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Plans (20) /Lt tS t'1—DCL— UOA X , 9C<?Z S G✓ gc�� f BGE RBC NI r. w' 052012 • 4:12 m 4:12 G1TY QiIG 2:12 2:12 •g (5) CITY II I I I -�j . "I o .I 0 4:12 � _ M • I N ( I I •I . II u .a 3 3 3 3 ::N 9 ligi 3 <ce 4W • IIS I I a : i • 4:12 I .• j . II I II I II I ®Copyright CompuTrus Inc.2006 ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS 06/12/12 ,1-4s8ficAZOLI ZEONDO ENGINEERED STRUCTURAL NEOALORMATION ER NG PacillALumber RESPONSIBLE DRAWN fiY' REVISIONS' TRUSSCONNECTIONS BUILDING I CHECKED SYBEICREOORD TO REVIEW On" DELIVERY LOCATION: SCALE: REVISIOy3: DESIGNS PRIOR TO CONSTRUCTION. & TRUSS COMPANY 3/16"=1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. CompuTrus. Inc. Custom Software Engineering Manufacturing 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 TPI/WTCA in BCSI, copies of which will be furnished upon request. 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'and 10'o.c respectively unless braced throughout their length 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 lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic design values of the CompuTrus Plate see ESR-2529 (CompuTrus) and/or ESR- 1311, ESR-1988(MiTek). PROp 0 .,IZPow"/4".0.0,, 2 C" LGI '2. ' cis .17 OREGON ,tics' (1) Cs r 17778 AN �• R ". v TR. C Pt'- tONA.. 1 EXPIRES 12/31/131 EXPIRES 6/10/13�� i IIIIIIIIIIIIIII . This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 54'- 0.0" IRC 2009 MAX MEMBER FORCES 4WR/LVL(•50)/Cq=1.00 TC: 2x6 OF SS; LOAD DURATION INCREASE = 1.15 1- 2.1 -61) 87 2-14=(-1355) 6752 2- 3=(-7398) 1540 20.11=) -223) 163 2x12 RBGLVL 20E T2, T3 SPACED 24,0" O.C. 2- 3=(-7398) 1540 14-15=(-1283) 6787 14- 3=( -223) 163 11.12=(•7398) 1540 BC: 2x8 OF SS; 3- 4=(-7265) 1482 15-16=(-1291) 6741 14- 4=( -285) 267 2x12 RBGLVL 20E B2 LOADING 4. 5=(-6745) 1112 16.18=( -984) 5555 4.15=(-1046) 93 WEBS: 2x4 OF STAND; LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-5409) 1088 18-19=(-1291) 6741 4-16=(-1871) 411 2x4 IF #1&BTR A; DL ON BOTTOM CHORD = 5.0 PSF 6- 7=( 0) 1062 19-20=(-1283) 6787 5-16=( 0) 3229 206 OF 112 8 TOTAL LOAD = 37.0 PSF 7- 8=( 0) 1062 2X-12=(-1355) 6762 6-17=)-7103 780 8- 9=(-5409) 1088 17- 7=( -183) 1673 IC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 9-10=(-6745) 1112 17- 8=(-7103) 780 BC LATERAL SUPPORT <= 12"OC. UN. BC UNIF LL( 40.0)+DL( 10.0)= 50.0 PSF 15'- 10.5" TO 38'- 1.5" V 10-11=1-7265) 1482 18- 9=� 0) 3229 BC LATERAL SUPPORT <= 12"OC. (ROOM AREA) 11-12=(-7398) 1540 18-10=(-1871) 411 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 12-13=1 -61) 87 19-10=(-1046) 93 OVERHANGS: 24,0" 24.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 10-20=1 -285 267 M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). BRACING INDICATED BY (+) MAY BE MOVED LOCATIONS REACTIONS REACTIONS SIZE SQ,IN, (SPECIES) Unbalanced live loads have been TO OPPOSITE SIDE OF WEB IN EXACT LOCATION 0'• 0.0" -389/ 3339V •244/ 244H 5.50" 5.34 DF ( 625) considered for this design. TO GAIN CLEARANCE FOR PROPER BRACING OF WEB. 54'• 0.0" -369/ 3338V -244/ 244H 5.50" 5.34 DF ( 625) Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN C18,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = -0.009" @ -2'- 0.0" Allowed = 0.200" M,M26HS,M18HS,M16 =MiTek MT series MAX TL DEFL = -0.010" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.954" @ 38'- 5.0" Allowed = 2.654" MAX TL DEFL = -1.299" @ 38'- 5.0" Allowed = 3.539" MAX LL DEFL = -0.009" @ 56'- 0.0" Allowed = 0.200" MAX TL DEFL = -0.010" @ 56'- 0.0" Allowed = 0.267" MAX NORIZ. LL DEFL = 0.127" @ 53'- 6.5" MAX HORIZ. TL DEFL = 0.174" @ 53'• 6.5" This truss does not include any time dependent 27-00 27-00 deformation for long term loading (creep) in the total load deflection. The building designer 7-00 T-11-0 T 4-07 7-07-12 3-09-11j, 1, 7-07- 12 4-07 3-11-09( 7-00 shall verify that this parameter fits with the intended use of this component. . -09-111 12 Design conforms to main windforce-resisting M-5x16 ' -15.00 system and components and cladding criteria. 5.0" Wind: 110 mph, h=25ft, TCOL=4.2,BCOL=3.0, ASCE 7-05, 7 ^' 4"6.. Enclosed, Cat.2 Exp.B, MWFRS, 12 , M18HS 3X18 r_di M18HS 3x18 interior zone, load duratio � RtJF P M-1.5x4 M-5x6 M 13x4 M 5x6 C�'� A L,1N ass/Oy M-10x12(5) M-4x8 SZ M-4x8 M-10x12(S) �YAV 4/ F� 1. 0.25" • o • • 22-03 °D Oi 25 M 1.5x4 Gr1y�j. A o M-5x16 _ = M 5x16 �` OREGON �°p IP t' rj m o BZ o �,���� Ilr r. J 1 14 " 16 (, CD 18 203 0 `"f -.t1 " ' �'.. c M-3x4 M-2.5x4 b.25" M-8x10 M-2.5x4- M-3x4 0 >• t R. C P�� M-10x12(S) M-10x12(5) //2//2 y y 1, M-y 10 - /- 1, 1, I EXPIRES 12/31/1) y y 7-00 4-03-084-03-08 22-10 4-03-08 4-03-08 7-00 y 2-00 54-00 2-00 `,R, C.4 JOB NAME: r ,� 0 viAs ,a. `O Scale: 0.1022 l..+ !ta 11' e • WARNINGS: GENERAL NOTES,unless otherwise noted: 1ri'-' lt. +• 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: A2 and Warnings before construction commences. and approval is the responsibility of the building designer,not the ) 2.204 compression web bracing must be installed where shown+, truss designer or truss engineer. 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chards to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood where)and/or drywall(BC). 17778 7778 DATE: 6/12/2012 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. . R , SEQ. : 52091 41 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, f 'i. design loads be applied to any component. and are for"dry condition"of use. AiTRANS I D: 341284 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes / bearing at all supports shown.Shim or wedge if �N�.. / / Tr fabrication,handling,shipment and installation of components. necessary. /r I f 7.Design assumes adequate drainage is provided. b • 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 1011111111 VIII VIII VIII 101 TPI/WlCA in SCSI copies of which will be furnished upon request lines coincide with jointacenter che. I 9.Digits indicate sizetplatepin inches. EXPIRES C l MiTek USA,Inc./CompuTrus Software+7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Vt 1 0�1 i IIIIIIUIIIIIIIThis design prepared from computer input by PACIFIC LUMBER-BC r , • LUMBER SPECIFICATIONS TRUSS SPAN 54'- 0.0" IRC 2009 MAX MEMBER FORCES 4WR/LVL(.50)/Cq=1.00 IC: 2x6 DF SS; LOAD DURATION INCREASE = 1.15 1- 2=( -61) 87 2-14=(•1355) 6762 2- 3=(-7398 1540 20.11=( -223) 163 =(• 2x12 RBGLVL 20E T2, T3 SPACED 24.0" 0.C. 2- 3= -7398) 1540 14-151283) 6787 14- 3=( -223 163 11.12=(-7398) 1540 BC: 2x8 DF SS; 3- 4= -7265) 1482 15-16=(-1291) 6741 14- 4=( -285 267 2x12 RBGLVL 20E 82 LOADING 4- 5= -6745) 1112 16.18=( -984) 5555 4.15=(-1046) 93 WEBS: 2x4 OF STAND; LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -5409) 1088 1B-19=(-1291) 6741 4.16=(-1871) 411 2x4 DF #I&BTR A; DL ON BOTTOM CHORD = 5.0 PSF 6- 7= 0) 1062 19-20=(-1283) 6787 5-16=( O) 3229 2x6 DF #2 B TOTAL LOAD = 37.0 PSF 7- 8=( 0) 1062 20-12=(•1355) 6762 6-17=(-7103) 780 • 8- 9=(-5409) 1088 17- 7=( -183) 1673 TC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 9-10=(-6745) 1112 17- 8= -7103 780 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 40.0)+DL( 10.0)= 50.0 PSF 15'- 10.5" TO 38'- 1,5" V 10.11=(-7265) 1482 18- 9=( 0 3229 BC LATERAL SUPPORT <= 12"00. (ROOM AREA) 11-12=(-7398) 1540 18-10=(-1871 411 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 12-13=) -61) 87 19.10=(-1046) 93 OVERHANGS: 24.0" 24.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 10.20=( -285) 267 Unbalanced live loads have been BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA considered for this design. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -389/ 3339V -244/ 244H 5.50" 5.34 DF ( 625) 54'- 0.0" -389/ 3338V -244/ 244H 5.50" 5.34 DF ( 625) C,CN,C1B,C 18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, 1L4/180 MAX LL DEFL = -0.009" @ -2'- 0.0" Allowed = 0.200" MAX TL DEFL = -0.010" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.954" @ 38'- 5.0" Allowed = 2.654" MAX TL DEFL = -1.299" @ 38'- 5.0" Allowed = 3.539" MAX LL DEFL = -0.009" @ 56'- 0.0" Allowed = 0.200" MAX TL DEFL = -0.010" @ 56'- 0.0" Allowed = 0.267" MAX HORIZ. LL DEFL = 0.127" @ 53'- 6.5" MAX HORIZ. TL DEFL = 0.174" @ 53'- 6.5" This truss does not include any time dependent deformation for long term loading (creep) in the 27-00 27-00 total load deflection. The building designer T f f shall verify that this parameter fits with the 7-00 3-11-09r 4-07 7-07-12 T-09-111 j, 7-07-12 4-07 T-11-09 7-00 intended use of this component. -09-11 Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 5.00L. ---15.00 M-5x16 Wind: 110 mph, h=25ft, TCOL=4.2,BCDL=3.0, ASCE 7-05, Enclosed, Cat.2 Exp.s, MFRS, 5"0" interior zone, load duratior M18HS-3x18 6 7 4"6" M18HS-3x18 1��\'ti PROFFSO _degi M-1.5x4 -.c-- M-5x6 17 - M-5x6 �� (�1N� - Oy M-10x12(S) M-4x8 5 M-3x4 3 . M-4x8 M-10x12(S) 0.25" '�'" NA CO A4 D 0025 M-1.5x4 •Illt. ,AOREGON�oM 5x16 // M 22 03 _ `\` M 5x16 0 � 'hEkt 6 Cy`i cc 1 o B2 o me i 2 3 (,a1-; TT[� 0Q' 14 5 co 16 a, 18 20 0 ��/2 •�/2 LT. �i P` o M 3x4 M 2.5x4 b.25° M-8x10 M 8x10 0.251 M-2.5x4 M-3x4 0 - M-10x12(S) M-10x12(S) ! EXPIRES 12/31/131 1, y 1, .1 y 1, y C , , 7-00 4-03-08 4-03-08 22-10 4-03-08 4-03-08 7-00 ,, y q 2-00 54-00 2-00 : F WASJ4 JOB NAME: Scale: 0.1022 TSO �c.A to, WARNINGS: ... GENERAL NOTES,unless otherwise noted: _ _.. 41 ." 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review i. Truss: A 1 and Warnings before construction commences, and approval is the responsibility of the building designer,not the r J' 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. • iii, 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 3.All lateral force resisting elements such as temporary and permanent 2'o.c.and at 10'o.c.respectively unless braced throughout their length by stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywalt(BC). 171 76 DATE: 6/12/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where Shown++ 4 ce 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. 0 9- SEQ. : 5 209142 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. ��it ' TRANS I D: 341284 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �'/�� I AL - necessary. fabrication,handling,shipment and installation of components. 7.Designlaesassumes adequate drainagethc isprovided.truss, 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 IIIIII VIII 11111 111 VIII IIII VIII Hill TPIANlCA in SCSI copies of which will be furnished upon request lines coincide with joint center lines. + C! 0/13 e_ 9.Digits indicate size of plate in inches. EXPIRES v)1 U/1 3 MiTek USA,Inc./CompuTrus Software+7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC r , , LUMBER SPECIFICATIONS TRUSS SPAN 54'- 0.0" IRC 2009 MAX MEMBER FORCES 4WR/LVL(.50)/Cq=1.00 TC: 2x6 DF SS; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( -90) 130 2-14=(-2032) 10142 2- 3=(-11096) 2308 20-11=( -334) 246 2x12 RBGLVL 20E T2, T3 SPACED 36.0" O.C. 2- 3=(-11096) 2308 14.15=(-1924) 10182 14- 3=( -334) 246 11.12=(-11096) 2308 BC: 2x8 DF SS; 3- 4=(-10896) 2222 15-16=(-1936) 10114 14- 4=( -430) 400 2012 RBGLVL 20E B2 LOADING 4- 5=(-10100) 1666 16-18=(-1474) 8306 4.15=( -1562) 142 WEBS: 204 OF STAND; LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -8090) 1630 18-19=(-1936) 10114 4.16=( -2838) 622 2x4 DF #1&BTR A; DL ON BOTTOM CHORD = 5.0 PSF 6- 7=( 0) 1510 19.20=(-1924) 10182 5-16=( 0) 4860 2x6 OF #2 B TOTAL LOAD = 37.0 PSF 7- 8=( 0) 1510 20-12=(-2032) 10142 6-17.(-10532) 1156 8- 9=( -8090) 1630 17- 7=( -270) 2480 TC MAX PURLIN SPACING 44"0C. UON. LL = 25 PSF Ground Snow (Pg) 9-10.(-10100) 1666 17- 8=(-10532 1156 BC MAX PURLIN SPACING 104'OC. UON. BC UNIF LL( 40.0)+DL) 10.0)= 50.0 PSF 15'- 10.5" TO 38'- 1.5" V 10.11=3-108963 2222 18- 9=( 03 4860 11-12=)-11096) 2308 18-10=( -2838) 622 OVERHANGS: 24.0" 24.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 12.13=) -90) 130 19.10=( -1562) 142 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 10-20.1 -430) 400 Unbalanced live loads have been considered for this design. ( 2 ) complete trusses required. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Join together 2 ply with 16d Common nails staggered at LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 9" oc throughout 2x6 top chords, 0'- 0.0" -583/ 5008V -366/ 366H 5.50" 8.01 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 9" oc throughout 2x12 top chords, 54'- 0.0" -583/ 5008V -366/ 3666 5.50" 8.01 DF ( 625) M,M2OHS,M18HS, 16 = MiTek MT series 9" oc throughout 2x8 bottom chords, 9" oc throughout 2x12 bottom chords, 9" oc throughout webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.007" @ -2'- 0.0" Allowed = 0.200" MAX TL DEFL = -0.007" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.726" @ 38'- 5.0" Allowed = 2.654" MAX TL DEFL = -0.991" @ 38'- 5.0" Allowed = 3.539" MAX LL DEFL = -0.007" @ 56'- 0.0' Allowed = 0.200' MAX TL DEFL = -0.007" @ 56'- 0.0" Allowed = 0.267" MAX HORIZ. LL DEFL = 0.095" @ 53'- 6,5" MAX HORIZ. TL DEFL = 0.131" @ 53'- 6.5' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer 27 00 27 00 shall verify that this parameter fits with the intended use of this component. 7-00 3-11-09 4-07 7-07-12 3-09-11� 7-07-12 4-07 3-11-09 7-00 Design conforms to main windforce-resisting T T 1. T -09-111 - f , T system and components and cladding criteria. Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=3.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MFRS, M-5x16 interior zone, load duratio, - • 75.0" r�y�4 PRQpF 12 4.6" 12 �� `rS ca 5.00 L --- M-4x12 • +- - : M-4x12 -:_H 5.00 �6, lCi�G1NE•,6. 'O M•3x8 i7 \ M-3x8 M-1.5x4 t, M-10x12(S) M-3x8 7- M-2.5x4 M-3x8 M-10x12(S) 0.25' 0 1 •1 OREGON Am 0.25" CT , �, M 5x16 �yrr� A� 22-03 A �M 1.5x�4 a •L�keE.: 0 i o o \\� 5x16 0 �f n �Q- v- 1415 T 16 co B2 18 '.159 20 '''.241. 134 0 ‘iii/ii R. V P o -3x4 M-2.5x4 .25"M-8x10 M-8x10 0.25 M-2.5x4 M-3x4 o EXPIRES 12/31/13 M-10x12(S) M-10x12(S) y y � ) y y .L y ,, , 7-00 4-03-08 4-03-08 22-10 4-03-08 4-03-08 7-00 , y . C 2-00 54-00 2-00 �b WAS 0 o O JOB NAME : r ' ��. �� Scale: 0.1029 $p1k.{{ r, WARNINGS GENERAL NOTES unless otherwise noted h S ` 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: A GIRD and Warnings before construction commences. and approval is the responsibility of the building designer,not the ' t 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1 f stability bracing must be designed by designer of complete structure. continuous sheathingsuch as sheathing(TC) ry ( ) plywood in TC and/or d well BC. DATE: 6/12/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ 17 7'78 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. : 5209143 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. TRANS I D: 341284 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if �NA- 1741 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. c'/a// 8.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 111111011 IIIII IIIII IIIII 1111111110 III III TPIIWICA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate to inches. EXPIRES MiTek USA,InC./COmpuTfUS Software+7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 611 0/1 3 IIIIIIIIIIIIIII , This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 0.0" TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 IRC) 2009 MAX MEMBER -584ES 6WR/3-F8=(-3,30 BC: 2X4 OF #1&BTR SPACED 24,0" O.C. 2- 3=( -61) 87 2- 6=(-584 1576 3- 4=(-370) 822 WEBS: 2x4 DF STAND 2- 3=(•1741) 695 8. 6=(-584 1576 8- 4=(-170) 822 3- 4=(-1374) 497 8- 5=(-303) 135 LOADING 4- 5=(-1374) 497 TC LATERAL SUPPORT <= 12"0C, UON, LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1741) 695 BC LATERAL SUPPORT <= 12"0C, UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -61) 87 TOTAL LOAD = 42.0 PSF OVERHANGS: 24.0" 24.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES C,CN C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -134/ 858V -89/ 89H 5.50" 1.37 DF 625 M,M2OHS,M18HS, 16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET, 15'- 0.0" -134/ 858V -89/ 89H 5.50" 1.37 DF ( 625I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0,036" @ -2'- 0,0" Allowed = 0.200" MAX TL DEFL = -0.041" @ -2'• 0.0" Allowed = 0.267" MAX LL DEFL = -0.077" @ 7'- 6,0" Allowed = 0.704" MAX TL DEFL = -0.121" @ 7'- 6.0" Allowed = 0,939° MAX LL DEFL = -0.036" @ 17'- 0.0" Allowed = 0.200° MAX TL DEFL = -0.041" @ 17'- 0.0" Allowed = 0.267" MAX HORIZ. LL DEFL = 0.051" @ 14'- 6.5" MAX HORIZ. TL DEFL = 0.080" @ 14'- 6.5" 7-06 7-06 This truss does not include any time dependent '/ deformation for long term loading (creep) in the 4-01-063-04-10 3-04-10 4-01-06 total load deflection. The building designer r f shall verify that this parameter fits with the 12 intended use of this component. 12 5.00 M-4x6 -.1 5,00 Design conforms to main windforce-resisting system and components and cladding criteria. 4°0" 4 '� Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 11 v Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 M-1.5x4 M-1.5x4 3 1.11.4 M-3x4 M-5x8 M-3x4 �����PRpFFss o r N. V)N �Q.y o % ,..116 II4Ni / �W /� �p P 2 _.._ -- 6 r'. 01 0 • ..fei1 '^ • • OREGON "ZID 2.so . -, 12 2.50 12 ;?rtEk k) .I O1> �,� y y y y y 6./iii Z R. CP 2-00 7-06 7-06 y 2-00 y y y 1 EXPIRES 12/31/13 2-00 15-00 2-00 C /CS, NVAS 44 JOB NAME: Q '� O Scale: 0.3577 Cu.) �� c. t WARNINGS GENERAL NOTES,unless otherwise noted: '91 Y �, Z 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: 61 and Warnings before construction commences. and approval is the responsibility of the building designer,not the / 2, 2.2a4 compression web bracing must be installed where shown+, truss designer or truss engineer. • 3.All lateral Force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1••y"'`' stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 6/12/2012 CompuTrus assumes no responsibility for such bracing. 3.24 Impact bridging or lateral bracing required where shown++ +•Q. _ 1777871Y101:9:„.i,77.�BQ 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. i "C71 1: SEQ. : 52091 44 fasteners are complete and at no time should anyloads greater than 5.Design assumes trusses are to be used in a non corrosive environment, P9 9 �] o design loads be applied to any component. and are for"dry condition"0 use. ATRANS I D: 341284 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if jpNAI_' fabrication,handing,shipment and installation of components, necessary. /- 7.Design assumes adequate drainage is provided Ir'l��l I 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 (IIIIII IIIII IIIII PH 1111111111111111 TPI/VJlCA 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+7.6.4(10-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES 6/10/13 IIIIIII IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC < 4 LUMBER SPECIFICATIONS TRUSS SPAN 15'• 0.0" IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -61) 87 2- 8=(-584) 1576 3- 8=(-303) 135 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-1741) 695 8- 6=(-584) 1576 8- 4=(-170) 822 WEBS: 2x4 DF STAND 3- 4=(-1374) 497 8- 5=(-303) 135 LOADING 4- 5=(-1374) 497 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1741) 695 BC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( •61) 87 TOTAL LOAD = 42.0 PSF OVERHANGS: 24.0" 24.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA Connector plate prefix desi MIN.LOCATIONS REACTIONS REACTIONS SIZE IN. (SPECIES) C,CN,CI8,CN18 (or no prefix! = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'• 0.0" -134/ 858V -89/ 89H 5.50" 1.37 DF ( 625) M,M2OHS,M18HS, 16 = MiTek M series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 15'- 0.0" -134/ 858V -89/ 896 5.50' 1.37 DF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=LI240, TL=L/18 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed 0 0.200" MAX TL DEFL = -0.041" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.077" @ 7'- 6.0" Allowed = 0.704" MAX TL DEFL = -0.121" @ 7'- 6.0" Allowed = 0.939" MAX LL DEFL = -0.036" 0 17'- 0.0" Allowed = 0.200" MAX TL DEFL = -0.041" 0 17'• 0.0" Allowed = 0.267" MAX HORIZ. LL DEFL = 0.051" @ 14'- 6.5" MAX HORIZ. TL DEFL = 0.080' @ 14'- 6.5" 7-06 7-06 This truss does not include any time dependent deformation talmloadnfor deflection . Them obuildinggrdesignerin the / 4-01-06 f 3-04-10 f 3-04-10 / 4-01-06 f' shall verify that this parameter fits with the intended use of this component. 5.00 1.t 2" M-4X6 1-21 5.00 Design conforms to main windforce•resisting system and components and cladding criteria. 4.0" M-3x64 ,e----( M-3x6 Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, M-1.5x4 i I M-1.5x4 Enclosed, Cat.2, Exp.B, MFRS,012**M-3x6 01bv M-3x6 interior zone, load duration factor=1.6 M-1.5x4 * M-1.5x4 Truss designed for 4x2 outlookers. 2x4 let-ins * t of the same size and grade as structural top M-1.5x4 M 3x6 3 _00 aD M 3x6 M-1.5x4 outlookersumustlbetcuttat witheach careend and areet•>n. 3X6 3X6permissible at inlet board : •• M-::M ** M 5X8 r+ M-3x4 �, Fss Y.« 0 1 o b Ir .._ OREGON . o ot° � 2.50 2,50' . .R , c."5412 12 y y y y y (l/Zl/Z R . CN9-. 2-00 7-06 7-06 2-00 y y y y I EXPIRES 12/31/13 2-00 15-00 2-00 g. C.q�p� . JOB NAME: 0�WASy,N''�i'o c) ' Scale: 0.3577 , ...._WARNINGS: GENERAL NOTES,unless otherwise noted: -_..-. � .. r 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review - i • Truss: BGE and Warnings before construction commences. and approval is theresponsibility of the building designer,not the 'r 2.204 compression web bracing must be installed where shown+, truss designer or truss engineer. 2.Design assumes the top and bottom chords to be laterally braced at 3.All lateral force resisting elements such as temporary and permanent 2'o.c.and at 10'o.c.respectively unless braced throughout their length by y` DES. BY: LJ stability bracing must be designed by designer of complete structure, continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). , , G� 1.77G DATE: 6/1 2/201 2 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. • JS ' SEQ. : 5 209145 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, f,�'.4 design loads be applied to any component. liry and are for"dry condition"of use. �t r.' TRANS I D: 341284 5.CompuTrus has no control over and assumes no responsih For the 6.Design assumes full bearing at all supports shown.Shim or wedge if //�// VVV necessary. I fabrication,handing,shipment and insta8ation of components, 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TptiWTcA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 6/10/13 7�+ �•li 111111111111111111111 9,Digits indicate size plate in inches. vas. EXPIRES 6/10/1 3 MiTek USA,Inc./CompuTrus Software+7.6.4(1 L)-E iD.For basic connector plate design values see ESR-1311,ESR-1988(MiTek)