Loading...
05-4779 (AR) Truss CalcsAC H2OU§TON BER COMPANY 84-391 Cabazon Road Indio, CA 92201. (760) 347-8320 Fax: (760) 347-8515 Contractor. BOB EDWARDS CONSTRUCTION Job Name: COOPER CASITA Date: 11/1612005 44 9 4, 2� m I t ■ LM - �Mm rmm 7m M I .. f L 9-6-0 5-9-8 21-10-8 1 Ob I d7 00 I M 1 M O 1 I O O 1 co W 4-0-0 - 14-1i U 22-4-0 7-3-4 , E ZZ oQ Hac a^ /Ac ro U� DO Qof 0 E 2 wM rLL co a 04 C L) co o 0 a e Ho ao O ose z ZZ oQ Hac a^ /Ac ro U� DO Qof 0 E 2 wM rLL co a 04 C L) co o 0 2 c 0 U H .y W U W W `w a o co m U 0 0 e � z U O C OI ZZ oQ Hac a^ /Ac ro U� DO Qof 0 E 2 wM rLL co a 04 C L) co o • The A.C. Houston Lumber Company's Truss Warranty Project Name: COOPER CASITA Date of Delivery: 11/16/05 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 i project's documents as produced by the registered professional engineer for the project, hereinafter referred to as the "Engineer -of -Record". This warranty is for truss design and manufacturing only and specifically excludes installation and damage to the trusses when the trusses are out of our immediate control. This warranty also specifically excludes work performed by the Engineer -of -Record • including, but not limited to, structural design of the structure, structural drawings and construction design documents. Upon written notice, The A.C. Houston Lumber Company herein reserves the right to inspect; repair, 'or replace trusses that are not in conformity to contract documents, the Engineer -of -Record's project documents, improperly designed, or defectively • manufactured trusses. All remedies and damages are strictly limited to repair or replacement of the non -conforming truss or trusses. Such replacement or repair necessity shall be determined at the sole discretion of The A.C. Houston Lumber Company. Replacement or repairs shall be performed within a reasonable period of time and The A.C. Houston Lumber Company shall not be responsible for project delay damages or repair and replacement of other trades' work. This warranty shall be considered void if the truss or integral truss structure is affected by adverse influences including, but not limited to, moisture, temperature, corrosive chemicals, gases, cuts, damage caused by or contributed to by another trade, improper installation, improper or insubstantial bracing, improper field storage • and handling, or additional dead or 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 • 0 • 6 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: Bob Edwards Construction Job Name: Cooper Casita Tag: IT05-0338 The 19 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. I - 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, 'O? OFESs�O \AM r gO A William T. Bolduc, P.E. w �j,(�� `Z !, G) * E Pas oto m • N � + C/VIL R��Q CALIF 15, 2p05 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 • 411 .• 9 `J Job Truss Truss Type Qty Ply Cooper Casita IT05-0338 A01 ROOF TRUSS 2 2 Job Reference (optional) A.C. Houston, Indio, CA - 92201„ L.V. 6.200 s Mar 5 2005 MiTek Industries, Inc. Thu Nov 10 15:48:02 2005 Page 1 -3-0-0 4-2-9 7-4-0 10-5-7 14-8-0 17-8-0 3-0-0 4-2-9 3-1-7 3-1-7 4-2-9 3-0-0 Scale = 1:33.5 5x6 = 4 5.00 12 3x4 3x4 -- 3 5 3 All W2 W N 2 6 B 1 4x6 = 10 9 8 7 4x6 = 2x4 11 6x8 = 2x4 11 4-2-9 741-0 10-5-7 14-8-0 4-2-9 3-1-7 3-1-7 4-2-9 Plate Offsets X Y : [9:0-4-0,0-4-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 24.0 Plates Increase 1.25 TC 0.19 Vert(LL) 0.02 9 >999 240 MT20 197/144 TCDL 20.0 Lumber Increase 1.25 BC 0.20 Vert(TL) -0.05 9 >999 180 BCLL 0.0 Rep'Stress Incr NO WB 0.19 • Horz(TL) 0.02 6 n/a 6/a . BCDL 10.0 Code - UBC97/ANSI95 (Matrix) Weight: 161 Ib LUMBER BRACING TOP CHORD 2 X 6 SPF 1650F 1.5E 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) 2=1829/0-5-8,13=1829/075-8 Max Horz2=76(load case 5) Max Uplift2=-361(load case 5), 6=-361 (load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/104, 2-3=-2895/512, 3-4=-2787/545, 4-5=-2787/546, 5-6=-2895/509, 6-7=0/104 BOT CHORD 2-10=-404/2541,9-10=-404/2541,8-9=-409/2541,6-8=-409/2541 WEBS 3-10=-77/73, 3-9=-39/104, 4-9=-324/1696, 5-9=-39/104, 5-8=-77/72 NOTES 1) 2 -ply truss to be connected together with 0.131'•x3" Nails as follows: . Top chords connected as follows: 2 X 6 - 2 rows 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 9-4 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 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 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 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 361 Ib uplift at joint 2 and 361 Ib uplift at ?ROFESS� joint����\ 7) Girder. carries hip end with 7-4-0 end setback. ' SAM 7:49 ��j 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1540 Ib down and 331 Ib up at 7-4-0 on bottom The design/selection �� tI', chord. of such connection device(s) is the responsibility of others. C1 LOAD CASE(S) Standard C 34229 z M 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 P 6130107 Uniform Loads (plf) (P Vert: 1-4=-88, 4-7=-88, 2-6=-20 Concentrated Loads (lb)��•OF IVIL Vert: 9=-1540(F) CALIFO 15, ZtJ�5 Nov .• 411 n u 6 LJ Ll Job Truss Truss Type Qty Ply Cooper Casita IT05-0338 A02 ROOF TRUSS 3 1 Job Reference (optional) A.C. Houston, Indio, CA -9220% L.V. 6.200 s Mar 5 2005 MiTek Industries, Inc. Thu Nov 10 15:48:03 2005 Page 1 -3-0-0 7-4-0 14-8-0 17-8-0 3-0-0 7-4-0 7-4-0 3-0-0 Scale = 1:33. 5x6 = 3 5-0052 2 4 [, 1 4x6 = 6 5 4x6 = 2x4 11 7-4-0 14-8-0 7-4-0 7-4-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 24.0 Plates Increase 1.25 TC 0.33 Vert(LL) -0.04 4-6 >999 240 MT20 197/144 TCDL 20.0 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.09 4-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 61 lb LUMBER BRACING TOP CHORD 2 X 6 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 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 REACTIONS (Ib/size) 2=1059/0-5-8,4=1059/0-5-8 Max Horz 2=75(load case 5) Max Uplift2=-195(load case 5), 4=-195(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/98,2-3=-1043/134,3-4=-1043/133,4-5=0/98 BOT CHORD 2-6=-39/833, 4-6=-39/833 WEBS 3-6=0/291 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 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 195 Ib uplift at joint 2 and 195 Ib uplift at joint 4. LOAD CASE(S) Standard pROFESsi �O !�2 �jAfv1 T 6 O,L � G) 34229 m FX . 6130107 �1 � tLIP* /VI O F CA IF 0 0 0 0 0 A 0 0 0 Job Truss Truss TypeQty Ply Cooper Casita ITOS-0338 BOt ROOF TRUSS 1 2 Job Reference (optional) A.C. Houston, Indio, CA - 92201„ L.V. 6.200 s Mar 5 2005 MiTek Industries, Inc. Thu Nov 10 15:48:03 2005 Page 1 -3-0-0 4-0-0 7-4-8 11-4-8 14-4-8 3-0-0 4-0-0 3-4-8 4-0-0 3-0-0 Scale = 1:28. Bracing or sheathing 6x6 = 6x10 = 3 4 5.00 12 T2 r 2 , 5 B1 � Io 8 7 6 44 = 2x4 II 3x4 = 4x4 = 4-0-0 1 7-4-8 1 11-4-8 4-0-0 3-4-8 4-0-0 Plate Offsets X Y : 2:0-2-9 Ed a[4:0-5-0,0-3-71,5:0-2-9 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 24.0 Plates Increase 1.25 TC 0.19 Vert(LL) 0.01 7-8 >999 240 MT20 197/144 TCDL 20.0 Lumber Increase 1.25 BC 0.13 Vert(TL) -0.02 7-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code. UBC97/ANSI95 (Matrix) Weight: 122 lb LUMBER BRACING TOP CHORD 2 X 6 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except BOT CHORD 2 X 6 SPF 1650F 1.5E 2-0-0 oc purlins (6-0-0 max.): 3-4. WEBS 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=1144/0-5-8,5=1144/0-5-8 Max Horz 2=-58(load case 6) Max Uplift2=-220(load case 5), 5=-220(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/104,2-3=-1351/245,3-4=-1114/234,4-5=-1356/244,5-6=0/104 BOT CHORD 2-8=-136/1139,7-8=-131/1109,5-7=-160/1145 WEBS 3-8=-69/400, 3-7=-36/39, 4-7=-52/399 NOTES 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: ' Top chords connected as follows: 2 X 6 - 2 rows 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 tt 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 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 prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9ROFESs,/O 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 220 Ib uplift at joint 2 and 220 Ib uplift at 5. �0 ,AM T eOC ti9 joint �\ 8) Girder carries hip end with 4-0-0 end setback. 9) Design ��� C' assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LX 01 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 180 Ib down and 39 Ib up at 7-4-8, and 180 Ib down and 39 Ib up at. 4-0-0 on bottom The design/selection C 342 z 29 chord. of such connection device(s) is the EkP responsibility of others. * 6/3 p��7 m LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 N -7 C/V(L Uniform Loads OP (plf) Vert: Vert: 1-3=-88, 3-4=-44(F=44), 4-6=-88, 2-8=-20, 7-8=-106(F=-86), 5-7=-20 Concentrated Loads (lb) Vert: 8=-180(F) 7=-180(F) 15"213()5 NOv El 0 0 0 0 0 0 0 Job Truss Truss Type Qty Ply Cooper Casita IT05-0338 B02 ROOF TRUSS 6 1 Job Reference (optional) A.C. Houston, Indio, CA - 92201„ L.V. 6.200 s Mar 5 2005 MiTek Industries, Inc. Thu Nov 10 15:48:04 2005 Page 1 -3-0-0 5-8-4 11-4-8 14-4-8 3-0-0 5-8-4 5-8-4 3-0-0 Scale = 1:28. 5x6 = 3 5.00 F12 1 1 2 4 ], 1 6 4x6 = 2x4 11 5 4x6 = 5-8-4 11-4-8 5-8-4 5-8-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl Ud PLATES GRIP TCLL - 24.0 Plates Increase 1.25 TC 0.33 Vert(LL) -0.02 4-6 >999 240 MT20 197/144 TCDL 20.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.03 4-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 50 lb LUMBER BRACING TOP CHORD 2 X 6 SPF 1650F 1.5E' TOP CHORD Sheathed or 6-0-0 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 REACTIONS (Ib/size) 2=881/0-5-8, 4=881/0-5-8 Max Hoa 2=66(load case 5) Max Uplift2=-175(load case 5); 4=-175(load case 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/9812-3=-675/83, 3-4=-675/82, 4-5=0/98 BOT CHORD 2-6=-6/505.4-6=-6/505 WEBS 3-6=0/212 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 175 Ib uplift at joint 2 and 175 Ib uplift at joint 4. LOAD CASE(S) Standard pROFEss/ On T. 60 Otiy� �/ UJ � G) * E p36/ m 020 j N IVI O CALIF 15, 2005 NQv s 0 0 0 IS 0 0 Job Truss Truss Type Qty Ply Cooper Casita IT65-0338 C01 ROOF TRUSS 1 2 Job Reference (optional) A.C. Houston, Indio, CA - 92201„ L.V. 6.200 s Mar 5 2005 MiTek Industries, Inc. Thu Nov 10 15:48:04 2005 Page 1 -3-0-0 4-0-0 5-6-0 9-6-0 12-6-0 3-0-0 4-0-0 1-6-0 4-0-0 3-0-0 Scale = 1:25. 6x6 = 6x8 = 3 4 T2 5.00 F12 W 1 2 1 5 T B1 0 m 0 8 7 1 4x4'= 2x4 II 3x4 = 4x4 = 6 r 4-0-0 5-6-0 9-6-0 4-0-0 1-6-0 4-0-0 Plate Offsets (X,Y): [2:0-1-12,0-2-01, [4:0-4-0,0-3-131, [5:0-1-12.0-2-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 24.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.00 8 >999 240 MT20 197/144 TCDL 20.0 Lumber Increase 1.25 BC '0.12 Vert(TL) -0.01 7-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 105Ito LUMBER BRACING TOP CHORD 2 X 6 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except BOT CHORD 2 X 6 SPF 165OF 1.5E 2-0-0 oc purlins (6-0-0 max.): 3-4. WEBS 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=1004/0-5-8,5=1004/0-5-8 Max Hoa 2=58(load case 5) Max Uplift2=-210(load case 5), 5=-210(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2--'0/104,2-3=-958/176,3-4=-770/175,4-5=-966/176,5-6=0/104 BOT CHORD 2-8=-74/781, 7-8=-70/761, 5-7=-99/790 WEBS 3-8=-59/29013-7=-44/44, 4-7=-40/281 NOTES 1) 2 -ply truss to be connected together with 0.131'x3" Nails as follows: Top chords connected as follows: 2 X 6 - 2 rows 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 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 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. PROFESS 7) Providemechanical connection (by others) of truss to bearing plate capable of withstanding 210 Ib uplift at joint 2 and 210 Ib uplift at Q� 70,y 7 joint e 8) Girder ojAM 9 carries hip end with 4-0-0 end setback. 9) Design assumes 42 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. to 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 180 Ib down and 39 Ib up at lC1 G) Ir C 3422 5-6-0, 5-6-0, and 180 Ib down and 39 Ib up at 4-0=0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Z * EXP 613Q/0 LOAD CASE(S) Standard N 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 C/V(L Uniform Loads (plf) �P* OFCgLI CALIF Vert: 1-3=-88, 3-4=-44(F=44), 4-6=-88, 2-8=-20, 7-8=-106(F=-86),'5-7=-20 20 Concentrated Loads (lb) Vert: 8=-180(F) 151 2�p5 7=-180(F) NOV 0 0 0 t `J • 0 • JobTruss Truss Type Oty Ply Cooper Casita IT05-0338 CO2 , ROOF TRUSS 1 1 Job Reference (optional) A.C. Houston, Indio, CA - 92201„ L.V. 6.200 s Mar 5 2005 MiTek Industries, Inc. Thu Nov 10 15:48:04 2005 Page -IT -3-0-0 4-9-0 9-6-0 12 6 0 3-0-0 4-9-0 4-9-0 3-0-0 Scale = 1:25.3 4x6 = 3 5.00 F12 1 2 1 T 4 1. 0 6 1 3x6 = 3x6 = 5 2x4 I I • � r 4-9-0 9-6-0 4-9-0 4-9-0 Plate Offsets (X,Y): 2:0-1-6,0-0-8 [4:0-1-6,0-0-81 LOADING (psf) SPACING 2-0.0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 24.0 Plates Increase 1.25 TC 0.33 Vert(LL) -0.01 4-6 >999 240 MT20 197/144 TCDL 20.0 Lumber Increase 1.25 BC 0.27. Vert(TL) -0.01 4-6 >999 180 BCLL' ' 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 44 lb LUMBER BRACING TOP CHORD 2 X 6 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 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 REACTIONS (Ib/size) 2=780/0-5-8, 4=780/0•-5-8 Max Horz 2=61 (load case 5) Max Uplift2= 165(load case 5), 4=-165(load case 6) FORCES (lb) - Maximum Compressi6n/Maximum Tension TOP CHORD ' 1-2=0/98, 2-3=-449/51, 3-4=-449/51, 4-5=0/98 BOT CHORD 2-6=0/31914-6=0/319 WEBS 3-6=0/166 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/ANS1.95 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 165 Ib uplift at joint 2 and 165 Ib uplift at joint 4. LOAD CASE(S) Standard O PROFE,3,y /0 1AM T. e0 . 7 " 2 1u lC� C3 34229 m * EXP 6130/07 'n /VIL O R�\P F CALIFO • 15, 2pp5 Nov 0- E - `J u u w J Job ss Truss Type Oty Ply Cooper Casita IT05-0338 I TC ROOF TRUSS 3 1 Job Reference (optional)• A.C. Houston, Indio, CA - 92201„ L.V. 6.200 s Mar 5 2005 MiTek Industries, Inc. Thu Nov 10 15:48:04 2005 Page 1 -4-2-15 5-1-2 10-1-14 4-2-15 5-1-2 5-0-12 Scale = 1:23.6 4x4 11 4 5 3.54 12 3x4 3 W1 T1 W3 ti. W2 8 2 7 6 1 46 = 2x4 II 3x8 = 5-1-2 10-1-14 5-1-2 5-0-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl Ud PLATES GRIP TCLL 24.0 Plates Increase 1.25 TC 0.73 Vert(LL) -0.03 6-7 >999 240 MT20 197/144 TCDL 20.0 Lumber Increase 1.25 BC 0.63 Vert(TL) -0.52 1 >108 90 BCLL 0.0 Rep Stress lncr NO WB 0.27 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Weight: 49 lb LUMBER BRACING TOP CHORD 2 X 6 SPF 165OF 1.5E 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 (lb/size). 6=818/Mechanical, 2=933/0-7-12 Max Hoa 2=152(load case 4) Max Uplift6=- 1 63(load case 3), 2=-183(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=0/92, 2-8=0/92, 2-3=-808/66, 3-4=-174/33, 4-5=-13/0, 4-6=-488/172 BOT CHORD 2-7=-154/689,6-7=-154/689 WEBS 3-7=0/231, 3-6=-627/162 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 163 Ib uplift at joint 6 and 183 Ib uplift at joint 2. 1 4) 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: 1-8=-88 Trapezoidal Loads (plf) Vert: 8=0(F=44, B=44) -to -4=-217(F=-65, B=-65), 4=-1 69(F=-65, B= -65) -to -5=-175(F=-68, B=-68), 2=-2(F=9, pROFeS F,� S/0 B=9) -to -6=-51(F=-15, 6=-15) � SAM T \fit` • LU G) C 34229 m * EkP sj30/07 m � • N CIVIL O CALIFO 2OO5 Nov 15, Job ' IT05-0338 0 0 • T E ICG1A ROOFTRUSS - 92201 „ L.V. 1 I 1 I Job Reference 6.200 s Mar 5 2005 MiTek 5-1-2 10-1-14 5-1-2 5-0-12 3x4 It 4 REACTIONS,(lb/size) 1=455/0-7-12,5=917/Mechanical Max Horz 1=138(load case 4) Max Upliftl=-48(load case 3), 5=-193(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1180/140,2-3=-187/36,3-4=-13/0,3-5=-455/162 BOT CHORD 1-6=-196/1101,5-6=-196/1101 WEBS 2-6=0/258, 2-5=-1074/244 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 48 Ib uplift at joint 1 and 193 Ib uplift at joint 5. 4) 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: 1=-7(F=40, B=40) -to -3=-218(F=-65, B=-65); 3=-170(F=-65, B= -65) -to -4=-1 75(F=-68, B=-68), 1=-2(F=9, B=9) -to -5=-51 (F=- 15, B=-15) 0 u 2005 Page Scale = 1:20. D 9ROFESS, � 1AM r e0 0�9 c� � * Exp 6 010 N 9�OF /VIL CALIFO Nov 15, 21,05 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/deft Ud PLATES GRIP TCLL 24.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.03 5-6 >999 240 MT20 197/144 TCDL 20.0 Lumber Increase 1.25 BC 0.42 Vert(TL) -0.07 5-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.47 Horz(TL) 0.02 • 5 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 41 lb LUMBER BRACING TOP CHORD 2 X 6 SPF 1650F 1.5E 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,(lb/size) 1=455/0-7-12,5=917/Mechanical Max Horz 1=138(load case 4) Max Upliftl=-48(load case 3), 5=-193(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1180/140,2-3=-187/36,3-4=-13/0,3-5=-455/162 BOT CHORD 1-6=-196/1101,5-6=-196/1101 WEBS 2-6=0/258, 2-5=-1074/244 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 48 Ib uplift at joint 1 and 193 Ib uplift at joint 5. 4) 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: 1=-7(F=40, B=40) -to -3=-218(F=-65, B=-65); 3=-170(F=-65, B= -65) -to -4=-1 75(F=-68, B=-68), 1=-2(F=9, B=9) -to -5=-51 (F=- 15, B=-15) 0 u 2005 Page Scale = 1:20. D 9ROFESS, � 1AM r e0 0�9 c� � * Exp 6 010 N 9�OF /VIL CALIFO Nov 15, 21,05 0 0 • 0 0 0 6 Job -Truss Truss Qty Ply Cooper Casita 1705-0338 �TyRpe 2 1 Job Reference (optional) A.C. Houston, Indio, CA - 92201„ L.V. 6.200 s Mar 5 2005 MiTek Industries, Inc. Thu Nov 10 15:48:05 2005 Page 1 -4-2-15 2-9-6 5-6-6 4-2-15 2-9-6 2-9-0 Scale= 1:16. 2x4 II 4 3 3.54 12 W1 2 6 T1 131 Ig 5 1 3x4 _ Anchor to prevent uplift a4 II 296 + 566 2-9-6 2-9-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 24.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.02 2-5 >999 240 MT20 197/144 TCDL 20.0 Lumber Increase 1.25 BC ' 0.12 Vert(TL) -0.04 2-5. >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.01 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 26 lb LUMBER BRACING TOP CHORD 2 X 6 SPF 2400F 2.OE TOP CHORD Sheathed or 5-6-6 oc purlins. BOT CHORD 2 X 4 SPF 2400F 2.0E • BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size) 2=702/0-7-12, 5=72/Mechanical Max Hoa 2=97(load case 3) Max Uplift2=-167(load case 3), 5=-27(load case 4) Max Grav2=702(load case 1), 5=111(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=0/92,2-6=0/9212-3=-95/0,3-4=-6/0 BOT CHORD 2-5=0/0 WEBS 3-5=-25/49 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 167 Ib uplift at joint 2 and 27 Ib uplift at joint 5. 4) 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: 1-6=-88 Trapezoidal Loads pROFES S70 (plf) Vert: 6=0(F=44, B=44) �Q -to -3= 115(F=-14, B=-14), 3=-67(F=-14, B= -14) -to -4=-74(F=-17, B=-17), 2=-2(F=9, B=9) -to -5=-28(F=-4, B=-4) M 7- eO! �9C �2 W 0 F pas 30107 M N F CALIFO 14ov r1 :� n LJ n U 0 Job Truss Truss Type Oty Ply Cooper Casita IT05-0338 CG3 ROOF TRUSS 2 1 Job Reference (optional) A.C. Houston, Indio, CA - 92201 „ L.V. 6.200 s Mar 5 2005 MiTek Industries, Inc. Thu Nov 10 15:48:05 2005 Page 1 4-2-15 2.9.6 5-6.6 4-2-15 2-9-6 2-9-0 Scale = 1:16. 2x4 It 4 • 3 3.54 F12 W1 2 6 T1 ' B1 5 1 3x4- Anchor to prevent uplift 2x4 II 2-9.6 5-6-6 2-9-6 2-9-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl Ud PLATES GRIP TCLL 24.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.02 2-5 >999 240 MT20 197/144 TCDL 20.0 Lumber Increase 1.25 BC 0.12 Vert(TL) -0.04 2-5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.01 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 'Weight: 26 Ib LUMBER BRACING TOP CHORD 2 X 6 SPF 240OF 2.0E TOP CHORD Sheathed or 5-6-6 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 REACTIONS (Ib/size) 2=702/0-7-12, 5=72/Mechanical Max Hoa 2=97(load case 3) Max Uplift2=-167(load case 3), 5=-27(load case 4) Max Grav2=702(load case 1), 5=111(load case 2) , FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=0/92,2-6=0/92,2-3=-95/0,3-4=-6/0 BOT CHORD 2-5=0/0 " WEBS 3-5=-25/49 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 167 Ib uplift at joint 2 and 27 Ib uplift at joint 5. 4) 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: 1-6=-88 Trapezoidal Loads (plf) pROFt S O S/O� Vert: 6=-0(F=44, B=44) -to -3==115(F=-14, B=-14), 3=-67(F=-14, B=-14}to-4=-74(F=-17, B=-17), 2=-2(F=9, B=9) -to -5=-28(F=-4 �Q� 1AM T @O'y W � G) C 34229 m * EXP 613010] �m (P CIVIL �OFCALIFO��\P 15, 2005 Nov Job Truss Truss Type Qty Ply Cooper Casita IT05-0338 CJ2 ROOF TRUSS 15 1 Job Reference (optional) A.C. Houston, Indio, CA -9220% L.V.— 6.200 s Mar 5 2005 MiTek Industries, Inc. Thu Nov 10 15:48:05 2005 Page 1 -3-0-0 1-11-11 3-0-0 1-11-11 Anchor to prevent uplift Scale=1:10.9 5.00 12 2 B1 T1 4 1 3x4 = Provide structural fascia by others to support overhang. REACTIONS (Ib/size) 2=606/0-5-8, 4=19/Mechanical, 3=-144/Mechanical Max Horz 2=90(load case 5) Max Uplift2=-164(load case 5), 3=-1 44(load case 1) Max Grav2=606(load case 1), 4=38(load case 2), 3=43(load case 5) FORCES (lb) - Maximum.Compress ion/Maxim um Tension TOP CHORD - 1-2=0/9712-3=-135/17 BOT CHORD 2-4=0/0 NOTES 1) 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 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 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 164 Ib uplift at joint 2 and 144 Ib uplift at joint 3. LOAD CASES) Standard 'V- ROF&S.Sz SAM 'r 90 On' UJ G) C 34229 Z * AXI. 6/3p/07 � N� CIVIL �OFCAL IF���\P NQv LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/deft Ud PLATES GRIP TCLL 24.0 Plates Increase 1.25 TC 0.30 Vert(LL) -0.00 2 >999 240 MT20 197/144 TCDL 20.0 Lumber Increase 1.25 BC 0.04 Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 12 lb LUMBER BRACING TOP CHORD 2 X 6 SPF 1650F 1.5E TOP CHORD Sheathed or 1-11-11 oc purlins. BOT CHORD 2 X 4 SPF No.2 IBOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=606/0-5-8, 4=19/Mechanical, 3=-144/Mechanical Max Horz 2=90(load case 5) Max Uplift2=-164(load case 5), 3=-1 44(load case 1) Max Grav2=606(load case 1), 4=38(load case 2), 3=43(load case 5) FORCES (lb) - Maximum.Compress ion/Maxim um Tension TOP CHORD - 1-2=0/9712-3=-135/17 BOT CHORD 2-4=0/0 NOTES 1) 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 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 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 164 Ib uplift at joint 2 and 144 Ib uplift at joint 3. LOAD CASES) Standard 'V- ROF&S.Sz SAM 'r 90 On' UJ G) C 34229 Z * AXI. 6/3p/07 � N� CIVIL �OFCAL IF���\P NQv JobTruss Truss Type Oty Ply Cooper Casita IT05-0338' CJ2A ROOF TRUSS 1 1 Job Reference (optional) A.C. Houston, Indio, CA - 92201„ L.V. 6.200 s Mar 5 2005 MiTek Industries, Inc. Thu Nov 10 15:48:05 2005 Page 1 1-11-11 2 1-11-11 5.00 12 Scale = 1:7. T1 81 3 i 3 1-11-11 1-11-11 ' LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl Ud PLATES GRIP TCLL 24.0 Plates Increase 1.25 TC 0.03 Vert(LL) -0.00 1 >999 240 MT20 197/144 TCDL 20.0 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/ANSI95 (Matrix) Weight: 6lb LUMBER BRACING TOP CHORD 2 X 6 SPF 1650F 1.5E 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. REACTIONS (Ib/size) 1=103/0-5-8, 3=19/Mechanical, 2=84/Mechanical Max Horz 1=41(load case 5) Max Upliftl=-7(load case 5), 2=-36(load case 5) Max Grav 1=103(load case 1), 3=38(load case 2), 2=84(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD - 1-2=-29/29 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 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 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7 Ib uplift at joint 1 and 36 Ib uplift at joint 2.. LOAD CASE(S) Standard pROFSSsi \AM T. eOO�L9` 7 F LU / 0 EXCn34229 m rn * 6130/07 ��•/VI O CALIFS r� u Job I IT05-0338 A.C. Houston, Ir L] .• 0 CJ4 IROOFTRUSS 6 1 Job Reference (optional) - 92201„ L.V. 6.200 s Mar 5 2005 MiTek Industries, Inc. Thu Nov 10 1 -3-0-0 3-11-11 3-0-0 3-11-11 3 LOADING (psf) SPACING I� CSI TCLL 24.0 Plates Increase L] .• 0 CJ4 IROOFTRUSS 6 1 Job Reference (optional) - 92201„ L.V. 6.200 s Mar 5 2005 MiTek Industries, Inc. Thu Nov 10 1 -3-0-0 3-11-11 3-0-0 3-11-11 3 LOADING (psf) SPACING 2-0 0 CSI TCLL 24.0 Plates Increase 1.25 TC 0.33 TCDL 20.0 Lumber Increase 1.25 BC 0.14 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code UBC97/ANSI95 240 (Matrix) (LUMBER TOP CHORD 2 X 6 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF No.2 BRACING TOP CHORD Sheathed or 3-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS (Ib/size) 3=24/Mechanical, 2=622/0-5-8, 4=37/Mechanical Max Horz 2=124(load case 5) Max Uplift3=-45(load case 4), 2=-142(load case 5) Max Grav3=24(load case 1), 2=622(load case 1), 4=74(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/98,2-3=-125/0 BOT CHORD 2-4=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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 Ib uplift at joint 3 and 142 Ib uplift at joint 2. LOAD CASE(S) Standard net I Scale = 1: ?ROFFss/ \C� N `AM T 77 \,Z\W 1 0 2' 229 m C 34 * EXP 6130/p� � N OF CALIFO NOV 15, 2�rJ5 3-11-11 3-11-11 DEFL in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.01 2-4 >999 240 MT20 197/144 Vert(TL) -0.02 2-4 >999 180 Horz(TL) -0.00 3 n/a n/a Weight: 18 Ib BRACING TOP CHORD Sheathed or 3-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS (Ib/size) 3=24/Mechanical, 2=622/0-5-8, 4=37/Mechanical Max Horz 2=124(load case 5) Max Uplift3=-45(load case 4), 2=-142(load case 5) Max Grav3=24(load case 1), 2=622(load case 1), 4=74(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/98,2-3=-125/0 BOT CHORD 2-4=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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 Ib uplift at joint 3 and 142 Ib uplift at joint 2. LOAD CASE(S) Standard net I Scale = 1: ?ROFFss/ \C� N `AM T 77 \,Z\W 1 0 2' 229 m C 34 * EXP 6130/p� � N OF CALIFO NOV 15, 2�rJ5 • Job IT05-0338 0 Truss Truss Type Qty Ply Cooper Casita CJ4A ROOF TRUSS 2 1 Job Reference CA - 92201 „ L.V. 6200 s Mar 5 2005 MiTek 3-11-11 2- Inc. I JX4 = 0-11-1 I 3-11-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL • 24.0 Plates Increase 1.25 TC 0.10 Vert(LL) -0.01 1-3 >999 240 MT20 197/144 TCDL 20.0 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/ANSI95 (Matrix) Weight: 13 lb LUMBER BRACING TOP CHORD 2 X 6 SPF 1650F 1.5E_ 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. REACTIONS (Ib/size) 1=195/0-5-8, 2=158/Mechanical, 3=37/Mechanical • Max Horz 1=75(load case 5) Max Upliftl=-14(load case 5), 2=-67(load case 5) 'Max Grav 1=195(load case 1), 2=158(load case 1); 3=74(load case 2) FORCES (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-54/54 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/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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 Ib uplift at joint 1 and 67 Ib uplift at joint 2. LOAD CASE(S) Standard r-1 u E Ll Scale = 1 O ?ROFES%q UJ �0 3422 z f EkP 9 m 6/ N 3p107 CIVIL �\P* CALIFOF' NQv 0 rIT05-0338 Ll 1 CS - 92201„ L.V. IROOFTRUSS 6 1 6.200 s M 3-0-0 5-11-11 Inc. Thu 3 Scale = 1:18.( Camber= 1/16 it 5-11-11 5-11-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 24.0 Plates Increase 1.25 TC 0.33 Vert(LL) -0.06 2-4 >999 240 MT20 1.97/144 TCDL 20.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.13 2-4 >536 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Weight: 25 lb LUMBER BRACING TOP CHORD 2 X 6 SPF 1650F 1.5E 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. REACTIONS (Ib/size) 3=160/Mechanical, 2=682/0-5-8, 4=57/Mechanical • Max Horz 2=161(load case 5) Max Uplift3=-73(load case 5), 2=-136(load case 5) Max Grav3=160(load case 1), 2=682(load case 1), 4=114(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/98,2-3=-137/46 BOT CHORD 2-4=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/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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 73 Ib uplift at joint 3 and 136 Ib uplift at joint 2. LOAD CASE(S) Standard n u 0 ��� pROFEssi \AMT ` * E P36 3p2o N ' F CALIFO NOv 15, 2005 Job Truss Truss Type Qty Ply Cooper Casita IT06-0338 CJ6A ROOF TRUSS 2 1 Job Reference (optional) A.C. Houston, Indio, CA - 92201„ L.V. 6.200 s Mar. 5 2005 MiTek Industries, Inc. Thu Nov 10 15:48:06 2005 Page 1 5-11-11 5-11-11 2 Scale = 1:15. Camber = 1/16 i 5.00 12 T1 1 131 3 3x4 5-11-11 5-11-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 24.0 Plates Increase 1.25 TC 0.23 Vert(LL) -0.06 1-3 >999 240 MT20 197/144 TCDL 20.0 Lumber Increase . 1.25 BC 0.34 Vert(TL) -0.13 1-3 >536 180 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: 19 lb LUMBER BRACING TOP CHORD 2 X 6 SPF 1650F 1.5E 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.. REACTIONS. (Ib/size) 1=303/0-5-8,.2=246/Mechanical, 3=57/Mechanical Max Harz 1=112(load case 5) Max Upliftl=-24(load case 5), 2=-103(load case 5) Max Grav 1 =303(load cased), 2=246(load case 1), 3=114(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-81/81 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 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 24 Ib uplift at joint 1 and 103 Ib uplift at joint 2. LOAD CASE(S) Standard t pROFE,3 tAM T F 2 41 0 C 34229 m * Exp 6/30/07 m N 9�IVI O CALIF� 2()()5 NOV 15, Job IT05-0338 A.C. Houston, Indio, CA 0 I 0 0 0 0 EJ4 ROOF TRUSS 5 1 Job Reference (optional) 92201„ L.V. 6.200 s Mar 5 2005 MiTek Industries, Inc. Thu Nov 10 1! 3-0-0 4-0-0 2x4 11 3-0-0 4-0-0 3 2005 Pagel Scale = LOADING (psf) SPACING, '200 I� CSI DEFL in floc) I/defl Ud PLATES GRIP 0 0 0 0 EJ4 ROOF TRUSS 5 1 Job Reference (optional) 92201„ L.V. 6.200 s Mar 5 2005 MiTek Industries, Inc. Thu Nov 10 1! 3-0-0 4-0-0 2x4 11 3-0-0 4-0-0 3 2005 Pagel Scale = LOADING (psf) SPACING, '200 CSI DEFL in floc) I/defl Ud PLATES GRIP TCLL 24.0 Plates Increase 1.25 TC 0.33 Vert(LL) -0.01 2-4 >999 240 MT20 197/144 TCDL 20.0 Lumber Increase 1.25 BC 0.14 Vert(TL) -0.02 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.01 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 20 lb LUMBER BRACING TOP CHORD 2 X 6 SPF 1650F 1.5E TOP CHORD Sheathed or 4-0-0 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS ••2 X4 SPFNo.2 REACTIONS (Ib/size) 2=621/0-5-8, 4=62/Mechanical Max Horz 2=1 25(load case 5) Max Uplift2=-142(load case 5), 4=-27(load case 4) Max Grav 2=621 (load case 1), 4=84(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/98,2-3=-125/0 BOT CHORD 2-4=0/0 WEBS 3-4=-26/45 NOTES 1) 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 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 142 Ib uplift at joint 2 and 27 Ib uplift at joint 4. LOAD CASE(S) Standard O PROFESSi \���, �\ 1AT. 90 x M LU C) 3422 z * EXP 6/30/p 'n N � IVI O CA IF Nov 15, 2��5 Job Truss IT05-0338 EJ7 A.C. Houston, Indio, CA - 92201„ L.V. 3-0-0 ROOFTRUSS 1 I 1 I Job Reh 6.200 s Mar 5 2005 7-3-4 v 7-3-4 2x4 11 3 0 101 7-3-4 7-3-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 24.0 Plates Increase 1.25 TC 0.33 Vert(LL) -0.14 2-4 >610 240 MT20 197/144 TCDL 20.0 Lumber Increase 1.25 BC 0.49 Vert(TL) -0.27 2-4 >305 186 • BCLL 0.0 Rep Stress Ince YES WB 0.04 Horz(TL) 0.00 n/a n/a BCDL 10.0. Code UBC97/ANSI95 (Matrix) Weight: 321b LUMBER BRACING TOP CHORD 2 X 6 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 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 • REACTIONS (Ib/size) 2=735/0-5-8, 4=302/Mechanical Max Hoa 2=185(load case 5) Max Uplift2=-137(load case 5), 4=-68(load case 5) FORCES (lb) Maximum Compression/Maximum Tension ,TOP CHORD 1-2=0/98, 2-3=-152/70 BOT CHORD 2-4=0/0 WEBS 3-4=-233/101 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 nonconcu6ent with any other live loads. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 137 Ib uplift at joint 2 and 68 Ib uplift at joint 4. LOAD CASE(S) Standard 9 0 K, Scale = 1:22.1 Camber = 1/8 h O?ROFesq/ 0 * Ekp 6 0?0 N C/VIL R �Q �OFCALIFO Nov 15, 2005 Job Truss Truss Type Qty Piy . Cooper Casita IT05-0338 EJ7A ROOF TRUSS 1 1 Job Reference (optional) A.C. Houston, Indio, CA - 92201„ L.V. 6.200 s Mar 5 2005 MiTek Industries, Inc. Thu Nov 10 15:48:06 2005 Page 1 7-3-4 7-3-4 2x4 I I Scale = 1:20.1 Camber =1/8 i 2 5.00 rl2 T1 W1 '1 f 3 3x4 = 2x4 11 7-3-4 7-3-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 24.0 Plates Increase 1.25 TC 0.35 Vert(LL) -0.14 1-3 >610 240 MT20 197/144 TCDL 20.0 Lumber Increase 1.25 BC 0.49 Vert(TL) -0.27 1-3 >305 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00. n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 26 lb LUMBER BRACING TOP CHORD 2 X 6 SPF 1650F 1.5E TOP CHORD Sheathed or 7-3-4 cc 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 REACTIONS (Ib/size) 1=372/0-5-8, 3=372/Mechanical Max Horz 1=136(load case 5) Max Upliftl=-31 (load case 5), 3=-92(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-99/99 BOT CHORD 1-3=0/0 WEBS 2-3=-303/125 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 live load nonconcurrent with any other live loads. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 31 Ib uplift at joint 1 and 92 Ib uplift at joint 3. LOAD CASE(S) Standard -ROFESsi &0 O�9C \CO f AXI? 6 3p29 m 07 1P 9 CIVIL CALIF- 15, 2��5 NQv . �7QG3G7BG7C� . . . . . . rJ . l� BCSI-B1 SUMMARY SHEET - GUIDE FOR HANDLIING, IG AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES GENERAL NOTES NOTAS GENERALES Trusses are not marked in any way to identify Los trusses no estan marcados de ningtin modo que the frequency or location of temporary bracing. identifique la frecuencia a localizad6n de los arriostres Follow the recommendations for handling, (bracing) temporales. Use las recomendaciones de manejo, installing and temporary bracing of trusses. instalaci6n y arriostre temporal de los trusses. Vea el 2A&o Refer to BCSI 1-03 Guide to Good Practice for BCSI 1.03 Guia de Buena Practice para el Manelo. Instalad6n Handling. Installing & Bracing of Metal Plate y Anostre de los Truscns de Madera Conn &5 con Connected Wood Trusses for more detailed places de Metaloara para mayor informaci6n. information. ar Truss Design Drawings may specify locations of Los ocaliz s de disefio de los busses rmapueen espen los permanent bracing on individual compression las localizactones le los omarrpresi6 permanentes en los members. Refer to the BCSI-B3 Summary BCSl-Bos individuales tr s pgrma 6n. Vea r u L25llII1Q0 Sheet - Web Member Permanent Bracing/Web Bpa2 los arriostres permanentes y refuerzos de los Reinforcement for more information. All other miembros secundarios (webs) para mayor informaci6n. EI permanent bracing design is the responsibility re de arriostres permanentes son la responsabilidad del of the Building Designer. Disenador del Edificio. © 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, instalaci6n y arriostre tnadecuados, 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 cutting banding. I Empaques y placas de metal tienen border afilados. Use guantes y lentes protectores cuando carte IDs empaques. HANDLING - MANE)O u Allow no more No pennita mas Q Use special care in LJ than 3" of deilec- de 3 pulgadas de windy weather or tion for every 10' pandeo par Cada 30 near power lines of span. pies de tramo. and airports. 10, 10, n e•max. �a ��+fro• a I a /( Pick up vertical Levante de la cuerda tJ bundles at the superior los grupos top chord. verticales de trusses. ONE WEEK OR LESS MORE THAN ONE WEEK 77 Bundles Dp. 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 tierra par una semana o mas deben ser elevados can bloques a Cada 8 0 10 pies. QFor long term storage, cover bundles to pre- vent moisture gain but allow for ventilation. Para almacen-amiento par mayor tiempo, rubra IDs paquetes para preverl aumento de humedad pero pennita ventilad6n. Utilice cuidado especial en dias ventosos o cerca de cables electricos o de aeropuertos. Spreader bar for truss bundles " O O QCheck banding Revise IDs empaques prior to moving antes de mover los bundles. paquetes de trusses. Q Avoid lateral bending. — Evite la Flexi6n lateral. OTA Do not store No almacene unbraced bundles verticalmente IDS upright. trusses sueltos. Do not store on No almacene en uneven ground. tierra desigual. HAND ERECTION — LEVANTAMIENTO A MANO Top Chord Temporary Lateral Brace (TCTLB) Spacing QTrusses 20' or , - % ` _ _ f 7f Trusses 30' or 10' o.c. max. less, support 10 pies maximo LI less, support at t . at peak. 8 pies maximo quarter points. I Levante 6 pies maximo Levante de 4' o.c. max. del pico los 4 pies maximo los cuartos trusses de 20 de tramo los Fuera-de-Plomada.n pies o mends. trusses de 30 1-3/8" 229' o t Trusses up to 20' -► pies o menos.Trusses up to 30' I -*Trusses Trusses haste 20 pies I bob 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 Cada truss en posici6n con la gria hasty 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 los trusses de mas 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 -0.1 truss length Tagline TRUSSES UP TO 30' TRUSSES HASTA 30 PIES Toe -m _\ T� oe-In Spreader bar 1/2 to Tagline j� 2/3 truss length TRUSSES UP TO 60' TRUSSES HASTA 60 PIES Locate Spreader bar % Attach above or stifiback 10' o.c. max. mid -height I I� Spreader bar 2/3 to — 3/4 truss length —� Tagline TRUSSES UP TO AND OVER 60' TRUSSES HASTA Y SOBRE 60 PIES BRACING - ARRIOSTRE Q Refer to BCSI-B2 Summary Sheet - Truss In_stalla- ¢ R and Temporary Bracing for more information. Vea el res6men BCSI-B2 - In_stalaci6n de Trusses Q v Arriostre Temporal para mayor informaci6n. Do not walk on unbraced busses. No camine en busses sueltos. QLocate ground braces for first truss directly in line with all rows of top chord temporary lateral bracing. Coloque IDs arriostres de tierra para el primer truss directamente en linea con cada Una de las files de arriostres laterales temporales de la cuerda superior. Brace first truss well �— before erection of additional trusses. Top Chord Temporary Lateral Bracing (TCTLB) BRACING FOR THREE PLANES OF ROOF EL ARRIOSTRE EN TRES PLANOS DE TECHO QThis 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 Espaciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' 10' o.c. max. Haste 30 pies 10 pies maximo 30' to 45' 8' o.c. max. 30 a 45 pies 8 pies maximo 45' to 60' 6' o.c. max. 45 a 60 ies 6 pies maximo 60' to 80'* 4' o.c. max. 60 a 80 pies* 4 pies maximo :Cons*Consult a Professional Engineer for trusses longer than 60'. ult a un ingeniero para trusses de mas de 60 pies. _13 Q See BCSI-B2 for TCTLB options. Vea el BCSI-B2 para las opciones de TCTLB. © Refer to j3CSI-B6 Summary Sheet - Gable End Frame Bracing. agonal braces. Vea el reslimen77V arriostres del truss terminals. de un techo a dos aqua s• Set first five trusses with spacer pieces, then add diagonals. Repeat process on groups of four trusses until all trusses are set. Instale los cinco primeros trusses con espaciadores, luego IDs arriostres diagonales. Repita este procedimiento en grupos de cuatro trusses hasty que todos los trusses esten inslalados. 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 braces min. every 10 truss spaces (20' max.) 10'-15' max. same spacing as bottom chord Some chord and web members not shown for clarity. lateral bracing DIAGONAL BRACING IS VERY IMPORTANT iEL ARRIOSTRE DIAGONAL ES MUY IMPORTANTE1 BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2 QRefer to BCSI-B7 Maximum lateral brace spacing Summary Sheet 10' o.c. for 3x2 chords -- Temporary and 15' o.c. for 4x2 chords Diagonal braces Permanent Bracing ir!o ' ok 15 every 15 truss far Parallel Chord spaces (30' max.) Il�as€4 for more information.Vea el res6men BCSI-B7 - Arriostre permanente de rdas RardL las para mayor Lateral braces informaci6n. on vertical webs in line 2x4x12' length lapped with the support. over two trusses. INSTALLING - INSTALACION Gypsum Board Tolerances for Out -of -Plane. — Tolerancias para Fuera-de-Plano. Plywood or OSB Q Length —► Max; Bow Max. Bow Max. Truss Bow Length --- ------- G( ...------------------ — Length ► B 3/40 12.5' Mex �— Lengih »I 7/8° 14.6' Q Tolerances for D/50 D (ft.) 1" 16.7' Out -of -Plumb. 1 1/4" 1' 1-1/8" 18.8' Tolerancias para 1/2" 2' 1-1/4" 20.8' Fuera-de-Plomada.n 1-3/8" 229' 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" 7' 2" >_ 8' CONSTRUCTION LOADING — CARGA DE CONSTRUCCION Q Do not proceed with construction until all bracing is securely Maximum Stack Height and properly in place. for Materials on Trusses No proceda con la construcci6n hasta que todos los arriostres est6n colocados en forma apropiada y Segura. Do not exceed maximum stack heights. Refer to BLbi-54 Summary Sheet -Construction Loading for more information. No exceda las maximas alturas recomendadas. Vea el res6men BCSI-B4 Carga de Construcci6n para mayor informaci6n. Do not overload small groups or single trusses. No sobrecargue peque"nos grupos o trusses individuales. QPlace loads over as many trusses as possible. Coloque las cargas sabre tantos trusses como sea posible. QPosition loads over load bearing walls. Coloque las cargas sabre las paredes soportantes. ALTERATIONS — ALTERACIONES © Refer to BCSI-B5 Summary Sheet - Truss Damage. lobsite Modifications and Installation Errors. Vea el resimen BCSI-B5 Dafios de trusses Modificaaones en la Obra y Errores de In_stalackin. Do not cut, alter, or drill any structural member of a truss unless specifically permitted by the Truss Design Drawing. No corte, altere o perfore ning6n miembro estructural de los trusses, a menos que este especificamente permitido en el dibujo c del diseno del truss. 0 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. Material Height (h) Gypsum Board 12" Plywood or OSB 16" Asphalt Shingles 2 bundles Concrete Block B" Clay Tile 3-4 tiles high NOTE: The Truss Manufacturer and Truss Designer must rely on the fact that the Contractor and crane operator (if applicable) are ca- pable to undertake me work they have agreed to do on a particular project. The Contractor should seek any required assistance regarding construction practices from a competent party. 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 Industry, but must, due to the nature of responsibilities Involved, be presented only as a GUIDE for use by a qualified Building Designer or ErectioNlnstallation Contractor. It Is not intended that these recommendations be Interpreted as superior to any design specification (provided by either an Architect, Engineer, the Building Designer, the Erecdon/Installatlon Contractor or otherwise) for handling, Installing and bracing wood trusses and it does not preclude the use of other equivalent methods for bracing and providing stability for the walls and columns as may be determined by the truss Erection/Installation Contractor Thus, the Wood Truss Coundl of America and the Truss Plate Institute expressly disclaim any responsibility for damages arising from the use, application, or reliance on the recommendations and Information contained herein. WOOD TRUSS COUNCIL OF AMERICA TRUSS PLATE INSTITUTE 6300 Enterprise lane " Madison, WI 53719 218 N. Lee St., Ste. 312 " Alexandira, VA 22314 608/274-4849 " www.woodtruss.com 703/683-1010 " www.tpinst.org BIWARN31x17 20050501 �iADVE RTE N CLIA! HO]A RESUMEN DE LA GUTA DE BUENA PRAGTIGA PARA EL MANE)Or INSTALAGION Y ARRIOSTRE DE LOS TRUSSES DE MADERA GONEGTADOS CON PLAGAS DE METAL ITRUSS INSTALLATION AND TEMPORARY BRACING, 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: //KNV'L' Gambrel Truss Mono Truss '--__ea� In a]21' Scissor Truss Flat 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 Secci6n B7 del folleto BCSI 1-03 o el Resumen 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 la Secci6n B2 del folleto BCSI 1-03 para condiciones especiales tales como: 0110 � P14 Rp, MR Piggyback Trusses Field -Spliced Trusses 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 mals de 2 pies, vea la Secci6n B10 del folleto BCSI 1-03 o el Resumen BCSI-B10 — Instalaci6n 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 6300 Enterprise Lane Madison, WI 53719 608/274-4849 • www.woodtruss.com TRUSS PLATE INSTITUTE 218 North Lee Street, Ste. 312 Alexandria, VA 22314 703/683-1010 • www.tpinst.org T • • • • • l • • • • • FAI Truss Ilnstrallation and Temporary Bracing Instalacion de Trusses y Arriostre 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 Disregarding handling, installing and bracing safety recommenda- tions is the major cause of truss erection/installation accidents. El no seguir las recomendaciones de manejo, instalaci6n y arriostre es la causal principal de los accidentes durante la instalacion de los trusses. Lateral bracing is not adequate without diagonal bracing. El arriostre lateral no es adecuado sin arriostre diagonal. Q Always diagonally brace for safety! Stempre 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 _ *Io,o � c. tr455 Spans p° 30' *8' Z45*45� ' Typical n'aX tip to 4s, 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. 6'0.c 4p 0 TCTLB shown in green ALTCS mostredo en verde *4, o,c. �aX 4p 0 El dibujo arriba muestra el,maximo espaciamiento del (vea * above) ALTCS basadd 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. i 614192 SUMMARY SHEE�TiI RESUMEN BCSI�82' 1327emp 20050501 CHECK THESE ITEMS BEFORE STARTING ERECTION/ INSTALLATION AND CORRECT AS NEEDED REVISE ESTOS PUNTOS ANTES DE EMPEZAR LA INSTALACION Y CORRIJA Q Building dimensions match the construction plans. Dimensiones del edificio concuerdan con planos de construction. Q Supporting headers, beams, walls and lintels are accurately and securely installed. Travesanos (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 instalacion Bebe tener conocimiento del plan de instalacidn 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 estan conectados juntos antes de levantarlos en el lugar que les corresponde. Q Any truss damage is reported to Truss Manufacturer. Refer to BCSI-B .5umm,9ry;hPPt —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- lacion. Q Load bearing walls are plumb and properly braced. Paredes soportantes estan a plomada y correctamente arriostradas. STEPS TO SETTING TRUSSES PASOS PARA EL MONTAJE DE TRUSSES Q Trusses are the correct dimension. Dimension 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 elevation correcta. Q Jobsite is backfilled, clean and neat. Terreno en la obra esta relleno, limpio y plano. 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. Extern 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 piso interior. Establish Ground Bracing Procedure: Exterior or Interior 1 ■ Establezca el Procedimiento de Arriostre de Tierra: Exterior o Interior TCTLB U install permanent sheathing for stablllty. Instale el entablado Permanente para estabilidad. TCTLB Q Pick up the assembly and set it in place. • • Levante el ensamblaje y coloquelo en position. Bracing to wall or end jack for hip set ' \ First two )or gads -__ ewf fe) of Orated �9f—.)roup Flrs a f ~waw °I uuvm the entire system into place safely and efficiently. Ground brace ___ Of trusses diagonal ,N cmem'""d 4 First truss levantar el sistema completo a su lugar en forma segura y eficiente. —000 .._.. ..,,,..,.....,,. 4- Wall bracing Groun bre. Driven kroun0 leterel byr�ava j areke Hate p. S= S csa Snell neves eeamrece , d Ssokup ground It i suppers ground �� End br oe Hodzontel tie member wsn muldple 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 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 Opcidn B Option A: Install long lateral braces on each group of • • four trusses that have been set with spacer pieces. Install diagonal braces every 20' maximum. • • Opcion A: Instale arriostres laterales largos en cada grupo de cuatro trusses que han sido colocados con espaciadores. Instale arriostre diagonal cada 20 pies maximo. TCTLB Lateral braces spacing 2x4x12' length lapped • Y • over two trusses. • • Diagonal braces every 10 truss spaces (20' max.) 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 TRABAJO Entable temprano... entable con frecuencia. No espere hasta que todos los trusses esten instalados para aplicar el entablado. Option B: Install diagonal bracing on each group of four trusses that have been set with spacer pieces. Opcion B: Instale arriostre diagonal en cads grupo de cuatro trusses que han sido colocados con espaciadores. Spacer options on pg. 4. TCTLB spacing Repeat diagonal braces 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) 6 ADVERTENCIA! Quite solo tantos arriostres tomo 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 tierra. 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 disenador del edificio. U install permanent sheathing for stablllty. Instale el entablado Permanente para estabilidad. • • Q Pick up the assembly and set it in place. • • Levante el ensamblaje y coloquelo en position. Q Be sure to get the proper professional engineering guidance to lift the entire system into place safely and efficiently. Aseg6rese de obtener la propia guia profesional de ingenieria para • • levantar el sistema completo a su lugar en forma segura y eficiente. 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. El arriostre diagonal temporal de los miembros secundarios trabajan con los arriostres temporales de la cuerda supe- rior y de la cuerda inferior para formar una triangulacidn Diagonal braces perpendicular al plano del truss y evita que los trusses se every 10 truss inclinen o caigan tomo dominos. 10'-15' max. spaces (20' 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 Some chord and web members not shown for clarity. locations. Repeat at the interval shown. Instale a aproximadamente 450 en los miembros secundarios (verticales cuando sea posible); coloque abajo o cerca de las localizaciones 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 secundarios son especificados por separado en el dibujo del disen"o del truss. Ilea el Res6men 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 lateraby diagonal en la cuerda inferior estabilizan el plano de la cuerda inferior. Q Install temporary lateral bracing at 15' on -center maximum. TCTLB Spacing Remove, if desired, after the permanent ceiling diaphragm is . Lateral braces in place. 2x4x12' length lapped over Instale los arriostres laterales temporales cada 15 pies como two trusses. maximo. Quitelos, si asi to desea, despues que el diafragma 8' o.c. max. permanente del cielo raso este colocado. 8 pies maximo Q Install permanent lateral bracing at 10' on -center maximum. 6' o.c. max. Specified spacing may be less; check with the Truss Design 6 pies maximo Drawing and/or the Building Designer. 4' o.c. max. Instale los arriostres laterales permanentes cada 10 pies 4 pies maximo como maximo. El espaciamiento especificado puede ser menor; vea el dibujo del diseno truss o verifique con el 10'-15' max. disenador del edificio. 2 Install diagonal bracing at intervals of maximum 20'. Instale arriostres *diagonales a intervalos de 20 pies maxmo. Diagonal braces every 10 truss spaces (20' max.) Some chord and web members not shown for clarity. 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. • 1 • is• • • • • 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 I0VA' Q Locate additional TCTLBs at each change of pitch. Localice ALTCS adicionales en cada cambio de inclinacion. TCTLB 10" or greater �- Truss attachment required at support(s) Truss Span TCTLB Spacing Lon itud de Tramo Es aciamiento del ALTCS Up to 30' 10' o.c. max. Hasta 30 pies 10 pies maximo 30' to 45' 8' o.c. max. 30 a 45 ies 8 pies maximo 45' to 60' 6' o.c. max. 45 a 60 ies 6 pies maximo 60' to 80'* 4' o.c. max. 60 a 80 ies* 4 pies maximo *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. i Q Locate a vertical ground brace at. each TCTLB location. Localice un arriostre de tierra verti- cal en cada ALTCS. • I • 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. TCTI R TCTLB TCTLB locations EXTERIOR GROUND BRACING INTERIOR GROUND BRACING INTERIO�R_GROUND AR OSTRE DE TIERRA EXTERIOR ARRIOSTRE DE TIERRA INTERIOR (�RRIOSTRE DEITI= INTERIOR -ALA PARED 6 IMPORTANT SAFETY WARNING! 6 First truss must be attached securely to all ground braces prior to removing the hoisting supports. ADVERTENCIA IMPORTANTE DE SEGURIDAD 6 6 ADVERTENCIA IMPORTANTE DE SEGURIDAD 6 No quite el arriostre de tierra hasta que todos los arriostres de la cuerda superior, de /a cuerda E/ primer truss Bebe ser sujeto en forma sequra a todos los arriostres de Cierra inferior y de los miembros secundarios este instalada por to menos en los cinco primeros trusses. • • antes de quitar los soportes de la grua. 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 AR OSIOR GROUND BRACING INTERIOR GROUND BRACING INTERIOR GROUND BRACING TO WALL TRE DE TIERRA EXTERIOR I 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 Opcidn 1 Piezas de espaciamiento clavadas arriba 21� �I 221/2" 2 nails at overy connection I� 2 davos enI cada conecci6n 11/2" minimum end distance 1 %2 pulgadas distanda 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 221 at each spacer to tru connection. ss Do not use split Use tomo mi Option 3 Proprietary Metal Bracing Products Opci6n 3 Productos de refuerzo de metal patentado See manufacturer's ��221/specifications. Ilea las especificadones del fabricante. No use piezas de espaciamiento con rajaduras. 6 IMPORTANT SAFETY WARNING! 6 Never release the truss from the hoisting supports until all top chord temporary lateral braces are installed and bearing attachments are made. 6 ADVERTENCIA IMPORTANTE DE SEGURIDAD Nunca suelte el truss de los soportes de la gr6a hasty que todos los arriostres laterales de la cuerda superior esten instalados y el truss este conectado a los soportes. 00 • • • • • • • • • • • is • • 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 debe 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") Todds los arriostres y miembros espaciadores deben ser 12d (0.1280.25") conectados por to menos con los clavos mostrados a la 16d (0.1350.5") derecha, con excepci6n de los espaciadores mostrados en el Paso 4, Opci6n 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 ■ Instate 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 IN 1 EKIVK VKOUND BRACING INTERIOP rcnilNn RRArms Th WALT, ARRIUS►RE UE I IERR'A EXTERIOR An[U TRE DE TrsOon fNTFRrnR ARRjQSTRE 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. 4 SCSI -62 NUMM AK-YISHEE+T BCSI-62 SUMMAR• SHEE+T n/mo 2 spacer pieces. claves largos (16d shank nails) en cada conecci6n Nn imp phs;-m Qe do lob aspachidoras rnn Pstlariamirnto con o! truer:. rajaduras. Option 3 Proprietary Metal Bracing Products Opci6n 3 Productos de refuerzo de metal patentado See manufacturer's ��221/specifications. Ilea las especificadones del fabricante. No use piezas de espaciamiento con rajaduras. 6 IMPORTANT SAFETY WARNING! 6 Never release the truss from the hoisting supports until all top chord temporary lateral braces are installed and bearing attachments are made. 6 ADVERTENCIA IMPORTANTE DE SEGURIDAD Nunca suelte el truss de los soportes de la gr6a hasty que todos los arriostres laterales de la cuerda superior esten instalados y el truss este conectado a los soportes. 00 • • • • • • • • • • • is • • 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 debe 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") Todds los arriostres y miembros espaciadores deben ser 12d (0.1280.25") conectados por to menos con los clavos mostrados a la 16d (0.1350.5") derecha, con excepci6n de los espaciadores mostrados en el Paso 4, Opci6n 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 ■ Instate 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 IN 1 EKIVK VKOUND BRACING INTERIOP rcnilNn RRArms Th WALT, ARRIUS►RE UE I IERR'A EXTERIOR An[U TRE DE TrsOon fNTFRrnR ARRjQSTRE 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. 4 SCSI -62 NUMM AK-YISHEE+T BCSI-62 SUMMAR• SHEE+T 5 Proprietary Metal Reinforcement Products 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 6M 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. f— Truss member a Stacked web reinforcement plated to truss member — 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 piano 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. WOOD TRUSS COUNCIL OF AMERICA One WTCA Center 6300 Enterprise Lane • Madison, WI 53719 608/274-4849 • www.woodtruss.com •1• • • Web members within the truss may require some types=-� of permanent bracing or reinforcement to prevent buckling under design loads. In general, bracing a n_ 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. - - --- - I 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 24 de los miembros secundarios haciendolos mas estables. 34 EI dibujo del diseno del truss indicara si se ha asumido arriostre o refuerzo en el disen"o. One brace required on each of these webs. E Un arriostre se necesita - en cada de estos miembros secundarios. 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 (0.1280"), 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 SEIS 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 l number and location of CLBs. El dibujo del diseno del truss especificara el n6mero y la colocacibn de los ACLS. Q CLBs work most efficiently when applied • • to three or more trusses with similar web ® . ' • patterns. Los ACL's funcionan mas eficientemente TRUSS PLATE INSTITUTE cuando se aplican a tres o mas trusses 583 D'Onofrio Drive I Madison, WI 53719 I con miembros secundarios similares. 608/833-5900 • www.tpinst.org 83Web 200400501 1 Continuous Lateral Bracing (CLB) and Diagonal Bracing (continued) T -Reinforcement Arriostre Continuo Lateral (ACL) y Arriostre Diagonal (continuaci6n) 2E Refuerzos-T Diagonal bracing • options Opciones • • de arriostre diagonal job Repeat diagonal bracing every 20' or as specified. Closer Some chord and web spacing may be required by the members not shown for l` 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 disen"ador del edificio. ® Always Diagonally Brace the Permanent Continuous Lateral Bracing! © Siempre Arriostre Diagonalmente los Arriostre Continuo Lateral Permanentes! © 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 direccidn al mismo tiempo. ® 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 localizacidn de los arriostres permanentes de los miembros secundarius 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. Options de refuerzos se usan cuando los trusses adyacentes no tienen miembros secundarios similares. PERMANENT LATERAL i BRACING REQUIRED W �IUU 1 LU IL REFER TO TRUSS DESIGN DRAWING FOR NUMBER 8 LOCATION OF BRACES 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 cierto 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 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 3 ■ 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 aplicacidn de material de revestimiento (sheathing). Scab Reinforcement • • 4 • 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 cara del • • miembro secundario. Puede ser mas eficiente estructuralmente para miembros secundarios de varias capas y provee una mayor superficie de clavado. • • is • • • -4 Truss member 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 i -REQUIRED ................. iW.r/...... U, lN' LX BEB W 5g T, LOR SCAB REN.1111.Bff J REFER TO TRUSS DESIGN DRAWING d FOR SPECIFIC INFORMATION 2 BGSI-63 SUMMARY SHEET BGSI-B3 SUMMARY SHEET 3 0 0 0 C .0 0 CONTENTS PAGE -EXPLANATION OF ENGINEERED DRAWING .................... I ...... ....... -5 ............. 2 SOLID BLOCKING BETWEEN TRUSSES ........... .......................................... B TRUSSES WITH STAPLED NON-STRUCTURAL GABLE STUDS .............. 7-9 STANDARD GABLE E -N -D DETAIt ...................................................... : ............. lop 11 STANDARD DROP TOP CHORD DETAIL ...... : ..................................... ........ 12 PURLIN GABLE DETAIL ........................................... .................................... 13 FALSE BOTTOM DETAIL .............................. ........ ; .................... �: .................. 14 .CORNER JACK DETAIL ............................... ......... ......................................... 15, 16 VALLEY TRUSS DETAIL ............................................. t ............... : ....................... 17 INTERIOR BEARING OFFSET DETAIL ......................................................... 18 WEB BRACING RECOMMENDATIONS ........................................................ 19 LATERAL AND ALTERNATE BRACE DETAIL ........................................ ....... 20 FLOOR TRUSS REPAIR - T.C. DRILLED; CUT OR NOTCHED .... ............ ... 21 SNCMIA LETTER REGARDING TRUSS OVERLOADING ............................... 22 PIG.G.YBACK.-ATTACHMENT DETAIL ............................... .............. ........ 23 'BEARING BLOCK DETAIL ...................................................... 24 LATERAL* BRACING RECOMMEN'DATIONS ........... : ............ ...... ....... ....... 25 ON'CUSTOMEIC .. WALL TYPE LEGFN6' SHENines: AC HbLf§TGATE LUMBER.'COMPANYw- F REVISIONS: MTERIG­­L� 6�­ — OP z 11� •, TTI z 1A m.�. *.I );L. PLAN#.., aAuaauwowwYs 9ii t. IF n ' s F '� �, s � 'isti�xs �i •s•' 'rte' �:�,s��s� '�5"u . k"8 a Ails -3$ 'f ;... .F +.i P :CRa2iG4anfd . how. t ._.......... a a 9 5 V104 Mi a i 3F .......... {�rA 0 x f i Nl vma W 140 �, �d sda! `Yid < .... tP � ; ..,tet... .... ... ,: � �..,�.,.,.,�,�„.�,s,„„ (� :�p�l X10a • F.OAtw"ilrY�s� 4 xr its 3' t s.c rrr eaxf tea i tktars a ..i.t$ $w •Ea ,�i3�:aa.L''�zy�so ?` £ Via, '�a. $. ^i�»}li$•i!i ai�tT $82 l' RI: e 11. - I' �p I � a��� . ? �xi ������ i ori .rs•=D � :���. �>J�?� t •i � � ;; t� , i is F a� 1 Huse zr �r F 5 7�€t2 446 '. t: , .< ay � z g�a «-__.._...,.x..._.,._...._I.,;w�.i":t�ftf..,..�...w _ »..e.,.w... _ _ t �9s'�7•yd+a: j ' -� � F3�t� .s%'isf � � •k �i'I"t.'� � '#SSP �k i�� a�v"•aY�'.rs:E °c�r`•a 7 t °�i:Lr.R3iC a a�.yeaG�l a �•RYL�r �^ii •3 4 tce. a xmS' ice! 7 CdA i°3, F6'04 a7 ir'azr. � d I �¢ 3 ; +riz:,'a•c�sax}a.gtyS�csr�zn �:,�ro.ga6lE;s�rsrar�'LS Como ?•Pa° n4 m4 "W4. S4-4 ^.t s'mt ;s-� l�,�ri�. t -c2 N«.. d4Vii• rti�ae. ya.. � : fil e.l" I�al . AI" F l_Q `tea"a�.@ 1' � i'G3'7 ' w:4•ii�x2!�lfi�i�ry 1.`6•$�ys-fi�.�HSF. ik•s � f - � °F i 9�•i.:�29,ta4i+F�s4?fi?:.g.t _ k• � *3 �+F��S'+"aN„w•i'••.m«si3i�B�i�,a�i��T•k5a��'v�dBi�S.C>�Ss,•�3:���„ ..ti��'....� ;:t '. • s ; � ��.. 5%'-ta�z•2:RSis'�'v34�'i'�•�s3c•���g�.�3��tpF•fR� y<$ilSibN.3':���"b�)' >���� ��.�,Os . - i���e�td��i�i3i?cR • # S W °.f^a'<`srH.' '�" a •�.'u�.. a e¢r �°�,t 8a^°.�a«e. �W' <, w � d �•�a� a��s; ��ig e3rF'.�� �u� ��a.�•.r'; 5tit,: �••. ju7 t! q.y�g�� "�°sl �. A".?ai :.. f'%e7•uSf�: �t''�A'I'�r 'at+.r"-,' : �a '1A-4wid;'Old ^. <L'r:�"da`tom[-v x. +'c:�s��t::;L. 4r 33—Y.9a �>=�y 4'A'3"L.%' P Y .) $' i �'' +' �? .3� i'F' 1 Po°+'' RiC3 f't t r'S•�aSCi�'V A -n, i %71vf ` I AS � a a^ag�ra� Y�ras rax��n �r� dx; 8,t � A� � 1 �; E���i � r�t�x `F'�S r �.�3• '�,.d' l h r :fl I a SiA rcasssr,'ruzYn5 hIPLL: t.��.' rlor Jnr t PR()DULITQH. k OF 2 • • 6 Jobruss Truss Type QTY Ply i DISPLAY I ROOF 1' I CONIMON 7 1 �— I - — 5-000 e Feb 2003 Nli i a Indusines, Inc. Nlon Mar 1 14361313 200 Page 1 5-4-5 1043 15-0-0 1� 19-943 24-7.11 ' 30-G-0 32.0_0 ; 2-0-0 5-45 4-9-13 4-9-13 4-9-13 4-9.13 5-4-5 2-0-0 : 4x4 = . Max Up; iff2=-341(load case 4); 10=-341lload case 5) 6 FORCES (ib) - First Load Case Only V C6.00 12 1x4 II / \ \��\`\ 1x4 II 5 7 3x4 I� 4� a E 1x4C .\ 8 \ \ 3 I 1x4 i \ \��\` 9 . �%�/ NOTES v ?/ n 2 ... �l .\ \\ 10 � 11 0 3x6 = 14 13 12 3x6 = . 3x8 = 3x6 = 3x8 uplift at joint 2 and 341 Ib uplift atjo.int'10. 10-2-3 19-9-13 30-0-0 . ' 10-2-3 917-11 10-2-3 Plate Offsets IX,Y): [2:0-3-0,0-1-41,[10:0-3.0,0-1-41H C Slope LOADING 1psf) SPACING 2.0-0 i m CSI l �i DEFL in I!oc) I/dell -PLATES GRIP . TCLL 20.0 Plates Increase 1.15 , TC 0.29 G Truss Span (feet - inches - sixteemhs) Vert(LLI .0.09 14 >999 M1120 249/190 TCDL 1.0.0 Lurcher Increase 1.15 K 6C 0.83 U ReGi-lired ivlernber Bracing VertfTL) -0.39 12-14 >907 BCLL 0.0 BCDL 10.0 Rep Stress Incr YES. Code BOCA/ANS195 L WB 0.36 0 Horz(TL) 0.07 ' 10 n/a 1 st LC LL Min Udell = 240 Weight: 1.58 Ib LUMBER TOP HORD 2 X 4 SYP No.2 BRACING TOP CHORD Sheathed or 4.2-1 oc purlins. BOT HORO 2 X 4 SYP No. 2 } BOT CHORD Rigid ceiling directly applied or 8-6-11 oc hrarinn IN A 4 J t r INO-5 _. R S REACTIONS Ilb/size) 2=1317/0-3-8. 10=1317/0-3-8 TMax Hort 2=-175(load case 5) . Max Up; iff2=-341(load case 4); 10=-341lload case 5) FORCES (ib) - First Load Case Only V TOP CHORD '1.2=26, 2-3=-2024, 3-4=-1722, 4-5=:1722. 5-6=-1722, 6-7=-1722, 7-8=-7722, 8-9=-1722, 9-1.0 =-2024, 10-1 1 = 26 SOT CHORD 2-14=7794, 13-14=1140, 12-13=1140, 10-12=1794 WEBS 5-14=-294, 7-12=-294, 3-14=-288, 6-14=742, 6-12=742. 9-12=-288 �%�/ NOTES v ?/ 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per BOCA/ANSI95; 90mph; h=25ft; TCDL=5.Opsf; BCDL=5.Opsf; occupancy category 11; exposure C: enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right ex0osed;Lumber DOL= 1.33 plate girip DOL = 1.33. 31 Provide'mechanical connection (by others) of truss to bearing plate capable of withstanding 341 Ib uplift at joint 2 and 341 Ib uplift atjo.int'10. . A Cumulative Dimersiyns M TC, BC. and Web Maximum Combined Stress Indices LOAD CASES) Standard X 8 Pane! Length (feet - inches - sixtee'nths) N Deflections finches) and Span to Deflection Ratio C Slope G Input Span to Deflection: Ratio D Plate Size and Orientation P NtTeic Plate Aliowables (PSI) E Overall Height Q Lwreber Requirements F Bearing Location rR Reaction (pounds) G Truss Span (feet - inches - sixteemhs) S Nlimmurn Bearing Required (:chess H Plate Offsets T Maximum Uplift and/or Horizonte! Reaction ;f Applicable. . I 'Design Loading (PSF) U ReGi-lired ivlernber Bracing J Spacing O.C. (feet - inches - sixteenths) V Nlernber Axial forces for Load Casa 1 iF DurAbon of Load for Plate and Lumber Design L Code.-. :1-- Notes _ X .4dditiohal Lo ds, Load Casr k,C 0 0 W I 0 •. Jog Truss ^;. .. • } pe Qty . Ply MiTek web Site `44EB SITE FF -0l �Fi.ODR ' ............................................,.. t .... ... .............. .... •............L............................ 1 1 .., .... ......<................. .......... .t ISeafinp Fit tTru•r. 0 ..... ............................lPl�.liefl;rnngt (nNl:nng!.) ................. 5,00 6 Jim 26 3003 14FieX Indus[tlas, Inc Sun Jill 24 05:59:On 'I :tg i:..... a:.@:�.......:.... E:k:G........ ...16:R ......:......2 -k.9 ......;....Z.a:n........4 a > 4xi 9x7 lH :. ' #< :::)VA P. 1"i :: r.b ` t.r i .........................Y Y d 0,6:. ,• oxo ' 7x1 'xr :..............:............. ............. •x< ................ q ,:::••::,:::.::::::.,.>...;:, 1 m, aA a:t Af A,f .s: arb,:,.8 AA L b Y a• 7xc Iw! fsl tai ` 1 , tati 1.9x0. iUl•:1:< ixt 'lei r•6 ...81.,1.....1 R.E................. ....... ..islf-4 ....................... _.............. AdVB................. -19:J•Q...r6A•0.._:..... .....10•IN•1......... 0.(7-(:. ]1 C•0..71: P9 ......... .. ..... 1P•4 e. ... .... .......... Y ...... .... .... .. 10.0.8 PLnte Qii slf (X,YK U:R:.3.1.Cc;-� ;. `l , c , ,fid r , rj:.. >:.. 3.1. 9 4 ).>) [. 4 e(�gt 1, )p:Q. sdr l'Z D) d G'd t........ ; . ,...... s,M: ..LO.AD7NG(psf) 'SPACING -'C Sl `" DE, in 10 Nd+ll �'d SLA i s. TCLL 40,0 Plates Increase .1,301-" -TC 0.57 Vart(LL-O.gOAf: nf- .;S89 J 360 .hIIf20ES < 24GRIP1, i T(;OL .10.0 Lumber Inrrea e t )0 a 1.Op: i;,"- BC 0,)3 Ven(TL)-O'•62AE-AF :-382 240 ti1l20rt � 187)143 '. BOLL. 0.0 Rop.Strssfncr 1'E5 " ' 1V8 0.82 Harl (7L) D.l17 aq n/a n1a • BCDL 5.0 Code - BOCAfl'PI30(r ' (Marti ) Waioht:.1 is Ih q'.LUMBER €BRACING ' TOP CtdORO 4 X2 SYP W0.7. TOP Gf1OR.D Stnjetural nt00d s'haal hin dh•f:cCl pp ... � BOT CHORD 4 X 2 SYP No.l "ExcepLl 0 Y a lied or .. 0 ec B1 4 X 2 SYP N012 purlins, axcepi' end verticals. . WEBS. 4•X 2 SYP No,7 BOT CF(ORD Rlgld coiling diiectJ'y xpplien of 11.0-0 0c bracing, • oi'Hens 4 X 4 SYP stud RE'ACTIONS(Ih/sleej AI.1=93710.3:8, AA=2066/0.3-0, u=259/0-3.8 ' �'. Flax uPllhll<x-t00(laad case -21 ` Max tbrai,AM=9566(fordcase2),AA=2.066(toa6cas•.IJ,u-431.(inadcase 3) F6RCES (Ib) - 14891mum Com pres6lon/H@aimum 1'enston fOP Cr1ORO l.1 -AL= -36/(1, T•AL=-3S/l1r A -8=-1.t1%71/0. B -C=-1875/0, , 1 • E•F 3449 0, F,G--- . �. / - T449/4 G,H=-;;710/0, H-l=-?68aJ0, I-J=-1Ra•1(0, 1•�K=_35?'2$0, I(:L=012271, L -M=0/2276, 1`144=0/1742: 0.0=-370/1203, 0•I•=-373/1284, R-Q=-750j864t. " Q -Rn -7$9/864, R -S=-770)374, S -Tb -2/0, A-01-95610 t BOT Cl IORD AJ-AW=0,0, AI•Al-0/2996, AIi,AI-O/7355,..AG-AH-0/3955, AP -AG -0/3340, AE -AF -0/1844, AD-AEa0.r1844, AC-At)-0/184,1,AB•AGn-1177/O, AA.AB+'-11$4/0, 2 -AA> 227610, Y•3=-1724/0, :4-Y=_]o65,,587' ✓• _X j.0r)5/582, V-VIr-620!950, 11-V•--t6fi/553 WEBS I-AE=•i4'1f0, J•0.o=0/749, hl•AA­ t022/0, P -X=0/3, A-lJ=0/2038, C .ti= -237/0, . I) -fig -1173/0, D-Al'ry O/SS6, l-fiF`=0/1$ati., WAA=-1.1a8M,-t(-AC=O/1604,J-AC=.Z068/O. SAJ•=-671j203, S -V=•261/373; ' R -V=-2271.310, R.:1Y=.n4:710, P-VFn0j41.0, 0-Yw-tl.6j34, H•�T.=-6:5;0, o-l-Z.=O/007, .. + ' N -Y-0/1023, P•Y=-§91/0 X50 ST:..,. NOTES 1) UnhAlAn:ed floor live loads have been considerad For thisdesign. 0.t 2) All -plates are 611120 plat's unless orher,rlsa Indicated. t�- n, This truss truss requires plate inspection per tha'Foorh Count Method wrlen nils rnr5s !s chaser. For goality j �a '� i A"ssurancelnspacrloo' � RRR 4) Bearing at joint('.) AM considers parallel M grain value using ANSI/TPI '1-.(995 angle to grain fcrmuie. �'• hh lTel(< Building daslgnrr al ill verify capacity of hearing surface. �' n f ' 5) ORe Rl'7 VSP C's 4X2 fl, PPCOlrlreenge(I to conAe- tru8.t to Bearing bjdlfS aoe.M upon at jl'(s) U. :6) Da=_Igo a5surnes 4x2 (flat orlantailon) purlln3 at ac spacing Indtcate0, fasl'ened 1a miss TC rr/ 2.70d nails, }' :7) ReCarnrnLantl 2x8 slrhngbact:.s, an rdga, 6P6'ccd at 10.0.0 uc an41ASCRazt le ea ...,�.�53� . Slrongbacks to be allactled lo-wal(s at their outer ends or reslralned•by oche+'rnim�s. +rhh I n 1 s. 3•'IOt a'I - . S) CAUTION. bo no; greet truss baci:y,aras, SAMPLE: Q,. ' NOT FOR f RODUMON iL0'AD"cASE(S)'5landafd .... ....... ....... .. .........-................... ......... ... .. • 0 • 'I Job Truss TrrusS 1 ypeSFeb ty Ply OISPLA`f I FLOORI ( FLOOR I 1 I O Reaction (pounds) Job Reference (optional) F Bearing Location R Minimum Bearing Required finches) _ 62 0.3 ibli i ak Industries, Inc. Thu Mar 13U9_1_7:257003 Page 1 G Truss Span (feet -,inches - sixteentfts) S Maxlmuin Uplift and/or Horizontal Reaction if Ai5p cable H Design Lording (PSF) T Required Member Bracing .. 1x3 II 3x6 PP = 1x3 II E1x3 = 3x4 = 3x3 = 3.3 = 1x3 II 14 II 3x3 = 3x3 = 4x4 = 3x3 II 3x4 = 3x3 = 1x3 II 3x3 = 3x3 = .3x3 = 1x3 = 1 2 o 3 4 5 6 7 a 9 10 11 12 13 14 15 16 17 18 ' L' TC, BC, Web fAaxlmum Combined-S-ess Indices ' 33 - 32 31 30 29 28 27 2fi 25 24 23 ��, 21 20 19. 3x6 = 3x4 = 30 = • 3x3 = 3x3 = 3x3 = 4x4 = 3x6 FP = 3x4 = 3x3 = • U3 11 3x3 = 3x3 = 3x6 = 3A = A! G 2-9-0 5-3-0 6-6-0 7-9-0 9-4-3 _11-10-8 14-4-3 - - 17-0-0 19-7-8 22-1-8 23-6-0 24-9-0 27-1-0 30-0 0 B 130-0-0 LOADING fpsfl TOLL 40.0 i�� H SPACING 2-0-0 Plates Increase L CSI TC 0.71 DEFL in Iloc) VerT(LL) 30-31 I/dell PLATES GRIP 1.00 -0.18 >999 MII20 249/190 TCDL 10.0 Lumber Increase 1.00 BC 0.75 Vert(TL) -0.24 30-31 >829 BCLL - 0.0 BCOL 5.0 Rep Stress Incr YES Code SOCA/ANS195 WB 0.46 �7 Ho z(TL) 0.04 26 n/a 1 LC LL Min I/defl 360 Weight: (Matrix) i V st = 15b Ib LUMBERi BRACING TOP CHORD 4 X 2 SYP No.2 ! TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT.CHORO 4 X 2 .SYP No.2 . P BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 4 X 2 SYP No.3 Q R REACTIONS (Ib/size) 33 = 774/0-3-8, 19 = 508/0.3-8, 26 =1978/0-3-8 Max Grav 33 = 803(load case 2), 19 = 610(Ioad case 3), 26 = 19781load case 1) , ES (lb) First Load Case Only 'U TOF CHORD 33-34=-37, 1-34=-37, 19-35=-43, 18-35=43, 1-2=-2, 2-3=-1353, 3-4=-2099, 4-5=-2186, 5-6=-2186,- 6-7=-2186, 7-8=-2186, 8-9=•1264, 9-10=63, 10-11 =2035, 11-12=2035, 12-13=467, 13-14=-732, 14-15=-732, 15-16=-951, 16-17=•784, 17-18=-2 BOT CHORD 32-33=826, 31=32=1859, 30-31=2282, 29-30=2186, 28-29=1785, 27-28=743, 26-27=-894, 25-26=-1091, 24-25='-1091, 23-24=183, 22-23=732, 21-22=732, 20-21 =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=-1121, 9-28=725, 8-28=424, 8-29=546, 6-29=-271, 12.26=-1257, 12-24=867, 13-24=-904, 13-23=747, 14-23=-299, 17-19=-685, 17-20=371, 16-20=-346, 16-21 =-113, 15-21=298, 15-22=-234 NOTES V 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x6 strongbackg, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to'be attached to walls at their outer ends or restrained by other means: 3) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 1f1f A Cuitaaative Dimensions M Deflections ;inches) and Span to Ceflectibn Patio B Panel Length 1 -feet.- inches -.sixteenths) N Inp,.rt Span to Deflection Ratio v j v C Chord Splice Face Plate 0 MiTek Plate Allowables !PSI) D Plata Size and, Orientation P Lumber Requirements E Truss Depth O Reaction (pounds) F Bearing Location R Minimum Bearing Required finches) G Truss Span (feet -,inches - sixteentfts) S Maxlmuin Uplift and/or Horizontal Reaction if Ai5p cable H Design Lording (PSF) T Required Member Bracing .. I Spacing C.C. (feet - inches -,sixteenths) U Member Axia€ Forces for Load Case 1 , J Duration of Load for Plate and•Lu^lber Design V Notes K Code W Additional Loads/Lead Casas L' TC, BC, Web fAaxlmum Combined-S-ess Indices ' 0 August 19, 2003 A.C. Houston Truss Company 2912 East Lamadre Way North Las Vegas, NV 89031 7777 GREEI\.IBACK LANE SUITE 109 CITRUS HEIGHTS CA 95610 USA FAX (916) 676 1909 TELEPHONE (916) 676 1900 RE: Solid blocking bettiveen trusses To Whom It May Concern: Solid blocking provided between trusses usually serves two purposes. First, it is provided dozing 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 questions, please contact me at 800-772-5351. �Gl� IEER'�` �. Sincere ,.`�i 1� �ROFESStp iO JG � `o ��OO�vC y4� ti ��� G7 'T1LU�+ !17 ;A f`:O. C��:i .''719 � Y� EXPy-5 Redone.�7-04 0 0 C4)567a3 P.O.613912 .Tn%isshn {. �. "1L1 vember 3, 1999 ` I,'�l c A.C. Houston Lumber Company ' %Y ,r 2912 East La Madre Way S �� North Las Vegas, NV 89031 Re: Trusses with.non-structural -able s To Whom It May Concern:- Bo.( 335009 North Las Vegas, N7f 39033 1 MICHAEL A. ° ? w M LETT i �PROfESiO 0' / c ,EL A. f� CIVII id No, CO �7d3 - / •0 3 1999 \�r Qh�� Tbis letter is in response to your recent inquir .iijXsCion of staples rather than metal gusset plates that are shown on'the truss engineering drawings for aou-structural gable studs. The trusses is question must meet all of the following criteria for this detail to -be valid. yzThe trusses must have been designed by this office using ANSI/TPI 1-1995 and UBC -97 criteria ,� ;�• •;�;a;,with and increase of 25% for lumber and plates, 2d O. C_ spacing, 16 to 20 PSI' tap chord live , a' b a�}' load-,.,7.to .14 PSIi top chord dead load, 7 to 10 PSF bottom chord dead load, design wind speed is -�,- _ s '� JS,NJTHmaxim um, and be sinjo e ply trusses only. A;; .2: ; ,The Trusses must be structural trusses and be approved by the building designer for the intended application prior to fabrication_ All -parties involved in . the project must accept their .°-, : • p work as specified in AI`iSI/TPI 1-199 WTCA 1-1995. •�.;�-t;.y�zesponsibilities and perform their 5 and ffin If; out -looker notches are to be installed in the top chord of the truss, they must be `"�'-' addressed sp6cifically specificallyin the truss design drativin-s Out -lookers that extend lon er than 12' beyond the end oFthe gable truss are not allowed. There must be no out-lookeis,witbin 24" from the end of the truss, or in any top chord overhang. No plate's 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 with ir_stallation: All -persons involved in installing 'should read- and understand HIB -91 before attempting' to handle trusses. It is recommended that the truss installer should consult OSHA if there are . . questions about jobsite safety concerning trusses. The fabrication- installation, and handling of trusses is outside the scope of responsibility of the truss designer. 5. Never sit or stand on trusses laid flat_ Never stack•constructi6a materials on trusses laid flat. Never lift truss using non-structural members as connection points. Trusses are not intended to ' resist lateral loads perpendicular to the trusses. This is true for all truss members, but is especially true for all non-structural gable studs. They are called "non-structural" because they are not specifically designed to support loads. The structural member 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 design'' specifies only the location of the bracing• that is required for individual truss members to prevent out of plane buckling of that :... is always�•1din; m r. and the responsibility of the bui embe ' � Additional bracing is a1�Nays .required cv - a.=�`:- a .r: • tip •: �:•i'.: r.i: J.i.:: i:.. - N•. n .:.:i ..:��+�. ).-.i:.�; ::'.• ijiY':%- :.^tri.. - t�Fac4sin�•orc�F.Yac�c� Tri�iss�Desian'erc�Re'�ait�'::•::,-»,,- :::.:::::::::<::.:�: . Page 'I of 3 `, PVov b e r 3, 1999 CeSl��er. :Pe OL!1_d:n- des' should provide the contractor with a bracing plan =or the buddiaQ. This plan may be included in the' contract documents or may fid -2d to be specifically requested by the contractor. . Refer to WTC_,. 1-1995.'for' questions re=arding scope for responsibility. 7: 0 TYPICAL GABLE END BRACING DETAIL.. If the truss design drawings specify CONSULT SUILOINC OESICNER FOR SPECIFIC DETAIL. seismic or wind load bad been applied, it is applied in directions that are parallel with the plane of the truss. BLOCKING - r \ Trusses which are exposed to wind GABLE, END acting to the face TRUSS.\ ROOF SHEATHING ` / perpendicular of 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 consulted for general guidance with regards to bracing of trusses. An '- WIND OF additional publication IN OUT entitled : "Commentary -for Permanent Bracing PLANE of. Metal Plate Connected Wood DIRECTION Trusses" written by John E. Meeks, P.E. -is available from WTCA (Wood Truss Council of America). Ln this LATERAL / DIAGONAL WIND publication on pages 8 and 9, the BRACE BRACE 6Y bracing of gable end frames are BUILDING DESIGNER. discussed. It is recommended that the building designer read this publication. Also consult the "Mitek Standard Gable End Detail" for additional information. All of these C•. BLOCKING publications specifically recommend'a derail similar to the sketch to the right WALL TO GABLE TRUSS CONNECTION in many situations. END WALL DESIGNED .AND DETAILED BY BU.ILDING DESIGNER. A11 connections must be applied in conformance with A.1i1SI/TPI 1-199.5, current accepted YDS, and/or NES National Evaluation Report(s). The trusses must be fabricated properly with no gaps at stud connections except as allowed.. is A.iNSI/TPI 1-1995. If the above conditions are meet, then (3)-16ga s 2" power driven staples may be substituted for the specified metal gusset plates. This connection is intended to hold the non-structural gable studs in place during delivery and installation. These studs are intended to provide nailing . surface for drywall and/or sheathing and transfer vertical loads from sheathing into the truss: If these non-structural gable studs must resist lateral loads as noted above in note 6, additional . nails.or connections may be required and must be specified by the building designer. Plated connections are recommended at all hip over -framing, Dutch hips with setbacks greater than. 7'-0" -all girder trusses, P ig bac d valleytrusses. Plated connections .are ..also'. a �gY �-i' and recommended in any situation where a ledger is to be applied to the truss (Ledgers and -their.. confections are by others.) :This letter applies only to. 16" or..24" O.C. spaced vertical' non- W.i l J !November 3, 1999 Page 3 J strucCural members and not to diagonal or horizont-_-,[ members e:cceot ac vent locations. Ir therz is any question about the applic•abilicy of this lerczr to the intended situation; please fzel sea to contact this of_ica. Tais letter may be used to address th s issue subject to the conditions until informed othervise•by this office, or -until accepted codes or specifications change. If you have any questions concerning this matter, please let me know when I am in your office or write m' e at the.above address. I caa also be reached by telephone at (702)-232-0099. Sincerely, �nOFf5S Nfichadl A. i`itallett, P.E. MICHAEL A. ° Professional Civil Engineer to SIA LETT % -4m x'30. r't9557d3 CIVIL X044 Sq� -7 NEL NEL A. t Fyc� ���/13334 � j F O � C Na.C056743. i 11v. s/,azcoI �T CAKX_ CP CALIF ! 0 . • 9 • S �.ANDARD GABLE END DETAIL PAIGESI OF 2 DIAGOAL'ORL-BRCING 0_ 9 VAR[': I --- To �5�20�2 C�,.�.I -12 4x4= TRUSS 0 T 3" M linc^ i rni\4u - 2X4 NO.2 OR BTR. DF -L 1 1/2" -(BY OTHERS) 1X4 OR 2X3 (TYP) 3 1 /7" NOTCH AT �24 MAX ` 24" O.C. (MIN.) 2X4 LATERAL BRACING EDGE TOP CHORD AS REQUIRED PER NOTCH DETAIL TABLE BELOW 3x5 = • . . VERTICAL STUD ~ TYPICAL 2x4 L -BRACE NAILED TO 2x4 VERTICALS W/8d NAILS SPACED AT 8" O.C. LOADINC(pso SPACING . 2-0-0 TCLL 50.0 Plates Increase 1.15 TCDL 10.0 Lumber Increase 1.15 CLL 0.0 Rep Stress Incr YES BCDI. 10.0 Code UBC97/ANS195 20 O.C. _TYP _ END !,`f WALL RIGID CEILING, MATERIAL DETAIL A LATERAL BRACING NAILING SCHEDULE VERT. HEIGHT # OF NAILS AT END UP TO 7'-0" . 2 - 6 -9-1-0 16 INCH O.C. _ _ _ _ -7-1�0 - OVER. 8'-611 4 -� 16d LUI,. .R TOP CHORD 2 X 4 HF 1650F 1.5E BOT CHORD 2"X4 'HF -1650F 1.5E OTHERS 2 X 4 HF - STUD/STD 20 O.C. _TYP _ END !,`f WALL RIGID CEILING, MATERIAL DETAIL A LATERAL BRACING NAILING SCHEDULE VERT. HEIGHT # OF NAILS AT END UP TO 7'-0" . 2 - 6 -9-1-0 16 INCH O.C. _ _ _ _ -7-1�0 - OVER. 8'-611 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. _ _ _ _ -7-1�0 NOTES 01) VERT..STUDS HAVE BEEN CHECKED FOR 80 MPH WIND, EXP. B, HEIGHT 25 FT 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. :4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT . BRACING OF ROOF SYSTEM. X. 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAVERT. STUD HEIGHT OF 8'-6". TOP CHORD NOTCHING NOTES - 1)THE GABLE MUST BE FULLY SHEATHED W/RIGIO MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C. • ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 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 #2 LUMBER AFTER NOTCHING. 4) NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. Continued on page 2 :- STANDARD GABLE LND DETAIL w SIMPSON.A34 — OR EQUIVALENT LEDGER - GABLE END i + 45" --------------- FILENAME: STDGA13100XD PAGE 2 OF 2 7/1 7/00 4- 10d NAILS MIN. ,PLYWOOD SHEATHING TO 2X4 STO. DF -L BLOCK 2X4 BLOCK '2X4 SF DOR BTR SPACED @ 5'-0" O.C. SHALT BE PROVIDED AT EACH END OF BRAC EXCEPT FOR BRACE EXTENDED STRONGBACK INTO E CHORDS & CONNECTED TO I I CHO S W/ 4- 10d NAILS: MAX. ENGTH = T-0" STANDARD TRUSSES SPACED @'24" O.C. NOTES 1)2X4 NO.2.OR BTR. FOR LEDGER AND STP,ONGBACK NAILED TOGETHER WITH 1 OD 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 TOENAILS :)THE' 10d NAILS SPECIFIED FOR LEDGER AND STRONGBACK ARE 10d BOX NAILS (0.131" DIA. X 3.0" LGT) TI-IIS:DETAIL IS APPLICABLE TO STRUCTURAL GABLE END IF THE FOLLOWING CONDITIONS ARE MET:��9� � � -2003 - 1. MAXIMUM HEIGHT OF TRUSS = T-6" MAXIMUM PANEL LENGTH ON TOP AND BOT, CHORDS = T-0" THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL BE BRACED @ 4'-0" O.C. MAX. . del 4. PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS,T9 QQ20FESSrON9 ��j Rc,00 ���F �pONO Y Yan Y O G C) p. • tv0. C:U-94919Trr `i%r OF CAL,rQ�\ z a' • i • MITEF ItdDUr��''ES, INC, CA' 44 49' o,c 2,4 Wmpz� t • A . `27< Li,�r�rt�—�e (.s�►� Igs Tt c1 AUG 1 9.2003 ozoFES,�io� .cry.G.o�• m �• � �� G�at2b 19 EXP 9-30-C)4 tom(.. Vf�c CIVIC of CAU1 41Z,4 2 REooNc ��� Cfio�er 8s,�It oar. ��e� I-u►�Ybcl� lO..• _ p u� p; 0 r.04 1 hh Q of :s Clesbza .... • H.ndlin ;d' Erection IJi.cllll•nlloua 411 orm.11rsn c✓.Iw. hn .d.m Im+q nTaarl rv.. •hJ ra W� .:I m. 7,1u ura d ILL.rorr1avlull JW d .p.crLM'tsr Ow 'd.Jylsr d d1. T Y.,. uy u1tl T.nlw tra'n0 Iu, 1.�L'Wq rr\vn Bncln hlormulon hru>y lo,w Connoclor. Hudvrar. ' 1-umbrr miTak Industries Inc. •yp WPI...n Y+.uul Ior . Ivry 1.I1vJ Ipem JW I+a tlu,iy ud .N hu.IW pr' 13. yin 'JI neemsury VILsJ m.nb.nL .c d✓rr .n TP ✓• n..ntuurJ n Lurbu rtuu �r.dd• .rl Iain .n .rpw� 3140 cull Camp Dr. Iuv..' Ia la.d. v..a L. yly W w Ills rar..�Iurr .a .!. mnpYvam, prep..b .nl 1*a Lpm IN arz.ryi.'I,, uuu r..vu uul Ire �,•••,, u:n'o � du du,h. Innl b.'n✓Ly. Pl.r W �r.JJd on lava I.:r. lupw:ai buu�. .ni X144 It+nchn - N ro IUIn .hu. la.tl. 'ro lYu.rvgr TI]I.I.. Wd • prualu Yw.. dmir/r l�:y, b..p111ud a d j y 1 yh 'd..: ,. Y1IW . tr,. Iu nw✓ L—I kll� lad. raq.F pp N WA W— hv. raplw . n W J aLi, rS w' r 1PKld v r I✓q h. d dw Brea, +Uluh W, -b dlai, .Plrw mru Iw d In. w., W b. d' Ju ,Lu ✓,1 .poor. Co N++.., CA 95670 - Illu cs. yald.. Cr. Il.ru be ..pclwl Ip he.. pp'rppnrn peps r,oru3vn.5 CE.{ ". Y.bol d• J1..:q {r W .n! .ua Jatl, YRi 1'au,, s. 1 .ppwv J K'b (J•A n1uYGtu ✓. u—Id a W Lr.rJry rvW.11a br J1..dllry, pa.q. r+(uUyy ap . Rr/✓ la IN � ,T_. la(n dul.1 .lu.n ✓.1 p.I a w h.ur ilw ✓l.. rclual n.y P Iy (d M772•S151 FAX 0 19) i I-1225 (:J r1 hl [: P7 r ( ) 1992 . nuu 1 lald daai N a.w f Cr.crcl. Rud .r u1Tor. lucn .. .oro lo�cwW. d In. ur. .} ,1 an du br J. d dr. 11.J U1. n..anur ra Jn.nl o•1 YL dr. ,g. pllLu rr cl:irY7 rrurpu4. 1. d1w. lu danvknr d IJ r'Iyp:. ✓J n II I3rla CH/ATER uEL/i Efl JWI lo. 1992 . �• R_. 1 4.iu.lru.., Ic�d, rn ,u,Iwl. r . n•. I.lr1� ' :a N. d iLy 1u Irn. IurclYq, J'+fn1w _ .Wild acW �� Jnuu. I. M 11W i1. n v r^'✓ h ✓ r/..• uc..Ilan. ryn Y dn.n.l:w, u.�.>,.n. • ui.0 alrW • In 1 V �Pru+ornJ r V '.. .4rld Y•�.1✓al drat YV WI.. - 6..Uwrd dw oon7Fl.. .nt'1aa. h Ih. LIw It]5 ' ' .u61W, aITC J TPI .. APRIL 23, --,g 9R CICS (P,) r� as �- o0 �� o0 �a MiTe0ndustries, Inc. i e PURLIN GABLE DE I AIL ST-HIP01 ---- �--- .� � SHECT 1 GF THE PURLIN GABLE TO BE LAID ON TOP OFTHE HIP TRUSSES AND . ` A I TACHED WHERE IT HAS CONTACT WITH THE TRUSSES BELOW. / SEE DETAIL" SEE DETAIL JACKS 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 U z I. O O. U �. to= o oT LL b IF SEE SHEET 2 OF 2 FOR ALL DETAILS 3x5 ALL PLATES TO BE 2x4 UNLESS OTHERWISE NOTED 3x5 TYPICAL TURLIN GABLE" REFER TO ENGINEERED TRUSS DRAWING FOR EACH INDIVIDUAL TRUSS SEE DETAIL #3 • C,IN EES -sem, O' p tri. - in 4 ,? Azo. i O.L•2v, �npEtiSSIONd� `bpNcy� W t\,0, cc, g1919 E-Ap 9 -30 -CA . Cl'A. J��- OF FIRST COMMON II PURLIN GABLE ------ H04 H03 I; H02 H0I- THE PURLIN GABLE TO BE LAID ON TOP OFTHE HIP TRUSSES AND . ` A I TACHED WHERE IT HAS CONTACT WITH THE TRUSSES BELOW. / SEE DETAIL" SEE DETAIL JACKS 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 U z I. O O. U �. to= o oT LL b IF SEE SHEET 2 OF 2 FOR ALL DETAILS 3x5 ALL PLATES TO BE 2x4 UNLESS OTHERWISE NOTED 3x5 TYPICAL TURLIN GABLE" REFER TO ENGINEERED TRUSS DRAWING FOR EACH INDIVIDUAL TRUSS SEE DETAIL #3 • C,IN EES -sem, O' p tri. - in 4 ,? Azo. i O.L•2v, �npEtiSSIONd� `bpNcy� W t\,0, cc, g1919 E-Ap 9 -30 -CA . Cl'A. J��- OF Ll ❑I STANDARD F.EFAIR FOR ,-.DOING — A FALSE SO II �.OM CHORD _ ST -R ��-- F. -'Milek Ind!srries, Inc. Chesterii.c_Id, PITO, 0 00 L aLlla BRACE (T -(P.) @ 10'-0- O.C. (NAX.) FOR SINGLE TENSION BOTTOM CHORD WHERE RIGID CEILING IS NOT APPLIED DIRECTLY TO THE MAIN TRUSS BOT I OM CHORD. BRACE AS SPECIFIED FOP, BOTTOM CHORD IN COMPRESSION OR MULTIPLE PLY. MAIN TRUSS. VERTICAL STUDS @ 48" O.C. ATTACHED WITH TWO - t Od (.148- OIA.. X T-) COMMON WIRE NAILS AT EACH END OF VERTICAL. MAIN TRUSS (SPACING = 24'0..C.) MAIN TRUSS MANUFACTURED WITHOUT FALSE SOTT i Olvl CHORD I 2X 4 STO. (OR BETTER) SPF, HF, OF OR SYP VERTICAL WEBS L ZX.4 No.2 (OP BETTER) SPF, HF; OF, OR SYP BOTTOM CHOP,O FALSE BOTTOM TRUSS SPAN t .J. ' ` ' r'-"`' NOTES: -Q 1. LOADING: t 2 LIVE LOAO DEAD LOAD ' C v� UiifLr, r TOP CHORD: (REFER TO•THE MAIN TRUSS DESIGN FOP. TOP CHORD LOADING) BOTTOM CHORD: `0 PSF 1-OPSF 2 RErEP.TO.THE MAIN TRUSS DESIGN FOR LUMSERAND. PLATING REQUIREMENTS '.3: X1MUtv1 BOTTOM CHORD PITCH= 6/12 . .4. 1 SIE EIIO OISTP.NGE, EDGE DISTANCE, ANO'S'PACING.OF NAILS Sr AL' L,BE SUCH NARNING Verejy.design p¢r¢metem and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only wlth MRek connectors. This design is based only upon parameters shown, and is for ori individual building component-ro be installed and loaded verticoO Applicability of design,porometers and proper ==Component component is responsibility of building designer - not truss M0 Is for lateral ii ipport of lci�fvirit al web members onl�4 Mary -711 11 to in r •I during o the - = respons(bllliy of the erector. Additional permanent bracing of the overall structure is the responsibillh/ of the binding designer. For general guidance . regarding'fabrication, quality control, storage. delivery, erection and bracing, copsulf QST -88 Quality StancJord, DSB-89 Bracing Specilication, and HIB -91 `_,,Handling Installing and Bracing Recommendation available from Truss Plate Institute. 583 D'Onorrio Drive. Madison. WI 53719. j'd J iTe r 0 0 0 0 91 Job Truss Truss Type Qty ply - Typical End / Corner Jack GeneW Details - All corner jacks and end jacks ALL JACK MONO TRUSS 1 1 meeting requirements listed below. Job Reference (optional) A.,f' 'luston Lumber Company 5.200 s Sep 30 2003.MiTek Industries, Inc. Fri Mar 19 09:16:01 2004 Page 1 -2-0-0 8-0-0 2-0-0 8-0-0 2x4'11 Scale: 318"=1' 3 Slope may vary from 3:12 to 8:12 co O 8.00 F, —2 max. W May be.ommitted per Note 4. 16 2 a) 2 2 4 be supported by girder truss joined 2x4 with Simpson LU24 or USP JL24. - Alternate plate positioning. 2x4 11 When end vertical is ommitted (note 4), Simpson A35, USP M034, or 3-10d toe 8-0-0 Max. nails (per 1997 NDS) may be used. _Plate Offsets MY): r2:0-2-0.0-3-2] LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP T(A`: 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) - -0.20 2-4 >468 360 M1120 185/144 14.0 Lumber Increase 1.25 BC 0.44, Vert(TL) 0.45 1 >59 240 0.0 Rep Stress Incr . YES WB 0:00 Horz(TL) 0.00 4 n1a n/a BCDL 8.0 Code IBC2000/ANSI95 (Matrix) Weight: 29 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD .2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS . - 2 X 4 HF Stud REACTIONS (lb/size) 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) .FORCE - S Jlb) - Maximum Como7ession/Maximum. Tension TOP CHORD. :1-2=0178,2-3=-161/106,3A=-240/67 BOT'6HbRD 2.-4_'-33/51 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=8.4psf, BCDL=4.8psf, Category 11; Exp B; enclosed; MWFRS gable end zone' cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=11.33 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) Providernechainicalconnection (by others.) of truss to bearing plate capable of withstanding 63 lb uplift at joint 2 and 30 lb uplift at joint 4. 4) End vertical may b6ommittedojack trusses less than 7-10-1), provided that bearing isadded atJT-3. Connection by others or utilize Simpson A35, USPMP34, or 3-10d toenails (per 1997 NDS). LOAD CASE(S) Standard FE Ais oY alid fot UBC 97 and IBC 2003 NPO T '..'o VVILLIA T. 0 0-' 80 C:.0 G) 0 Exp. 12/31/06.: W29m of rn CM M :EXP 0/07-- CIVIL 162, OF CAUF�, Ma.r. 2304 1.5` 0 • 8869 Joo buss buss type Gly y TYPICAL d-0-0 SETBACK CORNER GiP.OER GENERAL DE TAIL - ALL CORNER GIRDER TRUSSES ALL I CGI MONO TRUSS I1 1 MEETING REQUIREMENTS LISTED (colicnal) BELOW. -'.C. Houston Lumber (,omoany, Nenh Las `/egos, N .8°031 4.201 R1 s Sep 13 2000,bina4lndustnes, Inc. lue Sea 1B 09:4,:24 2001 ace 1 ' •2-16e 7.u:C al_9 Il-'. 17 Asx. ' 7•lo-a ala SLOPE IV(A`f VARY FROM 2.83112 TO 5.66/12 1X4 II 4 5 u a: ut w z � w SUPPORT REQUIRED AT 1 1T-1 WHEN TRUSS LENGTH S LESS THAN 3-0-0. 5=1, = 1:35..q I 3.54 fF2 • azo SEE NOTE m5. M 2 I e ax4 = 7 ' 1x4 II ax4 = CONNECTIONS BY OTHERS EXCEPT AS NOTED 1 ala i Harz unx I o-ta o -1a LOADING (pso SPACING 2-0-0 CSI OEFL In . (lac) I/dellPLATES GRIP TCLL 20.0 Plates Increase 125 TC 0.82 Vart(L.L) -0.03 7 ->999 M1120 195/14{ TCOL X15.0 Lumberincraase 125 BC 0.49 Vert(fl-) 0.16 1-2 X232 , SCLL 0.0 Rep Stress Incr - NO *WB 0.61 Harz(TL) 0.02 8 Na SCOL 10.0 Code U9C97/ANS195 1st LC LL Min I/deft = 360 Weight: 41 Ib LUMBERBRACING - TOP. CHORD 2 X 4 SPF 165OF 1.5E' TOP CHORD Sheathed or 6 0-0 ac purilns,• except end verticals. BOT CHORD ' 2 X 4 SPF 165OF 1.5E SOT CHOP.O Rigid ceiling directly applied or 10-0-0 ac bracing. • WEBS. ' 2 X 4 HF Stud ; REACTIONS (Ib/size) 2=675M-3-8, 6=926/0-24 Max Harz 2=11O(load case 4) (' CES (lb) -First Load Case Only CHORD 1.2=28, 2-3=1441, 34=10, 4.5=-6, 4-6=452 BOT CHORO 2-7=1009, a-7=1009 WEBS 3-7=i43,3-6=1077 NOTES • (6-i) 1) This truss has beeri designed far the wind loads generated by 80 mph winds M 25 ft above ground ievel, using 15.0 psf top chard dead load and 10.0 psf bottom chord dead • Iced, In the gable and roof zone an an occupancy category 11, condition I enclosed building, with exposure C ASCE 7.95 per UBC37/ANSISS If and verticals or cantilevers exist, they are exposed td wind. if parches exist, they are not exposed to wind. The lumber DOL increase Is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chard live load nanconcurrant with any other live loads per Table No. 16-8, UBC -97. 31 Provide mechanical connection (by others) of bus's to bearing plate at fainl(a) 8. 4) This truss has been designed with ANSI/LPI 1-1995 criteria .5) Webs 3£ and 3-7 may be ammitted when end jags are 5.0-0 or less In length. ` 5) All cannecticns must be per 1997 NOS requirements, - LOAD CASES) Standard - 1). Regular, Lumber Increa3e=115, Plate Inaease=1.25. Uniforin. Loads (pif) Vert: 1-2=7o.0 • Trapezoidal Leads (pI0 ,Vert 2=6.0-10-6=45.3, 2= -4.5 -to -4- 189.4, 4=189.4 -to -5-194.3: . A f . _ _. _ j ate',''• , .CIVIL: No. 1 ni 25 200 /.., `� �.. No. C0.- ' fi Exp. 6130!2005. y C/vV T�OF FAL A f . _ _. _ j ate',''• , .CIVIL: No. 1 ni 25 200 /.., ----------------- f1U T YS` I-'PROv.:l GE. LATERAL ` SUPPORT FOR TOP CHGRO.W.ITH_SHEATHING.(BY. OTHERSI Sr . WEB LE'NGTI.1 WITHOUT BR.).CE 1•-9`" WITH BfIXCE 12'-0-. 3=THIS. DES ICH CHECKED FOR 120 H.P.H. WIND LOAD_ 1-JLL.L PLATES KRF TO BE HITEK-20-S 5-RE:'EL VALLEY TRUSSES FOR PLACEHEIIT UH CU ?-Gf; TRUSS; OR USE DET. -A- 6 -FOR COIIIIFCTIHG' VALLEY TRUSSES TO COt,SDN TRUSS-,.:1'JSE' DET. -6- On -C- T-IF TOP CHORD'LATERAL B$$RACIIIG VREQUIROF XLL2YETRUSSE55S.r2{H 01./CAHG ILTHEH JDG.ITIONAL 1"1,. BR:ACTHG. IS REQUIRED. 8- TERKL'6R?,C11IC SHALL BE 1'IMLEE) 1J/h'I N . 1- 1 0d' MAI LS . 'AU 9 2OU� RFDONG o YU � 4'. CIVI 1_.;;.-%: I. MAX. SLOPE/GRADE FOh BEVELED 1 HO TL. f0H CONCILCTfOII B.OTTO'hl CHORD h Of VALLE'T Thu55 10 C0111fOH 1hus5 LLE 2•4. 110.2 OF -1. OL TAIL -"e - Off 'C' I2/I'Z (I —I1 (. 2.6 N0.2 OF -L (DET.D) 17,/12 'VA L L L Y 211: HII-h LU_ fmut a OL TAIL -0 /,t�l�jrlph VALLCY "Rl uSE 2-IGd HAILS lr•wEucEHmiftj / I\ TIw5S—�JUSIE 2-I u/�rHA L I 10! Hic AILS/2I- ' / \ // Y ' ALLEY TRUSS DETAIL �f�ss;onW �UVCIVJHO of COuu . ThU UETAIL-A VAI LLY .1hu55 HUARI'CA.NE CLTP DETAIL -C 4.4 CGI,II-loll _COuu011 111ussLs - THUS5E5 o C r VALLt T SLl I I I i f I GIHOEft 1 hu59 1 I I� II II I10CI: I I PAr(TI AI. IIUOF LAYOUT OETAIL-'U 1 lu ISI / 3�5 213 3.5 r' -0-101t•-0" 3' I 12 . 2 TO Itr­ 3'{ 311 1 1L1 I'L� 213 315 OYT. 51•LICt 3'S N {�0.-IJAY: u],z.lt=u 1l10UT C. --- sEEIIOI[1In.2/ �L 213 2.3 10H.L...n '1' Z7. - A.,C Inmu1 711 T1 m'1 I•on 011[v1 1Tl of m.lion Corvlttlor M.rd.v LumtH.T + %'p. •rJ h f: `T:_ . , .,. ,�.., �. _+ - n>.JvliTek Induslrie9, Inc` — 311 C.CoL C[mp Or. 1 to • + �h' J-��-A� �t� •�� J� �. �w�:... .�.s ..n ti.,.,��<,; ,e„ ,1L,..J_l. Iv., n., �, h.Jdvltr.hlu ..r-.-�=r nom... „��l�r... — It,nchu Conf[1.., C.l f5610 ori" ••.•r��''q /1LY - ..n.�v. 4+.. +..�.. Jr (.�- Il.+. r+a_, .A+• l.d .nn tlr_l.•[�.-.nlNnlu.l .n c..r1-.1 L rl . n:. .n1 �1 i,.r �%,`••.., .•• r V/-�L+-�A�P€ 1}��1-. /,�� >••�., ru r!• r]Ciu�lilSlCiil (a ou )'n]S]51 FA..1( (f I�UI-e]2S •y...r ih r, np• .LJ .i �" ,OO HVIuu f}[ I Cl •A[- c.l'N.Srq mi. ..N--h�-•J -Ig W04 fLn rtw Ld.iM .11 .. 0.y. .Y �O-a .tel guy G.n• .. mac.• o o:mm.�1w• ..wn.aln� ,yc ✓o.+. •••a•,• Copfrll6l (C) IS 11 V11 t -Le. l.c h L.�.:/ •.+J' ✓,.wnr I�r u Ih• A TM W., d.J (.. n... a'.--cl..a o�r.d pc�mn-. . p::.. .c•:o..q o� Ilv..r.��..J i.-.. . c tl LW a. Won C7 i� [1WIIER uEl.c]Ea rJ.n C1 1. 119] 'I'. , Y�'/��'7f'j�"�) - • •+_i <550n •q P• • n�.' .. y :e, yr,4•.•r v .d 0...1 .l �q rr unuv .arw.w.n y. -^j •• 'v Co•d�1...J L,hI rW L-.. KW h. • .- '. .�K f. •- ♦. /�.uud y • .11...J or V J r", JM lyr. ..✓n r1^..n r+ LL/.r1J. ol�il • Il 1.1_. ._�.n_. �u ��"! "�.. . . _.. ua'u �.'7l �41,..n,. �,1j11�/--y1.1 f � 1✓.-i.G rw• d,n. m 1 �. � u� n. .,.t1r1L15 WIC .N IPI n..r �+-�'�. h _ A T w k) (s 2 JULY 2003 INTERIOR BEAKING OFFSET DETAIL oo MiTek Industries, Inca ' � I :Ed 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 TRIPLE WEB JOINT i 7 d S, ':flfl3 0 0 • • NOV-13,2001 I VVEG BRACING FEC0MMr_N1j,-", I f0t-4S 1 r1 — it r T NOTE: FOR A SPACING OF IA- O.C. ONLY, MITER STABILIZER TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A B, C ANO 0 BRACING MATERIAL CROSS BRACING FOR STABILIZERS ARE To BE PROVIDED AT BAY SIZE INDICATED ABOVE WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAMS, STABILZ'RS MAY BE REPLACED WITH W000 BLOCKING. SEE STABIUZER TRUSS.BRACWG.NSTALLATION GUIOEANO PRODUCT SPECIFICATION. 'X=BRACING MATERIAL (One leg of Y, -bracing shown dashed for draw' I " 'riorizanml Blocking Pi} 'Liw>°ifa r r: (`— EXP JUN 'A0, 207: i` 'La . C 1 1 .......... . ng C anry. Th leg w(Il require horizontal blocking ' _ neX# to the tap and bottom chord so it attaches to the brace plane:) 'TRUSS WES MEMBERS / WARNING Ve!j esagn parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE: Design valid for use onty with MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be ' Sta II ed:and loaded vertically. Applicability of design parameters and proper Incorporation of component a responsibility of building designer -not buss designer. Bracing' shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during consfruchon Is the •responsibulty bf.the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfobncotlon, quality control. storage, delivery erection and bracing: consult 457-88 Quality Standard, OSB -89 Bracing Specification, and HIB -91 Ha ndl(ng.lnstolling and. Bracing Recommendation available from Truss Plate Institute. 583 D'Onofr(o Drive, Madison. WI 53719. v Mitek Inlusiri�=_s, Inc., MAXIMUM WEB FORCE (Ibs.) X -BRACE 24"O.C. 43"O.C. BAY SIZE I 72" O.C. BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A I B C I 0 A B C 0 C I I I 0 10'-0" 3E80 " 4600 4600 5900 1344 6600 I 4600 � I 5900 " 40346382 12'-0*' 3154 " I 3942 " 3942 5914 " 1,'.44 3942 " 3942 " I 5914 ' 3992 5914 2750 " 3450 ' 3450 " 5175 ' 1344 3450 " 3450 5175 . " ' 3450 5175 2453 " 3066 3066 4600 T 1344 3066 " 3066 " 4600 " " 3066 4600 18'0" 220P, 2760 2760 I 4140 1344 2760 " 2760 " ' 4140'" 4140 _2760 20'-0" 2007 2509 " 2509 " 3763 " 1344 2509 ' 2509 " 3763 2509 7763 * -CONTROLLED BY CONNECTION -TYPE BRACING MATERIALS GENERAL, NOTES 1. X -BRACING IS REOUIREO TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE • ROOF ANO/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO eE DESIGNED BY A DUALIFIED - 1 X 4 IND. AS SYP PROFESSIONAL. A 2. THESE CALCULATIONS BASED ON LATERAL BRACE CARRYING 2 OF THE WEe FORCE. . -OR- 3. X:BR.ACING MATERIAL MUST BE SAME SIZE AND GRACE OR BETTER. AS THE LATERAL BRACE I X 4 rY2 SRS OF, HF, SPF) ( ) MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS AT APPROX. 45 DEGREES AND SHALL BE i WLEO AT EACH ENO AND EACH INTERMEDIATE TRUSS WITH 2.164 COMMON WIRE NAILS. (y 16d NAILS FOR 2X6 MATERIAL) ' B 2 X 31$3. STO, CONST (SPF, OF, HF, OP. SYP) 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH TWO IGd COMMON WIRE NAILS. (THREE 16d NAILS FOR ZXfi LATERA BRACES) - _ 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS fOR CONTINUITY, SPACE' , ' C 2 X 4 p3, STO, CONST (SPF, OF, HF, OR SYP) 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSULT OSB -89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES ' AND HIB -91 HANDLING INSTALLING AND BRACING FOR RECOMMENDATIONS FROM TRUSS PLATE INSTITUTE, ' 587 O'9NOFRIO DRIVE. MADISON, WI, 52719. , • 0 � • 2 X 6.4 3 OR BETTER (SPF, OF, HF, OR SYP) 7. SEE SEPERATE TRUSS ENGINEERING FOR OESIGN OF WEB MEMBER. 8. THE 16d NAILS SPECIFIED SHOULD BE 3.5' LONG AND 0.162- IN OI.AMETER, IN ACCORDANCE WITH NOS 1991 NOTE: FOR A SPACING OF IA- O.C. ONLY, MITER STABILIZER TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A B, C ANO 0 BRACING MATERIAL CROSS BRACING FOR STABILIZERS ARE To BE PROVIDED AT BAY SIZE INDICATED ABOVE WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAMS, STABILZ'RS MAY BE REPLACED WITH W000 BLOCKING. SEE STABIUZER TRUSS.BRACWG.NSTALLATION GUIOEANO PRODUCT SPECIFICATION. 'X=BRACING MATERIAL (One leg of Y, -bracing shown dashed for draw' I " 'riorizanml Blocking Pi} 'Liw>°ifa r r: (`— EXP JUN 'A0, 207: i` 'La . C 1 1 .......... . ng C anry. Th leg w(Il require horizontal blocking ' _ neX# to the tap and bottom chord so it attaches to the brace plane:) 'TRUSS WES MEMBERS / WARNING Ve!j esagn parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE: Design valid for use onty with MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be ' Sta II ed:and loaded vertically. Applicability of design parameters and proper Incorporation of component a responsibility of building designer -not buss designer. Bracing' shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during consfruchon Is the •responsibulty bf.the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfobncotlon, quality control. storage, delivery erection and bracing: consult 457-88 Quality Standard, OSB -89 Bracing Specification, and HIB -91 Ha ndl(ng.lnstolling and. Bracing Recommendation available from Truss Plate Institute. 583 D'Onofr(o Drive, Madison. WI 53719. • • • T RUG 0.(. TiP. SIL G10 H �RkOe HUST. D0 % T; E LENGTH TN15 pE.Tt�IL Ib TO t�,F UbEP kb AH PLT . 0 �z -[-�A)o Cr Wit-. L A T f: R AL Rkbt. '(Rub �� 5:5 2,+'` 0. -2x3 OR..L-AT�RkL . �R�G� PSR- TRU55 p�SIGN WIT>'� 2-IOn NOTA= RI:bTF-AINT INT�RlkLS. 0 0 R FSR TO 117—a1 SUHH,�RY- b�T POR RP,GOHH�Ht)AVON� Of% TH• TRUSS PLATS (NSTUT( . AlIr' .9 a 7fif]? uac I fuss I Fuss I'ype Uty y LGEi`IEP_,\L FLOOR F01 FLOOR, 1 1 DETAIL 6720 ptnal) ouston Lumber r,ompany, i cn as yegas, �. ; ren , loI12 ,ncusmes, Inc. n un e� ,; r QlTrag 2.5 4 NIA C. T. C. CUT, DRILLED OR NOTCHED IN 1ST PANEL AT EITHER END MIN. 6" FROM END OF T.C. MAX. • SPAN AND HEIGHT AS SHOWN IN CHART BELOW, INO OTHER E;<ISTING DAMAGE TO TRUSS. [7 r � NOT DISTURBED NOT -DISTURBED 1 3 II 4-M j 1x3 II 3x6 FP= 1.3 = ' 4x6 c 1x3 11 3x4 = 4-0-0 Ix3 II 1 ADD ON 2 3 lx] pe 3x4 = 1x3 II 4x9 axe = axle = ]x17.5 M16 FP= 3x4 =3x4 = MAIC LENGTH OF DAMAGE TO BE NO MORE THAN 5" AND PLATES ARE NOT DISTURBED. 21-0-0 21-M 4x10 = NIIN. LUMBER SIZE AND GRADE: T.C. = 4X2 SPF 165OF 1.5E B.C.= 4x2 SPF 1650F 1.5E V%/EB = 4X2 HF STUD 1s 4x6 = . NIA< LOADING: (PSF) SPACING = 24" O.C. LOAD CASE(S) STANDARD LOA01NG(ppsf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 40. Plates Increase 1.00 TC 0.51 Vert LL -0.41 idd >604 N120 185/144 rORCES-0b).- 10.0 Lumber Increase 1.00 BC , 0.99 Vert(TL) ' -0.63 14-16 >394 NI16 127/82 0.0. Rep Stress Incr YES WB .0.73 Harz(TL) 0.12 11 n/a 10.0 Code E C97/ANS195 (vlalrlx) 1st LC LL Min I/deft = 360 Weight: 84 lb BRACING ORD 4 X 2 SPF 1,650F 1.5E TOP CHORD Sheathed or 6-0-0 ac purlins, except end verticals. ORD 4 X 2 SPF 1650E 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4 X 2 HF Stud NS (Ib/size) 17=1239/0-3-8, 11=1239/0-3-8 •ob).- First Load Case Only „� RD 17-18=101, 1-18=101, 11-19=101, 10-19=-101, 1-2=5, 2-3=3528,3-4=3528,4-5=11.726, 5-6=-4726, 6-7=14726, 7-8=3510RD 16-17=2049, 15-16=4366, 14-15=4366, 13-14=4726, 12-13366, 11-12=20499-11=2320, 2-17=2320, 9-12=1688, 2-16=1688, 8-12=-237, 3-16=237, 7-12=956, 4-16=956, 7-13=411, 4-14=411, 5. 1=' 0-13=147 NOTES MICHAEL Ar. q 1 This truss has been checked for unbalanced loading conditions. _ , MALL 2 All plates are fu120 plates unless ather Ise -indicated. •� 3 This truss has been designed with ANSI/TPI 1-1995 criteria. 9 d to ails a( 1a( 11� 4 Recdmmend 2.i6 strop backs, an edge, spaced at 10-0-0 an center and fastened to each truss with 3-16d nails. Slron backs to a9 eetr17 outer "8Q� restrained by other means. _ •. 0., r �� 'Ii Eli.CIVIL LOAD CASE 5 1_itii•Ir:' ri` 1'i 3.5'+ O Slaadard :_ v€I 11:.,1: ` m I- 6'5' S' MITEK PLATES r 'NOT DISTURBED NOTCH OR General Repair Notes: CUT AND REMOVED' OR DRILLED HOLE 6720 This repair is for cutting, drilling or notching T.C. in I" panel at either end as shown, 6" of T.C. at either end ��71'r�I'S 310, and plating must not be disturbed. All other lumber and plates are intact and undisturbed. %'�•L/' p ��, THIS REPAIR IS FOR FLOOR TRUSSES WITH SPAN AND HEIGHT SPECIFICATIONS AS �, . . e. SHOWN ON ENGINEERING. y Truss must be two point B.C. bearing have webs from B.C. (bearine) to T C in first aanel. truss symmetry e �' may vary and chase location must etav within center 1/3 of truss— see original truss engineering. Truss mav� �1�®1��65 bade no other existing damage. Lead Shore truss to original geometry prior to repair.' * C; %J p � • Attach 2x<4 SPF. 1650F 1.5E add ons as shown oailed to each face of truss w/1Od gun nails.(0.13I" dia. By 3" ©P b A0 row(s) cr 3" o.c. chords .and webs. flails to be'placed with sufficient edge distances and end distances =as [o prevent splitting of woad members. Attach bracing and sheathing to repair. Add on to one face .may be use in.. ieu.of add on to both faces where conditions altow only one face. to be repaired. Do not damage AUG 19 2003 • -:If vertical load at end of truss exceeds 1000 lbs. and no blocking panel NUN. TRUSS NIAX. TRUSS NIAX. TRUSS ::sexists; vertical blocking (by others) is recommended. HEIGHT . HEIGHT SPA, >;Nlechanical, if in the way, is to be relocated to accommodate repair. Do not use below 1-4-0. This.':,repair was: designed using a description of existing conditions as 1-4-0, 1 -5 -IS I3A-0 pr6i/ided by others. 16-O 1 fI:15 21-0-0 The truss designer performs no field inspection of trusses.. 2-0-0 3-0-0 26-0-0 i Do riot use above %-0-0. • C, SOUTHERN NEVADA ,��j `,N -DONENT w. rjNCMA KSN:(C M A MAi�1�T�'AC�'iJRE�'� ASSOCIATION 10/20/00 To Whom It May Concern: Re: Floor and Roof Truss Overloads 'The members of the Southern Nevada'Component Manufacturer's Association will NOT warrant any.products that have been overloaded during construction by "stacking' of gypsum wallboard, plywood or other. -types of sheathing or.various building materials. The amount of materials that may be'supported without overloading is the roof or floor truss design Dive load. As 'an example, 20 sheets of material weighing 2 lbs./sq. ft. will total 40 psf, the typical residential floor design.live load; and the entire floor area may be loaded with stacks of _._ 20 sheets or less. Typical residential floor trusses will support 20 sheets of 1/2" gypsum wallboard, 16 sheets of 5/8" wallboard or 16 sheets of 3/4" structural sheathing.' 'Typical residential roof trusses will support 10 sheets of structural sheathing. Additional materials may be stored if: Y/ 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 betaken to avoid crushing of the truss member. /'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 contract for specific warranty provisions. SOUTHERN NEVADA COMPONENT MANUFACTURER'S.ASS.00IATION t. „F.' .. 4913 N. Berg Street • North Las Vegas, Nevada 89031 yi:. k ' ` Job ; ; Truaa Trusa Typo DEMO -:,, ;.: Cr1F iZr-vi}) PIGGYBACK'.. PIGGYBACKTRUSS, REFER TO SEALED. —\ ENGINEERING DRAWING. B.00 12 ' BASE TRUSS, REFER TO SEALED ENGINEERING. ' • "Jp��p� Wt�ZiM�n'I 2X4 CONTINUOUS PURLINS. ATTACH WITH 2-10D NAILS INTO EACH MEMBER. FOR SPACING REFER -TO TOP CHORD BRACING`R.EQUIREMENT ON BASE TRUSS ENGINEERING (48- O.C. MAX) THIS. TRUSS IS DESIGNED TO SUPPORT VERTICAL LOADS AS DETERMINED BY OTHERS. VERIFICATION OF LOADING, DEFLECTION LIMITATIONS, FRAMING METHODS, WIND BRACING OR OTHER LATERAL BRACING THAT IS ALWAYS REQUIRED, IS' RESPONSIBILITY OF THE. PROJECT ARCHITECT OR ENGINEER.ADDITIONALTEMPORARY AND PERMANENT BRACING FOR STABILITY DURING AND AFTER INSTALLATION THAT IS ALWAYS RECOMMENDED, IS THE RESPONSIBILITY OF THE PROJECT ARCHITECT OR ENGINEER (FOR GENERAL GUIDANCE SEE HIB -91 FROM TPI). STANQP R0 PIGG_ Y@ACK A-016'...c—A.CF1 PM2 OF ci1_i) P�o�rE Fv��l w i rl� 1��1�r1� UP -'N 1O 141 Ln i- J nL f0 f -Cu PROVIDE ADEQUATE•CONNECTION TO TRANSFER OUT -OF -PLANE LOADS FROM PIGGYBACKTO MAIN TRUSS, ' FOR PITCHED > Bl12 ATTACH A 19-T LONG 2X402 H.F. X402H.F. OR BTR SCAB TO ONE FACE OF TRUSS WITH 2 -ROWS OF 104OMMON WIRE NAILS SPACED A� ��r �11`� - It "" Z--8Z'X8-X1rr CDX PLYWOOD..ATTACHED TO EACH FACE WITH 4-8❑ NAILS INTO EACH FACE OF EACH MEMBER —OR - 6'X4" 20GA NAIL ON PLATE ATTACHED TO EACH' - FACE WITH THREE 1-112- LONG 11 GA NAILS INTO • EACH FACE OF EACH MEMBER —OR - 1 -PAIR OF SIMPSON H2.5 (OR EQUAL). ONE CONNECTING PURLIN TO PIGGY BACKTRUSS AND ONE CONNECTING THE PURLIN TO THE RASE TRUSS (48- O.C. MAXIMUM) *PLYWOOD GUSSETS O.C. SPACING AT REQUIREQ TIC BRACING FOR BASE TRUSS (48"MAX.)- NNECTION DETAIL AUG d 2001 SSIO :SNC F?EDONG Yu (� „u " W :Exp: 06/30704 y(N�. u. n1 �kr -30-0n a CIVIL da,0 5 d� srqG IW 0�`a�� . 10,02 rE OF C' X I EE. * - Eb-. 1: 2000 .10\ I N G EE�-, BLOCK DETML S T- 18 L C K PF-ge 1 of TO INDIVIOUAL TRUSS ZEFERLI�_Il (R) FEFE: -DE­StGN �R FOP. PL,, TE SIZES A,\10 LUM&ER GRt'-,DES 0 00 'IMPORTANT C::=C== This detail to be used only with one ply trusses U_JH with a 0.01- lumber increase of 1.15 or higher. ILIA- Trusses not flitting these Criteria should be examined individually: NiFFek Industries, Ind.- ) -31-80 A.CTUAL SEARING SIZE .BOTTOM CHORD SIZE ALLOWA31-E BEARING BLOCK & WOOD BEARING ALLOWABLE LOADS LUMBER BEARING BLOCK REACTION A . NO NAILING PATTERN GRADE ALLOWABLE LOADS Ubf ALLOVyA8L' _ LOAD (1131 TOTAL EQUIVALENT BEARING LENGTH., SYP 2966 929 3895 0-4-9 2x4 BOTTOM CHORD 2 ROWS @ 3- D.C. OF 3281 855 4136 0-4-5 (8 TOTAL NAILS) HF 2126 736 2862 0-4-11 SPF 2231. 726. 2957 0-4-10 SYP 2966 1.393 4359 0-5-.2 2.(6 BOTTOM CHORD OF 3281 1282 4563 0-4-13' 3 ROWS @ 3' D.C. HF .2126 1104 3236 0-5-5 (12 TOTAL NAILS) SPF'.2231 1089 3320 0-5-3 SYP 2966 1858 4824 0-5-11 ZxS BOTTOM CHORD OF 3281 1710 4991 0-5-5 4 ROWS @ 3- O.C. 6 TOTAL- NAILS)— HF 2126 1412 3598 0-5-14 ' —r SPF 2231 1452 L68 3 0-5-12 /CASE r 2 .4 p. 7, f DMIN'if,AUNI EEL HEIGHT C,• na -2 0 CIVIL BRG BLOCK TO BE SAME BLOCX SIZE. GRADE. & SPECIES BLOCK �IZ' AS EXISTING BOTTOM CHORD. 12' '/O A. ogs APOLY'TO ONE FACE OF TRUSS. PT S: 1. USE LOWER OF TOP PLATE OR. TRUSS WOOD SPECIES. :.THE END DISTANCE. EDGE OISTAN.CE. AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITT ING OF THE WOOD. 3. NAILS DESIGNATED AR.E_1 Od (.131- OIAM. x 3-) - ----------------- �Iv FOR 8F-8,RINGS NOT NEARER THAN 3- TO THE'ENO C OF A MEMBER (CASE 2), THESE VALUES MAY BE G) MULTIPLIED BY A BEARING FACTOR OF 1.10 M (D 4690 1 X .LU/-\Ub bAbLU UN t­-ULLUVV1 ' NU t -C rt_-MrCNlJKUL,'\rf, V,\LUr_,.). SYP 565 psi OF 625 psi. H ' F 4.05, psi SPF = 425 Psi ALUES DO NOT INCLUDE NISRLUMBER W(TH'"E" VALUES _RjW\N 1,900,000 PSI OR NON -DENSE GRADE LUMBER. A PV'6 ; V.kVerify desig re p.ihnetars and READ NOTES.61V THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with IVIJT6�'connectors. This design Is based only upon parameters showfl. and is for on incfi*du . a[ building component to be insf6lied and loaded vertically. Applicability of design parameters and proper incorporation of compon&nt is responsibirity of building deslgner - not truss detigner. - Bracing shown is - for. lateral support of indMduol web members only. Additional temporary bracing to insure stability during construction is the •responsibility of the erector. Additional permanent bracing at the overall structure Is the responsibility of the building designer. For general, guidance (Eig'arding fabrlcotlor:quollty control• storage, dellver)6 erection and bracing. consult QST -88 Quality Standard, DSB­89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recarnmdndcflon• available from Truss Plate Institute. 583 D'Onofrlo Drive. Madison. VVI 53719. MiTek `•I' ST-STRGECK *1 USE Mc i r,u M-APAIMU ANCHOR. TO ATTACH TO 8OT7OM CHORD LATERAL BRACING REC10MINJENDATIONS I r"WIS. 16, 2001 TO PiIIIIINII7E VIED^.TIOI.I COI\ANIOI`d,TO ALL �HALLOVV•FP,APnING SYSTEMS. 2x6 "S T ROI`JGBACK" TERAL SUPPORTS SHOULD °r LOCATEDOEVERY 2 TO 10 FEET ALONG A FLOOR TRUSS. STRONGBACK MAY BE POSITIONED DIRECTLY UNDER. THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTEN TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. USE METAL FR,,.MING ATTACH TO VERTICAL ANCHOR TOATTACH WEB WITH (3) - IOd TO TOP CHORD y COMMON WIRE NAILS BLOCKJNG BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE e.inu inir ruc crorv.i�n„w ATTACH TO VERTICAL SCAB WITH (3) - IOd COMMON WIPE NAILS ATTACH 2,x4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND 8OTTOM CHORD WITH (2) - 1 O INSERT SCREW THROUGH OUTSIDE EDGE OF CHORD INTO EDGE OF S TP,ONGGACK (DO NOT USE ORY'WALL TYPE SCRbIVS) / r�:'•' - gyp,+;:>. EXP JUNE 30, 2^.G; , CIVIL ATTACH TO CHOROai�>9� WITH TWO #12 z 3' wnnn cr-Dal-C (?16OIAM,) TRUSSES ATTACH TO VERTICAL ATTACH TO VERTICAL WEB WITH (3) - 1 O SCAB WITH (3) - 10d COMMON WIRE NAILS COMMON WIRE NAILS 4-0-0 (TYPICAL SPLICE) INSERT SCREW THROUGH OUTSIDE EDGE OF CHORD INTO EDGE OF STRONGSACK (DO NOT USE DRYWALL TYPE -SCREWS) 2:c6 AS REQUIRED 8LOC'KIPJG* SIDEWALL p�ESSin, ?P ,, C. THE STR.ONGBACKS SHOULD EITHER. BE SECURED TO ADJACENT PARTITION � OT �� WALLS OR ALTERNATE "X" -BRIDGING SHOULD BE USED TO TERMINATE THE ((�o� BRACING MEMBERS. IF SPLICING IS NECESSARY, USE A 4'-0" LONG SCAB I✓ 46 !01. rn CENTERED OVER THESPLICEPND JOIN WITH (12) - 1 Od NAILS EQUALLY SPACED/ \ ESC P. 06/3010 ,ALTERNATE METHOD OF.SPLICING:. OVEPL4,P STRONG2ACK MENIBERS A MINIMUM OF 4'-0" AND FASTEN y WITH (.12) - 10d COMNION WIRE NAILS STAGGERED AND EQUALLY SPACED. (T.0: BE•USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL) S fr _``STROrIGBACK BRACING ALSO SATISFIES THE L4TERALERACING REQUIREMENTS FOR THE BOTI OM CHORD OF THE TRUSS. W ANING Vem design parameters aF NOTES ON TRIS.AND REVERSE SIDE BEFORE USE.DesignGaud. forvseonly with MITek connectosign is bored only upon parameters shown. and a for an individual building componentlo beInstalled6hd IoadEd vertically.Applicability of rameters olid proper incorporation of component is resporuibilify of building designer - not trussdesigner. Bracing'shown is for lateral support oal web members only. Additional femporory bracing to insure stab(Iity during construction is theresponsibility of. the elector. Addtional permaing of• the overall sfri rcture is the responsibility of the buBding tlesigner. Far general guidanceregaiding. fabrication; quality control, storage. r�cflon and bracing, coruutt 95i 88 4ualily Standard, OSB -89 Bracing Specification, and HIB-91Haridling Insfalling and Bracing Recommenddlable from Truss Plate Institute. 583 O'Onofrio Drive: Madison. WI 53719. abk.