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12-0494 (AR) Truss CalcsCHENG CASITA SUBMITTAL SET 09-05-12 c -n M. cz:o PQ ow—wq%k.. 0 PATE -S. FABRICATOR S CITY OF -LA QUINTA BUILDING & SAFETY DEPT APPROVED FOR CONSTRUCTION DATE a 13 qty sy WETSIGNED 1a�`'�4 4 a" "CIO SPATES FABRICATORS All trusses to be cambered 1 & 1/2 times dead load deflection to ensure final deflection does not exceed 1/2" Job Name: Cheng Casita Address: Designer: Manuel Cecena Project Manager: Greg Spates Job #: M-1968 Plan / Elevation: 1-A 4'-2 I /2" 24'-4 112" 24" o.c. 10'-5 1/2" 71-711 24" o.c. 5'-7" -- – D > ILTI N Y N D N r - Q Q Q � N D W o Q C-) — � — — Q = r � Q Y r _- ILIA LOLMD N Qty Hanger Carried -> Girder _ _ _ _ _ _ir 71 �II N I LU528-2 A10-> AG V�,J�F, HHU526-2 AI I -> AGHHU526-2 AI I -> A9 AG JACKS 3 LU524 A4 -> A 10 I LU524 A5 -> A: 7'-01 A I I JACKS 7 LU524 A2 JACr.9 Package TotalsCITY A OF LA QUINT HHU526-2 = 2 LU524 I I BUILDING & SAFETY DEPT. W528-2 = I APPROVE® FOR CONSTRUCTION BYA DATE SPATES FABRICATORS All trusses to be cambered 1 & 1/2 times dead load deflection to ensure final deflection does not exceed 1/2" Job Name: Cheng Casita Address: Designer: Manuel Cecena Project Manager: Greg Spates Job #: M-1968 Plan / Elevation: 1-A IIIIM _ ThMign �ed f_ompu,_put M SPATES FABRICATORS (MC) ,LUMBER SPECIFICATIONS TC: 2x4 OF #18BTR; 2x6 OF SS T2 BC: 2x6 OF SS WEBS: 2x4 OF #18BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. LION. NOTE 2x4 BRACING AT 24'OC UON FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED ------------------------------------- Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series ( 2 ) complete trusses required. Join together 2 ply with 3'x.131 DIA GUN nails staggered at: 9' oc throughout 2x4 top chords, (2) rows at 9' oc throughout 2x6 top chords, (2) rows at 9- oc throughout 2x6 bottom chords, 9' oc throughout webs. *** HANGER TO APPLY CONC. LOAD(S) TO ALL MEMBERS. M c 0 C. 5-02-03 12.08-00 STUB HIP SETBACK 5-02-08 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 28.0)= 68.0 PLF 0'- 0.0' TO 5'- 2.5' V TC UNIF LL( 72.1)+DL( 50.5)= 122.5 PLF 5'- 2.5' TO 8'- 5.5' V TC UNIF LL( 40.0)+DL( 28.0)= 68.0 PLF 8'- 5.5' TO 12'- 8.0' V BC UNIF LL( 0.0)+DL( 25.2)= 25.2 PLF 0'- 0.0' TO 12'- 8.0' V ADDL: TC UNIF LL( 20.0)+DL( 14.0)= 34.0 PLF 0'- 0.0' TO 12'- 8.0' V ADDL: BC UNIF LL( 91.9)+DL( 96.5)= 188.5 PLF 5'- 0.8' TO 9'- 7.2' V ADDL: BC UNIF LL+DL= 7.0 PLF 0'- 0.0' TO 12'- 8.0' V TC CONC LL( 146.1)+DL( 102.3)= 248.4 LBS @ 5'- 2.5' TC CONC LL( 146.1)+DL( 102.3)= 248.4 LBS @ 8'- 5.5' ADDL: BC CONC LL+DL= 73.0 LBS @ 2'- 3.8' ADDL: BC CONC LL+DL= 212.0 LBS @ 4'- 0.8' LOADS AS GIVEN ADDL: BC CONC LL+DL= 212.0 LBS @ 10'- 7.2' ADDL: BC CONC LL+DL= 73.0 LBS @ 12'- 4.2' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 3-03-10 4-02-03 248.40# 248.40# 12 M -4x6 -Z M -8x8 12 1-00 3x5 173# :.. j212# *** L j212# *** 473# *** 4-06-04 4-09-04 3-04-08 <PL:10-00-12 JOB NAME: Cheng Casita - Al Truss: 1`09% DES. BY: AM DATE: 8/1/2012 SEQ.: 5257756 TRANS ID: 345489 11-08 12-08 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown «. 3. All lateral force resisting elements such as temporary and permanent stability bracing must be designed by designer of complete structure. CompuTrus assumes no responsibility for such bracing. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPINVTCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1L)-E u7 to 0 CBC2010/IBC2009 MAX MEMBER FORCES 4WRIGDF/Cq=1.00 1- 2=(-3986) 220 1. 5=(-190) 3642 5- 2=( 0) 726 2. 3=(-3642) 190 5. 6=(-252) 3676 5- 3=(-94) 146 3- 4=(-4118) 272 6- 4=(-240) 3764 3. 6=( 0) 790 BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 1'- 0.0' -82/ 1903V -651 45H 3.50' 0.92 OF ( 625) 12'- 8.0' -311 1897V -65/ 45H 3.50' 1.01 OF ( 625) Scale: 0.3759 GENERAL NOTES, unless otherwise noted: 1. This truss design is adequate for the design parameters shown. Review and approval is the responsibility of the building designer, not the truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their lenglh by continuous sheathing such as plywood sheathing(TC) and/or drywa1188C). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used In a non -corrosive environment, and are for 'dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage Is provided. 8. Plates shall be located on both faces of truss, and placed so their center tines coincide with joint center lines. 9. Digits indicate size of plate in Inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.035' @ 81- 5.5' Allowed = 0.369' MAX DL CREEP DEFL = -0.056' @ 8'- 5.5' Allowed = 0.554' MAX TL CREEP DEFL = -0.091' @ 8'- 5.5' Allowed = 0.554' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.056' MAX HORIZ. LL DEFL = 0.007' @ 12'- 4.5' MAX HORIZ. TL DEFL = 0.016' @ 12'- 4.5' Wind: 95 mph, h=15ft, TCDL=8.4,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. IIII S M _ Th�ign lWed i-olnpuMput M SPATES FABRICATORS (MC) ,LUMBER SP(iCIFICATIONS TC: 2x4 OF g18BTR; 2x'OF SS T2 BC: 2x4 OF #18BTR WEBS: 2x4 OF N18BTR TC LATERAL SUPPORT - 12'OC. UON. BC LATERAL SUPPORT <= 1210C. UON. NOTE 2x4 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = Compu7rus, Inc M,M20HS,M18HS,M16 = MiTek MT series <PL:10-00• 12 4.00 I7 WEDGE REQUIRED AT HEEL(S). 5-03-12 4-02-04 5-02 1-00 12-08 1-00 I 14-08 JOB NAME: Cheng Casita - A2 Scale: 0.4290 14-08-00 HIP SETBACK 6.00.00 FROM END WALL CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 LOAD DURATION INCREASE = 1.25 (Non -Rep) 1. Builder and erection contractor should be advised of all General Notes 1- 2=(-2126) 326 1. 5=(-299) 1974 5- 2=(-28) 114 Truss : and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2- 3=(-2094) 320 5- 6=(-310) 2009 5. 3=(-44) 140 truss designer or truss engineer. DES. BY: AM LOADING 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their leng9th by 3. 4=(-2159) 329 6- 4=(-301) 2004 3- 6=(-52) 99 TC UNIF LL( 40.0)+DL( 28.0)= 68.0 PLF 0'- 0.0' TO 61- 0.0' V 3. 2x Impact bridging or lateral bracing required where shown ++ .DATE: TC UNIF LL( 80.0)+DL( 56.0)= 136.0 PLF 6'- 0.0' TO 8'- 8.0' V fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrostve environment, TC UNIF LL( 40.0)+DL( 28.0)= 68.0 PLF 8'- 8.0' TO 14'- 8.0' V BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH BC UNIF LL( 0.0)+DL( 28.0)= 28.0 PLF 0'- 0.0' TO 14'- 8.0' V LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center 11- 0.0' -143/ 1135V -61/ 61H 3.50' 1.09 OF ( 625) TC CONC LL( 200.0)+DL( 140.0)= 340.0 LBS @ 6'- 0.0' 13'- 8.0' -143/ 1135V -61/ 61H 3.50' 1.09 OF ( 625) TC CONC LL( 200.0)+OL( 140.0)= 340.0 LBS @ 81- 8.0' II I I IIII LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IIII 11111111111111 I III VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 REQUIREMENTS OF CBC 2010 NOT BEING YET. 9. Digits indicate size of plate in ince MAX LL DEFL = -0.110' @ 8'- 8.0' Allowed = 0.403' MAX OL DEFL = -0.103' @ 8'- 8.0' Allowed = 0.604' MAX TL DEFL = -0.213' @ 81- 8.0' Allowed = 0.604' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. 70P RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.103' AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. MAX HORIZ. LL DEFL = 0.016' @ 13'- 6.2' MAX HORIZ. TL DEFL = 0.031' @ 13'- 6.2' This truss does not include any time dependent 2-08-10 deformation for long term loading (creep) in the load deflection. The building designer 5-11-11total 5-11-11 shall verify that this parameter fits with the intended use of this component. 340# 340# Wind: 95 mph, h=15ft, TCDL=8.4,BCDL=4.2, ASCE 7.05, j 12 Enclosed, Cat.2, Exp.C, MWFRS, -714.00 interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers M -4X6 -Z M -8X8 which is non -concurrent with other live loads. WEDGE REQUIRED AT HEEL(S). 5-03-12 4-02-04 5-02 1-00 12-08 1-00 I 14-08 JOB NAME: Cheng Casita - A2 Scale: 0.4290 0 0 WARNINGS: GENERAL NOTES, unless otherwise noted A2 1. Builder and erection contractor should be advised of all General Notes 1. This truss design Is adequate for the design parameters shown. Review Truss : and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. DES. BY: AM 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their leng9th by stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 8/1/2012 Compu7rus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ .DATE: 4. No load should be applied to any component unfit after all bracing and 4. Installation of buss is the responsibility of the respective contractor. SEQ. : 5257757 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrostve environment, TRANS I D : 345489 design loads be applied to any component. and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components.necessary. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPIANfCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines . III II I I IIII I VIII IIII 11111111111111 I III II IIII 9. Digits indicate size of plate in ince MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1L)-E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) 0 0 IIII SPATES ABRICAedTORS MCfMmputlput -LUMBER SPECIFICATIONS TRUSS SPAN 14'- 8.0' TC: 2x4 OF g18BTR LOAD DURATION INCREASE = 1.25 BC: 2x4 OF g188TR SPACED 24.0' O.C. WEBS: 2x4 OF #1&B TR LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 41.0 PSF Unbalanced live loads have been considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF CBC 2010 NOT BEING MET. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP M,M20HS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 0 0 <PL:10-UU-IL 7-04 12 4.00 C--- M -4x5 7-04 12 a4.00 BEARING LOCATIONS 1'- 0.0' 13'- 8.0' WEDGE REQUIRED AT HEEL(S). 7-04 7-04 1-00 12-08 1-00 I, l 14-08 JOB NAME: Cheng Casita - A3 Scale: 0.4290 CBC2010/IBC2OO9 MAX MEMBER FORCES 4WRIGOF/Cq=1.00 1-2=(-773) 66 1-4=(-46) 658 4-2=(0) 212 2-3=(-773) 66 4-3=(-46) 658 MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH REACTIONS REACTIONS SIZE INCHES (SPECIES) -761 601V -64/ 64H 3.50' 0.58 OF ( 625) -76/ 601V -64/ 64H 3.50' 0.58 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.011' @ 7'- 4.0' Allowed = 0.403' MAX OL DEFL = -0.013' @ 7'- 4.0' Allowed = 0.604' MAX TL DEFL = -0.024' @ 71- 4.0' Allowed = 0.604' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.013' MAX HORIZ. LL DEFL = 0.005' @ 13'- 6.2' MAX HORIZ. TL DEFL = 0.010' @ 13'- 6.2' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. Wind: 95 mph, h=15ft, TCDL=8.4,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. u2 CD 0 0 10 �CqN ONIOyF `W, NO. C764 8 EXP. 1 -31-12 NIk. �,P ��OF CAi \FO� /® WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder end erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss : and Warnings before construction commences. and approval is the responsibility of the building designer, not the ��i�,�lp\`\l 2. 2x4 compression web bracing must be installed where shown +, truss designer or truss engineer. ssg 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced et DES. BY: AM stability bracing must be designed by designer of complete structure. 2' end at 10' respectively unless bathed Throughout their length by DATE • 8/1/2012 CompuTrus assumes no responsibility for such bracing. hin continuous sheathing such as plywood sheathing(TC) antl/lir tlrywell 8C). continuous 3. Dr Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component unfit after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5257758 fasteners are complete and at no time should any bads greater than 5. Design assumes busses are to be used in a non -corrosive environment, TRANS I D : 345489 design loads be applied to any component. and are for -dry condition- of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is 8. This design is furnished subject to the limitations set forth by truss, 8. Plates shell be located on both feces of truss, and placed so Their center bothfaces TPIANfCA in BCSI, copies of which will be furnished upon request. Dies coincide with joint center lines. IIIIII VIII VIII VIII VIII IIII VIII II IIII 9. Digits indicate site of plateinches. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E ign values see ESR -1311, ESR -1958 (MiTek) 10. For basic connector plate design CBC2010/IBC2OO9 MAX MEMBER FORCES 4WRIGOF/Cq=1.00 1-2=(-773) 66 1-4=(-46) 658 4-2=(0) 212 2-3=(-773) 66 4-3=(-46) 658 MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH REACTIONS REACTIONS SIZE INCHES (SPECIES) -761 601V -64/ 64H 3.50' 0.58 OF ( 625) -76/ 601V -64/ 64H 3.50' 0.58 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.011' @ 7'- 4.0' Allowed = 0.403' MAX OL DEFL = -0.013' @ 7'- 4.0' Allowed = 0.604' MAX TL DEFL = -0.024' @ 71- 4.0' Allowed = 0.604' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.013' MAX HORIZ. LL DEFL = 0.005' @ 13'- 6.2' MAX HORIZ. TL DEFL = 0.010' @ 13'- 6.2' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. Wind: 95 mph, h=15ft, TCDL=8.4,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. u2 CD 0 0 10 �CqN ONIOyF `W, NO. C764 8 EXP. 1 -31-12 NIk. �,P ��OF CAi \FO� IIIIM M Th�ign �ed f§Wmpul_put SPATES FABRICATORS (MC) .LUMBER SPrtCIFICATIONS TC: 2x4 OF k18BTR BC: 2x4 OF H18BTR WEBS: 2x4 OF N18BTR TC LATERAL SUPPORT <= 12'OC. MON. BC LATERAL SUPPORT <= 12'OC. MON. LETINS: 0-00-00 1-00.00 For hanger specs. - See approved plans Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series C7�O O <PL:10-00 WEDGE REOUIRED AT HEEL(S). 12 4.00 C--- TRUSS SPAN 13'- 4.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 41.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 7-04 6-00-08 7-04 5-01-02 0-11-06 M -4x5 A n 12 d4.00 7-04 6-00-08 I ; 1-00 12-04-08 ). I 13-04-08 JOB NAME: Cheng Casita - A4 Truss: A4 DES. BY: AM DATE: 8/1/2012 SEQ.: 5257759 TRANS ID: 345489 CBC2010/IBC2009 MAX MEMBER FORCES 4WR1GDF/Cq=1.00 1-2=(-726) 62 1-5=(-41) 613 5-2=( 0) 223 2-3=(-108) 55 5.4=(-40) 607 3-4=(-791) 71 3-4=( -74) 0 BEARING MAX VERT MAX HORZ ERG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 11- 0.0' -751 583V -641 40H 3.50' 0.56 OF ( 625) 13'- 4.5' -441 514V -641 40H 3.50' 0.55 OF ( 625) 3. All lateral force resisting elements such as temporary and permanent force r such VERTICAL DEFLECTION LIMITS: LL=L1360, TL=L1240 stability bracing must be designed by designer of complete structure. MAX LL DEFL = -0.030' @ 12'. 6.2' Allowed = 0.393' CompuTrus assumes no responsibility for such bracing. MAX DL DEFL = -0.045' @ 12'- 6.2' Allowed = 0.590' 4. No load should be applied to any component until after all bracing and MAX TL DEFL = -0.052' @ 7'- 4.0' Allowed = 0.590' fasteners are complete and at no time should any loads greater than RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.045' design loads be applied to any component. MAX HORIZ. LL DEFL = 0.004' @ 13'- 1.0' 5. CompuTrus has no control over and assumes no responsibility for the MAX HORIZ. TL DEFL = 0.009' @ 13'- 1.0' fabrication, handling, shipment and installation of components. This truss does not include any time dependent 8. This design is furnished subject to the Imitations set IoM by deformation for long term loading (creep) in the TPINVTCA in BCSI, copies of which will be furnished upon request. total load deflection. Thebuilding designer shall verify that this parameter fits with the MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E intended use of this component. Wind: 95 mph, h=15ft, TCDL=8.4,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. Scale: 0.4285 WARNINGS:GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must installed where shown +, Truss designer or truss engineer. 9 8 3. All lateral force resisting elements such as temporary and permanent force r such 2. Design assumes the top and bottom chords to be laterally braced at 2' 10' o.c. respectively unless braced throughout their length by stability bracing must be designed by designer of complete structure. o.c. and at continuous sheathing such as plywood sheathing(TC) and/or drywall Be). CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, design loads be applied to any component. and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 8. This design is furnished subject to the Imitations set IoM by 8. Plates shall be located on both faces of truss, and placed so their center TPINVTCA in BCSI, copies of which will be furnished upon request. tines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) �N O O O QaoFEssfo �``! ONIOyF '� NO. C764 8 EXP -31-12 \8/ ��OF CAS �FOa III Th�ign �ed fMmput�ut SPATES FABRICATORS (MC) d -UMBER SPUCIFICATIONS TC: 2x4 OF k18BTR BC: 2x4 OF g18BTR WEBS: 2x4 OF H18BTR TC LATERAL SUPPORT - 12'OC. UON. BC LATERAL SUPPORT - 12'OC. UON. LETINS: 0-00-00 1.00.00 ** For hanger specs. - See approved plans Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,918HS,M16 = MiTek MT series r.11 M O O 12 4.00 C--- TRUSS SPAN 13'- 4.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 41.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND 80TTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 7-04 6-00-08 7-04 5-01.02 0-11-06 M -4x5 A n -- 12 a 4.00 <PL:10-00-12 1-00 WtUUC KtUUlh[U At hC[L(5). 7-04 6-00.08 JOB NAME: Cheng Casita - A5 Truss: A5 DES. BY: AM DATE: 8/1/2012 SEQ.: 5257760 TRANS ID:454 389 12-04-08 13-04-08 CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1.2=(-835) 147 1-5=(-736) 1379 5-2=( 0) 223 2-3=(-781) 94 5-4=(-801) 1439 3-4=(-1292) 486 Scale: 0.4285 WARN INGS:GENERAL 3-4=(-151) 75 BEARING MAX VERT MAX HORZ BRIG REQUIRED BAG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 11- 0.0' -75/ 583V -2000/ 2000H 3.50' 0.56 OF ( 625) 13'- 4.5' -44/ 514V -2000/ 2000H 3.50' 0.55 OF ( 625) stability bracing must be designed by designer of complete structure. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 CompuTrus assumes no responsibility for such bracing. P Po ty g MAX LL DEFL = 0.100' @ 12'- 6.2' Allowed = 0.393' 4. No load should be applied to any component until after all bracing and MAX DL DEFL = -0.189' @ 12'- 6.2' Allowed = 0.590' fasteners are complete and at no time should any loads greater than MAX TL DEFL = -0.123' @ 7'- 4.0' Allowed = 0.590' design loads be applied to any component. RECOMMENDED CAMBER (BASED ON OL DEFL= 0.189' 5. CompuTrus has no control over and assumes no responsibility for the MAX HORIZ. LL DEFL = 0.016' @ 1'- 1.7' fabrication, handling, shipment and installation of components.,necessary. MAX HORIZ. TL DEFL = -0.021' @ 1'- 1.7' 6. This design is furnished subject to the limitations set forth by This truss does not includeany time dependent TPINVTCA in SCSI, copies of which will be furnished upon request. deformation for long term loading (creep) in the total load deflection. The building designer MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E shall verify that this parameter fits with the intended use of this component. COND. 000.00 LBS DRAG LOAD. Wind: 95 mph, h=15ft, TCDL=8.4,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. Scale: 0.4285 WARN INGS:GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This buss design is adequate for the design parameters shown. Review and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown ., buss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the lop and bottom chords to be laterally braced at stability bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywallgSq. CompuTrus assumes no responsibility for such bracing. P Po ty g 3 Impact bridging or lateral bracing required where shown * * 4. No load should be applied to any component until after all bracing and 4. Installation of buss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for -dry condition- of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components.,necessary. 7Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPINVTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) O ON O 9aol:Ess+o ON10yF Fti� NO. C764 8 EXP. 1? -31-12 1V A. OFCA L* \ LU'ABER SPECIFICATIONS TC: 2x4 OF #188TR; 2x6 OF SS T2 BC: 2x8 SP M-23 WEBS: 2x4 OF #18BTR TC LATERAL SUPPORT <= 12'OC. LION. BC LATERAL SUPPORT - 1210C. LION. ------------------------------------- ------------------------------------- NOTE: 2x4 BRACING AT 24'OC LION. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series TRUSS SPAN 19'- 0.0' CBC2010/1BC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 LOAD DURATION INCREASE = 1.25 (Non -Rep) 1- 2=(-2576) 876 1- 5=(-780) 2360 5- 2=( -46) 594 SPACED 24.0' O.C. 2- 3=(-2360) 780 5- 6=(-904) 3806 5- 3=(-1640) 166 3- 4=(-4238) 1020 6- 4=(-914) 3924 3. 6=( -146) 1816 LOADING ADDL: TC UNIF LL( 20.0)+DL( 14.0)= 34.0 PLF 0'- 0.0' TO 191- 0.0' V ADDL: TC UNIF LL( 20.0)+DL( 14.0)= 34.0 PLF 0'- 0.0' TO 19'- 0.0' V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH ADDL: BC UNIF LL( 39.0)+DL( 41.0)= 80.0 PLF 13'- 11.3' TO 19'- 0.0' V LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) ADDL: BC UNIF LL+DL= 7.0 PLF 0'- 0.0' TO 19'- 0.0' V 1'- 0.0' -516/ 1242V .821 82H 3.50' 0.46 SP ( 805) ADDL: BC UNIF LL+DL= 7.0 PLF 0'- 0.0' TO 19'- 0.0' V 181- 0.0' -700/ 3407V -821 82H 3.50' 1.27 SP ( 805) ADDL: BC CONC LL+DL= 1221.0 LBS @ 13'- 6.0' VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 ADDL: BC CONC LL+DL= 1465.0 LBS @ 16'- 5.0' LOADS AS GIVEN MAX LL DEFL = 0.046' @ 11'- 0.0' Allowed = 0.547' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX DL CREEP DEFL = -0.095' @ 11'- 10.0' Allowed = 0.821' REQUIREMENTS OF CBC 2010 NOT BEING MET. MAX TL CREEP DEFL = -0.112' @ 11'- 10.0' Allowed = 0.821' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.095' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX HORIZ. LL DEFL = -0.009' @ 17'- 8.5' AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. MAX HORIZ. TL DEFL = 0.017' @ 17'- 8.5' ( 2 ) complete trusses required. TRUSS NOT SYMMETRICAL. Wind: 95 mph, h=15ft, TCDL=8.4,BCDL=4.2, ASCE 7-05, Join together 2 ply with 3'x.131 DIA GUN ORIENTATION AS SHOWN. Enclosed, Cat.2, Exp.C, MWFRS, nails staggered at: interior zone, load duration factor=1.6 9' oc throughout 2x4 top chords, (2) rows at 9' oc throughout 2x6 top chords, Design checked for a 300 lb concentrated top chord (2) rows at 9' oc throughout 2x8 bottom chords, live load per IBC 2009 due to maintenance workers 9' oc throughout webs. which is non -concurrent with other live loads. ** HANGER TO APPLY CONC. LOAD(S) 7-11-11 TO ALL MEMBERS. 3-08-09 7-03-12 7-11-11 12 a 4.00 M -4X6 z7M-8x8 ICC APPROVED FACE MOUNT HANGER (BY OTHERS) REQUIRED AT CONCENTRATED 12 LOADS SHOWN IN NOTES BELOW. ALL NAILS HOLES MUST BE FILLED AS 4.000 - PER HANGER MANUFACTURERS INSTALLATION PROCEEDURE WITH A - T2 MINIMUM OF 10d (.148" X 3') NAILS OR AS REQUIRED BY THE HANGER MANUFACTURER. FAILURE TO COMPLY MAY REQUIRE ADDITIONAL CONSIDERATIONS TO DISTRIBUTE LOADS BETWEEN THE PLIES. 2 u� o� t 5 6 a �o M -3x12 < M -3x4 M -2x4 M-300 1221 # *** 11465# *** 7-03-12 4-06-04 7-02 1-00 17-00 1-00 I L <PL:10-00-12 19-00 JOB NAME: Cheng Casita - A6 Truss: A6 DES. BY: AM DATE: 8/1/2012 SEQ.: 5257761 TRANS ID: 345489 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. All lateral force resisting elements such as temporary and permanent stability bracing must be designed by designer of complete structure. CompuTrus assumes no responsibility for such bracing. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. S. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E Scale: 0.3448 GENERAL NOTES, unless otherwise noted: 1. This truss design is adequate for the design parameters shown. Review and approval is the responsibility of the building designer, not the truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) C and/or tl all BC . co9 Dcin her ) rYw' ( ) 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for "dry condition' of use. a. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) 9apFESSIO\ ONIOyF Fti� NO. C764 8 �. EXP. 1 -31-12 / /-Z 4 NIL ��1 OF CALNF .LUMBER SPECIFICATIONS TC: 2x4 OF N18BTR; 2x4 OF 210OF T2 BC: 2x4 OF k18BTR WEBS: 2x4 OF 918BTR TC MAX PURLINSPACING 56'OC. UON. BC MAX PURL IN SPACING 120'OC. LION. Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series WEDGE RE O O <PL:10-00-I4 M':/ a M ThMign Med f�mpu> put SPATES FABRICATORS (GS) TRUSS SPAN 16'- 3.5' LOAD DURATION INCREASE = 1.25 (Non -Rep) SPACED 29.0' O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 41.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 9-06 6-09-08 5-01-14 4-04-02 6-09-08 M -4x5 19 4 1711 - 9-06 6-09-08 I 1-00 15-03-08 1 I 16-03-08 JOB NAME: Cheng Casita - A7 Truss: fl -i I DES. BY: AM DATE: 9/5/2012 SEQ.: 5287179 TRANS ID: 348341 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. All lateral force resisting elements such as temporary and permanent stability bracing must be designed by designer of complete structure. CompuTrus assumes no responsibility for such bracing. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPIANTCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.4(1 L) -E Scale: 0.3732 GENERAL NOTES, unless otherwise noted: 1. This truss design is adequate for the design parameters shown. Review and approval is the responsibility of the building designer, not the buss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their lenggth by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of buss, and placed so their center tines coincide with joint center lines. 9. Digits Indicate size of plate In inches. 10. For basic connector plate design values see ESR•1311, ESR -1988 (MiTek) CBC2010/IBC2009 MAX MEMBER FORCES4WRIGDF/Cq=1.00 141 1.2= 0 161 1-5=S-136) 1268 2-5=S-422 109 2-3= -983; 68 5-6=1 -73) 90 5-3=1 0 298 3-41=1_1008) - 73 5-4=( -43 815 4-6=(-709 89 BEARING MAX VERT MAX HORZ ERG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 1'- 0.0' -102/ 857V -95/ 83H 3.50' 0.83 DF ( 625 16'- 3.5' -65/ 757V •95/ 83H 3.50' 0.81 OF ( 625) 1x5 N N O VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.053' @ 5'- 1.3' Allowed = 0.490' MAX DL DEFL = -0.043' @ 51- 1.3' Allowed = 0.735' MAX TL DEFL = -0.096' @ 5'- 1.3' Allowed = 0.735' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.043' MAX HORIZ. LL DEFL = 0.007' @ 16'- 1.7' MAX HORIZ. TL DEFL = 0.014' @ 16'- 1.7' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. Wind: 95mph, h=15ft, TCOL=8.4,BCOL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. ,LUMBER SP5CIFICATIONS TC: 2x4 OF k18BTR BC: 2x4 OF k188TR WEBS: 2x4 OF N18BTR TC LATERAL SUPPORT <= 12'02. UON. BC LATERAL SUPPORT 120'02. UON. NOTE: 2x4 BRACING AT 24'OC LION. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED Unbalanced live loads have been considered for this design. Connector plate prefix des' tors: C,CN,CI8,CN18 (or no prefix?na= CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series WEDGE RE t2 c7�O O <PL:10-00-1Z `� SPATES -fWHIpul"put TRUSS SPAN 16'- 3.5' LOAD DURATION INCREASE = 1.25 (Non -Rep) SPACED 29.0` O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 41.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 8-06-11 1-10-10 5-10-03 8-06-11 2-03-09 5-05-04 M -4x6 M -7x6 12 a 4.00 8-01-12 3-00 5-01-12 1-00 15-03-08 I. ( 16-03-08 JOB NAME: Cheng Casita - A8 Scale: 0.3732 CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2= -1248 105 1- 5= -78 1093 5. 2=1 0 131 4. 7=(-721) 86 7=I.68I WARNINGS: GENERAL NOTES, unless otherwise ei A1. 3- 6=(•118 Builder end erection contractor should be etivisetl of all General Notes 1. This truss design is adequate for thee ddesign parameters shown. Review Truss :and MAX VERT MAX HORZ BAG REQUIRED BRIG LENGTH Warnings before construction commences. and approval is the responsibility of the building designer, not the 11- 0.0' •94/ 856V -90/ 78H 3.50' 0.82 OF ( 625 2. 2x4 compression web bracing must be installed where shown +, truss designer or truss engineer. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 3All lateral force resisting elements such as temporary and permanent .DES 2. Design assumes the top and bottom chords to be laterally braced at . BY: AM MAX OL DEFL = •0.032' @ 10'- 5.0' Allowed = 0.735' stability bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their lenggthby drywall(BC). DATE • 9/5/2012 RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.032' CompuTrus assumes no responsibility for such bracing. cont nuous sheathing such as plywood sheathing(TC) and/or 3. 2x Impact bridging or lateral bracing required where shown ++ MAX HORIZ. TL DEFL = 0.014' @ 16'- 1.7' 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5287180 deformation for long term loading (creep) in the fasteners are complete and at no time should any loads greater than S. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 348341 shall verify that this parameter fits with the design loads be applied to any component. and are for'dry condition' of use. 6. Design assumes full bearing et all supports shown. Shim or wedge if Wind: 95mph, h=15ft, TCDL=8.4,BCDL=4.2, ASCE 7-05, 5. CompuTrus has no control over and assumes no responsibility for the necessary. interior zone, load duration factor=1.6 fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. live load per IBC 2009 due to maintenance workers 6. This design is furnished subject to the limitations set IoM by 8. Plates shall be located on both laces of truss, and placed so their center in BCSI, copies of which will be furnished upon request. tines coincide with joint center lines. IIIIII I I IIII II I VIII VIII VIII III IN 9. Digits Ind calls size of plate In Inches. cate MiTek MiTek USA, Inc./CompuTrus Software 7.6.4(1 Q -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2= -1248 105 1- 5= -78 1093 5. 2=1 0 131 4. 7=(-721) 86 7=I.68I 69 986 160 3- 4=I-1083) 85 6- 3- 6=(•118 6. 4=( -61 926 BEARING MAX VERT MAX HORZ BAG REQUIRED BRIG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 11- 0.0' •94/ 856V -90/ 78H 3.50' 0.82 OF ( 625 16'- 3.5' -64/ 759V -90/ 78H 3.50' 0.81 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = •0.040' @ 8'- 7.0' Allowed = 0.490' MAX OL DEFL = •0.032' @ 10'- 5.0' Allowed = 0.735' MAX TL DEFL = -0.067' @ 81- 7.0' Allowed = 0.735' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.032' MAX HORIZ. LL DEFL = 0.007' @ 16'• 1.7' MAX HORIZ. TL DEFL = 0.014' @ 16'- 1.7' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. Wind: 95mph, h=15ft, TCDL=8.4,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 1x5 N N O M <ww M W W No 61W M M LgMBER SPECIFICATIONS TC: 2x4 OF #18BTR; 2x6 OF SS T2 BC: 2x6 OF SS WEBS: 2x4 OF #18BTR TC LATERAL SUPPORT <= 12'OC. UON BC LATERAL SUPPORT - 12'OC. UON NOTE: 2x4 BRACING AT 24'OC LION. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series M-; C 0 0 6-06-11 18-00-00 STUB HIP SETBACK 6-07-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 28.0)= 68.0 PLF 0'- 0.0' TO 6'- 7.0' V TC UNIF LL( 85.8)+DL( 60.1)= 145.9 PLF 6'- 7.0' TO 12'- 5.0' V TC UNIF LL( 40.0)+DL( 28.0)= 68.0 PLF 121- 5.0' TO 18'- 0.0' V BC UNIF LL( 0.0)+DL( 30.0)= 30.0 PLF 01- 0.0' TO 18'- 0.0' V TC CONC LL( 245.0)+DL( 171.5)= 416.6 LBS @ 6'- 7.0' TC CONC LL( 245.0)+DL( 171.5)= 416.6 LBS @ 12'- 5.0' ADDL: BC CONC LL+DL= 1465.0 LBS @ 16'- 5.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP LOADS AS GIVEN AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. ( 2 ) complete trusses required. Join together 2 ply with 3'x.131 DIA GUN nails staggered at: 9' oc throughout 2x4 top chords, (2) rows at 9' oc throughout 2x6 top chords, �- (2) rows at 9' oc throughout 2x6 bottom chords, 9' oc throughout webs. *** HANGER TO APPLY CONC. LOAD(S) TO ALL MEMBERS. 12 �- �r416.60# 416.60# 4.00 6-06-09 M -4x6 -M-8X8 4-10-12 5-06-11 12 a 4.00 CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=(-3760) 606 1- 5=(-554) 3460 5. 2=( 0) 420 2- 3=(-3460) 554 5- 6=(-616) 4104 5. 3=(-800) 94 3. 4=(-4510) 664 6- 4=(-608) 4162 3- 6=( 0) 848 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 11- 0.0' -225/ 1691V -74/ 54H 3.50' 0.81 OF ( 625) 18'- 0.0' -331/ 2827V -74/ 54H 3.50' 1.51 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.075' @ 12'- 5.0' Allowed = 0.547' MAX OL CREEP DEFL = -0.115' @ 12'- 5.0' Allowed = 0.821' MAX TL CREEP DEFL = -0.183' @ 12'- 5.0' Allowed = 0.821' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.115' MAX HORIZ. LL DEFL = -0.011' @ 17'- 8.5' MAX HORIZ. TL DEFL = 0.025' @ 17'- 8.5' Wind: 95 mph, h=15ft, TCDL=8.4,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. ICC APPROVED FACE MOUNT HANGER (BY OTHERS) REQUIRED AT CONCENTRATED LOADS SHOWN IN NOTES BELOW. ALL NAILS HOLES MUST BE FILLED AS NUFACTURERS INSTALLATION -1-...WITH A d (.148" X 3" NAILS OR AS REQUIRED BY THE HANGER FAILURE TO COMPLY MAY REQUIRE ADDITIONAL S TO DISTRIBUTE LOADS BETWEEN THE PLIES. 5-10-12 7-04-04 4-09 1-00 17-00 l <PL:10-00-12 18-00 1465# *** JOB NAME: Cheng Casita - A9 Scale: 0.3557 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be ativised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: A9 and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown *. truss designer or truss engineer. Design assumes the top and bottom chords to be laterally braced at 3. All lateral2. l force resisting elements such as temporary and permanent 2• O.C. and at 10' o.c. respectively unless braced throughout their length by DES. BY: AM stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 8/1/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss Is the responsibility of the respective contractor. SEQ. : 525 7764 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 345489 design loads be applied to any component. and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center VIII I I VIII II I TPI/WfCA in BCSI, copies of which will be famished upon request. lines coincidewith joint cooter lines. 9. Digits oindicatesize of plate in inches. III I VIII VIII IIII IIII MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E 1o. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) VIII�0 Th9SPApi It ABRIe(MC�mpu�put •!� SP;CIFICATIONS TRUSS SPAN 7'- 0.0' ,LUMBER TC: 2x4 OF #18BTR LOAD DURATION INCREASE = 1.25 (Non -Rep) GENERAL NOTES, unless otherwise noted BC: 2x6 OF SS SPACED 24.0' O.C. 1. This truss design is adequate for the design parameters shown. Review WEBS: 2x4 OF #18BTR end Warnings before construction commences. and approval Is the responsibility of the building designer, not the LOADING truss designer or truss engineer. TC LATERAL SUPPORT 24'OC. UON. ADDL: TC UNIF LL( 20.0)+DL( 14.0)= 34.0 PLF 0'- 0.0' TO 7'- 0.0' V BC LATERAL SUPPORT <= 1210C. UON. ADDL: TC UNIF LL( 20.0)+DL( 14.0)= 34.0 PLF 01- 0.0' TO 71- 0.0' V DATE: 8/1/2012 ADDL: BC UNIF LL( 137.2)+DL( 144.0)= 281.2 PLF 01- 0.0' TO 7'- 0.0' V ADDL: BC UNIF LL+DL= 7.0 PLF 0'= 0.0' TO 7'- 0.0' V NOTE: 2x4 BRACING AT 24'OC UON. FOR fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL and are for'dry condition- of use. 6. Design assumes full hearing at all supports shown. Shim or wedge if REOUIREMENTS OF CBC 2010 NOT BEING MET. •' For hanger secs. - See approved 9 P PP plans P BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. LOADS AS GIVEN Connector plate prefix designators: (2) complete trusses required. Join together 2 ply with 3'x.131 DIA GUN 8. Plates shall be located on both faces of truss, and placed so their center C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc nails staggered at: M,M20HS,M18HS,M16 = MiTek MT series 9' oc throughout 2x4 top chords, (2) rows at 9' oc throughout 2x6 bottom chords, in SCSI, copes of which will be furnished upon request. tines coincide with joint center fines. fines 9' oc throughout webs. VIII II 4-04-03 2-07-13 I VIII II 11111111111111 12 II I I IN 4.00 E --- 9. indicate size of plate to inches. M-46 IJ Q..n 3-11.04 3-00-12 L y '<PL:10-00-12 7-00 JOB NAME: Cheng Casita - A10 CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1.2=(-1610) 316 1-4=(-268) 1454 4-2=( 0) 358 2-3=(-1454) 264 4.5=( -42) 82 4-3=(-274) 1544 3-5=(-832) 208 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' -257/ 1272V -43/ 49H 3.50' 0.68 OF ( 625) 7'- 0.0' -2471 1221V -43/ 49H 3.50' 0.65 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.008' @ 4'- 4.5' Allowed = 0.214' MAX DL CREEP DEFL = -0.011' @ 4'- 4.5' Allowed = 0.321' MAX TL CREEP DEFL = -0.018' @ 4'- 4.5' Allowed = 0.321' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.011' MAX HORIZ. LL DEFL = -0.001' @ 6'- 10.3' MAX HORIZ. TL DEFL = 0.002' @ 6'- 10.3' Wind: 95 mph, h=15ft, TCDL=8.4,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. Scale: 0.4912 WARNINGS: GENERAL NOTES, unless otherwise noted Al 0 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: end Warnings before construction commences. and approval Is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 3All lateral force resisting elements such as temporary and permanent .DES 2. Design assumes the top and bottom chords to be laterally braced at . BY: AM stability bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their le 9 in DATE: 8/1/2012 CompuTrus assumes no responsibility for such bracing. in continuous sheathing such as plywood sheathing(TC) and/or drywal(BC).by 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5257765 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 345489 design loads be applied to any component. and are for'dry condition- of use. 6. Design assumes full hearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components.necessary. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center in SCSI, copes of which will be furnished upon request. tines coincide with joint center fines. fines VIII II II IIII I I VIII II 11111111111111 I II II I I IN 9. indicate size of plate to inches. MiTek MiTek USA, Inc./CompuTrus Software 7.6.3-SP6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) LUMBER SPECIFICATIONS TC: 2x4 OF #1&BTR BC: 2x6 OF SS WEBS: 2x4 OF Al&BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12 'OC. UON. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series S2 ) complete trusses required. oin together 2 ply with 9'x.131 DIA GUN nails staggered at: 9' oc throughout 2x4 top chords, V) rows at 9' oc throughout 2x6 bottom chords, oc throughout webs. *• For hanger specs. - See approved plans 3.07 6-03-00 STUB TERMINAL HIP SETBACK 4.08-08 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 28.0)= 68.0 PLF 0'- 0.0' TO 6'- 3.0' V BC UNIF LL( 0.0)+DL( 23.5)= 23.5 PLF 0'- 0.0' TO 6'- 3.0' V ADDL: BC UNIF LL+DL= 314.0 PLF 0'- 0.0' TO 6'- 3.0' V TC CONC LL( 232.8)+DL( 163.0)= 395.8 LBS @ 3'- 7.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP LOADS AS GIVEN AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. y 395.80# 2-08 12 12 d 4.00 4.00 1--- M-05 4.0" 2 M -5X10 o .. .: o C. 1 4 3 < M -5x10 M -2x4 WEDGE REQUIRED AT HEEL(S). <PL:10-00-12 3-07 2-08 L L 6-03 JOB NAME: Cheng Casita - All Truss: DES. BY: AM DATE: 8/1/2012 SEQ.: 5257766 TRANS ID: 345489 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Wamin9 s before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. All lateral force resisting elements such as temporary and permanent stability bracing must be designed by designer of complete structure. CompuTrus assumes no responsibility for such bracing. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPINVTCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software +7,6.4(1L) -E - SP i9l,ABRiTUH5e(MGWMPUJl put CBC2010/IBC2OO9 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=(-1932) 198 1-4=(-176) 1766 4-2=(-30) 1124 2-3=(-2038) 208 4-3=(-176) 1766 BEARING MAX VERT MAX HORZ ERG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0' .125/ 1433V -31/ 31H 3.50' 0.76 OF ( 625) 6'- 3.0' -140/ 1497V -31/ 31H 3.50' 0.80 OF ( 625) Scale: 0.4380 GENERAL NOTES, unless otherwise noted: 1. This truss design is adequate for the design parameters shown. Review and approval is the responsibility of the building designer, not the truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their ton gg�th by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown + + 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center fines coincide with joint center lines. 9.Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.006' @ 3'- 7.0' Allowed = 0.189' MAX DL CREEP DEFL = -0.017' @ 3'- 7.0' Allowed = 0.283' MAX TL CREEP DEFL = -0.020' @ 3'- 7.0' Allowed = 0.283' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.017' MAX HORIZ. LL DEFL = -0.002' @ 5'- 11.5' MAX HORIZ. TL DEFL = 0.004' @ 5'- 11.5' Wind: 95 mph, h=15ft, TCDL=8.4,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. �OQ�LOFESSIO onlioyF a� `jj✓DGaG `�' NO. C764 8 EXP.1 -31-12 OF CAL\FOa�% /� BC -SII -B1 SUMMARY SHEET - GU)I)DE FOR HANDLIING, IN'STALLI)NG, RESTRAI(NII(NG AND BRAC�I(NG OF TRUSSES ii B � Spans over 60' may require complex permanent bracing. Please always consult a Registered Design Professional. � J GENERAL NOTES NOTAS GENERALES Trusses are not marked in any way to identify the Los trusses no estan marcados de ning6n modo que frequency or location of temporary lateral restraint iden6'fiquelafrecuendaolocalizad6nderestricconlateral and diagonal bracing. Follow the recommendations y arriostre diagonal temporales. Use las recomendadones for handling, installing and temporary restraining de manejo, instalad6n, restricd6n y arriostre temporal de and bracing of trusses. Refer to BCSI - Guide to los trusses. yea el folleto SCSI - Guia de Buena Prad ca Good Practice for Handling, Installing, Restraining Data el Manejo. Instalad6n. Restncci6n yArriostre de los & Bracing of Metal Plate Connected Wood Trusses de Madera Conectados con Placas de Metal*** Trusses*** for more detailed information. para informad6n mas detallada. Truss Design Drawings may specify locations of Los dibujos de diseno de las trusses pueden especificar permanent lateral restraint or reinforcement for las localizations de resMccidin lateral permanente o individual truss members. Refer to the BCSI- retuerzo en los miembros individuales del truss. Vea la B3*** for more information. All other permanent hoja resumen BCSI-B3*** para mas informacicin. EI bracing design is the responsibility of the building resto de los disenos de arriostres permanentes son la designer. responsabilidad del disenador del edifido. AWARNING! The consequences of improper handling, erecting, installing, restraining and bracing can result in a collapse of the structure, or worse, serious personal injury or death. iADVERTENCIA! EI resultado de un manejo, levantamiento, instalacicin, restriccidn y arrisotre incorrecto puede ser la cafda de la estructura o aOn peor, heridos o muertos. ACAUTMI Exercise care when removing banding and handling trusses to avoid damaging trusses and prevent injury. Wear personal protective equipment for the eyes, feet, hands and head when working with trusses. WAUIRN Utilice cautela at quitar las ataduras o los pedazos de metal de sujetar para evitar dano a los trusses y prevenir la herida personal. Lleve el equipo protectivo personal para ojos pies mans y cabeza cuando trabaja con trusses. ACAMONI Use WALqax Utilice special care in cuidado especial en windy weather or dias ventosos o cerca near power lines de cables el6ctricos o and airports. de aeropuedos. Spreader bar for truss HANDLING - MANE10 CEM Avoid lateral bending. Evite la Oexibn lateral. The contractor is responsible for properly receiving, unloading and storing the trusses at the jobsite. Unload trusses to smooth surface to prevent damage. EI contrabsta tiene la responsabilidad de recibir, descargar y almacenar adecuadamente los trusses en la obra. Descargue los trusses en la tierra liso para prevenir el dano. 0 Trusses may be unloaded directly on the ground at the time of delivery or stored temporarily in contact with the ground after delivery. If trusses are to be stored for more than one week, place blocking of sufficient height beneath the stack of trusses at 8' (2.4 m) to 10'(3 m) on -center (o.c.). Los trusses pueden ser descargados directamente en el suelo en aquel momento de entrega o almacenados tempotalmente en contacto con el suelo despu6s de entrega. Si los trusses estaran guardados para mas de una semana, ponga bloqueando de altura sufidente cietras de la plla de los trusses a 8 hasta 10 pies en centro (o.c.). For trusses stored for more than one week, cover bundles to protect from the environment. Para trusses guardados por mas de una seri cubra los paquetes para protegerlos del ambiente. Refer to BCSI*** for more detailed information pertaining to handling and jobsite storage of trusses. Vea el folleto BCSI*** para informaddn mas detal- lada sobre el manejo y almacenado de los trusses en area de trabajo. m0 0 0 Use proper rig- Use equipo apropiado ging and hoisting para levantar e equipment. improviser. DO NOT store NO almacene unbraced bundles verticalmente los upright. trusses sue/tos. DO NOT store on NO almacene en tierra uneven ground. desigual. HOISTING AND PLACEMENT OF TRUSS BUNDLES RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES DONT overload the crane. NO sobrecargue la gnia. NEVER use banding to lift a bundle. NUNCA use las ataduras para levantar un paquete. 1 A single lift point may be used for bundles of top chord pitch trusses up to 45' (13.7 m) and parallel chord trusses up to 30' (9.1 m). Use at least two lift points for bundles of top chord pitch trusses up to 60' (18.3m) and paral- lel chord trusses up to 45' (13.7m). Use at least three lift points for bundles of top chord pitch trusses >60' (18.3m) and parallel chord trusses >45'(13.7m). Puede usar un solo lugar de levantar para pa- quetes de trusses de la cuerda superior hasta 45' y trusses de cuerdas paralelas de 30'o menos. Use por to menos dos puntos de levantar con A WARNING! Do not over load supporting structure with truss bundle. iADVERTENCIA! No sobrecargue la estructura apoyada con el paquete de trusses. Place truss bundles in stable position. Puse paquetes de trusses en una posicidin estable. grupos de trusses de cuerda superior inclinada hasty 60'y trusses de cuerdas paralelas hasta 45' Use por to menos dos puntos de levantar con grupos de trusses de cuerda superior inclinada mas de 60'y trusses de cuerdas paralelas mas de 45' MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSS RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES Using a single pick -point at the peak can damage the truss. EI use de un solo lugar en el pico para levantar puede so' or less hater dano at truss. �- Approx. 1/2 yl Tegllne truss length TRUSSES UP TO 30' (9.1 m) TRUSSES HASTA 30 PIES Locate Spreader bar A_'Atlach 0' (3 m) above 01 stilfback o.c. max. mid -height ( I Spreader bar 112 to Ib Tegllne I SpreadeSII r bar 2/3 to I TRUSSES UP TO 60' (18.3 m) 314 truss length - TRUSSES HASTA 60 PIES Tegllne TRUSSES UP TO AND OVER 60' (18.3 m) �--TRUSSES HASTA Y SOBRE 60 PIES -► 0 Hold each truss in position with the erection equipment until top chord temporary lateral restraint is installed and the truss is fastened to the bearing points. Sostenga cada truss en posicidn con equipo de gr6a hasta que la restricci6n lateral temporal de la cuerda superior estd instalado y el truss esta asegurado en los soportes. INSTALLATION OF SINGLE TRUSSES BY HAND RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES POR LA MANO 0 Trusses 20' - 0 Trusses 30' (6.1 m) or (9.1 m) or t less, support less, support at near peak. quarter points. Soporte Soporte de cerca at pico los cuartos los trusses F Trusses up to 20' -> de tramo los f Trusses up to 30' de 20 pies o 1 (6.1 m) trusses de 30 1 (9.1 m) menos. Trusses hasta 20 pies pies o menos. Trusses hasta 30 pies TEMPORARY RESTRAINT & BRACING RESTRICCION Y ARRIOSTRE TEMPORAL EMRefer to BCSI-B2*** for more Top Chord Temporary information. Lateral Restraint Vea el resumen BCSI-B2*** para mas infor- (TCTLR) macidn. 2x4 min. Locate ground braces for first truss directly in line with all rows of top chord temporary lateral restraint (see table in the next column). Coloque los arriostres de tierra pard el primer =90° truss directamente en linea con cada una de las filas de restricci6n lateral temporal de la cuerda superior (vea la tabla en la pr6xima Brace first truss columna). 0 securely before erection of additional DO NOT walk on trusses. ? unbraced trusses. r NO canine en trusses sueltos. STEPS TO SETTING TRUSSES LAS MEDIDAS DE LA INSTALACION DE LOS TRUSSES 10 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below). 7) Repeat process with groups of four trusses until all trusses are set. 1) Instate los arriostres de tierra. 2) Instate el primero truss y ate seguramente at arnostre de tierra. 3) Instate los pr6ximos 4 trusses con restricci6n lateral temporal de miembro corto (vea abajo). 4) Instate el arriostre diagonal de la cuerda superior (vea abajo). 5) Instate arnostre diagonal para los planos de los miembros secundarios para estabilice los primeros cinco trusses (vea abajo). 6) Instale la restricci6n lateral temporal y arriostre diagonal para la cuerda inferior (vea abajo). 7) Repita este procedimiento en grupos de cuatro trusses hasta que todos los trusses esten instalados. Refer to BCSI-B2*** for more information. Vea el res6men BCSI-B2*** para mas informacidn. RESTRAINT/ BRACING FOR ALL PLANES OF TRUSSES RESTRICCIONIARRIOSTRE PARA TODOS PLANOS DE TRUSSES 0 This restraint & bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses (PCTs). See top of next column for temporary restraint and bracing of PCTs. Este metodo de restricci6n y arriostre es para todo trusses excepto trusses de cuerdas paraletas (PCTs) 3x2 y 4x2. Vea la parte superior de la columna para la restricci6n y arriostre temporal de PCTs. 1) TOP CHORD - CUERDA SUPERIOR Truss Span Top Chord Temporary Lateral Restraint (TCTLR) Spacing Longitud de Tram_ o_ Espaclamiento_ del Arriostre Temporal de la Cuerda Superior Up to 30' 10'(3 m) D.C. max. (9.1 m) Asphalt Shingles 30'(9.1 m) - 8'(2.4 m) D.C. max. 45'(13.7 m) 45'(13.7 m) - 6'(1.8 m) D.C. max. 60'(18.3 m Bottom chords 60'(18.3 m) - 4'(1.2 m) D.C. max. 80'(24.4 m)* Diagonal braces *Consult a Registered Design Professional for trusses longer than 60' (18.3 m). *Consulte a un Professional Registrado de Diseno pat trusses mas de 60 pies. 0 See BCSI-B2*** for TCTLR options. / Vea el SCSI -B2*** para las options de TCTLR. = Refer to SCSI -63*** for Gable End Frame re straint/brac!ng/ reinforcement A information. Para information sobre restric- TCTLR d6n/arriostre/refuerzo para Armazones Hastiales vea el resumen BCSI-B3*** 10" or Truss attachment Note: Ground bracing not shown for clarity. required at supports) 0 Repeat diagonal braces for each set of 4 trusses. Section A. -A, Repita los arrisotres diagonales para sada grupo de 4 trusses. 2) WEB MEMBER PLANE - PLANO DE LOS MIEMBROS SECUNDARIOS 9&9= Diagonal LATERAL RESTRAINT bracing & DIAGONAL BRACING tab members Plywood or OSB ARE VERY IMPORTANT Asphalt Shingles iLA RESTRICCION Concrete Block LATERAL Y EL ARRIOSTRE DIAGONAL Bottom chords SON MUY IMPORTANTES! Diagonal braces every 10 truss spaces 10' (3 m) - 15'(4.6 m) max. Same spacin 20'(6.1 m) max. as bottom chord lateral restraint Note: Some chord and web members not shown for clarity. 3) BOTTOM CHORD - CUERDA INFERIOR Lateral Restraints - 2x4x12' or greater lapped over two trusses. Bottom Diagonal braces every SO truss spaces 20' (6.1 m) max. 10' (3 m) - 15' (4.6 m) �� Note: Some chord and web members max. not shown for clarity. RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES RESTRICCION Y ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 10' 3 m) or Diagonal bracing Repeat diagonal bracing Refer 15' 54.6 m)* every 15 truss spaces 30' to BCSI-B7*** for (9.1 m) max. more information. Vea el resumen BCSI-B7*** para mas information. Apply diagonal brace to vertical webs at end of cantilever and at bearing locations. Aleaints lapped at least two trusses. *Top chord temporary lateral restraint spacing shall be 10' (3 m) o.c. max. for 3x2 chords and 15' (4.6 m) o.c. for 4x2 chords. INSTALLING - INSTALACION 0 Tolerances for Out -of -Plane. Out -of -Plumb Tolerandas para Fuera-de-Plano. Max. Bow D/50 D (ft.) ��-- Length --► / I � _ 1l4" 1' �II Mal. w (6 mm) 0.3m •� Len th -► 1/2" 2' Max. Bow O ; 13 mm 0.6 m �-- Length -► d Plumb 19 mm 0.9 m ta line 1" 4' Q Tolerances for 25 mm 1.2 m Out -of -Plumb. F32 1/4" 5' Tolerancias para Diso max mm 15 mFuera-de-Plomada. 1/2^ s' ...,.,� CONSTRUCTION LOADING45 mm S CARGA DE CONSTRUCCION 2" f9 DO NOT proceed with construction until all lateral 51 mm z restraint and bracing is securely and properly in place. NO proceda con la construccidn hasty que Codas las restric- tions laterales y los arriostres esten colocados en forma aproptada y Segura. G DO NOT exceed maximum stack heights. Refer to BCSI-84*** for more information. NO exceda las alturas maximas de mont6n. Vea el resumen BCSI-64*** para mas informaci6n. Maximum Stack Height for Material on Trusses Material Height Gypsum Board 12"(305 mm) Plywood or OSB 16"(406 mm) Asphalt Shingles 2 bundles Concrete Block 8" 1203 mm) Clay Tile 3.4 tiles high NEVER stack materials near a peak or at mid -span. NUNCA amontone los materiales cerca de un pico. DO NOT overload small groups or single trusses. NO sobrecargue pequenos grupos o trusses individuales. 0 Place loads over as many trusses as possible. Coloque las cargas sobre tantos trusses conic, sea posible. Position loads over load bearing walls. Coloque las cargas sobre las paredes soportantes. ALTERATIONS - ALTERACIONES EMRefer to BCSI-B5.*** Truss bracing not shown for clarity. Vea el resumen BC5I-B5. *** DO NOT cut, alter, or drill any structural member of a truss unless specifically permitted by the truss design drawing. NO torte, altere o perfore ning6n miembro estructural de untruss, a menos que est6 especificamente permitfdo en el dibujo del diseno del truss. 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 construcd6n o han sido alterados sin la autorizaddin previa del Fabricante de Trusses, pueden hacer nulo y sin efecto la garantia limitada del Fabri- cante de Trusses. "'Contact the Component Manufacturer for more Information or consult a Registered Design Professional for assistance To view a non -panting PDF of this document, visit www.sbcindusbv.com/b1. NOTE: The truss manufacturer and truss designer rely on the presumption that the contractor and crane operator (if applicable) are professionals with the capability to undertake the work they have agreed to do on any given project. If the contractor belleves It needs assistance In some aspect of the construction project, It should seek assistance from a competent party. The methods and procedures outlined In this document are Intended to ensure that the overall construction techniques employed will put the trusses Into place SAFELY. These recommendations for handling, Installing, restraining and bracing trusses are based upon the collective experience of leading personnel Involved with truss design, manufacture and Installation, but must, due to the nature of responsibilities Involved, be presented only as a GUIDE for use by a qualified building designer or contractor. It is not Intended that these recommendations be Interpreted as superior to the building designers design specification for handling, Installing, restraining and bracing trusses and It does not preclude the use of other equivalent methods for restraining/bracing and providing stability for the walls, columns, floors, roofs and all the Interrelated structural building components as determined by the contractor Thus, SOCA and TPI expressly disclaim any responsibility for damages arising from the use, application, or reliance an the recommendations and information contained herein. SM" wo01.111ausnt TRUSS PLATE INSTITUTE 6300 Enterprise Lane • Madison, WI 53719 218 N. Lee St., Ste. 312 • Alexandria, VA 22314 608/274.4849 • www.sbclndustry.com 703/683.1010 • www.tDinst.orq • HOJA RESUMEN DE LA GUTA DE BUENA PR�4CTICA PARA EL MANEJO, INSTALACION, RESTR�ICCION Y ARR�IOSTRE DE LOS TRUSSE i DVERTENCI�41! Vanos mas de 60 pies pueden requerir arriostre Permanente complejo. Por favor., siempre Consulte a un Profesional Registrado de Diseno. i M M M M M M M M M M M M M M M M M M M GompuTrus. Inc. Custom Software Engineering Manufacturing DETAJL FOR CONVENTIONALLY FRAMED VALLEY FILL VALLEY JACKS - SPACED 24' o.c. CLEAR SPAN NOT TO EXCEED 8'-0'. FOR SIZE AND GRADE SEE END JACK CHART OR RAFTER SPAN TABLE UNDER APPROPRIATE C.S.I. LOADING. VALLEY PADS - 1x8 OR 2 - 2x4's. JACK POSTS - 2x4's TO BE PLACED UNDER VALLEY JACKS AT NO MORE THAN 8'-0' o.c. AND NAILED TO JACK PURLINS. JACK PURLINS - 2x4x4'-0' SPANNING OVER THREE TRUSSES UNDERNEATH AND PARALLEL TO VALLEY JACKS TO WHICH THE JACK POST SUPPORTS ARE NAILED. RIDGE BOARD - MINIMUM2x8 NO. 2HEM-FIR. RIDGE POST - 2x4's TO BE PLACED UNDER RIDGE BOARD AT NO MORE THAN 5'-0' o.c. AND NAILED TO RIDGE PURLIN. RIDGE PURLIN - 2x4 WHOSE LENGTH IS 12 THE VALLEY WIDTH AT THE POINT INDICATED BY A RIDGE POST. NAILING PER IBCARC 2009 FILE NO: CALIF FILL DETAIL DATE: 01/20/08 REF: 25,15-1 DES: SC IBC 2009 / CBC 2010 SEQ: S151509 END WALL, GABLE END OR GIRDER TRUSS A � = M M M = M M = M M M = - - M = M = M M = FOR GABLE ENDS OVER 6-1' IN HEIGHT CompuTr us, Inc. MINIMUM GABLE STUD GRADE 2x4 CONSTRUCTION GRADE DOUG -FIR GABLE STUD SPACING 16' oc Custom Software Engineering Manufacturing Design conforms to Main Windforce-Resisting System also Components and Cladding criteria. Wind: 90 mph, h=30ft max, ASCE 7-06, Enclosed, Cat.2, Exp.C, gable end zone, load duration factor -1.6 6'-0' o.c. MAX .. _ M -2.5x4 AI IAGHtU VVI IH 1ti0 DRAG GABLE 90C (+ 6'-1") DATE: 07/01/09 REF: 25-15 DES: SC IBC 2009 / CBC 2010 SEQ: S151507 CONDITION 2 GABLE END TRUSS MAY RESIST UP TO 180 PLF DRAG LOAD, PROVIDED 1 STUCCO OR OTHER SHEAR RESISTING MATERIAL ADEQUATE TO RESIST 180 PLF IS ATTACHED TO ONE FACE. STUCCO MUST BE ATTACHED IN ACCORDANCE WITH IBC TABLE 2306.7. 2 GABLE END TRUSS IS ADEQUATELY AND CONTINUOUSLY CONNECTED TO SUPPORTING BEARING WALL. SHEATHING TO 2x4 BLOCKS WITH 3-16d NAILS GABLE END EACH END 8d NAIL AT A/ 6' o.c. GABLE STUD / 1.16d 2x4 BLOCK 2.16d WITH 2- ` 8d NAIL AT 6' o.c. NOTCHED PER 2x4 BRACE WITH 4-16d NAILS OUTLOOKER SPACING TOE NAIL EACH END. 2-16d - R\ 2-16d 16d at 24' o.c. i 16d at 24' O.C. Im M M M M M M i M M M M M M M M r M M C=puTrus. Inc. Custom Software Engineering Manufacturing (2) rARI F FNn BRACING FOR GABLE END DRAG GABLE 100C (- 6'-1'� DATE: 07/01/09 REF: 25-15 DES: SC IBC 2009 / CBC 2010 SEQ: S151508 FOR GABLE ENDS UNDER 6'-1' IN HEIGHT MINIMUM GABLE STUD GRADE - 2X4 OF No 1 8 BTR GABLE STUD SPACING 16' oc CONDITION 2 GABLE END TRUSS MAY RESIST UP TO 180 PLF DRAG LOAD, PROVIDED 1 STUCCO OR OTHER SHEAR RESISTING MATERIAL ADEQUATE TO RESIST 180 PLF IS ATTACHED TO ONE FACE. STUCCO MUST BE ATTACHED IN ACCORDANCE WITH IBC TABLE 2306.7. 2 GABLE END TRUSS IS ADEQUATELY AND CONTINUOUSLY CONNECTED TO SUPPORTING BEARING WALL. 4CE AT 16-0' o.c. OR AT RLINE. ATTACH WITH 16d iHOWN IN (). IRAL M-2.; ATE Design conforms to Main Windforce-Resisting System also Components and Cladding criteria. Wind: 100 mph, h=30ft max, ASCE 7-06, Enclosed, Cat.2, EXp.C, gable end zone, bad duration factor=1.6 M -2.5X4 CUTOUT FOR 4)Q OUTLOOKER CENTER VERTICALS VARY AS REQUIRED BY VENT SIZE OR OUTLOOKER CUTOUT FOR 4)Q OUTLOOKER OFF STUD 1x4 ADD-ON. ATTACH WITH 8d NAILS AT 9° o.c. 4)Q OUTLOOKER DETAILS OVER STUD CompuTrus. Inc. Custom Software Engineering Manufacturing FILE NO: Lateral Brace Detail DATE: 07/23/08 SEC: 2787671 IBC 2009 / CBC 2010 Compression web bracing shown on CompuTrus designs is to resist buckling of those webs. An alternate method to brace the 2x4 bracing shown on a single member truss is to attach "T" bracing. T bracing is a 2x member placed flat on the web as shown in the figures. 1-2x4 Brace Required 2 or 3-2x4 Braces Shown See appropriate CompuTrus Engineering See appropriate CompuTrus Engineering 2x4 T Brace 2x6 T Brace 2x4 T Brace I� Web f— Web f— Web The T brace must be at least 80% of the web length and is attached with 10d nails at 6"o.c. throughout. Typical at trusses 24"o.c. only. If a 2x4 or 2x6 web requires a single brace, a 2x4 T brace maybe substituted. If a 2x4 or 2x6 web requires 2 or 3 braces, a single 2x6 T brace ora 2x4 T brace attached to the top and bottom of the web maybe substituted. The T brace(s) must be of equal or better material than the web. Restraint required at each end of brace and at 20' intervals. Lateral Brace Trusses at 24"o.c. typical 2x4 lateral brace with 2-10d nails per truss. Refer to CompuTrus Eng. Brace must be 80% of the length of the web. 2x4 T Brace with 10d nails at 6"o.c. I✓ Alt. Lateral Brace im M M M== M M M M M M M= M M i M M Z�ICompuTfius. Inr- Custom Software Engineering Manufacturing END VERTICAL MAY BE OMITTED IF TOP CHORD IS ADEQUATELY SUPPORTED. SEE CHART 2x4 or 2x6 M -2.5x4 SEE CHART FOR MAX SPANS I AND LUMBER GRADES GRADES i NOTE: CONNECTOR PLATES SIZED FOR HANDLING ONLY AND MAYBE REPLACED WITH EQUAL FASTENER. DEFLECTION CRITERIA (MAXIMUM ALLOWABLE) SLOPE < 4:12 = U240 LIVE LOAD SLOPE >= 4:12 = U180 LIVE LOAD IF DL — .5 LL (ALL SLOPES) = U180 TOTAL LOAD CEILING JOIST = U240 LIVE LOAD FILE Rafter/End Jack Chart NO: DATE: 07/01/09 REF: 25-1 RAFTER SPAN CHARTS - 2006 LOAD DURATION INCREASE = 1.25 SPACING = 24 O.C. RAFTER SLOPE RAFTER SLOPE RAFTER SLOPE <= 4/12 >= 4-7/12 >= 7-12/12 TC LL PTE 20 20 16 16 16 16 TC DL I (PSF) 8 1 15 7 14 7 14 TOTAL I (PSF) 28 1 35 23 1 30 23 1 30 SIZE GRADE SPECIE 2x4 SS DF 9-7-8 9-2-0 10-0-8 9-4-8 9-4-0 8-8-8 2x4 #18BTR DF 9-5-8 8-9-0 9-10-8 9-2-8 9-2-0 8-7-0 2x4 #1 DF 9-1-8 8-2-8 9-8-8 8-9-0 8-11-8 8-5-0 2x4 #2 DF 8-7-0 7-8-0 9-4-0 8-3-0 8-10-8 8-2-0 2x4 CONST DF 7-6-0 6-9-0 8-2-8 7-3-0 8-2-0 7-2-0 2x4 STUD DF 6-6-0 5-10-0 7-2-0 6-3-8 7-1-0 6-3-0 2x4 STAND DF 5-7-8 5-1-0 6-2-8 54-8 6-2-0 5-5-0 2x4 SS HF 9-1-8 8-8-8 9-6-0 8-10-8 8-10-8 8-3-0 2x4 #18BTR HF 8-11-0 8-4-8 9-4-0 8-8-8 8-8-0 8-1-0 2x4 #1 HF 8-11-0 8-0-0 9-4-0 8-6-8 8-8-0 8-1-0 2x4 #2 HF 8-5-0 7-7-0 8-11-0 8-1-8 8-3-8 7-9-0 2x4 CONST HF 74-8 6-7-8 8-1-8 7-2-0 8-0-8 7-1-0 2x4 STUD HF 6-6-8 5-10-0 7-1-8 6-3-8 7-0-8 6-2-8 2x4 STAND HF 5-8-0 5-1-0 6-2-8 5-5-8 6-1-8 5-5-8 2x4 240OF MSR 9-9-8 9-4-0 10-2-8 9-6-0 9-6-0 8-10-8 2x4 210OF MSR 9-5-8 9-0-0 9-10-8 9-2-8 9-2-0 8-7-0 2x4 195OF MSR 9-3-8 8-10-8 9-8-8 9-0-8 9-0-8 8-5-0 2x4 180OF MSR 9-1-8 8-8-8 9-6-0 8-10-8 8-10-8 8-3-0 2x4 165OF MSR 8-11-0 8-6-8 913-0 8-8-8 8-8-0 8-1-0 2x4 145OF MSR 8-6-8 8-0-8 8-11-0 8-4-0 8-3-8 7-9-0 2x6 SS DF 14-8-8 14-0-0 15-4-0 14-3-8 14-3-8 13-3-8 2x6 #1&BTR DF 14-2-0 12-8-8 15-1-0 13-7-8 14-0-8 13-0-8 2x6 #1 DF 13-3-0 11-10-0 14-5-8 12-8-8 13-10-0 12-7-8 2x6 #2 DF 12-4-8 11-1-8 13-6-8 11-11-0 13-6-0 11-10-0 2x6 STUD DF 9-7-0 8-7-8 10-6-8 9-3-8 10-5-8 9-2-8 2x6 SS HF 13-11-0 13-3-0 14-6-0 13-6-0 13-6-0 12-7-0 2x6 #18BTR HF 13-6-0 12-2-0 14-2-8 13-0-8 13-2-8 12-3-8 2x6 #1 H F 12-11-0 11-6-8 14-1-8 12-5-0 13-2-8 12-3-8 2x6 #2 HF 12-2-8 10-11-0 13-4-0 11-9-0 12-7-8 11-7-8 2x6 STUD HF 9-7-0 8-7-0 10-6-0 9-3-0 10-5-0 9-2-0 2x6 240OF MSR 14-11-0 14-2-8 15-7-0 14-6-0 14-7-0 13-6-0 2x6 210OF MSR 14-5-8 13-9-0 15-1-0 14-0-8 14-0-8 13-0-8 2x6 195OF MSR 14-2-0 13-6-0 14-9-8 13-9-8 13-10-0 12-9-8 2x6 180OF MSR 13-11-0 13-3-0 14-6-0 13-6-0 13-6-0 12-7-0 2x6 1650F MSR 13-7-8 12-11-8 14-2-8 13-3-0 13-2-8 12-3-8 2x6 145OF MSR 13-0-0 12-4-8 13-7-0 12-8-0 12-7-8 11-9-0 CCZMI rus- Inc. Custom Software Engineering Manufacturing PRESSURE BLOCKING DETAIL FOR END JACK BOTTOM CHORD UP TO 8'-0" AT HIP NO. 1 WITH CEILING LOAD OF 10psf 3-1( L Bottom chord of Hip 2'-0" octypical �' No. 1 truss NOTE: Attach 2x4 Doug Fir pressure block to bottom chord of hip no. 1 with 4-16d nails. Bottom chords of end joints are attached with 3-10d nails at each end of the pressure block. FILE NO: PRESSURE BLOCKING DATE: 01/20/08 REF: 15, 25-1 DES: SC IBC 2009 / CBC 2010 3-10d Hip No. 1 truss EXP. 3/31/13 OF 3-10d r, Im = M M = ___ CompuTrus. Inc. Custom Software Engineering Manufacturing Plate Pitch AQ 2.82-6.00 2x4 2x6 2.82-3.00 M -3x8 M -3x5 M -3x8 3.00-4.50 M -3x8 M -3x5 M -3x8 4.50-6.00 M -3x6 M -3x5 M -3x8 6 Varies with pitch - 3x4 A `L� A i M -3x4 •� 0 - Do not overcut ripped chords. - ---' ----- L - - --' 0 § - Shim all supports solid to bearing 2x4, 2x6, 2x8, 2x10 block FL grade Refer to Max Setback Lumber Grades TC LUDL Max Setback TC LL/DL Max Setback SPF1650F(1.5E) 20/7 = 27# "8-8-0 2014 = 34# "8-0-0 R = 347# max. W = 1.5" min. 4 over 2 supports 0 R = 694# max. W = 1.5" min. SPF2100F(1.8E) 20/7 = 27# "8-10-0 20/14 = 34# "8-4-0 " Note: Max Setback is from inside of bearings. FILE NO: Hip Rafter -2x6(1.25) DATE: 07/01/09 SEQ: 2787668 IBC 2009/C BC 2010 Note Conventional framing is not the responsibility of the truss designer, plate manufacturer nor the truss fabricator. Framers erecting trusses are cautioned to seek the advice of a local, professional engineer regarding conventional framing. 12 Plait • • Raised Heel 2.82-6.00 2x4 2x6 M -3x6 M-3x8M-3x5 A Deflection Criteria: 2x8 M -3x10 Live Load = U240 max. Extensions may be plated as shown for additional length. Use M -3x8 plate for 2x4 2x10 Dead Load = U180 / 6 Varies with pitch - 3x4 A `L� A i M -3x4 •� 0 - Do not overcut ripped chords. - ---' ----- L - - --' 0 § - Shim all supports solid to bearing 2x4, 2x6, 2x8, 2x10 block FL grade Refer to Max Setback Lumber Grades TC LUDL Max Setback TC LL/DL Max Setback SPF1650F(1.5E) 20/7 = 27# "8-8-0 2014 = 34# "8-0-0 R = 347# max. W = 1.5" min. 4 over 2 supports 0 R = 694# max. W = 1.5" min. SPF2100F(1.8E) 20/7 = 27# "8-10-0 20/14 = 34# "8-4-0 " Note: Max Setback is from inside of bearings. FILE NO: Hip Rafter -2x6(1.25) DATE: 07/01/09 SEQ: 2787668 IBC 2009/C BC 2010 Note Conventional framing is not the responsibility of the truss designer, plate manufacturer nor the truss fabricator. Framers erecting trusses are cautioned to seek the advice of a local, professional engineer regarding conventional framing. Block • Plait • • Raised Heel 2x4 2x6 M -3x6 M-3x8M-3x5 A Extensions must be supported every 4-0-0 2x8 M -3x10 max. Extensions may be plated as shown for additional length. Use M -3x8 plate for 2x4 2x10 M -3x12 lumber, M -5x8 for 24. 1.5" min. H--i� • C �§ OX ` 18" min. Cantilever / 6 Varies with pitch - 3x4 A `L� A i M -3x4 •� 0 - Do not overcut ripped chords. - ---' ----- L - - --' 0 § - Shim all supports solid to bearing 2x4, 2x6, 2x8, 2x10 block FL grade Refer to Max Setback Lumber Grades TC LUDL Max Setback TC LL/DL Max Setback SPF1650F(1.5E) 20/7 = 27# "8-8-0 2014 = 34# "8-0-0 R = 347# max. W = 1.5" min. 4 over 2 supports 0 R = 694# max. W = 1.5" min. SPF2100F(1.8E) 20/7 = 27# "8-10-0 20/14 = 34# "8-4-0 " Note: Max Setback is from inside of bearings. FILE NO: Hip Rafter -2x6(1.25) DATE: 07/01/09 SEQ: 2787668 IBC 2009/C BC 2010 Note Conventional framing is not the responsibility of the truss designer, plate manufacturer nor the truss fabricator. Framers erecting trusses are cautioned to seek the advice of a local, professional engineer regarding conventional framing. im � M M IM M Mll M M � M IM M = IM Mll M M IM zicl3mpuTrus. Inc. Custom Software Engineering Manufacturing TYPICAL ROOF TRUSS LAYOUT ALTERNATE FRAMING DETAIL AROUND 30" ACCESS 24' 24' I 24' 1, 24' 1, 24' 1, 24' kI 24' 1 NOTE: REFER TO APPROPRIATE ENGINEERING DETAIL FOR TRUSS TYPES DESIGNED FOR OVERSPACING. ADJUSTED ROOF TRUSS LAYOUT single member common (net 24" o.c.) I 24' 1 24' I 21'30' Gear 21' 24' 24 Section A -A FILE NO: 30" ATTIC ACCESS DATE: 07/23/08 REF: 25-1 DES: JAB IBC 2009 / CBC 2010 Ladder Frame Between trusses with 2x4 at 48" o.c. Section A -A (bottom view) "11111. M .. = M � PIGGYBACK STANDARD 102PIGLOADCDURATIONK TRUSS SINCREASEUP O.16'1.25 0.0° MAXIMUM WIND SPEED = 100mph, MAX MEAN ROOF HEIGHT = 20ft. MINIMUM LUMBER SPECIFICATIONS (OF ONLY) MAX. SPACING = 24.0" O.C. CATEGORY II, BUILDING EXPOSURE B or C TC: 2x4 OF #2 LOADING OST WEBS: 2x4 OF STD/STUD ) BC: 2x4 F LL( 20.0)+DL( 15.0 ON TOP CHORD = 35.0 PSF ENCLOSED STRUCTURE, GABLE END ZONE DL ON BOTTOM CHORD = 1.0 PSF TC LATERAL SUPPORT - 12"OC. LION. TOTAL LOAD = 36.0 PSF ASCE 7-05, DURATION OF LOAD INCREASE = 1.60 ** 2x4 stripping required as shown. NOTE: STRUCTURAL TRUSS SHOWN BELOW PIGGYBACK TRUSS IS Join to bottom section of truss with FOR ILLUSTRATION PURPOSES ONLY. REFER TO APPLIC- 2.16d nails and top section with 2-16d ABLE COMPUTRUS DESIGN FOR STRUCTURAL TRUSS BELOW. teenailed to stripping. Stripping spaced at 2'-0" oc maximum. Connections are for vertical loads only. 16'-0" max 4'-0" max 4'-0" max 4'-0" max 4'-0° max 12 3to6C-' AS ROOF SHEATHING TO BE CONTINUOUS OVER JOINT. SHEATHING TO OVERLAP A MINIMUM OF 12" OVER JOINT. M -2x RS JOB NAME: STANDARD CAP TRUSS Truss: r j DES. BY: MJ DATE: 3/22/2011 SEQ.: 4790243 TRANS ID: 306829 11111111111111111111111111111111111111111 IN M -4x4 4.0" M -2x4 M -2x4 M -2x4 OF TOP CHORD AT STRUCTURAL TRUSS BELOW 12 a3to6 M -2x4 M -2X4 ** NERA TE le o rwi not ild sell c Ire r shouts vised of all Gen es This si i u e for ig rR h n. R iew nd nst ion m and - i e tiry - g t the2. 4 o eb b stal - where show Uus esig tm n3. All lateral force resisting elemen ssuch as temporary and permanent D n ass the e o ords t b at stability bracing must be designed DY designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their len$Qh by continuous sheathing such as plywood sheathing(TC) and/or drywall C). CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component unfit after all bracing and 4. Installation of truss is the responsibility of the respective contractor. Fasteners are complete and at no lime should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, design loads be applied to any component. and are for *dry condition' of use. 5. CompuTrus has no control over end assumes no responsibility for the 6. Design assumes lull bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components, necessary. 7. Design assumes adequate drainage ispfovided. 6. This design is furnished subject to the tirttitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPINVECA in SCSI, copies of which will be furnished upon request.lines coincide with joint center lines. 9. Digits indicate size of plate in inches. CompuTrus, Inc. Software +7.5.2.2F(1 L) -Z 10. For basic connector plate design values see ESR -2529 (CompuTrus) andlor ESR -1311, ESR -1988 iTelr). M -2x4 RS ** DF EXP. 3/31/13 "+,,3/2z//i,< 1�11411IIII "11° �■r r r. r� rr �r sr r� r� r� rr *r rr rr r� r �r PIGGYBACK STANDARD 20f2 PIG LOADCDURATIONTRUSSSPAN INCREASE0=16.250 0° LUMBER SPECIFICATIONS MAX. SPACING = 24.0" O.C. TC: 2x4 SPF 165OF or HF #2 BC: 2x4 SPF 1650F or HF #2 LOADING WEBS: 2x4 SPF 1650F or HF STD/STUD LL( 20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 1,0 PSF TC LATERAL SUPPORT - 1210C. UON. TOTAL LOAD = 36.0 PSF •' 2xa stripping required as shown. Join to bottom section of truss with 2-16d nails and top section with 2-16d toe - nailed to stripping. Stripping spaced at 2'-0" oc maximum. Connections are for vertical loads only. @- Provide nail on plates where shown. Use Simpson TP39 or USP NP39 to each face of truss at 48"oc throughout. Use 8d x 1 1/2" COMMON nails. Do not use holes within 1.5" of the edge of member. Apply 4 nails from each face in each member. Nails must be staggered and equally divided between front and back face. 4'-0" max 4'-0" max MAXIMUM WIND SPEED = 100mph, MAX MEAN ROOF HEIGHT = 20ft. ;ATEGORY II, BUILDING EXPOSURE B or C ENCLOSED STRUCTURE, GABLE END ZONE \SCE 7-05, DURATION OF LOAD INCREASE = 1.60 NOTE: STRUCTURAL TRUSS SHOWN BELOW PIGGYBACK TRUSS IS FOR ILLUSTRATION PURPOSES ONLY. REFER TO APPLIC ABLE COMPUTRUS DESIGN FOR STRUCTURAL TRUSS BELOW. 16'-0" max M -4x4 4.0" 4'-0" max 4'-0" max JOB NAME: STANDARD CAP TRUSS HF OR EXP. 3/31/13 ?. 9/2 z.//i .( SPF ild ecli c lm r should - vised of ell Gen es This sr i u e for ig an:: shin. R law Truss: nd ming st 'on m e end e wtiry t thz. 'I ao eb b e stat wnere snow - ( us esig W n3. DES. BY • MJ AlllaDe n ass the e o ords at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by • stability bracing must be designed designer of complete structure. ry g 9 DY 9 P continuous sheathing such as plywood sheathing(rC) and/or drywall(BC). DATE • 3/22/2011 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. 4790244 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design trusses are to be used in a non -corrosive environment, : TRANS I D : 306829 Fasteners are complete and at no lime should any loads greater than design loads be applied to any component. assumes and are for "dry %ditlon- of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if S. CompuTrus has no control over and assumes no responsibility for the • fabrication, handling, shipment and installation of components.necessary. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPIMlrCA in SCSI, copies of which will be furnished upon request. fines coincide with joint tenter tines. IIIII IIIII IIII IIIII II IIIII II IIII S. Digits Indicate size of plate in inches. CompuTrus, Inc. Software +7.5.2.2F(1 L) -Z 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). HF OR EXP. 3/31/13 ?. 9/2 z.//i .( SPF �r rr rr r �r r�■� r �r r� r� r► mm NMI rr �r a■� r �r CompuTrus. Inc. Custom Software Engineering Manufacturing FILE NO: Bearing Block Detail DATE: 01/20/08 SEQ: 2787667 IBC 2009 /CBC 2010 Detail shows minimum spacing fora single bearing block. Double nail spacing and stagger nailing for two blocks. Greater spacing maybe required to avoid splitting. A. Edge distance and spacing between staggered rows of nails (6 nail diameters) B. Spacing of nails in a row (12 nail diameters) C. End distance (15 nail diameters) If nail holes are pre -bored, some spacing may be reduced by the following amounts: ' Spacing may be reduced by fifty percent (50%) " Spacing may be reduced by thirty-three percent (33%) Bearing block to be the same specie, grade and size as bottom chord (see approved CompuTrus engineering) H Nail Line l A TT�—T—T- B' B' 2 A AA A Length of Block Varies (See appm%ed CwpuTns engineering) Direction of load and nail rows Ma)amum Nail Lines (by Bottom Chord Size Minimum Nail Spacing Distance in inches Nail Type 2x4 2x6 2x8 2x10 2x12 A B' C" 8d Box .113"x2.5" 3 6 9 12 15 3/4 13/8 13/4 10d Box .128"x3' 3 5 7 10 12 7/8 1 5/8 2 12d Box .128"x3.25" 3 5 7 10 12 7/8 1 5/8 2 16d Box .135"x3.5" 3 5 7 10 12 7/8 1 5/8 21/8 20d Box .148"x4' 2 4 5 6 8 1 17/8 21/4 8d Common .113"x2.5" 3 5 7 1 10 12 7/8 1 15/8 2 10d Common .128"x3" 2 4 6 8 10 1 1 7/8 21/4 12d Common .128"x3.25" 2 4 6 8 10 1 17/8 21/4 16d Common .135"x3.5" 2 4 6 8 10 1 2 21/2 .120"x2.5" Dia Gun 3 6 8 11 14 3/4 1 1/2 17/8 131"x2.5" Dia Gun 1 3 5 7 10 12 7/8 1 5/8 2 .120"x3.0" Dia Gun 3 1 6 8 11 14 3/4 1 1/2 1 1 7/8 .131"x3.0" Dia Gun 3 1 5 1 7 10 12 7/8 1 5/8 1 2 Oi� TIMBER PRODUCTS INSPECTION IMay 17, 2010 1 [i 1 L Li To Whom It May Concern: This is to verify that Spates Fabricators, Inc. of Thermal, CA is a Subscriber in the Timber Products Inspection (TP) and General Testing and Inspection (GTI) Truss Quality Auditing Program since June, 1990. The TP and GTI Truss Quality Auditing Programs are recognized by the International Accreditation Service (IAS) with the assigned number of AA -664. TP and the GTI quality assurance marks have been recognized in the West by the truss industry and code jurisdictions since 1969. TP currently audits truss manufacturing facilities nationwide. TP is conducting unannounced, third party audits at Spates Fabricators, Inc. of Thermal, CA. This facility is currently in good standing in the TP Truss Quality Auditing Program. Spate's Fabricators, Inc. personnel are authorized to apply the GTI quality mark to trusses that are manufactured in accordance with the latest revision of the ANSI/TPI Standards. All stamping takes place at the truss manufacturing facility, under supervision of qualified plant personnel. If you have questions regarding the status of any plant in the TP/GTI Program, please contact me on my cell 208.818.7869. Sincerely, TIMBER PRODUCTS INSPECTION j4=c1ov ., 4 44 Brian Hensley Truss Manager — Western Division /jr Xc: File 105 SE 124th Avenue Vancouver, Washington 98684 360/449-3840 e FAX: 360/449-3953 P.O. Box 919 • 1641 Sigman Road Conyers, Georgia 30012 770/922-8000 • FAX: 770/922-1290 i A ICC -ES Evaluation Report ESR -1988 Reissued June 1, 2010 This report is subject to re-examination in two years. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® fl 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood -frame trusses. 3.0 DESCRIPTION 3.1 MiTeO TL18 and MT18: Models TL18 and MT18 metal truss connector plates are manufactured from minimum No. 18 gage [0.0466 inch total thickness (1.18 mm)], ASTM A 653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0456 inch (1.16 mm). The plates have teeth 3/8 inch (9.5 mm) long, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of the slots is 0.25 inch (6.35 mm). There are eight teeth per square inch (645 mm2) of surface area. Plates are available in 1/2 -inch (12.7 mm) width increments, up to 12 inches (304.8 mm), and lengthwise in 1 -inch (25.4 mm) multiples. See Figure 1 for details. 3.2 MiTek® MT18HSM: Model MT18HSM metal truss connector plates are manufactured from minimum No. 18 gage [0.0466 inch total thickness (1.18 mm)], ASTM A 653, Grade 60, high-strength, low -alloy steel (HSLAS) with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0456 inch (1.16 mm). The plate has teeth 3/8 inch (9.5 mm) long, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of the slots is 0.25 inch (6.35 mm). There are eight teeth per square inch (645 mm2) of surface area. Plates are available in '/2 -inch (12.7 mm) width increments, up to 12 inches (304.8 mm), and lengthwise in 1 -inch (25.4 mm) multiples. See Figure 1 for details. 3.3 MiTeVTL20 and MT20TM: Models TL20 and MT20111 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A 653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have teeth 3/8 inch (9.5 mm) long, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of the slots is 0.25 inch (6.35 mm). There are eight teeth per square inch (645 mm2) of surface area. Plates are available in 1/2 -inch width (12.7 mm) increments, up to 12 inches (304.8 mm), and lengthwise in 1 -inch (25.4 mm) multiples. See Figure 1 for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances provided by the Truss Plate Institute's Quality Criteria for Metal Plate Connected Wood Trusses, shown as Section 4 in ANSI/TPI 1 National Design Standard for Metal Plate Connected Wood Truss Construction. ICC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed nor are they to be construed 1 - as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service. LLC express or implied as to any funding or other matter in this report, or as to onv product covered by the report. Copyright © 2010 Page 1 of 4 PDF created with pdfFactory trial version www.pdffactory.com DIVISION: 06 00 00 -WOOD, PLASTICS AND COMPOSITES Section: 06 17 53 -Shop -Fabricated Wood Trusses ' REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 I www.mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: TL18, MT18, MT18HSTm, TL20 and MT20 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2009 International Building Codee (2009 IBC) ■ 2009 Intemational Residential Codee (2009 IRC) ' ■ 2006 International Building Code® (2006 IBC) ■ 2006 International Residential Code® (2006 IRC) ■ 1997 Uniform Building Code T11 (UBC) Property evaluated: Structural fl 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood -frame trusses. 3.0 DESCRIPTION 3.1 MiTeO TL18 and MT18: Models TL18 and MT18 metal truss connector plates are manufactured from minimum No. 18 gage [0.0466 inch total thickness (1.18 mm)], ASTM A 653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0456 inch (1.16 mm). The plates have teeth 3/8 inch (9.5 mm) long, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of the slots is 0.25 inch (6.35 mm). There are eight teeth per square inch (645 mm2) of surface area. Plates are available in 1/2 -inch (12.7 mm) width increments, up to 12 inches (304.8 mm), and lengthwise in 1 -inch (25.4 mm) multiples. See Figure 1 for details. 3.2 MiTek® MT18HSM: Model MT18HSM metal truss connector plates are manufactured from minimum No. 18 gage [0.0466 inch total thickness (1.18 mm)], ASTM A 653, Grade 60, high-strength, low -alloy steel (HSLAS) with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0456 inch (1.16 mm). The plate has teeth 3/8 inch (9.5 mm) long, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of the slots is 0.25 inch (6.35 mm). There are eight teeth per square inch (645 mm2) of surface area. Plates are available in '/2 -inch (12.7 mm) width increments, up to 12 inches (304.8 mm), and lengthwise in 1 -inch (25.4 mm) multiples. See Figure 1 for details. 3.3 MiTeVTL20 and MT20TM: Models TL20 and MT20111 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A 653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have teeth 3/8 inch (9.5 mm) long, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of the slots is 0.25 inch (6.35 mm). There are eight teeth per square inch (645 mm2) of surface area. Plates are available in 1/2 -inch width (12.7 mm) increments, up to 12 inches (304.8 mm), and lengthwise in 1 -inch (25.4 mm) multiples. See Figure 1 for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances provided by the Truss Plate Institute's Quality Criteria for Metal Plate Connected Wood Trusses, shown as Section 4 in ANSI/TPI 1 National Design Standard for Metal Plate Connected Wood Truss Construction. ICC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed nor are they to be construed 1 - as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service. LLC express or implied as to any funding or other matter in this report, or as to onv product covered by the report. Copyright © 2010 Page 1 of 4 PDF created with pdfFactory trial version www.pdffactory.com 1 1 1 r 1 I i 1 ESR -1988 I Most Widely Accepted and Trusted Page 2 of 4 4.2 Allowable Design Values: Allowable design values for MiTek® metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTek® metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. 5.0 CONDITIONS OF USE The MiTek® Industries metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 This evaluation report and the manufacturer's published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturer's published installation instructions and this document, the instructions in this document govern. 5.2 Each application for a building permit, using these truss plate connectors, must be accompanied by documentation showing that the design, manufacture, and proposed installation conform with the requirements of the applicable code. 5.3 This report establishes plate design values only. For items not covered by this report, such as truss design, fabrication, quality assurance and special inspection, refer to ANSI/TPI 1, engineering drawings and the applicable code. 5.4 The design values (lateral resistance values, effective tension strength ratios, and effective shear resistance ratios) used in the design of trusses, using MiTek® Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. 5.5 All lumber used in the fabrication of trusses using MiTek® Industries metal truss connector plates must be graded in compliance with the applicable building code, and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1 Section 6.4.5 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative -treated lumber. 5.6 Metal truss connector plates must be installed in pairs on opposite faces of truss members. 5.7 Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSI/TPI 1. 5.8 MiTek® metal truss connector plates are manufactured in St. Charles, Missouri; Phoenix, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1- 2007. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTek® connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the MT20Tm plate is embossed "MT20"). Additionally, boxes containing the connector plates must be labeled with the MiTek® Industries name, the metal connector plate model, and the evaluation report number (ESR -1988). PDF. created with pdfFactory trial version www.pdffactory.com 1 1 r 1 1 11 ESR -1988 Most Widely Accepted and Trusted Page 3 of 4 TABLE 1 -ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (lb/in'/PLATE) LUMBER SPECIES SG AA EA AE EE Pounds/ inch/Pair of Connector Plates Efficiency TL18, MT18, MT18HST"', TL20 and MT20TIA Efficiency Pounds/ inch/Pair of Connector Plates Douglas fir -larch 0.49 248 203 170 171 Hem -fir 0.43 188 159 133 141 Spruce -pine -fir 0.42 206 162 125 122 Southem pine 0.55 244 192 171 178 For SI: 1lb/int = 6.9 kPa. NOTES: 'Tooth -holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. AA = Plate parallel to load, wood grain parallel to load. EA = Plate perpendicular to load, wood grain parallel to load. AE = Plate parallel to load, wood grain perpendicular to load. EE = Plate perpendicular to load, wood grain perpendicular to load. 'All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial -embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2 -EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES' PROPERTY FORCE DIRECTION TL18 AND MT18 MT18HST"' TL20 AND MT20TM Efficiency Pounds/ inch/Pair of Connector Plates Efficiency Pounds/ inch/Pair of Connector Plates Efficiency Pounds/ inch/Pair of Connector Plates Tension values in accordance with Section 5.4.4.2 of TPI -1 (Minimum Net Section over the joint)2 Tension @ 00 0.5 1149 0.48 1596 0.49 857 Tension @ 900 0.52 1208 0.5 1671 0.49 854 Tension values in accordance with TPI -1 with a deviation (see Section 5.4.9 (e) 1) (Maximum Net Section Occurs over the joint) Tension @ 0° 0.59 1349 0.59 1975 0.59 1035 Tension @ 900 0.53 1214 0.51 1727 0.49 861 Shear Values Shear @ 00 0.56 874 0.55 1099 0.51 604 Shear @ 30° 0.66 1023 0.57 1153 0.74 876 Shear @ 60° 0.83 1283 0.74 1492 0.82 970 Shear @ 900 0.49 757 0.52 1052 0.58 686 Shear @ 1200 0.39 608 0.4 802 0.42 498 Shear @ 1500 0.45 702 0.37 745 0.5 592 For SI: 1 Ib/inch = 0.175 N/mm, 1 inch = 25.4 mm. w NOTES: 'Minimum coated thickness is 0.0356 inch (0.904 mm) for 20 gage, or 0.0466 inch (1.184 mm) for 18 gage in accordance with Section 4.3.4 of ANSI/TPI 1. Minimum coating thickness for G60 is 0.0010 inch (0.025 mm) total for both sides in accordance with Section 4.3.6 of ANSI/TPI 1. "Minimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. 'Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. I , I r PDF created with pdfFactory trial version www.pdffactory.com ESR -1988 i Most Widely Accepted and Trusted Page 4 of 4 0.375" 9.5 mm � 00000a000000 — � � � 000000000000 i E 000000000000 � I000000000000WDTH MT18, TL18, MT18HS, MT2 o, TL2 o FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (inches) (1 inch = 25.4 mm) PDF created with pdfFactory trial version www.pdffactory.com