS THAN 3-0-0. rr= uty ely TYPICAL d-7-0 SET SACK CORNER GIRDER GENEPAL DETAIL - ALL CORNER GIRDER TRUSSESMONO TRUSS 1 1 VIE=TING REQUIR0,1ENTS LISTED 1(cpficnal) BELOW. Las Vegas, ,Pt .89031 4.201 Rl 5 Sep 13 =G00 ,bh l zk Industnes, Inc. , ue ep 18 09:47:24 200 -1 -Fags 1 2-10-0 era >:-a sole = 1:7 SLOPE MAY VARY FROM 2.33172 TO 5.66/12 � 2x4 II 4 5 T I e-14 I 11-3.12 Mux. e-ta 5 -la SEE NOTE ms. CONNECTIONS SY OTHERS EXCEPT AS NOTED .MAXIMUM " LOADING (Psn SPACING 2-0-0 - CSI OEFL In. (lac) I/def PLATES GRIP TCLL 20.0 Plates Increase 115 7C 0.82 Vert(LL) -0.03 7 ' X999 MII20 165/144 TCOL 15.0. Lumber Increase 115 BC 0.49. Veri(I-) 0.16 1-2 X232 - SCLL a.0 Rep Stress Incr •- NO •WB 0.61 Horz(TL) 0.02 6 Na , SCOL 10.0 Code U8C97/ANSI95 13t LC LL Min Well = 36a Weight 41 Ib LUMBER BRACING TOP CHORO 2 X 4 SPF 165OF 1.SE TOP CHORD Sheathed or 6-0.0 oc purlins," except and venlcels. BOT CHORD " 2 X 4 SPF 165OF 1.5E BOT CHORO Rigid ceiling directly applied or 10-0.0 ac bracing. WEBS. ' 2 X 4 HF Stud REACTIONS - (Ib/size) 2=675i0-3-8, 6=92610.2' 4 Max Harz 2=210(load rase 4) ( CES (ib) - First Load Case Only CHORD 1-2=28, 2-3=1441, 3-4=10, 45=-8, 4-6=452 BOT CHORD 2-7=1009, 6-7=1009 WEBS '3-7=143,3-6=1077 NOTES • (6-4) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 it above ground level, using 15.0 pal lap chard dead load and 10.0 pal bottom chard dead Iced, In the gable and roof zone an an occupancy category 11, condition I enclosed building, with exposure C ASCE 7.95 per USC97/ANS195 It and verticals or cantilevers exist, they are exposed ld wind. If parches exist, they are not exposed to wind. The lumber DOL increase Is 1.33, and the plate grip increase Is 1.33 2) This Was has been designed for a 10.0 pal bottom chard live load noncancurrent with any other live loads per Table No. 16-8, UBC -97. - 3) Provlda mechanical connection (by others) of truss to bearing plate at joint(i) 8. 4) This Ass has been designed with ANSVTPI 1-1995 criteria. 5) Webs 3-6 and 3-7 maybe ammitted when and jags are S0-0 or less In length. 6) All connectlons must be per 1997 NOS requirements. LOAD CASES) Standard r 1) Regular. Lumber Increase=113, Plata Increase=1. 25 llniforin.Laeds (plo Vert: 1-2=70.0 Trapezoidal Loads (pif) .Vert 2=6.0 -lo -6=45.3, 2=4.5-W-4=189.4, 4=189.410-5=-194.3 p 'r E 5 5 _,.on.A ETT -:-- N TT- NO. co ' Exp.'.6/30/ZC;J5 ; CIVIL - OF CA� >✓t 2 5 2002 j , r,UTLIS" 1--PPOV.:IGE. LATERKL SUPPORT FOR TOP t.(AX.SLOPE/GRaOEFON BEVELED t— CHCJPD W.lTH SHEATHINC.(BY OTHERS) HOTt.FOHCOtitILCT10H BOT -MI -A CHORD h . -r..as. WEB LENGTH WITHOUT 13FUCE OFv1LLE'TThU55IU HITill BHXCE 1.2'-0-. coul,ou 1hu55 .:LE 2.1, 110.2 DF -E. )-THfs DES1Gt'1 CIIECF:ED FOR 120 X.P.H. OL TAIL -"u" 0 I t' 51 I 1N0 LOAD. f 2.6 110.] DF -L (DET.D) IY/12 — 11ALL PLATES ARE TO BE H1TEK-20'S VALLLY—[al; HII-1-61 IHU.] OLIAIL O S-RE'CL VALLEY TRUSSES FOR PLACEHEIIT UN ,,,[tt1llrrp(�,�vALLCY T CUttr.GN TRUSS; OR USE DET. -A- USE 2-Icd HAILS EwEUCEHCILLt; TIw55— �IUAX,110U.Y.ILwIhO1 6 -•FOR COIIIIECTItIC VALLEY TRUSSES TO'THuSSw/Z- 70 CGr_�!OH TRUSS,.:USE 'OET.'6- OR 'C- 101ttAlILs 11-117 TOP CHORD'LATERAL BRACING 1 REQUIR.E.D 1S LESS THAN '�PACIHG OF P VALLE-Y TRUSSESS 24- 0. C-) THEN luClvlhO Uf [OuuOi ADG,ITIONAL 1'1.�FL'ACIHG IS REQUIRED. ThUL 4•q 8- 1.11TER.1L'BRASl.1IC SI'IALL BE NAILED DETAIL -A AL_\ N h'111 .. 2-10a:t•IAI LS. - �- ()t TAIL- U V.l It1 ISI / ' F AI L LY' AU 6 ��. 9.2003 /i HURRI'CAIIE CLIP ULTAIL-C 3.1 HIG- --�-�- - =-1-i- -. CGI,INOII _-COWU131I flIUS5L5 IHU55E5 { ��1 2i O VALLt T 50 _ J I-1 __L ! L -- GINOEft 1 hull -1- � 1I— II 11 11 HUGE II ( AI-(TIA1. 110OF LAYOUT uAx.1i-u —STuu. AIIOLIT I L s�Lnol[uo.z/ (�L �ISS. f0%1(,q�� .. 213 2&] L. L_. b_ I_ cp �1 :� 17- NO c4 ti ► 0 H, n: un 'F �1 .11IF 1fl L -GUI hlumllwln • .�. a :•(.. - M r. :.., h Disc"Y11a1nwian CoivecInr wrd...ra Lundxr `-� fvliTek Industries, Inc, %. 11'� , r- �. N ]" 0n.)- u o I__ J��a.-• ll 11. 1 1....1 1 _.:: _.1 \ 1:. ..,-n.J -.0 n -,Ln .J C,- ,— 0- v.a.w .,n IPI. � ,n lvn .1 ]UO. CoIJ C+m Or. 1110 P �' �C wsv ^^",'�•+..� `°' +-E� �. l�-: f�,m>�m*W+- �va.S ,v Yn.v�c.-.� . ,I 1.. ... J_... e..._�1,� ✓ Ivn nu+:. A✓Jd to E'in l.:r rt-U..� .nl nlu ✓ c . a .nr..a oY 4�w rJ m.. N N{1}Jy It, ch. Co n1U.., CA 15670 FA._�( ' .. ).... A a- , .TJ.a 1101 USF (},S LI'A.' u'o1i.q m �- ^u• :. N. -h KEN ✓..y rn-..�I N.J u n Gwi. �( 1� (aouFTllS)51 (116)01.121.5 C.Plrlthl(QIs11 .W o p ,r ,...,wnaeb,y,�^oo n +.i� )��1 .ia`.. YS. .11 f.vL.n. he h L...: Or Jvn. torr n IM 1wT }Jn d.J -. v. n��+ V ' • m.cr.., . pcc.. :✓:o..q o� Iry a.J i y. . „ ✓ _ _ c.v a en> � ,.u.,....{' p. 1..1.nlo as.q n...4.a .A... W mha, at qw .a DCIIOfI CYII LY a mkni Efl uEI.JER MAAC1 1. 111) •q•V^%. n�''� J• :e, Kv^1 ,.--' 4.rJ tq tinn aav .arw,m,n',�y� •+✓\Nwr•, ,vud >-� .... �I- p.,uq .. >s+,�, Fk u- d L..J L, I%,] rJ .{I...J G.:.y ly >u -J •,.n.., 1 b Prc.. y1, rV, %r ... KWh. .,n,�r.rJ4.•+,1—J.a .-,..ay . ✓—.. .. , 11 ...a ...J .u, WD- — S5 nrv.� ✓.c tiu v.. J m.rl•. .�u rv�41n .,...u>�r/✓tL)S JJIC .0 RI VL/ L 2 JULY 2003 I 0o cJ aaa ©o0 �� o0 a NliTek Industries, Inca INTERIOR BEARING OFFSET DETAIL ILI z NOTE: INTERIOR BEARINGS MAY SHIFT TO THE LEFT OR RIGHT A DISTANCE EQUAL TO THE DEPTH OF THE BOTTOM (d).'(7 1/2" MAX) BOTTOM CHORD PITCH MAY VARY DOUBLE WEB JOINT SINGLE WEB JOINT a TRIPLE WEB JOINT r a 10 Itg0V 13, 2001I VVErr,- OuP,AC .ING RECC 0MMi=P,*1G,-'. T 10NS ISI-`A/`rir RACE t-CONTPAOLLEO BY CONNECTION GENERA(, NOTES Nilte , Indus ries, Inc. ROOF ANOIOR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A Ot1ALIFIEO ' PROFESSIONAL. - M.AXIMUMI +EVES FORCE (Ibs.) 2. THESE CALCULATIONS BASED ON LATERAL BRACE CARRYING 2% OF THE WEB FORCE. A -OR- X -BRACE BAY SIZE 24"O.C. 43"O.C. MATERIAL, AND SHALL BEINSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBER S I 72" O.C. BRACING MATERIAL TYPE SPACING MATERIAL TYPE BRACING MATERIAL TYPE AI 8 C I 0 A I S I C I 0 C I 0 10'-0" Mao " 4600 " 4600 6900 ' 1344 4600 " I 4600 " I 6900 " 4034 6382 12'-0" 3154 " I 3942 " 3942 " 591.4 " 1344 I 394�_3 2 5914 " 3942591414'-0" 5, FOA AOOITONAL GUIDANCE REGARDING OE51GN MIO INSTALLATION OF BRACING, CONSULT C 2 X 4 tt3, STD, CONST (SPF, OF, HF, OR SYP) 2760 3450 3450 5175" 1344 3450 " 5175 " 3d50 " 5175 w 6, THE 1Cd NAILS SPECIFIED SHOULD BE 7.5. LONG AND 0.162 -IN DIAMETER, IN ACCORDANCE 2453 3066 " 3066 4600 � 1344 3066 " JOfi6 " 4600 " 3066 " 4600 18'0•' 2208 w 2760 " 2760 I 4140 1344 2760 " 2760 4140 " 2760 " 4140 w 20'-0" 2007 2509 ' 2509 3763 " 1344 2509 " 2509 3763 2509 J37153" ' t-CONTPAOLLEO BY CONNECTION NOTE: FOR A SPACING OF 24- O.C. ONLY, MITEK STABILtZER TgUSS BRACING SYSTEMS CAN Be sue snrLrrEa FOR TYPE A. B, LAND 0 BRACING MATERIAL- CROSS BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAK 5, STABILIZERS MAYBE REPLACED WITH WOOD BLOCKING. SEE STABILIZER TRUSS. BRACIN.IN GSTALLATION GUIDE AND PROOUCT SPECIFICATION. 'X=8RACING MATERIAL (One leg of Y. -bracing shown dashed for drawing clarity. ' This leg �.vlll require horizontal blocking nest to the top and bottorn chord so it attaches to the brace plane:) TRUSS WES MEMBERS Horizontal Blocking qv,OESS1011 ' C' a C 46901 -A WARNING = Verify 'desigrt parameters and READ NOTES ON THIS AND REVERSE SIDE'BEFORE USE. tob buildiri component e is "ran individual Design valid for use onry'wffh MRek connectors, fits design is based only upon parameters shown, and tot 9 installed and loaded vertically.Appiicability-of design parameters and proper Incorporation of component is responsibility of building designer - not buss designer.'Bracing shown Is for lateral support of individual web members only. Addltional temporary bracing to Insure stability during construction Is the •fesponsibillty of the erector. Addttlonol permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery erection and bracing: consult QST -88 Quality Standard, OSB -89 Bracing Specificotion, and HIB -91 Hondlina. installing and Bracing Recommendation availablo from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. EXP. 0C)1,:,0107 MiTeko" .' GENERA(, NOTES TYPE BRACING MATERIALS CX BRACING 15 REOUIREO TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF ANOIOR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A Ot1ALIFIEO ' PROFESSIONAL. - I X 4 INC). 45 SYP 2. THESE CALCULATIONS BASED ON LATERAL BRACE CARRYING 2% OF THE WEB FORCE. A -OR- 3. X, BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER. AS THE LATERAL BRACE MATERIAL, AND SHALL BEINSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBER S I X 4 #2 SRS (OF, HF, $PF) ATAPPROX 45 DEGREES ANDSHALL BE "LEO AT EACH ENO AND EACH INTERMEOIATE TRUSS WITH 2.16d COMMON WIRE NAILS, (D-iSd NAILS FOR 2X6 MATERIAL) H. CONNECT LATERAL BRACE TO EACH TRUSS WITH TWO 16d COMMON WIRE NAILS. (THREE 16d NAILS FOR 2X6 LATERAL BRACES) B Z X 3 #3, STD, CONST (SPF, OF, HF, OR SYP) S. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY, I 5, FOA AOOITONAL GUIDANCE REGARDING OE51GN MIO INSTALLATION OF BRACING, CONSULT C 2 X 4 tt3, STD, CONST (SPF, OF, HF, OR SYP) 058-09 TEMPORARY BRACING OF METAL PLATE CONNECTED VV000 TRUSSES AND HI8.9r ' HANOLING INSTALLING AND BRACING FOR RECOMMENDATIONS FROM TRUSS PLATE INSTITUTE. SB3 O-ONOFRIO DRIVE, MAOISCV4. WI, 53719, , 7, SEE SEPERATE TRUSS ENGINEERING FOR oESIGN OF WEB MEMBER, Df 2 X fi 43 OR BETTER (SPF, OF, HF, OR SYP) 6, THE 1Cd NAILS SPECIFIED SHOULD BE 7.5. LONG AND 0.162 -IN DIAMETER, IN ACCORDANCE ' WITH NOS 1991 _-.....x ..._ NOTE: FOR A SPACING OF 24- O.C. ONLY, MITEK STABILtZER TgUSS BRACING SYSTEMS CAN Be sue snrLrrEa FOR TYPE A. B, LAND 0 BRACING MATERIAL- CROSS BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAK 5, STABILIZERS MAYBE REPLACED WITH WOOD BLOCKING. SEE STABILIZER TRUSS. BRACIN.IN GSTALLATION GUIDE AND PROOUCT SPECIFICATION. 'X=8RACING MATERIAL (One leg of Y. -bracing shown dashed for drawing clarity. ' This leg �.vlll require horizontal blocking nest to the top and bottorn chord so it attaches to the brace plane:) TRUSS WES MEMBERS Horizontal Blocking qv,OESS1011 ' C' a C 46901 -A WARNING = Verify 'desigrt parameters and READ NOTES ON THIS AND REVERSE SIDE'BEFORE USE. tob buildiri component e is "ran individual Design valid for use onry'wffh MRek connectors, fits design is based only upon parameters shown, and tot 9 installed and loaded vertically.Appiicability-of design parameters and proper Incorporation of component is responsibility of building designer - not buss designer.'Bracing shown Is for lateral support of individual web members only. Addltional temporary bracing to Insure stability during construction Is the •fesponsibillty of the erector. Addttlonol permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery erection and bracing: consult QST -88 Quality Standard, OSB -89 Bracing Specificotion, and HIB -91 Hondlina. installing and Bracing Recommendation availablo from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. EXP. 0C)1,:,0107 MiTeko" .' KI I• I• O.G. TiP. IOD 0 bn 2 q A- t;, 0 IOD H kIL O. G. TTF'. �RkGi; MUbT. �2e DO % -rHE: Lf:NT Or THi W �. - TNI6 PE.TML 15 TO �?E: USED kb A -N 0 F— bL -TV,JO Com . L P T J; R AL I-,RGt. <� C_`NEE!'�-��T RHE:orr c� . TRljhhiG't, i✓o, 2,+" O.G. TY Li}T�RkL ?Ro��rsrp^l t�, R A Gl: P is R- TRU 5 5 ����pc�vG �Fti P16,N WITH 2-10 .T1'P_ No. C04091.9 N 0 T EY,2 5-313-U4 INTI=R�kLS. R>;FER TO >ul�—al �UHMt�RY �kI��T AOR R�GOMMi;NPhTION� 0�- T✓ EI TF -U55 PLATe lNSTUTi I0 9 Ii FLOOR F01 .G. 1Duston um 5 Company, 3 2.54 FLOOR, s vegas, ± GENERAL DETAIL 8720 T .C. CUT, DRILLED OR NOTCHED IN 1ST PAINEL A T EITHER END A/IIN. 6" FROM END OF T.C, mAX. scala = 1 SPAN AND HEIGHT AS SH&/l/N IN CHART BELOW, 1\10 OTHER. EXISTING DAMAGE TO TRUSS-. NOT DISTURBED NOT -DISTURBED 4 II 4-M a ix] II 3x6 FP= 1 4xe = 1x3 II 3x4 = �-0 Ix7 II AD ON 1x3 II 3x4 = 1x3 II 4x8 D 1 2 3 4 Sa 7 4x8 = 4x14 = 3x17.5 M18 FP= 3x4 =3x4 = MAX LENGTH OF DAMAGE TO BE NO MORE THAN 5" AND PLATES ARE NOT DISTURBED. LOAOINGPs TCLL (40.2 TCOL 10.0 BCLL 0.0. . SCOL ', 10.0 SPACING 240-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr YES Code UBCIWANS195 LUMBER TOP CHORD 4 X 2 SPF 1.650F 1.5E CHORD 4 X 2 SPF 165OF 1.5E S 4 X 2 HF Stud REACTIOPIS(lb/size) 17=1239/b-3-8,11=1239/0-3-8 21-0-0 4x14 = 4x8 = 19 MIN. LUMBER SIZE ANO GRADE: MAX LOADING: (PSF) T.C. = 4X2 SPF 165OF 1.5E SPACING = 24" O.C. B.C.= 4x2 SPF 165OF 1.5E LOAD CASE(S) STANDARD WEB = 4X2 HF STUD CSI DEFL In (lac) I/den PLATES GRIP TC 0.51 Vert LL -0.41 1. >60d M20 185/144 BC 0.99 Vert�TL; • -0.63 1-4-16 >394 I tv116 127/82 WB .0.73 Horz(TL) 0.12 11 n/a (Nlatrlx) 1st LC LL Min I/den = 360 Welght: 64 Ib BRACING • TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES Ob).- First Load Case Only TOP CHORD 17-18=101, 1-18=101, 11-19=101, 10-19=-101, 1-2=5, 2-3=3528,34=3528,4-5=4726, 5-6=14726, 6-7=14726, 74 • BOTCHORD 16-17=2049, 15-16=4366, 14-15=4366, 13-14=4726, 12-13=4366, 11-12=2049 WEBS 9-11=2320, 2-17=2320,9-12=1688, 2-16=1686, EI -12=-237,3-16=237,7-12=956, 4-16=956, 7-13=411, 4-14=411, 5 NOTES 1 This truss has been checked far unbalanced loading conditions. 2 All plates, are M20 plates unless otherwise -indicated. 3 This truss has been dgsigned with ANSI/TPI 1-1995 criteria. 4 Recommend 2x6 strongbacks, on edge, spaced at 10-0-0, an center and fastened to each truss with 3-16d nails. Slrongbacks to restrained by other means. _. . • i�"_Ip� LOAD CASES) Standafd•j4!ii,hiiiil !If 'igi"li'! t l 3.5 21 N ii 6 5 :.. 5,—.1 'NOT DISTURBED NOTCH OR MITEK PLATES Gen eraf Repair Notes: CUT AND REMOVED' OR DRILLED HOLE 6720 This repair is for cutting, drilling or potching T.C, in I" panel at either end as shown, 6" of T.C. at either end and plating must not be disturbed. All other lumber and plates are intact and undisturbed. THIS REPAIR IS FOR FLOOR TRUSSES WITH SPAN AND HEIGHT SPECIFICATIONS AS SHOYYN ON ENGINEERING. • .Truss must be two point B C bearing have webs from B C (bearine) to T C in first Dane]. truss symmetry may vary and chase location must stay within center 1/3 of truss— see original truss engineering. Truss mav'. haVe no other existing damage. Shore truss to original geometry prior to repair. Attach 2x4 SPF 165OF 1.5E add ons as shown nailed to each face of truss NY/10d gun nails•(0.131" dia. By 3" chords and webs. Nails to be placed with sufficient edge distances and end distances as [o p�everit splitting of wood members. Attach bracing and sheathing to repair. -Add on to one face may be used.;in- lieu .of add on to both faces where conditions allow only one face to be repaired. Do not damage - 4 P� 1=�T4, C13=147 MI-CIHA11 A. MALL� CIVIL �} ENO. x(30124309 .AUG 19 2003 . :;reparr.•;. .. • • If_vertical, load at end of truss exceeds 1000 lbs. and no blacking panel NIIN. TRUSS MAX. TRUSS MAX TRUSS eiiists, bertical blocking (by others) is recommended. HEIGHT HEIGHT SPAN • :• : IVlechanical, if in the way, is to be relocated to accommodate repair. Do not use below 1-4-0. This, repair was. designed using a description of existing conditions as I-4-0 1-5-15 13-0 0 pro.ided by others. The truss designer performs no field inspection of trusses. '. ' 1-6-0 1-11=15 21-0-0' 2-0-0 2-0-0 26-0-0 Do not use above 2-0-0. i• I• 1• I• I• I• I• SOUTHERN NEVADA `-ACMA -z SN(CMA-- MANUFA CTURER'S ASSOCIATION 10/20/00 To Whom It -May Concern: Re: Floor and Roof Truss Overloads The members of the Southern Neva da'Component Manufacturers Association will NOT warrant any.products that have been overloaded during construction by "stacking' of. gypsum wallboard, plywood or other types of sheathing or.various building materials. The amount of materials that may be 'supported without overloading is the roof or floor truss design I-ive load. As 'an example, 20 sheets of material weighing 2 lbs./sq. ft. will total 40 psf, the typical residential floor design.live load; and the entire.floor area may be loaded with stacks of _._ 20 sheets or less. Typical residential floor trusses will support 20 sheets of YY gypsum wallboard, 16 sheets of 5/8" wallboard or 16 sheets of 3/4" structural sheathing: Typical residential roof trusses will support 10 sheets of MY structural sheathing. Additional materials may be stored if: The trusses are adequately shored (prior to "stacking' materials) through to the slab below. Shoring is in place before the loading. occurs. Shoring placed at the bottom chord of the truss will not prevent overloading. ✓ Shoring is located at the underside of the roof or floor sheathing, or is.located at the underside to the truss `top. chord. Care should be taken to avoid crushing of the truss member. Y'/'.Shoring is properly designed, supported and installed by others.. Repair. of trusses that have been overloaded is not feasible, Trussed that have been overloaded must be replaced or all warranty is voided. Please refer to each member's `.: proposal.and contrac.t for specific warranty provisions. `s SOUTHERN NEVADA COMPONENT, MAN UFACTURER'S.ASS.00IATION • 4913 iti. Berg Street • North' Las Vegas, Nevada 89031 .22 BASETRUSS, REFER TO SEALED ENGINEERING, PROVIDE ADEQUATE -CONNECTION. TO TRANSFER OUT—OF—PLANE LOADS FROM PIGGYBACKTO MAIN TRUSS. ' FOR PITCHED > 8112 ATTACH A 10•-0- LONG 2X4 02- N.F. OR BTR SCAB TO ONE FACE OF TRUSS WITH 2 -ROWS OF 10d0IAMON WIRE NAILS SPACED AT \ 6' O.C. 2X4 CONTINUOUS PURLINS. ATTACH WITH 2-10D LZ8--Xa-xir_r CDX PLYWOOD, ATTACHED TO EACH NAILS INTO EACH MEMBER. FOR SPACING REFERFACE WITH 4-8D NAILS INTO EACH FACE OF EACH -TO TOP CHORD BRACING`R.EQUIREMENT ON MEMBER BASE TRUSS ENGINEERING (48` O.'C. MAX) —OR- ------ _ . ... 6'X4' 20GA NAIL ON PLATE ATTACHED TO EACH - FACE WITH THREE 1-1r2- LONG 11GA NAILS INTO .THIS.TRUSS IS DESIGNED TO SUPPORT VERTICAL LOADS AS DETERMINED • EACH FACE OF EACH MEMBER BY OTHERS. VERIFICATION OF LOADING, DEFLECTION LIMITATIONS, —OR— FRAMING METHODS, WIND BRACING OR OTHER LATERAL BRACING 1 -PAIR OF SIMPSON H2.5 (OR EOUAL), ONE THAT IS ALWAYS REQUIRED, IS RESPONSIBILITY OF THE. PROJECT CONNECTING PURLIN TO PIGGYBACKTRUSS AND ARCHITECT OR ENGINEER.ADDITIONALTE-MPORARY AND PERMANENT ONE CONNECTING THE PURLIN TO THE BASE BRACING FOR STABILITY DURING ' -AND AFTER INSTALLATION THAT IS TRUSS (48- O.C. IvVXIMUTA) ALWAYS RECOMMENDED, IS. THE RESPONSIBILITY OF THE PROJECT *PLYWOOD GUSSETS SPACING A7 REQUIRE ARCHITECT OR ENGINEER (FOR GENERAL GUIDANCE SEE.HIB-91 FROM TPI). PL BRACING FOR BASE D.C.. SPACRUSS (G AT .)• Ery .yn STANDARD PIGGYBACK CONNECTION DETAIL, AUG 1 9 f 003 E&cc l pmOF Ply W04 GU(.r_l(I _- �jcj-j-I J;))-) ti &NEF/�.S � oc sslo; N Wit Ln I� rIIL (()(�Cc . NG - 0 RFDONG <� Yu '.W :Exp: 06130/04 0 .CIVIL r c f 6 d� a � r N t 0.G25 qrFOFC � o 0• . FEB. 1, 2000 6- EAR ING.BLOCF DET/kIL I ST-0LCK1 PEge 1 of I _ _ _ (P.) Fc. c? I O IfIGIVIGUA.L I r?USS LtiCSIEtd I _ OP. RG .TE S(ZES A��IG LUtY13EH GRADE DID. 0 0C�-- 'IMPORTANT This detail to be used only with one ply trusses with a O.O.L. lumber increase of 1.15 or higher. Trusses not fitting these criteria should be examined individually: Bill T ek Industries, Inc: )-3-8 A.0 T.UAL GEARING SIZE BOTTOM CHORD SIZE LUMBER ALLOWABLE BEARING BLOCK & WOOD BEARING ALLOWABLE LOADS REACTION BEARING BLOCK AND NAILING PATTERN GRADE ALLOWABLE LOADS (Ib) ALLOW.48Lc LOAD (lb) ' TOTAL EQUIVALENT BEARING LENGTH. SYP 2966 929 3895 0-4-9 2x4 BOTTOM CHORD 2 ROWS @ 3' O.C. OF 3281 855 4136 0-4--5 (8 TOTAL NAILsI HF 21.26 736 2862 0-4-11 SPF 2231 726' 2957 :0-4-10 2966 1.393 4359 0-5-2 2.(5 BOTTOM CHORD —SYP OF 3281 .1282 - 4563 0-4-13' 3 RQWS @ 3' O.C. HF 2126 1104 3230 0-5-5 (1 2 TOTAL NAILS) SPF • 2231 1089 3320 0-5-3 SYP 2966 1858 4824 ' 0-5-11 Zx8 BOTTOM CHORD OF ' 3281 1.710 4991 G -5 -5 - ROWS @ 3- O.C. 6 TOTAL' NAILSI HF 2126 1472 3598 0-5-14 sPF 2231 1452 3683 0-5-12 / CASE 1 CASE 2 f_r.,.•• �,..,.... ..�. n'•"'' - tl'. , • -/ , f; l; i+ MINIMUM / / EEL HEIGHT1 X1 33. '0co \/I \ .i BRG BLOCK. TO BE. SAME _ 12' 8LOCK SIZE, GRADE. & SPECIES -'O As E:<ISTING BOTTOM CHORO. 12 etoCx �1• '. f' i,'•..;,",,,,.= "�•'� ^lo Ogv>> APPLY'TO ONE FACE OF TRUSS. _ r - OT—ES: 1. USE LOWER OF TOP PLATE OR TRUSS W000 SPECIES, 2.THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. NAILS DESIGNATED AP.E.iod (.131' O(AM. x 37 �jF ES,S/� �7C FOR BE4RINGS NOT NEARER THAN 3- TO THE -ENO ` C OFA MEN18ER (CASE 2), THESE VALUES MAY BE MULTIPLIED 6Y A 6EAR]NG FACTOR OF 1.10 i SCJ •: C 46901 iI _ .LLrhUJ GAJtU UN M.Jt-Lvvviivv rL r'cnr-crtviL,uL.^rc Vf•%Lvco. S.YP=565psi DF 625 psi. HF =4 ' 05 psi SPF = 45 psi 'ALUES DO NOT INCLUDE fviSR LUMBER WITH' "E" VALUES ER•TKkN 1,900,000 PSI.OR NON -DENSE GPA.DE LUMBER. ' A TD - Verify desig re parameters and READ IVOTES .ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with Mrrek connectors. This design Is based only upon parameters shown• and is for on individual building component tg.be in and loaded verticolly. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss d6tigrier. Bracing shown is. for. lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the � y • responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.. For general. guidance t® 062rding fabrication. quality control, storage. delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -910 ' Handling Installing and Bracing Recommendaflon' available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. i y l iTe k ,A 10 ST-STF?GEC'r; I LATERAL BRACING R�CO��lhiIEIJDA.TIOf`dS I ^.UG. 16 2001 i TO NIINIIVII7E VIE°ATIOIN COINIP/ION TO FILL 8HALLOV'�/•FP,A�iIIING SYSTEMS, 2x6 "STRONG BACK" LATERAL SUPPORTS SHOULD BE LOCr"-,TED EVERY 2 TO 10 FEET ALONG A FLOOR TRUSS. . • STP,ONGBACY. MAY BE POSITIONED DIRECTLY UNDER, THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTEN T O THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. USE METAL Fr ,8hllNG ATTACH TO VERTICAL ANCHOR TO.4rTACH WEB WITH (3) - 10d TO TOP CHOP,O\ COMMON WIRE NAILS BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE ATTACH TO VERTICAL INSERT SCREW THROUGH OUTSIDE SCAB WITH (3) - IOd EDGE OF CHORD INTO EDGE OF COMMON WIPE NAILS STP,ONGBACK (00 NOT USE ORYWALL TYPE SCREUVS)�,. -.. ATTACH 2x4 VERTI'C'AL TO FACE OF TRUSS. FASTEN TO TOP ANO BOTTOM CHORD WITH (2) - 10d ATTACH TO CHORD WITH TWO #12 x 3- Wnnn SCP.FWS t216- OIAM.) USE METAL FRAMING ANCHOR TO ATTACH TO BOTTOM CHORD TRUSSES r.. ATTACH TOVERTICAL WEB WITH (3) - 10d COMMON WIRE NAJLS ATTACH TO VERTICAL SCAB WITH (3) - 1 O COMMON WIRE NAILS 4-0-0 (TYPICAL SPLICE) INSERT SCREW THROUGH OUTSIDE EDGE OF CHORD INTO EDGE OF STRONGBACK (Ob NOT USE DRYWALL TYPE.SCREWS) 2x6 AS REQUIRED / BLOCKING 1 SIDEWALL tz:l I7_�l - 11 t8] -tb1 ITHE STRONGSACKS SHOULD EITHER. BE SECURED TO ADJACENT PARTITION WALLS OR ALTERNATE "X" -BRIDGING SHOULD BE USED TO TERMINATE THE BRACING MEMBERS. 1F SPLICING IS NECESSARY, USE A 4'-0. LONG SCAB CENTERED OVER THE SPLICE A.ND JOIN WITH (12) - 10d NAILS EQUALLY SPACED. ALTERNATE NIETHOO O•F.SPLICING: . OVEP.LgP STRONGBACK MEMBERS A MINIMUM OF 4'-0" AND FASTEN WI.T,H (12) -.10d COMMON WIRE NAILS STAGGERED AND EQUALLY SPACED. .. (TO BE•USED ONLY WHEN STRONG$ACK IS NOT ALIGNED WITH A VERTICAL) f TRONGBACY. BRACING ALSO SATISFIES THE L4TERAL'BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS. ?? O F E S,S/n,t� C. uj C 46901. r \EXP. 06 X/`I; t- WgRrYING-Verfjy .designparameteri anRE 1D NOTES ON THIS. f1ND d REVERSE SIDE BEFORE USE. - �® Design'valicl for use. brily with MRek connectors. Th s design is bored0 ly oly upon parameters shown. and s for an intlivldual building coinponenT to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsib(l iy of building designer -not truss _ designer. 8rocing:shbwn is for lateral support of Individual web members only. Additional temporary bracing to nsure stability during construction B fhe - resporisibility_ of the erector. Ad It" I permanent bracing at the overall structure is the responsibility of the bu0dIng designer. For general guidance regarding_ fobricoilon'quality control, storage. delivery, er@ction and bracing. consult QST -88 Quality Standard, DS8-89 Bracing Specification. and HIB -91 Ij $'� 3 y 4 Handling insfall1hg and Bracing Recommendation available from Taus Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. � j!! j j E;CP JUI4E 30, -^Gl rte: CIVIL ' ,JJ2i' .... • V� USE METAL FRAMING ANCHOR TO ATTACH TO BOTTOM CHORD TRUSSES r.. ATTACH TOVERTICAL WEB WITH (3) - 10d COMMON WIRE NAJLS ATTACH TO VERTICAL SCAB WITH (3) - 1 O COMMON WIRE NAILS 4-0-0 (TYPICAL SPLICE) INSERT SCREW THROUGH OUTSIDE EDGE OF CHORD INTO EDGE OF STRONGBACK (Ob NOT USE DRYWALL TYPE.SCREWS) 2x6 AS REQUIRED / BLOCKING 1 SIDEWALL tz:l I7_�l - 11 t8] -tb1 ITHE STRONGSACKS SHOULD EITHER. BE SECURED TO ADJACENT PARTITION WALLS OR ALTERNATE "X" -BRIDGING SHOULD BE USED TO TERMINATE THE BRACING MEMBERS. 1F SPLICING IS NECESSARY, USE A 4'-0. LONG SCAB CENTERED OVER THE SPLICE A.ND JOIN WITH (12) - 10d NAILS EQUALLY SPACED. ALTERNATE NIETHOO O•F.SPLICING: . OVEP.LgP STRONGBACK MEMBERS A MINIMUM OF 4'-0" AND FASTEN WI.T,H (12) -.10d COMMON WIRE NAILS STAGGERED AND EQUALLY SPACED. .. (TO BE•USED ONLY WHEN STRONG$ACK IS NOT ALIGNED WITH A VERTICAL) f TRONGBACY. BRACING ALSO SATISFIES THE L4TERAL'BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS. ?? O F E S,S/n,t� C. uj C 46901. r \EXP. 06 X/`I; t- WgRrYING-Verfjy .designparameteri anRE 1D NOTES ON THIS. f1ND d REVERSE SIDE BEFORE USE. - �® Design'valicl for use. brily with MRek connectors. Th s design is bored0 ly oly upon parameters shown. and s for an intlivldual building coinponenT to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsib(l iy of building designer -not truss _ designer. 8rocing:shbwn is for lateral support of Individual web members only. Additional temporary bracing to nsure stability during construction B fhe - resporisibility_ of the erector. Ad It" I permanent bracing at the overall structure is the responsibility of the bu0dIng designer. For general guidance regarding_ fobricoilon'quality control, storage. delivery, er@ction and bracing. consult QST -88 Quality Standard, DS8-89 Bracing Specification. and HIB -91 Ij $'� 3 y 4 Handling insfall1hg and Bracing Recommendation available from Taus Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. � j!! j j