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Plans (63) 4. I�cG- o"t- • ®CO NFORNSTOOESIGN CONCEPT RECEIVED R=l'Is'NS NGTED M CONCEPT WOO ' ' G ' O NON,ONFOR1TO _RRESE&RESUBMIT Cal=F / MAR 201f,�1/2' AI F k __..._._Da. V.14... ^� MILRRANDT ARCHITECTS 4: SCI i OFrTIGARD G DIVI$ICf 1 J ` Al J1 r -� lir/MI a d /I�� `, d.: Heu8a2 J1 CS Fir J2 k /, w J3 TS: It M J4 JR . Q J5 J97.6:12 aS A Fi10 ffi al J8 Li) J11 AA qF c O .a N - J8 J7 5 III7.512 J8 qt— LL 12 , J8 I Rib IIW' 1.5:1 t E15 HOUS28-2 )TH20241M3 F MI EI3 =ail► [110111210, �. � 0114I : ra MilhIM. 5J2 SJ1 � I Mt • 0. 7.5:12��► MIME '� I - T Al N GONFOFMS TO DESIGN CONCEPT /CD CONFORMS TO'ESNA CONCEPT WITH = c r.Eti54JNS AS SHOWN 74 :12 n. D NON-CONFORMING-REVISE AND RESUBMIT COr DEs -M_ x" A S S O E I E N.__`� GI , `k.I eEt .{A-.eilSrk_ITY Ft.CelfilheNCE W:T Tff :a5 w CaNilXaS AND P;r.IFe.A,TIONS rte,A'CT:iC:AVE FF:t:I, 7,EF FES Nei'Deaelk4. EI: Arnold A 591onon 091,Decn9er 9,2014 CT ENGINEERING INC 19'-8' I 101-10 314• l 7 3f4" 1S-11R' I 7-8'I 1 9-0' ©Copyright CompuTrus Inc.2006 BUILDER: ISSUEDATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 11/26/14 PENT ONLY.REFER TO TR SSCALCULATIONS AND PROJECT TITLE: REVISION-I: ENGINEERED STRUCTURAL '' DRAWINGFORALLFURR ini� mniber 5019-B POLYGON INFORMATION.BUILDING DESIGNEFUE NGINEER OF RECORD PLAN: DRAWN BY: REVISION-2: To TRUSS RESPONSIBLE BU�LDIING 5019 / B-B CHECKED BY: DESIGNER/ENGINEER O EOF ARD TO AN REVIEW ANDDAPPROVE OF ALL DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 0.115"-1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. ' CONFORMS TO DESIGN CONCEPT T f—S CQNfOPMS TO DESiGN!;i1M".xz`T WTF: 0 NON-COM NO'm 111-5 1� I ❑NON-CONFORMING NEi.SinG CWAleti HAS SF, MS&RESuSa iI,.w J1I� a :12 __x.�'le,.,�SAul - D SA Alexia FuMul 12/22/14 4.0., g MILRRANDT ARCHITECTS GARAGE ' fA FJ1 J1 � CD FJ2 l' -,.. =no, /15: / h—r J1 •iMrT J3 . J5*14 YJ M JO �.Y9 JB 1- 7.6:12 F.110 J7 JB - LL A I J10 (a) J10 _ a J10 _ a V = g MO t a J7 75:12 — LLte J7 AWI22 Js EJ5 ir IS W;Q AJ5 Ex EJ3® ` __ LE J3 M r� • es sJ2 _ , 3311 7.;. , — I r:�; ' +r' Q4) 751 ' , ... • ,, 11:12 Al .��( � E � ,,,4C.'PO h15 TO DESIGN CONCEPT / /ITII ` I5.c.•❑ CONFORMS TO DESIGN CONCEPT,. REVISIONS AS SHOWN A• r_, 7.5:12 0 NON-CONFOP.MING-REVISE AND RESUBMIT 11 immob. 'Da SM col�MAc BEEN AVI A EC.,GENERAL�.!fM VICE • G. I YITM T -'ANFL ETI F ONLY ME IIT A 4 "1. ,IMIOATICTE0.1k CE RERMIBI,In ER eciFoRi.c.:TIl::£ MEW MAIM WC:E::FI::.[IM f .f VIIMiiI4 PMi.iRY Mk TM 3.M.:MM. .1: Arnold R.Sawn 'Iale:MMer fr.2.11 CT ENGINEERING INC r"r 151-1 1/2" 117 aha• 10=10 314' I 1r- ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS PLACEMENT ONLY.REFER TO POLYGON NW 11/26/14 TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL . PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER Pia INFORMATION.BUILDING 5019—B POLYGON DESIGNERIENGINEER OF RECORD RESPONSIBLE FOR ALL NON-TRUSS mlber PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING �SIGNER/ENGINEER OF RECORD TO 5019 / B-B CHECKED BY. REVIEW AND APPROVE OF ALL & TRUSS COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 0.115"-1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MiTek USA, Inc. CompuTrus Software Warnings & General Notes WARNINGS. 1. Bulkier and erection contractor should be advised of all General Notes and Warnings before c onstn an c o mrtences. 2 2x4 compression web rpt be installed where shown+. 3. Additional ternary to e stability during ani on is the responsibility of the erector.Additional permanent bracing of the overall struma is the responsibility of the burg 4. No load should to any c a pore urs after brach and design yrs ar+e ac mplete and'at no t wee should any bads tit n loads be vpirsid to any component. 5; Compo 'nus has non �ovye��yand riles r jtjr 'the fabrication,h iling,,s writinstallation of cx mpon ents. 6. This destmis fumed subject to the Invitations set forth by 1PUWTCA in SCSI copies of which will be furnished upon request. GENERAL NOTES,unless otherwise noted: 1. This design is bned only upon the parameters sign and is for an individual building component Applicability of design parameters and progder.per . corpora n c pm the r+esponsii tty Mc 2. assumes rnf the ani b om to beof b is byd at o.c.and at 10'o.c.respectively braced throughout they�by continuous sl thingsuch as plywood sheathing(TC)any dior dr (Et i ) 3. 2x impact bridging or lateral bra g,refired where shown++. 4. Irtstallati€m of truss is the resporistaty of the respectivrt c ontra cL .. 5. Das% res are to be used in a non-corrosivee arurner►t, and aye far.dry coed pon'of use. 6. Design assumes full bearing at all supports shown.Shim or wedge it necessary. 7. Design assumes adequate drainage;is provided. 8. Plates shall be located on both faces of truss,aid placed so their center Ines coincide to with joint center lines. 9. tiskitioafesize of plate in inches. 10. For basic connector plate dent visdues see ESR-1311,FSR-198tXMt"Tek). ipp 4 GIN /a, 447 17 OREGON • ft? } 14; `" - 5 i.t;t EXPIRES t .„ IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 1.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSE system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PIP Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, LL = 25 PSF Ground Snow (P ) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9 load duration factor=l.6, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 7-06-12 7-06-12 T 1' 1' 12 12 7.50 IM—4x4 Q 7.50 3 ii . 2 Allillill111111111111111166. iillIIIlIIh . 0 o o RI !o I f 4 5 0 0 M-3x9 M-3x4 b b ,1 b 1-00 15-01-08 1-00 v, 4 P Ft(1Fe�' JOB NAME : 5019-B POLYGON - Al Scale: 0.4424 `Gj� N3IN s,PrY �, WARNINGS: GENERAL NOTES,unless otherwise noted l. 4f1 u IyI�/Z6/ Ct. r 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual =72®, Truss: Al and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. ' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• MJ is the responsibilityof the erector.Additional bract of 2'o.c.and at 10'o.c.respectively unless braced throughout their lelh by ,,%', rr + 1110" permanentn9 continuous sheathing such as plywood sheathing(TC)and/or drywall C). DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown a+ OREGON f,� 4.No load should be appted to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ,, SEQ. : 6125955 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, v. �� L` A. TRANS ID: 413 213 design loads be applied to any component. and are for"dry condition"of use. 1 4 2 '•� • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge if ��"' necessary. •vj R Rik- 6. 1� fabrication,handling,shipment and Installation of components. 7. necessary. ss assumes adequate drainage Is provided. tl rl 1 L 6.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII I III VIII(IIII VIII IIII IIII TPIM?CA in BCSI,copies of which will be furnished upon request. it coincidenwith joint center nche. 9.Digitssndsize of tplate in inches. c� MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES.12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 15-01-08 GIRDER SUPPORTING 6-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1668) 297 1- 6=(-209) 1326 6- 2=( -26) 371 BC: 2x6 KDDF #1&BTR 2- 3=(-1161) 253 6- 7=(-208) 1316 2- 7=(-492) 142 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-1161) 253 7- 8=(-208) 1316 7- 3=(-208) 989 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1668) 297 8- 5=(-209) 1326 7- 4=(-492) 142 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 15'- 1.5" V 4- 8=( -25) 371 BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 50.0)+DL( 54.0)= 104.0 PLF 0'- 0.0" TO 15'- 1.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -229/ 1271V -100/ 100H 5.50" 2.03 KDDF ( 625) 15'- 1.5" -229/ 1270V 0/ OH 5.50" 2.03 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.026" @ 7'- 6.8" Allowed = 0.710" MAX TL CREEP DEFL = -0.053" @ 7'- 6.8" Allowed = 0.947" 7-06-12 7-06-12 MAX HORIZ. LL DEFL = 0.009" @ 14'- 8.0" 1' T 1' MAX HORIZ, TL DEFL = 0.015" @ 14'- 8.0" 4-03-05 3-03-07 3-03-07 4-03-05 T 1, T f ,. NOTE: Design assumes moisture content does 12 12 not to exceed 19% at time of manufacture. 7.50 M-4x6 Q 7.50 Design conforms to main windforce-resisting 3 4.0" system and components and cladding criteria. INPO\ Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 2 q ir 411 w I mama All11a o o 411 MN i 6I 8 5o I M-3x4 M-1.5x3 M-3x8 M-1.5x3 M-3x4 0 1, J, y .6 y 4-01-09 3-05-03 3-05-03 4-01-09 .1 y 15-01-08 JOB NAME •. 5019-B POLYGON - A2 � n PROF l7" � s`'� Scale: 0.3776 yJ c% �� I � WARNINGS: GENERAL NOTES,unless otherwise noted: 'p 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for en individual 4` 7.92.•P E Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ2'o.c.and at 10'o.n.respectively unless braced throughout their length by !r •, is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as r plywood sheathing(TC) drywall(BC). DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 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. -y` S OREGON �f SEQ. : 6125956 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, v TRANS I D: 413 213 design loads be applied to any component. and are for"dry condition"of use. " "T Q S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If 4 14 0 fabrication,handling, nesign assumes. w R n`S y shipment and installation of components. 7.Design adequate drainage Is provided. rl bb 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 AEI II III VIII I III I III II II VIII II IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Noes. 9.Digits indicate size of plate in inches. 10. MITBk USA,InC./COr1 puTfus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTep EXPIRES: 2 /2015 IIIIII IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-05-08 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR; 20-05-08 GIRDER SUPPORTING 35-09-00 FROM 7-00-00 TO 20-00-00 1- 2=( 0) 60 2-10=(-1590) 6376 10- 3=( -478) 200 14- 8=1 -816) 142 2x6 KDDF #1&BTR T2, T4 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=( -7792) 1960 10-11=(-1598) 6394 3-11=( -360) 1150 8-15=(-4944) 1334 BC: 2x8 KDDF #1&BTR 3- 4=( -8308) 2188 11-12=(-2650) 10190 11- 4=( -794) 3452 15- 9=(-2662) 10804 WEBS: 2x4 KDDF STAND; LOADING 4- 5=( -7088) 1896 12-13=(-2884) 11174 11- 5=(-4554) 1232 9-16=(-6658) 1654 2x4 KDDF #1&BTR A; LL = 25 PSF Ground Snow (Pg) 5- 6=(-10450) 2790 13-14=(-2884) 11174 5-12=( -586) 2898 2x4 KDDF STUD B; TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 6'- 0.0"61F 7=( -9390) 2442 14-15=(-2506) 10196 12- 6=(-1066) 278 2x6 KDDF #2 C; TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 14'- 5.5"7VF 8=(-11046) 2840 15-16=( -198) 774 13- 6=( -422) 2244 2x8 DF SS D TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 14'- 5.5" TO 20'- 5.5"8Yc 9=( -9480) 2360 6-14=(-2548) 758 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 20'- 5.5" V 7-14=(-1114) 4802 TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 421.9)+DL( 286.9)= 708.8 PLF 7'- 0.0" TO 20'- 0.0" V BC LATERAL SUPPORT <= 12"0C. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TO CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 14'- 5.5" 0'- 0.0" -1219/ 4930V -69/ 114H 5.50" 7.89 RIDE ( 625) NOTE: 2x4 BRACING AT 24"00 UON. FOR 20'- 5.5" -1852/ 7713V 0/ OH 5.50" 12.34 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" ** For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" ( 2 ) complete trusses required. MAX LL DEFL = -0.125" @ 11'- 9.7" Allowed = 0.977" Join together 2 ply with 3"x.131 DIA GUN MAX TL CREEP DEFL = -0.252" @ 11'- 9.7" Allowed = 1.303" nails staggered at: Jam- 9" oc in 1 row(s) throughout 2x4 top chords, MAX HORIZ. LL DEFL = 0.030" @ 20'- 2.8" 9" oc in 2 row(s) throughout 2x6 top chords, MAX HORIZ. TL DEFL = 0.049" @ 20'- 2.8" 6" oc in 2 row(s) throughout 2x8 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs, NOTE: Design assumes moisture content does 9" oc in 2 row(s) throughout 2x6 webs. not to exceed 198 at time of manufacture. 5-11-11 8-06-02 2-06-12 3-04-15 Design conforms to main windforce-resisting f f f 1 f system and components and cladding criteria. 3-03-10 2-08-01 2-06-06 3-03-11 3-00-03 2-02-10 3-04-15 Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1' 1' 4020# T T i X20# T 1' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=l.6, 7.50 Q 7.50 Truss designed for wind loads in the plane of the truss only. M-4x8 M-5x10 M-3x8 M-3x8 i 40 -5 T2EMN M-6x8 M-3x5 M-5x12 3 9 -/ B T4 _ A M 5x16 /C o D 11 / N Li. CD -67) / 10 11 12 '1' / r. - 13 14 1J�� 15 J*e.-*16 o M-1.5x3 M-4x10 0.25" M-3x8 :=M-8x8 M-8x10 M-3x8 ::11-10x10(S) WEDGE REQUIRED AT y HEEL(S). 3-01-14 2-04 3-03-11 3-00-03 3-01-15 2-04-06 3-01-07 b I I 1-00 20-05-08 OD P R 04 JOB NAME : 5019-B POLYGON - B1 5' GIN {�,� 'S1 Scale: 0.2530 44 ii/Z5/ �t WARNINGS: GENERAL NOTES,unless otherwise noted: 4t. 1'.r- P C"' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an Individual Truss: B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stabitty during construction 2.Design assumes the top and bottom chords to be laterally braced at 4 DES. BY' MJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and al 10'o.c.respectively unless braced throughout their lenggth byr , po ty P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(B0). DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � QR �(�N� /,, 4.No load should be appted to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fh 44 S EQ. : 612 5 9 5 7 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, Y y design loads be applied to any component. and are for"dry condition"g use. '��, 1 4 P TRANS I D: 413 213 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 ri f 9 fabrication,handling,shipment and installation of components. ry. +1 fl 14.�" P P 7.Designlaesassumes adequate ne drainage is truss, a 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 IIIIII II II VIII I III VIII VIII VIII IIII IIII TPIANlCA in BCSI,copies of which will be furnished upon request. git coincidetwith joint in nches + 9.Digitssndsize of tplate eto inches. MITek USA,InC./CompuTrug Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/201.5 1110111111 II1I1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1,00 TC: 2x9 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=(-65) 64 1-3=(0) 0 BC: 2x9 KDDF 81&BTR SPACED 29.0" O.C. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -9/ 202V -25/ 6BH 5.50" 0.32 KDDF ( 625) TOTAL LOAD = 92.0 PSF 3'- 10.9" -119/ 131V 0/ OH 1.50" 0.21 KDDF ( 625) 6'- 0.0" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" 3-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL - 0.021" @ 2'- 0.7" Allowed = 0.268" 1" f MAX BC PANEL TL DEFL = -0.036" @ 3'- 1.4" Allowed = 0.339" 12 MAX HORIZ, LL DEFL = -0.000" @ 3'- 10.9" 7.50 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 2 -,. Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=20.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWPRS(Dir), load duration factor=l.6, Truss designed for wind loads r-, in the plane of the truss only. 0 0 N o s- o 1 ril 10 11110- 113 I M-3x4 I 1 l 6-00 1PROVIDE FULL BEARING;Jts:1,2,31 JOB NAME : 5019-B POLYGON - BJ2 < , , o pNfifi� `�, Scale: 0.5990 (fry Niizsi WARNINGS: GENERAL NOTES,unless otherwise noted: n 411,' ,,rt/C(f'rC, 17 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual ` T 7 d f h- r Truss: BJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ✓ , DES. BY• MJ is the res naib li of the erector.Additional ermanenl bracin of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by +! . i responsibility P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �, DATE• 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON //�'� 4.No load should be applied to any component until after all bracing and 4.Installation at uss Is the responsibility of the respective contractor. '� ^4f SEQ. : 6125958 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, G� �ll ��6 � design loads be applied to any component and are for"dry condition"of use. 4 }' 1 d P TRANS I D: 413 213 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 Ci fabrication,handling,shipment and installation of components. necessary. ty R I` y 9 P P 7.Design assumes adequate drainage is provided. +"7 RIO- 7. 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 11111111111111111111111111111111111 TPIANTCA in BCS(,copies of which will be furnished upon request. Digit coincide with jointacenter lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc/CORlpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12131/2015 1111 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF j1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-109) 88 1-3=(0) 0 BC: 2x4 KDDF 81&BTR SPACED 24.0" 0.0. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -33/ 266V -40/ 107H 5.50" 0.43 KDDF ( 625) TOTAL LOAD = 42.0 PSF 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) 5'- 11.7" -84/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.103" @ 3'- 7.2" Allowed = 0.425" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.105" @ 3'- 4.8" Allowed = 0.638" 5-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. T T MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 7.50 z 2NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting 7 -,' system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL4.2,BCDL6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, ExpB, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. MLD of 1►t 3.--- .1.. , M-3x4 ), b 6-00 PROVIDE FULL BEARING:Jts:1,3,21 JOB NAME : 5019-B POLYGON - BJ3 4t' �`�� G� �,�s�f Scale: 0.5957 � 1/zsi '1 WARNINGS: GENERAL NOTES,unless otherwise noted: 7 tr.- 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an individual . ,r G 1- Truss: - Truss: BJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper �/ 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. /' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• MJ is the responsibility of the erector.Additionalpermanent bracingof T o.c,and at 10'o.c.respectively unless braced throughout their length by /• +� P° ty continuous sheathing such as plywooding(TC)and/or drywall(t3C). ortDATE• 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredaired where shown++ QRC.r5�N 4.No load should be tippled to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 37 A_ 4" SEQ. : 61259591.steners are complete and at no time should any loads greater than S.Design assumes trusses are to be used in a non-corrosive environment, L/ '11 , 050 A. design loads be applied to any component. end are for"dry condition"of use. 6 1 4 '1 � TRANS I D: 4 13 5.CompuTrus has no control over and assumes no responsibility for the ,Design assumes fug bearing at all supports shown.Shim or wedge if "e fabrication,handling,shipment and Installation of components. necDesignessary.assumes L`h `f V 7. laesassumes ca ed one trolprovided.faces of truss,and placed so their center IIII II I IIIIIII IIII(IIII VIII IIII IIIITPIANTCA in SCSI,copies of which will be furnished upon request. indicate cidicae with Jointplate center Ines. + 9.Digits size of platetein Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-167) 153 1-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=( -76) 31 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT 0= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORD BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -23/ 237V -54/ 146H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -176/ 339V 0/ OH 1.50" 0.43 KDDF ( 625) 7'- 11.7" -15/ 4V 0/ OH 1.50" 0.01 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.061" @ 2'- 9.3" Allowed = 0.427" 3 MAX TC PANEL TL DEFL = -0.058" @ 2'- 11.9" Allowed = 0.641" 12 MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 7.50 7' 0 MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 2 Design conforms to main windforce-resisting system and components and cladding criteria. rfr Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), m load duration factor=l.6, o I Truss designed for wind loads o in the plane of the truss only. J, o/- iii 1 1 4111 -41 M-3x4 .1 ), J' 6-00 1-11-11 PROVIDE FULL BEARING;Jts:1,4,2,31 JOB NAME : 5019-B POLYGON - BJ4 �`C,. ?�R(1,� t9 Scale: 0.5029 \� �0 WARNINGS: GENERAL NOTES,unless otherwise noted: /�/ � r 17 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual CC' `_S 920*F E C` Truss• BJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. „r 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by rllr is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON ty. DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4JR 41(�N `,�� 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. "'}� ^4✓ S E Q. : 6125960 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, y. �74 \ {� design loads be applied to any component. and are for"dry condition"of use. ,(�` 14 2. "'C" TRANS I D: 413 213 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 necessary. ��yy tt , fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. -ri RI L5h 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 IIII III VIII IIII II II VIII IIII IIII IIII TPINJTCA in BCSI,copies of which will be furnished upon request. Digit coincide with jointacenter Ines. 9.Digits Indicate size of plate in inches. n MiTek USA,InC./CGmpUTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 Ell This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1-2=(-225) 208 1-4=10) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -90) 40 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -21/ 235V -69/ 185H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -199/ 370V 0/ OH 1.50" 0.47 KDDF ( 625) 9'- 11.7" -48/ 87V 0/ OH 1.50" 0.14 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.048" @ 2'- 11.8" Allowed = 0.427" 3 MAX TC PANEL TL DEFL = -0.054" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.9" (1� MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.9" 12 NOTE: Design assumes moisture content does 7.50 not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.3ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 2 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, ri Truss designed for wind loads �( in the plane of the truss only. r- 0 o I /- al 1� 4 11. 1 0 M-3x4 6-00 3-11-11 'PROVIDE FULL BEARING;Jts:1,4,2,3I P OF JOB NAME : 5019-B POLYGON - BJ5 Scale: 0.4366 tic,',:c{ G�iy `�/ WARNINGS: GENERAL NOTES,unless otherwise noted: " I�l 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual ' 792 `*P E 1-- TrussTruss: • BJ5 and Warnings before construction commences. building component.Applicability of design parameters and proper �/J 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at � r. DES. BY• MJ is the res nsib li of the erector.Addit onal of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by rte' /rs"" responsibility permanentbracing continuous sheathing such as plywood sheathing(TC)and/or drywall(6C). 109 1r DATE• 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be appted to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "q' OREGON 4/ SEQ. : 6125961 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, ‘' 7 N�` A. design loads be applied to any component. and are for"dry condition"of use. 1 4 , TRANS I D: 413 213 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 �Q^ fabrication,handlin,shipment and installation of components. ne Design asscessary. R R y 1 V 9 P P 7. assumes adequate drainage is provided. . r'i 4- 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 III IIIIIII Hill III I VIII I III IIIIIII TPINvlCA in SCSI,copies of which will be furnished upon request. Digit coincide with joint aIn nche. 9.Digits indicate size of plate In inches. e+ n c MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(Welt) EXPORES:12/31/201.5 • III VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 10.5" 'COND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing.) IC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 NOTE: Design assumes moisture content does BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. not to exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. JON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=21.7ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, LL = 25 PSF Ground Snow (P ) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), g load duration factor=1.6, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for 7-11-04 7-11-09 complete specifications. T T T 12 12 7.50 IIM-9x4 Q 7.50 3 ii cc, 9 0 0 1 4 5 �0 M-3x4 M-3x9 ; ), y l 1-00 15-10-08 1-00 pe JOB NAME : 5019-B POLYGON - Cl ,,<�� Ro, 6s Scale: 0.4353 :� d WARNINGS: GENERAL NOTES,unless otherwise noted: 44Lf ��/ /1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individualt. e 92`6 P E r Truss• Cl and Warnings before construction commences. building component.Applicability of design parameters and proper / ^J • 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. ,r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ Is the res nslMli of the erector.Additionalpermanent bracing of o.c.and at 10'o.c.respectively unless braced throughout their length by responsibility tycontinuous sheathing such as plywood sheathing(TC)s and/or drywall(BC) kr . DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON !, 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. V W SEQ. : 6125963 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, G� -if„� \1' A, design loads be applied to any component. and are for"dry condition"of use. ,� 14 , TRANS I D 413 213 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 �y,F • essary. fabrication,handling,shipment and installation of components. DesignDesass Aly R I s t SJ 7. laesassumesadequate andprovided.faces of truss,and placed so their center IIIIII III VIII I III II II VIII VIII IIII IIIITPIANfCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9. indicate size offplate in Inches, MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/20155 1111111011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-879) 256 1-7=(-158) 673 2-7=(-221) 196 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-662) 202 7-5=(-166) 669 7-3=( -98) 417 WEBS: 2x4 KDDF STAND 3-4=(-661) 184 7-4=(-211) 196 LOADING 4-5=(-877) 243 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( 0) 60 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 0.0" 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -83/ 666V -117/ 110H 5.50" 1.07 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 15'- 10.5" -129/ 789V 0/ OH 5.50" 1.26 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.015" @ 7'- 11.3" Allowed = 0.748" MAX LL DEFL = -0.002" @ 16'- 10.5" Allowed = 0.100" 7-11-04 7-11-04 MAX TL CREEP DEFL = -0.003" @ 16'- 10.5" Allowed = 0.133" T T T MAX BC PANEL TL DEFL = -0.040" @ 12'- 3.1" Allowed = 0.471" 4-01-06 3-09-14 3-09-14 4-01-06 MAX HORIZ. LL DEFL = 0.008" @ 15'- 5.0" T T 1' T T MAX HORIZ. TL DEFL = 0.013" @ 15'- 5.0" 12 12 7.50 IIM-4X9 Q 7.50 NOTE: Design assumes moisture content does 4.0" not to exceed 19% at time of manufacture. 7 1'1.1.: Design conforms to main windforce-resisting 6 system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads M-1.5x3 ,M-1.5x3 in the plane of the truss only. 2 & Alkillillillik... mallow' .4 .110111111111111111111116.. 1 t ** 1 7 z 6 i M-3x4 M-3x8 M-3x4 ), ), y 7-11-04 7-11-04 b b y 15-10-08 1-00 JOB NAME : 5019-B POLYGON - C2 ;'', o PRa,�F, Scale: 0.3618 '• tcl . �0 WARNINGS: GENERAL NOTES,unless otherwise noted: i_92 $PE 1/co (75 ' "p1.,. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibiity of the building designer. �_ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �r�r� DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1�1r "" Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood � ) r . �, sheathing(TC)sown+drywall C. DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ n //`�', 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. 3! OREGON 4t/' SEQ. : 6125964 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, /+r- �q R+N A.. design loads be applied to any component. and are for"dry condition"of use. d �' 1 4 2,. �"1- TRAN S I D: 413 213 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 �y nesignass RI V fabrication,handling,shipment and installation of components. 7. necessary. assumes adequate drainage is provided. r'1 1A 6,This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center II II I I III I III IIII VIII IIII IIII IIIITPINViCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. ' 9.Digits Indicate size of plate In Inches. MiTek USA,Ino./CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by 1111 it ��I PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 15-10-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF (Q&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=1-1121) 221 1-5=(-213) 869 5-2=(-107) 591 4-7=(-794) 176 BC: 2x6 KDDF 410TR 2-3=( -553) 134 5-6=(-209) 842 2-6=(-500) 133 WEBS: 2x4 KDDF STAND LOADING 3-9=( -951) 126 6-7=( -42) 73 6-3=( -90) 165 LL = 25 PSF Ground Snow (Pg) 6-4=(-181) 837 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.07= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 173.4)+DL( 137.9)= 311.4 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -244/ 1185V -48/ 96H 5.50" 1.90 KDDF ( 625) NOTE: 2x4 BRACING AT 24"0C UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 6'- 0.0" -225/ 1067V 0/ OH 5.50" 1.71 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Single member as shown. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Hangers attached to the bottom chord MAX LL DEFL = -0.007" @ 2'- 5.1" Allowed = 0.254" will have 1.5" max. nail penetration. 4-07-11 1-04-05 MAX TL CREEP DEFL = -0.015" @ 2'- 5.1" Allowed = 0.339" ** For hanger specs. - See approved plans MAX HORIZ. LL DEFL = 0.002" @ 5'- 10.3" 2-06-13 1-10-06 1-06-13 . T f MAX HORIZ. TL DEFL = 0.003" @ 5'- 10.3" 12 NOTE: Design assumes moisture content does 7.50[;7" not to exceed 19% at time of manufacture. M-4x6 Design conforms to main windforce-resisting s M 3x6 system and components and cladding criteria. 41 -/ Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, AIII (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), e� load duration factor=1.6, M-3x5 Truss designed for wind loads in the plane of the truss only. o ithhh..111114 N �c Cid I �� r ®ids I l►t 5 6 **7 M-5x10 M-1.5x3 M-6x8 M-1.5x3 .1 3 3. 3 2-05-01 1-10-06 1-08-09 b 3, 6-00 JOB NAME : 5019-B POLYGON - C GIRD A ,�o PRpFe6s Scale: 0.5126 444 /7 f�j� WARNINGS: GENERAL NOTES,unless otherwise noted: CI tl 7 c.- .' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ' . $P E r Truss: C GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper ' 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. /' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the fop and bottom chords to be laterally braced at ��p DES. BY• MJ is the responsibilityof the erector stability permanent of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �S r,p. 450p " bracing continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). q. DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2o Impact bddging or lateral bracing required where shown u* OREGON f`,'� 4.No load should be appged to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 A 4.✓ SEQ. : 6125965 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, L, "17,q N�``�A TRANS ID: 413 213 design loads be applied to any component and are for"dry condition"of use. PP wedge0 1 4 1y� • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearingat all supports shown.Shim or If ' �y, fabrication,handling,shipment and Installation of components. necessary. iii. . R F tS y VV P P 7.Designlaesassumes adequate both drainage is truss,a. C Lt+' 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 III III II III I I III II II VIII I II IIII III) TPINYFCA In BCSI,copies of which will be furnished upon request. git coincide with joint te In lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Jr c./COfnpuTfuS Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1088(MITek) EXPI RES:12/31/2015 11 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-08-00 GIRDER SUPPORTING 42-00-00 FROM 0-00-00 TO 13-08-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-12684) 2888 11-12=( -164) 798 11- 1=(-8862) 2018 7-17=(-1384) 6212 2x6 KDDF #1&BTR Ti, T3 2- 3=(-14720) 3364 12-13=1 -230) 1112 1-13=(-3264) 14454 17- 8=( -510) 2158 BC: 2x8 KDDF #1&BTR LOADING 3- 4=(-12498) 2880 13-14=(-3018) 13626 13- 2=(-6552) 1496 8-18=(-1034) 270 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-15116) 3480 14-15=(-3304) 14900 2-14=(-1132) 272 2x4 KDDF #1&BTR A; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 20'- 8.0"5, 7=(-11482) 2668 15-16=(-3298) 14734 14- 3=(-1570) 6936 2x6 KDDF #2 B BC UNIF LL( 500.0)+DL( 360.0)- 860.0 PLF 0'- 0.0" TO 13'- 8.0"6'd 7=( 0) 0 16-17=(-3298) 14734 14- 4=(-3514) 800 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 13'- 8.0" TO 20'- 8.0"7WF 8=(-13464) 3100 17-18=(-2232) 10140 4-15=( -532) 2422 TC LATERAL SUPPORT <= 12"0C. UON. ADDL: BC UNIF LL+DL= 40.0 PLF 0'- 0.0" TO 4'- 0.0" V 8- 9=(-12318) 2782 18- 9=(-2222) 10102 15- 5=( -404) 558 BC LATERAL SUPPORT <= 12"0C. UON. 9-10=( 0) 60 16- 5=( -620) 2750 ADDL: BC CONC LL+DL= 1067.0 LBS @ 4'- 9.0" 5-17=(-4606) 1074 ADDL: BC CONC LL+DL= 3533.0 LBS @ 14'- 8.0" NOTE: 2x4 BRACING AT 24"OC UON. FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -2373/ 10493V -114/ 70H 5.50" 16.79 KDDF ( 625) 20'- 8.0" -1732/ 7603V 0/ OH 5.50" 12.16 KDDF ( 625) OVERHANGS: 0.0" 12.0" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. Unbalanced live loads have been considered for this design. ( 2 ) complete trusses required. Caution: Note bearing area requirements. Join together 2 ply with 3"x.131 DIA GUN VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 nails staggered at: MAX LL DEFL = 0.133" @ 8'- 10.4" Allowed = 0.987" 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.362" @ 8'- 10.4" Allowed - 1.317" 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = -0.001" @ 21'- 8.0" Allowed = 0.100" @ HANGER BY OTHERS TO APPLY 5" oc in 2 row(s) throughout 2x8 bottom chords, MAX TL CREEP DEFL = -0.001" @ 21'- 8.0" Allowed = 0.133" CONC. LOAD(S) EQUALLY TO ALL MEMBERS. 9" oc in 2 row(s) throughout 2x6 webs, 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. LL DEFL = -0.037" @ 20'- 2.5" 0-09-06 MAX HORIZ. TL DEFL = 0.079" @ 20'- 2.5" 5-11-11 12-08-12 6-09-01 1 ' 7-11-04 NOTE: Design assumes moisture content does T . f ' not to exceed 19% at time of manufacture. 3-05 2-02-09 2-11-04 3-04-08 2-03-10 2-04 3-03-10 Design conforms to main windforce-resisting T '' system and components and cladding criteria. 6-00 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M 3x4+� T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=l.6, 7.50 67.50 Truss designed for wind loads "" in the plane of the truss only. M18HS-7x141 M-3x5 M-3x, 5 M-4x11 M18HS-5x16 " M18HS 7x19 M 10x10 « T3 t M-3x5 s- 1 2 8 - - T1 -� A A `a M-5x16 o g y o I 117 cn12 13 19 15 '' 16 17 18 \ 0 y"o M-8x10 0.25" M-3x10 M-8x10 M-1.5x3 0 M-3x8 MSHS-9x18 M-12x14(S) y y . +1067#@ y y i3y533#@ y y 1-02-081-11 2-04-05 3-04-08 3-01 3-02-12 2-04 3-01-14 * y 20-08 1-00 JOB NAME : 5019-B POLYGON - Dl '(('- w�GIN,. ss Scale: 0.2015 .<° t.VX ,Q ., WARNINGS: GENERAL NOTES,unless otherwise noted: Ct. tt1=i'a t-= "�,..:. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 0'7G.®P IL Truss• D1 and Warnings before construction commences. building component.Applicability of design parameters and proper. ff/' • 2.2x4 compression web bradng must be installed where shown+, incorporation of component Is the responsibility of the building desgner. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r , +� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal�C). s/ (�• DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON /�� 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. 7 W SEQ. : 6125966 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, /+- '*?.4 QNB` TRANS I D• 413 213 design loads be applied to any component. and are for"dry condition"of use. FP wedgeQ '7 14 0,4r • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or if necessary. �I' 'R R�y S fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. C rl 1.1+' 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 1111101 VIII I III VIII II I I III IIII III TPI WTCA in BCSI,copies of which will be furnished upon request. git coincide with joint centerinches.8.Digits o ncide size of platein Inness. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 EMI'III) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 35-09-00 MONO HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 60 2-10=(-1395) 3725 3-10=( -199) 491 8-14=(-5112) 2146 2x4 KDDF #1&BTR Ti 2- 3=(-4654) 1667 10-11=(-2808) 6926 10- 4=( -466) 1604 14- 9=( -346) 253 BC: 2x6 KDDF SS LOADING 3- 4=(-4727) 1739 11-12=(-3219) 7831 10- 5=(-3316) 1508 WEBS: 2x4 KDDF STAND; LL = 25 PSP Ground Snow (Pg) 4- 5=(-4016) 1515 12-13=(-2895) 6988 5-11=( -104) 797 2x6 KDDF #2 A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=(-7252) 2881 13-14=(-1852) 4414 11- 6=( -725) 484 TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 35'- 9.0" V 6- 7=(-7539) 3023 6-12=) -436) 358 TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 35'- 9.0" V 7- 8=(-5167) 2081 12- 7=( -126) 824 BC LATERAL SUPPORT <= 12"0C. UON. 8- 9=( -54) 55 7-13=(-2265) 1066 TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 13- 8=( -473) 1834 NOTE: 2x4 BRACING AT 24"0C UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -1020/ 3034V -69/ 135H 5.50" 4.85 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 35'- 9.0" -1239/ 3025V 0/ OH 5.50" 4.84 KDDF ( 625) OVERHANGS: 12.0" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. JT 2: Heel to plate corner = 1.50" [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. cC For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.401" @ 17'- 6.8" Allowed = 1.742" MAX TL CREEP DEFL = -0.796" @ 17'- 6.8" Allowed = 2.322" MAX HORIZ. LL DEFL = -0.106" @ 35'- 3.5" MAX HORIZ. TL DEFL = 0.164" @ 35'- 3.5" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 5-11-11 29-09-05 T 3-00-04 2-11-07 5-07-08 5-11-09 5-11-09 5-11-09 6-03-01 T T 4320# T T f 1' T 12 7.50 F7 M-4x10 M-7x8(S) 4 M-4x8 0.25" M-3x8 M-5x10 M-3x6 5 6 y 7 8 9 -, M 1.5x3 PR ,\ , ./ /,. 0- 3•! + } -I- o 4444 A rn A o as o rOA o M-3x10 M-4x12 110.25" 0.25"12 M-5x6 M-4x1214' M18HS-7x14(5) M18HS-7x14(S) 1 1. 1, ), l ), 5-05-14 7-07-04 7-05-08 7-05-08 7-09 1 3. ), 1-00 35-09 JOB NAME •. 5 019-B POLYGON - El e to pR0/ s Scale: 0.1780 NGiN �/0 WARNINGS: GENERAL NOTES,unless otherwise noted: CCti 11/25/ "}7�„ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 1'92/.Fpp E Truss: E 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4� is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood@@ !,!!" cured where s and/or drywali(BC). DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ fa J�" SEQ. : 6125967 4.No Toad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '7 Q{ C�.tON fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, j.. design loads be applied to any component. and are for"dry condition'of use. 'IS' 7}� TRANS I D: 413 213 6.Design assumes full beating at ail supports shown.Shim or wedge if Q 7 5.CompuTms has no control over and assumes no responsibility for the necessary. 4`` `t h (6'fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. "R R 4 b 6,This design is furnished subject to the Imitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center VIII III VIII IIII I II I IIII IIII IIII TPIANiCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits Indicate size of plate in Inches. MITek USA,Ino/COmpuTfu3 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:.) 31/201 11111 IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-11=(-657) 1836 3-11=( -116) 139 9-15=( -21) 141 BC: 2x4 KDDF 416BTR SPACED 24.0" O.C. 2- 3=(-2319) 568 11-12=(-716) 2555 11- 4=( -137) 819 15-10=( -384) 1313 WEBS: 2x4 KDDF STAND 3- 4=(-2185) 535 12-13=(-755) 2758 11- 5=(-1003) 269 10-16=(-1508) 450 LOADING 4- 5=(-1B02) 496 13-14=(-6B1) 2481 5-12=( 0) 313 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6=(-2633) 670 14-15=(-513) 1721 12- 6=( -199) 78 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2656) 659 15-16=( -52) 67 6-13=( -208) 121 TOTAL LOAD = 42.0 PSF 7- 8=(-1940) 509 13- 7=( -29) 359 8- 9=( -382) 175 7-14=( -840) 223 NOTE: 2x4 BRACING AT 24"00 BON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -445) 179 14- 8=( -93) 813 ALL FLAT TOP CHORD AREAS NOT SHEATHED 8-15=(-1773) 473 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -226/ 1632V -100/ 181H 5.50" 2.61 KDDF ( 625) ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 9.0" -179/ 1488V 0/ OH 5.50" 2.38 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.159" @ 18'- 4.2" Allowed = 1.742" MAX TL CREEP DEFL = -0.321" @ 18'- 4.2" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.059" @ 35'- 7.3" MAX HORIZ. TL DEFL = 0.097" @ 35'- 7.3" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting 7-11-11 26-00-10 1-08-11 system and components and cladding criteria. 3-11-07 4-00-04 5-01-01 5-03-08 5-03-08 5-03-08 5-01-01 1 08-11 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T T T T T 1' T T T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), durationload f 12 12 Truss designedfor o 6 wind loads 7.50 Q 7.50 in the plane of the truss only. M-4x6 M-5x6(S) M-4x6 9 M-5cx4 0.25" M-3x4 M-8 3x5 8 M-4x4 \//ev\s 1\/IN M-1.5x3 3 o r-i 0 i so d, 0 .a, mew L-+ 1°1 MM XO o 1 Ll 12 13 194 15 16** -/ o M-3x5 M-3x8 M-3x4 M-3x4 M-3x4 M-4x8 M18HS-3x18(S) M-1.5x3 ,1 )' / 1' / / / 7-07-07 6-09-02 6-07-06 6-07-06 6-09-02 1-04-07 / / / 20-00 15-09 .1 / 3, 1-00 35-09 �� pPR1te JOB NAME : 5019-B POLYGON - E2 sale: 0.17464 . Z5/17f�� i� sib WARNINGS: GENERAL NOTES,unless otherwise noted: /// -s� I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual ' ' OP E Truss• E2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web braang must be Installed where shown+. Incorporation of component is the responsibility of the building designee 3.Additional temporary bracing to insure Stability during construction 2.Design assumes the top end bottom asschoto be laterally braced at DES. BY• MJ s the res onsibili of the erector.Additional ermenent brsci of 2'c.c.and at 10'o.c.respectively unless braced throughout their length by .,,or,�m . p ty P ng continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). • 44..- DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2o Impact bridging or lateral bracing required where shown++ OREGON 1.04No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respect.contractor. A_ .SEQ. : 6125968 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, _, "P1,� 20*�t` A, TRANS I D• 413 213 design loads be applied to any component. and are for"dry condition"of use. 6 �` 4 h1y4 5.CompuTrus has no control over and assumes no responsibility for the .Design assumes full bearing u all supports shown.Shim or wedge if I t].` necessary. `I/f�."4 SS•J' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. �'i Rik- 6.This design is furnished subject to the Nmitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII VIII II II VIII VIII IIII IIII TPINJfCA in BCSI,copies of which will be furnished upon request. it cndicat with joint center Niles. 9.DigitssIndicate size of plate in inches. n MiTek USA,InC./COfnpuTrus Software 7,6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) EXPIRES:12/31/2015 111111111 IIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-11=(-657) 1836 3-11=( -116) 139 9-15=( -21) 141 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2319) 568 11-12=(-716) 2555 11- 4=( -137) 819 15-10=( -384) 1313 WEBS: 2x4 KDDF STAND 3- 4=(-2185) 535 12-13=(-755) 2758 11- 5=(-1003) 269 10-16=(-1508) 450 LOADING 4- 5=(-1802) 496 13-14=(-681) 2481 5-12=( 0) 313 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2633) 670 14-15=(-513) 1721 12- 6=( -199) 78 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2656) 659 15-16=( -52) 67 6-13=( -208) 121 TOTAL LOAD = 42.0 PSF 7- 8=(-1940) 509 13- 7=( -29) 359 8- 9=( -382) 175 7-14=( -840) 223 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -445) 179 14- 8=( -93) 813 ALL FLAT TOP CHORD AREAS NOT SHEATHED 8-15=(-1773) 473 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -226/ 1632V -100/ 181H 5.50" 2.61 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 9.0" -179/ 1488V 0/ OH 5.50" 2.38 KDDF ( 625) ** For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.159" @ 18'- 4.2" Allowed = 1.742" MAX TL CREEP DEFL = -0.321" @ 18'- 4.2" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.059" @ 35'- 7.3" MAX HORIZ. TL DEFL = 0.097" @ 35'- 7.3" NOTE: Design assumes moisture content does 9-11-11 22-00-10 3-08-11 not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting 3-11-07 3-09-12 5-03-08 5-03-08 5-03-08 5-03-08 5-03-08 1-06-03 system and components and cladding criteria. T T 4 T T T 4 f T 8-00 1-09 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1' 3' T T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=l.6, 7.50 Q 7.50 Truss inthedesigned for wind loas planeofthetrussonly. M 4x6 M-5x6(5) y M-3x4 0.25" M-3x4 M-3x5 M 4x6 5 6 7 8 9E * NM_4X4 0 M-1,5x3 • /VV\J\ 16 * o M -3x5 M-3x8 M-3x4 M-3x4 M-3x4 M-4x8 * M18HS-3x18(5) M-1.5x3 / 1. ), / ). ,l / 7-07-07 6-09-02 6-07-06 y 6-07-06 6-09-02 1-04-07 y 20-00 15-09 / / / 1-00 35-09 JOB NAME : 5019-B POLYGON - E3 � � � P 619 Scale: 0.1746 e �GIN / WARNINGS: GENERALNGTES,unWssotherwisenoted: /ft- 'fp'r,, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual l'. nL 92.4 t Truss: E3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 2'o.c,and at 10'o.c.respectivey unless braced throughout their length by N�„iinr" Is the responsibility M the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC) ' �" cingre or drywal C). �.. DATE: 11/26/2014 the overall sWcture is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ".c, 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. 7 gyp_OREGON�a A.SEQ. : 6125969 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, G �, TRANS I D: 413 213 rf 4design loads be applied to any component. and are for"dry condition"of use. '�}r Np 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at a8 supports shown.Shim or wedge if 1 4 0Q, necessary. fabrication,handl) �` handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 1w 6.This design is furnished subject to the lnatations set forth by 8.Plates shall be located on both faces of truss,end placed so their center II I II I III I I III VIII VIII VIII III IIII TPINVTCA in BCSI,copies of which will be furnished upon request. git coincidenwith Joint centernche. 9.Digits indicate size of plate in inches. p MITBk USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(Welt) EXPIRES:12/31/2015 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2344) 517 1- 9=(-506) 1918 9- 2=) 0) 226 12- 7=1 -8) 513 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1944) 517 9-10=(-507) 1916 2-10=(-361) 184 7-13=(-1624) 405 WEBS: 2x4 KDDF STAND 3- 4=(-1561) 491 10-11=(-419) 1831 10- 3=(-131) 679 13- 8=( -109) 82 LOADING 4- 5=(-1766) 526 11-12=(-387) 1683 10- 4=(-450) 136 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1169) 406 12-13=(-248) 903 4-11=( -90) 116 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1433) 428 11- 5=) 0) 383 TOTAL LOAD = 42.0 PSF 7- 8=( -83) 93 5-12=(-852) 236 6-12=( -91) 469 NOTE: 2x4 BRACING AT 24"0C HON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -196/ 1508V -159/ 210H 5.50" 2.41 KDDF ( 625) ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 35'- 9.0" -190/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.091" @ 17'- 3.1" Allowed = 1.742" MAX TL CREEP DEFL = -0.183" @ 17'- 3.1" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.044" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.072" @ 35'- 5.5" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 11-11-11 16-00-10 7=08-11 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1 I 1 1 (All Heights), Enclosed, Cat.2, Exp.8, MWFRS(Dir), 6-02-15 5-08-12 5-03-06 5-05-14 5-03-06 3-11-09 3-09-02 load duration factor=l.6, 1' 4 1 1 1 1 1 1 Truss designed for wind loads 12 12 in the plane of the truss only. M-4x6 M-4x6 7.50 Q 7.50 3 M-3x4 M-3x4 6 4 5 '\ s n M-3x5 7 M-3x4 2 +: `+ M-1.5x3 + -/ 11/ 0 I 0 o 0 o- Fant IS mmM of 9 10 11 12 13 ** o M-3x5 M-1.5x3 M-3x8 0.25 M-3x8 M-3x5 M-5x6(S) .1 ). ) ) b b 6-01-03 5-06-04 8-04-09 8-04-09 7-04-07 .1 3, 35-09 -,(<<..\A $0, PR°Fe JOB NAME : 5019-B POLYGON - E4 Scale: 0.1886 �� -.GIN , WARNINGS: GENERAL NOTES,unless otherwise noted: C i(((��/Z5 r- 10* CC 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ' v r E 1' Truss• E4 and Warnings before construction commences. building component.Applicability of design parameters end proper r 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. ,f 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at OAP"' DES. BY• MJ Is the responsibility of the erector.AdditMnalpermanent bracingof T o.c.and at 10'o.c,respectively unless braced throughout their lengpth by �/ fir, po ftY continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). !� rt DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � OREGON �J,. 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. 40 SEQ. : 6125970 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 ID: 413 213 design loads be applied to any component. and gra for"dry condition"g use. r 14" P • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing au all supports shown.Shim or wedge if f1. necessary. 44eRp'I\L„ V'' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. r'i!-t. 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 III VIII I III I III VIII IIII IIII IIIITPI WTCA in BCSI,copies of which w 11 be furnished upon request. git coincide with joint tecenter Ines. 9.DigitssIndicate size of cin inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2344) 625 1-11=(-580) 1930 11- 2=( 0) 226 15-10=(-109) 85 BC: 2x4 WOOF 91&BTR SPACED 24.0" O.C. 2- 3=(-1944) 632 11-12=(-581) 1928 2-12=( -361) 175 WEBS: 2x4 KDDF STAND 3- 4=( 0) 0 12-13=(-524) 1840 12- 3=( -135) 673 LOADING 3- 5=(-1572) 581 13-14=(-484) 1682 12- 5=( -458) 148 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSE 5- 6=(-1770) 626 14-15=(-300) 903 5-13=( -90) 116 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1177) 476 13- 6=( 0) 397 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 6-14=( -860) 269 8- 9=(-1433) 518 8-14=( -83) 478 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -83) 94 14- 9=( -33) 510 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-15=(-1629) 999 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BOG REQUIRED BOG AREA ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -261/ 1508V -160/ 211H 5.50" 2.41 KDDF ( 625) 35'- 9.0" -270/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.091" @ 17'- 3.1" Allowed = 1.742" MAX TL CREEP DEFL = -0.163" @ 17'- 3.1" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.044" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.073" @ 35'- 5.5" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 13-11-11 12-00-10 9-08-11 Tf f Design conforms to main windforce-resisting 6-02-15 5-06-04 2-02-08 3-03-06 5-05-14 3-03-06 2-02-08 3-09-02 3-09-02 system and components and cladding criteria. T T T T T T T T T T Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12-00 7-09 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f f 4 7 ( T load duration factor=1.6, 12 M-4x612 Truss designed for wind loads 7.50 3 M-3x4 M-3x4 M 4x6 Q 7.50 in the plane of the truss only. w w M-3x5 M-3x4 2 r +: ,+ V M-1.5x3 0 0 t o I 4.0 � B ,� 3 rlW **M 1** �m o M-3x5 M-1.5x3 M-3x8 0.25 M-3x8 M-3x5 M-5x6(S) 1' .1 b ), 1' 1 6-01-03 5-06-04 8-04-09 8-04-09 7-04-07 1 1 35-09 JOB NAME : 5019-B POLYGON - E5 '\(c„ckO Pao es Scale: 0.1848 1*�GIryN 5/0 WARNINGS: GENERAL NOTES,unless otherwise noted: 4/ �cI�/ "'}� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4' .OIL,S/tcc--�LC S'~ Truss: E5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+, incorporation of component Is the responsibility of the building designer. 3Additional temporary bracing to Insure stebitity during construction Design assumes the top and bottom chords to be laterally braced at 40,000010, , DES. BY: MJ .is the responsibilityof the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by permanent bracing of continuous bridging sheathingsuch asplywood sheathing(TC) drywall(BC). reshown+drywall(BC). DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ (t SEQ. : 61259714.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON�a TRANS I D: 413 213 �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, 6. 4. design loads be applied to any component. end are for"dry condition"of use. / (a 5.CompuT vs hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if d 7 4 RP'fabrication,handling,shipment and Installation of components. necessary. ^'.}i R't- 7.Design assumes adequate drainage is provided. 4 6.This design is furnished subject to the GMtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII III VIII I III I III IIII VIII IIII IIII TPI/WfCA in SCSI,copies of which will be furnished upon request lines coindde with joint center tines. 9.Digits indicate size of plate In inches. MiTekUSA,Inc,/COmpuTrusSoftware 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 11 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2344) 625 1-11=(-580) 1930 11- 2=( 0) 226 15-10=(-109) 85 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1944) 632 11-12=(-581) 1928 2-12=( -361) 175 WEBS: 2x4 KDDF STAND 3- 4=( 0) 0 12-13=(-524) 1840 12- 3=( -135) 673 LOADING 3- 5=(-1572) 581 13-14=(-484) 1682 12- 5=( -458) 148 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1770) 626 14-15=(-300) 903 5-13=( -90) 116 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1177) 476 13- 6=) 0) 397 TOTAL LOAD = 42,0 PSF 7- 8=( 0) 0 6-14=( -860) 269 8- 9=(-1433) 518 8-14=( -83) 478 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -83) 94 14- 9=( -33) 510 ALL FLAT TOP CHORD AREAS NOT SHEATHED $ 9-15=(-1624) 499 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (non). 0'- 0.0" -261/ 1508V -160/ 211H 5.50" 2.41 KDDF ( 625) 35'- 9.0" -270/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) ** For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.091" @ 17'- 3.1" Allowed = 1.742" MAX TL CREEP DEFL = -0.183" @ 17'- 3.1" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.044" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.073" @ 35'- 5.5" 15-11-11 8-00-10 11-08-11 NOTE: Design assumes moisture content does 1 f f ' not to exceed 19% at time of manufacture. 6-02-15 5-06-04 2-02-08 3-03-06 5-05-14 3-03-06 2-02-08 3-09-02 3-09-02 T T T T fDesign conforms to main windforce-resisting system and components and cladding criteria. 12-00 M-4x6+ M-4x6+ 7-09 T T1' 1' Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 y / $ 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.5012' 4 7 Q 7. load duration factor=l.6, 0 50 Truss designed for wind loads M-4x6 M-3x4 N M-3x4 M-4x6 in the plane of the truss only. 35 / 6 $ h M-3x5 9 M-3x4 2 +: V• + M-1.5x3 0 1 0 o 0 i g t .+a ww, r 1 114 is -/ o M-3x5 M-1.5x3 M-3x8 12 0.253 M-3x8 M-3x5 M-5x6(S) .1 ,1 y y .1 6-01-03 5-06-04 8-04-09 8-04-09 7-04-07 .1 35-09 �4 ,0PR04, JOB NAME : 5019-B POLYGON - E6 't G(N :i Scale: 0,1828 '`,� 0' 0 ZS lr' WARNINGS: GENERAL NOTES,unless otherwise noted: �� /�I.yr Cfc- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual C' .92"r IL Truss: E6 and Warnings before construction commences. building component.Applicability of design parameters and proper ') • 2.2x4 compression web bracing must be installed where shown+• incorporation of component is the responsibility of the building designer. S Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �r DES. BY: MJ s the res nslbility of the erector.Additlonal ermenent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �r po P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). (' DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � OREGON� A., 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. ^t! SEQ. : 6125972 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, �i � TRANS ID: 413 213 design loads be applied to any component. and are for"dry condition"of use. fa n 7 j 4 Q • 5.CompuTrus has no control over and assumes no responsibility for the 6.necessary.andaDesirassumes full bearing u all supports shown.Shim or wedge if ''�y fabrication,handling,shipment and installation of components. "•P R L`- P P 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 IIIIII IIII VIII I III VIII VIII VIII IIIIIII TPI/WfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits ndsize oplate in inches. I . Lp MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPI RES:12/31/2015 • I11III111111i This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2344) 850 1-11=(-742) 1946 11- 2=( 0) 226 15-10-(-109) 88 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1944) 861 11-12=(-743) 1945 2-12-( -361) 158 WEBS: 2x4 KDDF STAND 3- 4=(-1588) 769 12-13=(-802) 1859 12- 3=( -226) 676 LOADING 3- 5=) 0) 0 13-14=(-745) 1676 12- 4=( -457) 287 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 7=(-1776) 898 14-15=(-409) 903 4-13=( -100) 136 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=( 0) 0 13- 7=( -24) 433 TOTAL LOAD = 42.0 PSE 7- 8=(-1188) 620 7-14=( -860) 450 8- 9=(-1433) 692 8-14=( -156) 480 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -83) 95 14- 9=( -119) 508 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-15=(-1624) 692 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0.0" -398/ 1508V -161/ 213H 5.50" 2.41 KDDF ( 625) ** For hanger specs. - See approved plans 35'- 9.0" -438/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing•I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.106" @ 12'- 0.0" Allowed = 1.742" MAX TL CREEP DEFL = -0.185" @ 17'- 3.1" Allowed = 2.322" 0-08-10 0-08-10 MAX HORIZ. LL DEFL = -0.048" @ 35'- 5.5" 17-11-11 4-00-10 13-08-11 MAX HORIZ. TL DEFL = 0.073" @ 35'- 5.5" NOTE: Design assumes moisture content does 0 1 6 6-11-09 11-00-02 100 05 7-09 9 not to exceed 19% at time of manufacture. 6-02-15 5-06-09 5-05-14 4-00-10 5-05-14 3-09-02 3-09-02 '/ '1 .1 f / f f . .( f Design conforms to main windforce-resisting 12-00 7-09 system and components and cladding criteria. T T 5 6 T T Wind: 140 mph, h=24.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), 7.50 Q 7.50 load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. M-9x61.,Appli.. ......_\17/x4 . -9x6 M-3x5(5) M-3x5 9 M-3x9 a, 2 +r M-1.5x3 0 o I oo A1 4 !flIIiM-3x5 M-1.5x3 M-3x8 0.25 M-3x8 M-3x5 M-5x6(S) .1 ). l b J. * 6-01-03 5-06-04 8-09-09 8-04-09 7-04-07 ,1 * 35-09 JOB NAME : 5019-B POLYGON - E7 KCS PR�j 0. Scale: 0.1691 w ///Z51/77 /N51 ,�I" WARNINGS: GENERAL NOTES,unless otherwise noted: !f 'G7 pc- I 1,Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual ! SPE E T ru s s: E7 and Warnings before construction commences. building component.Applicability of design parameters and proper, 2.2x4 compression web bradng must be installed where shown*, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ2'o.c.and at 10'c.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*+ SEQ. : 6125973 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. 'yam A�OREGON 4 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, /i "°77 design loads be applied to any component. and are for"dry condition"of use. 1 4 TRANS I]�: 413 213 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. ' b� 6.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111 TPINVFCA 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 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 11 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2278) 499 1- 8=(-447) 2006 2- 8=(-303) 246 6-11=(-1611) 404 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2046) 506 8- 9=(-295) 1618 B- 3=( -65) 577 11- 7=( -54) 55 WEBS: 2x4 KDDF STAND 3- 4=(-1346) 451 9-10=(-238) 1215 3- 9=(-759) 300 LOADING 4- 5=(-1360) 448 10-11=(-215) 762 9- 4=(-284) 1027 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1406) 366 9- 5=(-330) 228 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -59) 75 5-10=(-271) 177 TOTAL LOAD = 42.0 PSF 10- 6=( 0) 628 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -236/ 1508V -286/ 338H 5.50" 2.41 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 9.0" -231/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.088" @ 13'- 3.6" Allowed = 1.742" MAX TL CREEP DEFL = -0.171" @ 10'- 2.6" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.041" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.065" @ 35'- 5.5" 20-00 15-09 NOTE: Design assumes moisture content does .( '( 1' not to exceed 19% at time of manufacture. 6-10-14 6-05-11 6-07-07 6-07-07 6-07-03 2-06-06 ,I' ,' T 1' 1' 1' 1' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 7.50 p M-4x6 'Cl 7.50 4.0" Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 .6-4( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), lito load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-5x6(S) 0.25" M-3x4 3 5 M 1.5x3 :614-4x4 z ' 41111111111i6, ,. M-1.5x3 0 o 0 **`1M 3x5 M 3x9 0.25 M-3x4 M-3x4 J** M-5x8(S) * .1 * b b 10-02-10 9-09-06 9-09-06 5-11-10 b I 35-09 0 PR°P A' JOB NAME : 5019-B POLYGON - E8 scale: 0.1636 �C� SIN /0 WARNINGS: GENERAL NOTES,unless otherwise noted: /20/ -Y 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 4t' .ppf PE P•• Truss: E8 and Warnings before construction commences, building component.Applicability of design parameters and proper r 2.2x4 compression web bracing must be Installed where shown*, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be lateraly braced at OAP"' DES. BY: MJ Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /r�r ^ po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON f,. ir 4.No load should be appled to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. b, W S EQ. : 6125974 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �- 7", N. TRANS ID 413213 and are for"dry full of use. �1 *� 14 design loads be applied to any component. Q • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing aall supports shown.Shim or wedge If necessary. �''L�1-�t fel fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. `PRO, 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII III VIII I III II II VIII VIII IIII IIII TPIM/TCA In BCSI,copies of which will be furnished upon request tines coincide with joins center nche. 9.Digits ndsize of plateIn Inches. p MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-131l,ESR-1888(MiTek) EXPIRES..12/31/2015' IIIIII I IIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 9-00-00 GIRDER SUPPORTING 35-09-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-4068) 888 1-5=1-764) 3262 5-2=( -380) 1796 4-7=1-2324) 532 BC: 2x6 KDDF #16BTR 2-3=(-2506) 578 5-6=(-752) 3200 2-6=(-1330) 334 WEBS: 2x4 KDDF STAND LOADING 3-4=1-2108) 510 6-7=1 -48) 102 6-3=( -234) 1040 LL = 25 PSF Ground Snow (Pg) 6-4=( -668) 2986 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL) 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 9'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 421.9)+DL( 306.9)= 728.8 PLF 0'- 0.0" TO 9'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -815/ 3691V -64/ 128H 5.50" 5.91 KDDF ( 625) NOTE: 2x4 BRACING AT 24"0C UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 0.0" -767/ 3443V 0/ OH 5.50" 5.51 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Join together 2 ply with 3"x.131 DIA GUN MAX LL DEFL = -0.019" @ 3'- 1.0" Allowed = 0.404" nails staggered at: MAX TL CREEP DEFL = -0.038" @ 3'- 1.0" Allowed = 0.539" 9" oc in 1 row(s) throughout 2x4 top chords, 6" oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = 0.004" @ 8'- 10.3" 9" oc in 1 row(s) throughout 2x9 webs. MAX HORIZ. TL DEFL = 0.007" @ 8'- 10.3" 5-11-11 3-00-05 NOTE: Design assumes moisture content does f f not to exceed 19% at time of manufacture. 3-02-13 2-06-06 3-02-13 Design conforms to main windforce-resisting T T f T system and components and cladding criteria. 12 7.50 M-4x6 Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 =1,1-4X4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, ** For hanger specs. - See approved plans 4 Truss designed for wind loads f� in the plane of the truss only. 1111 M-3x5 2 CrCD 111111111116, i010 rn 0 Allhillilliiiillillill 'll 'hh.MMin 111 c 7 f 1%--1----. 5 6 7 o ** M-5x10 M-3x6 M-6x8 M-3x8 3-01-01 2-06-06 3-04-09 ,1 b 9-00 S JOB NAME : 5019-B POLYGON - E GIRD �p PRO Scale: 0.4119 �5� l �� e ,` WARNINGS: GENERAL NOTES,unless otherwise noted: V/8Z5/Prkr 17C 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 4. '1 921'P L {'... Truss: E GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown x. incorporation of component is the responsibility of the building designer. -,. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). - , DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown-v OREGON ),� 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. A_ W S E Q. : 6125975 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, G� "+rd Nt,` A, design loads be applied to any component. and are for"dry condition"of use. a -7�' 1 'Z, �"�^ TRANS I D: 413 213 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 Pi R`0y '9 fabrication,handling,shipment and installation of components. necessary. to 7.Designlaesassumes adequateatedon drainage is provided.a. 6.This design is furnished subject to the limitations set forth by B.Plates shall be located both faces of truss,and placed so their center IIIIII III II I I III II II III I IIII IIII IIII TPIANTCA in BCSI,copies of which will be furnished upon request. git coincidenwith jointcenterche. 9.Digits indicate size of plate in inches. MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015. IIIIII IIIIII) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x4 KDDF j#1&BTR SPACED 24.0" O.C. 2-3=(-166) 151 3-4=( -76) 30 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+IL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -57/ 174H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -166/ 337V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10.9" -18/ 2V 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY4 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.059" @ 2'- 9.3" Allowed = 0.427" 12 ) MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" 7.50 177 MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 3 MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.2" NOTE: Design assumes moisture content does '' not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. ti I Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), i Ln load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. o/- NW i ►� 5�� 0 M-3x4 y b ), J, 1-00 6-00 1-10-15 PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : 5019-B POLYGON - EJ3 �� GP+v QFS�� Scale: 0.5079 w� {� ��zsIT {� WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4t' . P E r Truss:• E J3 end Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bredng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. Y 3.Additional temporary bracing to insure stebdly during construction 2.Design assumes the top and bottom chords to be laterally braced at ry a 2'o.c.and at 10'o.c.respectively unless braced throughout their length by + ,4*"" DES. BY: MJ is the responsibility of the erector.Additionalpermanent bradn of gt • Po ty 9 continuous sheathing such as plywood sheathing(TC)and/or drywall C). Cc,� DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ ,=, }N I 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. : 6125976 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, �� ti A \ design loads be applied to any component. and are for"dry condition"of use. ' -7 14, F,; �Y" TRANS I D: 413 213 5.CompuTrus has no control over and assumes no responsidlity for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. eRRit..L fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 8.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 11111111111111111111 TPINJfCA in BCSI,copies of which will be furnished upon request. git coincide with jointaIn lines. 9.Digits Indicate size of plate In Inches. MiTek USA,IAC./CofnpuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 61SBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x4 KDDF jj16BTR SPACED 24.0" O.C. 2-3=(-224) 205 3-4=( -89) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 375V -72/ 214H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -191/ 365V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 10.9" -48/ 89V 0/ OH 1.50" 0.14 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 4 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" w MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" loiei3O MAX TC PANEL LL DEFL = 0.039" @ 3'- 4.9" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.641" 1270 2 MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.2" 7.50[7 MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.2" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 3 Design conforms to main windforce-resisting system and components and cladding criteria. 0 - Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, `r, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, `0 Truss designed for wind loads in the plane of the truss only. o,--- V Irii1 M-3x4 b 1, .1 l 1-00 6-00 3-10-15 (PROVIDE FULL BEARING;Jts:2,5,3,41 01) PRopE JOB NAME •. 5 019-B POLYGON - EJ4 scale: 0.4522 ��'cc N s,9 c WARNINGS: GENERAL NOTES,unless otherwise noted: 17i l' Cf t- -11 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4t a 9" pC. 0! r Truss: EJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2.1 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. .jrf 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced atrw DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). !" DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ iz- 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. "} q_OREGON 440 non-corrosiveSEQ. : 6125977fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a environment, L+ 4 4, design loads be applied to any component. and are for"dry condition"of use. ..h Ai}' 14 2. 4 TRANS I D: 413 213 6.Design assumes full bearing at all supports shown.Shim or wedge if V 5.CompuTrus has no control over end assumes no responsibility far the necessary. <di,7`�•. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. -C' R y`,,,,�. 6.This design Is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,end placed so their center 31 I I III I VIII VIII III I(III III(IIITPIANTCA 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 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 11 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3-(-223) 208 3-4=( -90) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 2.8" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 374V -73/ 216H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -193/ 368V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" -60/ 93V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 4 " VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" ) MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.023" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.031" MAX TC PANEL LL DEFL = 0.038" @ 3'- 4.9" Allowed = 0.427" 12 MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.641" 7.50 MAX HORIZ. LL DEFL = -0.003" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 9'- 11.2" NOTE: Design assumes moisture content does 3 not to exceed 19% at time of manufacture. N Design conforms to main windforce-resisting �� CD 1 system and components and cladding criteria. rn I Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, `a (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. k0 o/- C MIN o/- 1 ►. 5�. -,0 M-3x4 ; 1, b .6 1-00 6-00 9-02-12 PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : 5019-B POLYGON - EJ5Sale: 0.4476 ,.5� 0.QI7N /o WARNINGS: GENERALCI � NOTES,unless otherwise noted: /'/G 5i� *"5P 1.Builder and erection contractor should be advised of all General Notes 1,This design is based only upon the parameters shown and is for an individual u` T920 0 P E r Truss• EJ5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsIbibty of the building designer. /' 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at Allow DES. BY: MJ is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their len th by +�rr �""' po ty P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r� DATE• 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bodging or lateral bracing required where shown++ OREGON �7, 4.No load should be appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. .1 b ^c/ SEQ. : 6125978 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, J. ,�, TRANS 1 413 213 design loads be applied to any component. and are for"dry full bearing of use. 14 2. t,. • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing u all supports shown.Shim or wedge If �{' necessary. 4/4 'et t fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. >`'1 R ILA- 6.This design is furnished subject to the Nrdtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII III 11111111111111111111111111111111 TPINYTCA In SCSI,copies of which will be furnished upon request. git coincide with joint ate center lines. 9.Digits Indicate size of plate in inches. c+ MITchUSA,InC./COmpUTrusSOftwaro7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-t988(MiTek) EXPIRES:12/31/2015 • 11110 IIIIII1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 42-00-00 MONO HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x6 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 60 2-12=(-2996) 7974 12- 3=1 -856) 2506 17- B=( -68) 410 284 KDDF #1&BTR Tl 2- 3=( -9520) 3430 12-13=(-2676) 7082 3-13=(-1056) 428 8-18=(-1088) 664 BC: 2x6 KDDF #1&BTR LOADING 3- 4=( -7016) 2662 13-14=(-3808) 9418 13- 4=1 -986) 2792 18- 9=( -608) 1884 WEBS: 2x4 KDDF STAND; LL = 25 POE Ground Snow (Pg) 4- 5=( -5936) 2290 14-16=(-4880) 11904 13- 5=(-4142) 1790 9-19=(-2924) 1364 2x4 KDDF #1&BTR A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0"9,4 6=( -9596) 3840 15-17=( -334) 816 5-14=( -530) 1646 19-10=( -802) 2592 TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 42'- 0.0"BF 7=(-11768) 4796 17-18=(-4378) 10522 14- 6=(-2778) 1236 10-20=(-5980) 2524 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 42'- 0.0"71- 8=(-10878) 4438 18-19=(-3598) 8582 6-16=( -276) 994 20-11=( -332) 238 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=( -9990) 4058 19-20=(-2186) 5128 15-16=1 0) 120 TC CONC LL( 250.0)+DL( 70.0)- 320.0 LBS @ 6'- 0.0" 9-10=( -6398) 2588 16- 7=( -394) 952 10-11=( -50) 54 16-17=(-4166) 10190 NOTE: 2x4 BRACING AT 24"00 UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7-17=(-1198) 726 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -1243/ 3576V -70/ 1358 5.50" 5.72 KDDF ( 625) 42'- 0.0" -1454/ 3533V 0/ OH 5.50" 5.65 KDDF ( 625) ** For hanger specs. - See approved plans ( 2 ) complete trusses required. Join together 2 ply with 3"x.131 DIA GUN 1,,,,,lsocierrrepo,d4r;j : 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.trougt2x4topchs, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 trougt2x6topcs, MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" throughout 2x6 bottom chords, MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" 9" oc in 1 rows) throughout 2x9 webs. MAX LL DEFL = 0.463" @ 19'- 1.3" Allowed = 2.054" MAX TL CREEP DEFL = -0.861" @ 19'- 1.3" Allowed = 2.739" MAX HORIZ. LL DEFL = -0.138" @ 41'- 8.5" MAX HORIZ. TL DEFL = 0.214" @ 41'- 8.5" 5-11-11 36-00-05 '1 T '' NOTE: Design assumes moisture content does 3-02-11 9-03-15 5-10-07 5-06-15 not to exceed 19% at time of manufacture. f f f 1 f f T T Design conforms to main windforce-resisting 2-09 3-08-06 5-01-04 5-06-15 5-10-07 system and components and cladding criteria. T 1' 4,320# '( T 1' 1' i' T 1' 12 Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.50 M-7X8(S) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M 5x64 M- x8 M x5 M x9 0 25" Truss designed for wind loads 8 M-qx5 M-1310 M-]1.15x3 in the plane of the truss only. M-3x6 , ',Al.. .eddldgllIl .. 1 o NN%N%N.: 1 O M-3x8 `IST_ 1 12 13 1 r�16° ee ._. rh �i M-6x8 M-3x� of s 7 1a 19 a ++ CD M 3x10 o M-11.5x3 M-/x18 0.25" M-3x5 M-3x10 WEDGE WITH 2)M-1.5x3 TYP. M-7x10 a 3.75 M-7x8(5) 12 / y .1 y ,1 y .1 y 2-05-08 9-05-11 5-01-09 7-05-09 .1 ), .1 ) .1 1 y y 3-00-06 9-02-03 7-07 7-08-12 y y ) y 2-05-08 11-06-08 28-00 II y 1-00 92-00 JOB NAME : 5019-B POLYGON - F1 <( o p�a,�� ( Scale: 0.1200 ,,5 fGIN �'/ WARNINGS: GENERAL NOTES,unless otherwise noted: q./ V//4/Z5/[77 PE IT71.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .,71`nL Truss: Fl and Warnings before construction commences. building component.Applicability of design parameters and proper 7 t 2.204 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at - DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length;y 1 r i� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywail(BC. / -° DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ SEQ. : 6125980 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. 9/ �OREGON' f fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, L 5 design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 413 213 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If d 14 ,�. fabrication,handling,shipment and installation of components. Design ass R R}S 7.Design assumes adequate drainage Is provided. 1.- 6.This design is furnished subject to the Hmitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II IIII VIII I II IIII IIII III IIII IIII TPI/WTCA In BCSI,copies of which will be furnished upon request, lines coinddeicatwith joint center lines. 9.Digits Indicate size of plate In inches. MITBk USA,Inc./CompuTrus Software 7.6.8 1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11E1 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( -4620) 837 1-12=( -603) 3768 2-12=( -231) 357 8-17=(-1266) 5535 2x6 KDDF #16BTR T3 SPACED 24.0" O.C. 2- 3=( -4407) 843 12-13=( -495) 3543 12- 3=( -177) 435 17- 9=(-6885) 1644 BC: 2x6 KDDF #1613TR; 3- 4=( -3915) 840 13-14=( -528) 3915 3-13=( -534) 423 9-18=(-2034) 8907 2x10 KDDF #l&BTR 63 LOADING 4- 5=( -3252) 753 14-15=( -528) 3915 13- 4=( -312) 1695 WEBS: 2x4 KDDF STAND; LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -4245) 984 15-16=(-1272) 6903 13- 5=(-1308) 342 2x10 KDDF #2 A DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -5109) 1107 16-17=(-1911) 9624 14- 5=( 0) 288 TOTAL LOAD = 42.0 PSF 7- 8=( -8313) 1764 17-1B=(-3174) 14925 5-15=) -318) 879 TC LATERAL SUPPORT <= 12"0C. UON. 8- 9=(-11706) 2505 18-10=(-3420) 16002 6-15=( -441) 2280 BC LATERAL SUPPORT <= 12"0C. UON. LL = 25 PSF Ground Snow (Pg) 9-10=(-19134) 4176 15- 7=(-3786) 939 ADDL: BC CONC LL+DL=10493.0 LBS @ 42'- 1.5" 10-11=( 0) 60 7-16=( -882) 4188 16- 8=(-4674) 1101 NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -481/ 2791V -262/ 2568 5.50" 4.47 KDDF ( 625) OVERHANGS: 0.0" 12.0" ( 3 ) complete trusses required. 46'- 3.0" -2579/ 11703V 0/ OH 5.50" 18.73 KDDF ( 625) Join together 3 ply with 3"x.131 DIA GUN JT 10: Heel to plate corner = 1.50" nails staggered at: (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x4 top chords, III 9" oc in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.101" @ 35'- 10.1" Allowed = 2.267" 9" oc in 3 row(s) throughout 2x10 bottom chords, MAX TL CREEP DEFL = -0.313" @ 35'- 10.1" Allowed = 3.022" ARA 9" oc in 1 row(s) throughout 2x4 webs, MAX LL DEFL = -0.000" @ 47'- 3.0" Allowed = 0.100" 9" oc in 3 row(s) throughout 2x10 webs. MAX TL CREEP DEFL = -0.000" @ 47'- 3.0" Allowed = 0.133" ** HANGER BY OTHERS TO APPLY CONC. LOAD(S) EQUALLY MAX HORIZ. LL DEFL = -0.026" @ 45'- 9.5" TO ALL MEMBERS. PROJECT ENGINEER TO REVIEW AND INSURE MAX HORIZ. TL DEFL = 0.063" @ 45'- 9.5" THAT CONNECTION TRANSFERS LOAD TO PLY OPPOSITE HANGER. NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 17-05-11 11-03-10 17-05-11 Design conforms to main windforce-resisting 6-02-02 5-05-12 5-09-13 5-07-13 5-07-13 6-09-04 3-02-092-11-09 4-06-04 system and components and cladding criteria. 12 12 Wind: 140 mph, h=24.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.50 M-4x6 M-3x8 QM-4x6 Q 7 50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 5 6 load duration factor=l.6, M-5x6(5) Ti_ Truss designed for wind loads in the plane of the truss only. 0.25" + LATERALLY BRACE TO ROOF DIAPHRAGM 3 M-3x6 M-5x8(5) + 2X4 WEB BRACE REQUIRED. � 7 0.25" M-1,5x3 ,8 2 + + M-9x12 v M-4x10 o 1' lz T la Is d6 17 i i9 83 "*Ni o i M-3x4 M-3x4 v.25" M-1.5x3 M-3x8 0.25 M-4x6 M-5x16 I M-7x8(S) M-12x14(S) 110493#** 8-11 8-00-14 6-01-10 6-01-10 6-06-15 3-02-093-00-13 4-01-08 y l .1 46-03 1-00 Scale: 0.1379 ..,0 pRQpss GPlY � JOB NAME : 5019-B POLYGON - F1 GIRD GIN / WARNINGS: GENERAL NOTES,unless otherwise noted: ///25/ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 4 . �Ot .,PE rr T r u s S• Fl GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper • 2.204 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. , �w: 3.Additional temporary bracing to Insure stabilty during construction 2.Design assumes the top and bottom chords to be laterally braced at 04/aa"'" DES. BY• MJ is the responsibility of the erector.Additional permanent brad of 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by v+*.Ar " po P n9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). __ DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON t4 • 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. y `V SEQ. : 6125981 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, l+/ '1"/ I \� "�•. TRANS I D• 413 213 design loads be applied to any component. and are for"dry condition"of use. T i a �'- • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assry.umes full bearing at all supports shown.Shim or wedge If A !1 fabrication,handling,shipment and Installation of components. Design ass `�f�`'h RIf �, V P P 7.Design assumes adequate drainage is provided. f'i L 6.This design is furnished subject to the[irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111111111111111111111 IIIIIII IIVIIIIIIIIIIIVIIIVIIIIIIIIIII TPI/WTCA In BCSI,copies of which will be furnished upon request. Digit coincide with joint center che. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 • 1111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-12=(-1828) 3516 12- 3=( -153) 600 17- 8=( 0) 282 2x6 KDDF #1&BTR T2, T3 SPACED 24.0" O.C. 2- 3=(-4339) 1862 12-13=(-1375) 2769 12- 4=( -505) 772 8-18=(-1340) 416 BC: 2x4 KDDF 41&BTR 3- 4=(-3911) 1774 13-15=(-1565) 3953 4-13=( -264) 326 18- 9=( -143) 889 WEBS: 2x4 KDDF STAND; LOADING 4- 5=(-3016) 1226 14-16=( -64) 165 13- 5=( -409) 1200 9-19=(-2522) 958 2x4 KDDF #1&BTR A; LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2542) 1097 16-17=(-1368) 3664 13- 6=(-1663) 541 10-19=( -83) 283 2x6 KDDF 92 B DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3946) 1524 17-18=(-1368) 3664 6-15=( -52) 499 19-11=( -725) 1602 TOTAL LOAD - 42.0 PSE 7- 8=(-3870) 1424 18-19=(-1023) 2490 14-15=( 0) 72 11-20=(-1802) 843 TC LATERAL SUPPORT <= 12"0C. UON. 8- 9=(-2546) 999 19-20=( -69) 78 15- 7=( -116) 100 BC LATERAL SUPPORT <= 12"00. UON. LL = 25 PSF Ground Snow (Pg) 9-10=( -387) 227 15-16=(-1412) 3747 10-11=( -437) 230 7-16-( -452) 311 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 16- 8=( -105) 245 NOTE: 2x4 BRACING AT 24"0C UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -258/ 1891V -99/ 181H 5.50" 3.03 KDDF ( 625) OVERHANGS: 12.0" 0.0" 42'- 0.0" -211/ 1754V 0/ OH 5.50" 2.81 KDDF ( 625) ** For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL .DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.322" @ 19'- 1.3" Allowed = 2.054" MAX TL CREEP DEFL = -0.612" @ 19'- 1.3" Allowed = 2.739" MAX HORIZ. LL DEFL = -0.148" @ 41'- 9.2" MAX HORIZ. TL DEFL = 0.224" @ 41'- 9.2" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting 7-11-11 32-03-10 1-08-11 system and components and cladding criteria. 7-11-11 12-07-11 19-07-10 �1-09 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, -07-0 11-02( 6-00-05 5-01-04 T 7-03-13 7-03-136=06-07 1108_ 1 (All Heights), Enclosed, Cat.2, Exp.B, MW FRS(Dir), TT f f f f f f load duration factor=1.6, 05-0 12 Truss designed for wind loads in the plane of the truss only. M-5x6(S) ' 7.50 M-4x6 M-4x6 125 [,4-4x4 M-3x4 M-3 6 78x8 M-3x8 0 7.50 ;7' M-7x8 M-3x4 " a EU `� 1 4 die M-1.5x3 + +. + + o i M-3x8 -T ��ai.0ii B �o rnI �o A m .... 2 13 , 15 ��- fP ' of M-5x10 M-3x10 14 1s 4 7 M-3x5 �M-81x820 ** 0 OM-1.5x3 M18H5 3x18 0.25' ..3.75 M-5x10 M-5x6(S) M-1.5x3 12 WEDGE WITH 2)M-1.5x3 TYP. b ,. i, b ). ). J' .1 J' 2-05-08 5-00-06 6-07-14 b 5-01-04 7-02-01 7-00-05 7-03-13 1-024 4 y 2-05-08 11-06-08 28-00 1-00 42-00 b JOB NAME : 5019-B POLYGON - F2 ��c) PROpe,s, Scale: 0.1402 ••J ,Ni` 1N !►¢�7yj�' c$'f�. WARNINGS: GENERAL NOTES,unless otherwise noted: �✓ R!//��/m�ffr"` ['�It- . 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4t' F . .I-L Truss: F2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2.4 compression web bracing must be installed where shown+. Incorporation of component is the responslbibty of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be I teraty braced at DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by O, Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �•' 4'- DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown** 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. 'y ,y OR GO \l'''' ((/ SEQ. : 6125982 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, £ 1, TRANS I D: 413 213 design loads be applied to any component. and are for"dry condition"of use. / •7. 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 Q 1 � fabrication,handling,shipment and installation of components. DesignDesassumes fiR� y 7. laesassumes ca ed ne drainage a is provis,a r'1 L 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 I IIIIII I III IIII I III VIII IIII VIII III IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincidewith joint center lines. 9.Digits indicate size of plate in inches. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E1 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-12=(-1828) 3516 12- 3=( -153) 600 17- 8=( 0) 282 2x6 KDDF #1&BTR T2, T3 SPACED 24.0" O.C. 2- 3=(-4339) 1862 12-13=(-1375) 2769 12- 4=) -505) 772 8-18=(-1340) 416 BC: 2x4 KDDF #1&BTR 3- 4=)-3911) 1774 13-15=(-1565) 3953 4-13=( -264) 326 18- 9=1 -143) 889 WEBS: 2x4 KDDF STAND; LOADING 4- 5=(-3016) 1226 14-16=) -64) 165 13- 5=( -409) 1200 9-19=(-2522) 958 2x4 KDDF #1&BTR A; LL( 25.0)+DL) 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2542) 1097 16-17=(-1368) 3664 13- 6=(-1663) 541 10-19=( -83) 283 2x6 KDDF #2 B DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3946) 1524 17-18=(-1368) 3664 6-15=( -52) 499 19-11=( -725) 1602 TOTAL LOAD = 42.0 PSF 7- 8=(-3870) 1424 18-19=(-1023) 2490 14-15=( 0) 72 11-20=(-1802) 843 TC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-2546) 999 19-20=( -69) 78 15- 7=( -116) 100 BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 9-10=( -387) 227 15-16=(-1412) 3747 10-11=( -437) 230 7-16=( -452) 311 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 16- 8=( -105) 245 NOTE: 2x4 BRACING AT 24"OC UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -258/ 1891V -99/ 181H 5.50" 3.03 KDDF ( 625) OVERHANGS: 12.0" 0.0" 42'- 0.0" -211/ 1754V 0/ OH 5.50" 2.81 KDDF ( 625) ** For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.322" @ 19'- 1.3" Allowed = 2.054" MAX TL CREEP DEFL = -0.612" @ 19'- 1.3" Allowed = 2.739" MAX HORIZ. LL DEFL = -0.148" @ 41'- 9.2" MAX HORIZ. TL DEFL = 0.224" @ 41'- 9.2" 9-11-11 28-03-10 3-08-11 NOTE: Design assumes moisture content does ( f not to exceed 19% at time of manufacture. 9-11-11 10-07-11 19-07-10 1-09 ' -07-04i, -07-01 6-04-06 5-01-04 T 7-03-13 7-03-13 6-10-09 1f 09- 0 Design conforms to main windforce resisting ksystem and components and cladding criteria. /-05-0g 1-09 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1' T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8-00 1-11-11 1-11-11 12 load duration factor=l.6, T T f f T Q 7.50 Truss designed for wind loads M-5x6(5) in the plane of the truss only. M-9x6 12 M-4x6 -M-6x4 M-3x4 M-33x8 M-9x8 o M 7x8 7.50 p ,r >M Cq mm 1� 1 ,� M-3x9 M-1.5x3 + +. + + a 3 B o A51OM3Xb0 13 `=', 19 16 8-1.5x3 M18HS-3x18 0.257 M-3x5 _M-8x8 o a 3.75 WEDGE WITH 2)M-1.5x3 TYP. M-5x10 M-5x6(S) M-1.5x3 12 2-05-08 5-00-06 6-07-14 b 5-01-04 7-02-01 7-00-05 7-03-13 1-02-14 2-05-08 11-06-08 28-00 /' > l 1-00 42-00 Opp JOB NAME : 5019-B POLYGON - F3 Ce p, G?N L**_ ,i Scale: 0.1527 \ { QA- WARNINGS: GENERAL NOTES,unless otherwise noted: � I�/,. 'vim 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual CC' :921110 9 I PE r Truss: F 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4 DES. BY MJ s the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by rr po H Pe continuous sheathing such as plywood sheathing(TC)end/or drywaiC). It DATE: 11/26/2014 the overall stmcture Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q�E Ci(7N� �f,. 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. b W SEQ. : 6125983 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, e1 �A TRANS ID: 413 213 design loads be applied to any component. and are for"dry condition"of use. �Q -7 ' 14� • 5.CompuTrus has no control over and assumes no responsibility for the 8.�ecesse assumes full bearing at all supports shown.Shim or wedge if {�-� t (� fabrication,handling,shipment and installation of components. ry. - R1:11.0.- 6. P P 7.Design assumes b el adequate drainage is provided. 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 IIIIII VIII VIII I III IIID VIII VIII IIII IIIITPINYFCA in SCSI,copies of which will be furnished upon request. linescoincidenwith joint center Ines. 9.Digits indicate dsize ofplate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 • IIIIII II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-13=(-1626) 3680 13- 3=(-460) 1175 8-19=( -432) 234 BC: 2x4 KDDF O16,BTR SPACED 24.0" 0.1. 2- 3=(-4490) 1788 13-14=(-1461) 3282 3-14=(-765) 414 19- 9=( -138) 659 WEBS: 2x4 KDDF STAND; 3- 4=(-3059) 1206 14-15=(-1063) 2532 14- 4=( -34) 313 9-20=(-1130) 427 2x4 KDDF STUD A LOADING 4- 5=(-2602) 1106 15-17=( -845) 2395 4-15=(-498) 375 10-20=( -247) 612 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2140) 1019 16-18=( -32) 92 15- 5=(-408) 1120 20-11=( -30) 632 TC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2397) 1090 18-19=( -798) 2417 15- 6=(-755) 272 11-21=(-1938) 743 BC LATERAL SUPPORT 0= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2478) 1072 19-20=( -676) 2080 6-17=(-102) 504 21-12=( -110) 126 8- 9=(-2275) 968 20-21=( -432) 1080 16-17=( 0) 74 LL = 25 PSF Ground Snow (Pg) 9-10=(-1422) 721 17- 7=(-262) 82 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=(-1732) 764 17-18=(-806) 2412 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( -63) 102 7-18=(-232) 219 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 18- 8=( -46) 112 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -271/ 1888V -165/ 222H 5.50" 3.02 KDDF ( 625) 42'- 0.0" -223/ 1757V 0/ OH 5.50" 2.81 KDDF ( 625) ** For hanger specs. - See approved plans rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX IL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.198" @ 19'- 1.3" Allowed = 2.054" MAX TL CREEP DEFL = -0.374" @ 19'- 1.3" Allowed = 2.739" MAX HORIZ. LL DEFL = -0.109" @ 41'- 8.5" MAX HORIZ. TL DEFL = 0.173" @ 41'- 8.5" NOTE: Design assumes moisture content does 11-11-11 22-03-10 7-08-11 not to exceed 19% at time of manufacture. 2-09 9-06-02 4-08-09 2 00-05 5-01-04 5-03-19 5-00-06 9-09-19 3-11-09 3-09-02 Design conforms to main windforce-resisting T T 1' T f '1 1' 1' 1' T 1' system and components and cladding criteria. 12 12 7,50 M-4x6 M Sx6(S) M-4x6 '7;17.50 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 M-36x9 M-3x4 0 25" M-3x4 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads M-3x4 /rM_3x6 M-1.5x3 M-3x6 + 2 3 0 o M 3x8 o A / o o '3 M 3x4 M 3x8 1716 18 -r".' I M 5x8 o M-1.5x3 M-6x8 0.259 M-3x8 -M-4x421** 12 3.75 WEDGE WITH 2)M-1.5x3 TYP. M 5x8 M Sx6(S) 12 2-05-08 9-06-02 4-07-14 2-06-05 5-01-04 7-08-09 7-08-04 7-04-07 1 y 2-05-08 11-06-08 28-00 1-00 92-00 y JOB NAME : 5019-B POLYGON - F4 •\ t� Pao,r s Scale: 0.1469 f GIN �` WARNINGS: GENERAL NOTES,unless otherwise noted: v'92•0 PE 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 'C ' a JZ•V r-G I-- Truss: F4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ2'c.c.and at 10'o.c.respectively unless braced throughout their length by +/ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown++ nn (Z S E 4. : 6125984 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. A�_`C�RCCivN 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, d.. 'y TRANS I D: 413 213 design loads be applied to any component. and 6.Design assufor mes condition" bearing supportsf 2�� 5.CompuTrus has no control over and assumes no responsibility for the g g shown.Shim or wedge if 7 0" fabrication,handling,shipment and installation of components. necessary. eR R}f S 6.This design is furnished to the imitations set forth 7.Plates assumes adequate one otfaces drainage is of truss,and ern:MA' VIII II VIII II I11111110 I VIII III IIII IIII 9 subjectby 8. coincidenil bwith join both truss, placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. lines with Joint center Anes. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 III (VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 416BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-15=(-1774) 3680 15- 3=(-505) 1175 10-22=(-1131) 476 BC: 2x4 KDDF #10TR SPACED 24.0" O.C. 2- 3=(-4490) 2009 15-16=(-1593) 3282 3-16=(-768) 450 12-22=( -241) 614 WEBS: 2x4 KDDF STAND; 3- 4=(-3059) 1370 16-17=(-1160) 2532 16- 4=( -42) 313 22-13=1 -111) 628 2x4 KDDF STUD A LOADING 4- 5=(-2602) 1282 17-19=(-1016) 2395 4-17=(-499) 314 13-23=(-1938) 874 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 18-20=( -38) 92 17- 5=(-459) 1120 23-14=( -110) 126 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2140) 1162 20-21=( -937) 2417 17- 7=(-755) 324 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- B=(-2397) 1260 21-22=( -812) 2080 7-19=( -94) 513 8- 9=(-2478) 1218 22-23=( -506) 1080 18-19=( 0) 74 LL = 25 PSF Ground Snow (Pg) 9-10=(-2275) 1106 19- 8=(-275) 78 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-12=(-1422) 828 19-20=(-949) 2412 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( 0) 0 8-20=(-232) 248 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=(-1732) 894 20- 9=( -60) 126 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14=) -83) 103 9-21=(-432) 237 OVERHANGS: 12.0" 0.0" 21-10=(-141) 671 ** For hanger specs. - See approved plans BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -339/ 1888V -166/ 223H 5.50" 3.02 KDDF ( 625) 42'- 0.0" -303/ 1757V 0/ OH 5.50" 2.81 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 13-11-11 18-03-10 9-08-11 MAX LL DEFL = 0.215" @ 19'- 1.3" Allowed = 2.054" MAX TL CREEP DEFL = -0.374" @ 19'- 1.3" Allowed = 2.739" 4-06-02 2-02-08 5-01-04 5-00-06 2-02 -08 3-09-021' 2-091' 4 4-06-02 1' 4 1' 5-03-14 4 f-09-11---f3=09-021' f MAX HORIZ. LL DEFL = -0.118" @ 41'- 8.5" MAX HORIZ. TL DEFL = 0.173" @ 41'- 8.5" .' f 1' f 0-00-05 1' f 1' 1' f 1' 12-00 1 7-09 NOTE: Design assumes moisture content does 1' 1' ' . not to exceed 19% at time of manufacture. 12 M-5x6(5) 12 Design conforms to main windforce-resisting 7.50 17. 6 M-3x4 11 ' 7.50 system and components and cladding criteria. M-4x6M x4 0.25" M-3x9 M-9x6 2 Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.i 10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x6 load duration factor=1.6, M-3x4 3 Truss designed for wind loads in the plane of the truss only. + + M-1.5x3 M-3x6 + �o3 i o M-3x8 =�__ _" aor A oc 15 6 3- 19 �, .ilk,- ** ri 1 M-5x8 M- x4 M-3x81?M-185x3 M-2&x8 0.25��' M-2ix8 -M-4x423 0 WEDGE WITH 2)M-1.5x3 TYP. M-5x8 a 3.75 M-5x6(5) 12 y 05-08 9-06-02 4-07-14 2-06-05 5-01-09 7-08-04 7-08-09 7-09-07 y 2-05-08 11-06-08 28-00 1 b .6 1-00 42-00 X04 PROi JOB NAME : 5019-B POLYGON - F5 '','''' GIN, 6's Scale: 0.1264 0 ©Ag�. WARNINGS: GENERAL NOTES,unless otherwise noted: /!9 25 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 1C' T920 SPE "tG Truss: F5 and Warnings before construction commences. building component.Applicability of design parameters and proper /'l • 2.2x4 compression web bredng must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at I'iit� DES. BY: MJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by rrr A� po ty continuous sheathing such as plywood sheathing(TC)and/or drywalllC). DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �}N f,4 • 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. q b, W SEQ. : 6125985 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, L� Qt\ �'� TRANS ID: 413 213 design loads be applied to any component. and are for"dry condition"of use. 1 4 h, • 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 �1.y�'' T'. necessary. '1// 'h Flit- 6. yi �, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. +l t-t Y 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center IIIIII III VIII I III VIII VIII VIII IIII IIII TPIMlTCA In BCSI,copies of which will be furnished upon request. git coincide with joint In che. 9.Digitssoincide size of tplate eto Inches. MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) EXPIRES:12/31/201'5 • 111111 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 8119TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-15=(-1929) 3685 15- 3=( -552) 1176 10-22=(-1130) 582 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2- 3=(-4490) 2234 15-16=(-1732) 3286 3-16=( -771) 487 12-22=( -280) 616 WEBS: 2x4 KDDF STAND; 3- 4=(-3059) 1543 16-17=(-1272) 2532 16- 4=) -50) 313 22-13=( -190) 625 2x4 KDDF STUD A LOADING 4- 5=(-2602) 1457 17-19=(-1203) 2395 4-17=) -499) 301 13-23=(-1938) 1007 LL( 25.0)+DL) 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2140) 1288 18-20=) -45) 92 17- 5=( -599) 1120 23-14=) -110) 126 TC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( 0) 0 20-21=(-1103) 2417 17- 6=( -755) 478 BC LATERAL SUPPORT 0= 12"0C. UON. TOTAL LOAD = 42.0 PSF 6- 8=(-2397) 1447 21-22=( -982) 2080 6-19=( -99) 522 8- 9=(-2478) 1398 22-23=( -580) 1080 18-19=( 0) 74 LL = 25 PSF Ground Snow (Pg) 9-10=(-2275) 1274 19- 8=( -287) 79 NOTE: 2x4 BRACING AT 24"0C UON. FOR10-12=(-1422) 912 19-20=(-1125) 2412 ALL FLAT TOP CHORD AREAS NOT SHEATHED $ BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( 0) 0 8-20=( -232) 288 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=(-1732) 1015 20- 9=( -84) 145 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14=( -83) 106 9-21=( -432) 232 OVERHANGS: 12.0" 0.0" 21-10=( -135) 684 M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" 412/ 1888V -166/ 224W 5.50" 3.02 KDDF ( 625) 42'- 0.0" -387/ 1757V 0/ OH 5.50" 2.81 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 15-11-11 14-03-10 11-08-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 7-09-13 8-01-14 8-05-07 9-09-14 7-09 MAX LL DEFL = 0.236" @ 19'- 1.3" Allowed = 2.054" 1f1 MAX TL CREEP DEFL = -0.374" @ 19'- 1.3" Allowed = 2.739" 4-06-02 2-02-13 -04-013 5-00-06 4-00 1 3-09-021 2-09f 1 4-06-02 1 1109-63 1 5-03-14 1 1-60106 13-09-021 1 MAX HORIZ. LL DEFL = -0.128" @ 41'- 8.5" MAX HORIZ. TL DEFL = 0.173" @ 41'- 8.5" 1 1 1 1 1 1 1 1 ,f-_,' 1 1 12-00 7-09 NOTE: Design assumes moisture content does 1 1 M-4x6+ M-4x6+ 1 1 not to exceed 19% at time of manufacture. 12 7 $ M-5x6(5) 11 12 7.50 Design conforms to main windforce-resisting M-3x4 ' 7.50 system and components and cladding criteria. M-4x6 M-3x40 25" M-3x4 M-4x6 5 6 8 $ 9 10 2 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, AYrAll/A4-1.5X3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x5(5) load duration factor=l.6, M-3X4 M-3x6 Truss designed for wind loads - / + in the plane of the truss only. M-3x63 �o`� M-3x8 of_� �-_ lar A 1o1 ' 15 16 r 17 19. gp. _ i 1 M-5x8 M 3x9 o bi-3x8 M-185x3 M-6x8 0.2 M-3x8 -M-4x423** �� WEDGE WITH 2)M-1.5x3 TYP. M-5x8 .a 3.75 M-5x6(5) 12 .1 b .1 b ,l b b )- l 3, 5-0y84-06-02 4-07-142-06-05 5-01-04 7-08-04 7-08-04 7-04-07 b b 2-05-08 11-06-08 28-00 y 1-00 42-00 JOB NAME : 5019-B POLYGON - F6 � o �Rvfi � Scale: 0.1229 '`,. ',�I/r7� `�/*0 WARNINGS: GENERAL NOTES,unless otherwise noted: k/ l/��/'"' o "jr`,.. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual ' .92 Ij S C-E Truss: F6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web braang must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced atAle + DES. BY: MJ s the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their lengthby tr400000. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC. :� DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ (i SEQ. : 612 5 9 8 6 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. 7 OREGON�a �44 f 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.. 4f TRANS ID: 413 213 design loads be applied to any component, 6.Designand ar assumfor es fulldition"beadn f use. supports ' '1 5.CompuTrus has no control over and assumes no responsibility for the9 shown.Shim or wedge if Q �� fabrication,handling, necessary. ( � t�� shipment and Installation of components. 7.Design assumes adequate drainage is provided. t 6.This design Is furnished subject to the imitations set forth by a.Plates shall be located on both faces of truss,and placed so their center I III II I I VIII I III II II VIII VIII IIII IIII TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTekUSA,Ino./CompuTrus Software7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) EXPIRES:12/31/2015 1111 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 60 2-15=(-2112) 3701 15- 3=( -608) 1181 11-22=(-1130) 759 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4490) 2456 15-16=(-1896) 3300 3-16=( -773) 512 12-22=( -342) 614 WEBS: 2x4 KDDF STAND; 3- 4=(-3059) 1710 16-17=(-1413) 2535 16- 4=( -55) 313 22-13=) -245) 623 2x4 KDDF STUD A LOADING 4- 5=(-2602) 1622 17-19=(-1392) 2395 4-17=( -499) 301 13-23=(-1938) 1144 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2140) 1427 18-20=( -54) 92 17- 5=( -737) 1120 23-14=( -110) 127 TC LATERAL SUPPORT 1= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( 0) 0 20-21=(-1308) 2417 17- 6=( -755) 624 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 6- B=(-2397) 1636 21-22=(-1173) 2080 6-19=( -147) 525 8- 9=(-2478) 1622 22-23=( -657) 1080 18-19=( 0) 74 LL = 25 PSF Ground Snow (Pg) 9-11=(-2275) 1481 19- 8=( -292) 91 NOTE: 2x4 BRACING AT 24"0C UON. FOR 10-12=( 0) 0 19-20=(-1344) 2412 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-1425) 1012 8-20=( -232) 341 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=1-1732) 1133 20- 9=( -117) 169 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14=) -83) 106 9-21=) -432) 253 OVERHANGS: 12.0" 0.0" 21-11=( -156) 697 M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -484/ 1888V -167/ 225H 5.50" 3.02 KDDF ( 625) ** For hanger specs. - See approved plans 42'- 0.0" -472/ 1757V 0/ OH 5.50" 2.81 KDDF ( 625) !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 17-11-11 10-03-10 13-08-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-09 13 10-01-14 T 6 05-07 9�09-19 7-09 T MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 4-06-02 2-02-13 1-61-09 f3-10-03 5-00-06 3-09-02� MAX LL DEFL = 0.261" @ 19'- 1.3" Allowed = 2.054" MAX TL CREEP DEFL = -0.374" @ 19'- 1.3" Allowed = 2.739" 2-09T T 4-06-02 T3-11-11 5-03-14 T 1-202 f3-09-02T T T T T T T T T 1--,)' T '9 MAX HORIZ. LL DEFL = -0.140" @ 41'- 8.5" 12-00 7-09 MAX HORIZ. TL DEFL = 0.173" @ 41'- 8.5" T T 1' '( NOTE: Design assumes moisture content does 12 7 10 12 not to exceed 19% at time of manufacture. 7.50 M-5x6(S) Q 7 50 Design conforms to main windforce-resisting M-3x4 system and components and cladding criteria. M-4x6 M-3x4 M-4x6 5 5 M-38x4 0425" 11 2 Wind: 140 mph, h=24.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x5(5) load duration factor=1.6, M-3x4 M-3x6 Truss designed for wind loads in the plane of the truss only. + + + M-1.5x3 006" M 3x63 �o M 3x8 O. 1 .....,iii .. M-3 x9 17 19 18 20 zz 23** �M 1 o M-3x8 M-1.5x3 M-6x8 0.2� M-3 X8 7_84-4x4 0 WEDGE WITH 2)M-1.5x3 TYP. M-5x8 a 3.75 M-5x6(S) 12 y-05-084-06-02 4-07-142-06-05 5-01-04 7-08-04 7-08-04 7-04-07 l y y 05-08 11-06-08 28-00 L 1-00 42-00 pe JOB NAME : 5019-B POLYGON - F7 �` � �N° s, Scale: 0.1229 \� ,� l�,g- WARNINGS: GENERAL NOTES,unless otherwise noted: Off .r-us m `�7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual /4 0 r c 1-- Truss - Truss• F7 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chs b to be laterally braced at �r DES. BY: MJ is the responsibility of the erector.Additionalpermanent bracingof T o.c.and at 10'o.c.respectively unless braced throughout their length by r�rr„ po continuous sheathing such as plywood sheathing(TC)and/or drywali(BC). DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown a a OREGON f,� 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. 7 ,q- b`+^V SEQ. : 6125987 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4-' `2',t ZC� T, TRANS I D• 413 213 design loads be applied to any component. and are far"dry condition"of as a. Q 1 4 �,. • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing u all supports shown.Shim or wedge if necessary. �` fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ^`R R VL�- 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center 111111 VIII I III II II VIII VIII IIII IIII TPINYfCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of t plateein Inness, MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIA IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF f#1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-11=(-1006) 2437 3-11=(-245) 310 10-15=(-1710) 837 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2- 3=(-2806) 1099 11-12=( -802) 2131 11- 4=(-137) 465 WEBS: 2x4 KDDF STAND 3- 4=(-2617) 1106 12-13=( -547) 1703 4-12=(-609) 444 LOADING 4- 5=(-2026) 1012 13-14=( -599) 1492 12- 5=(-338) 757 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1664) 965 14-15=( -46) 56 12- 6=(-106) 158 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1507) 910 6-13=(-459) 238 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8-13=(-270) 669 8- 9=(-1860) 966 13- 9=(-182) 215 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1841) 800 9-14=(-459) 314 ALL FLAT TOP CHORD AREAS NOT SHEATHED 14-10=(-589) 1548 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -338/ 1894V -264/ 325H 5.50" 3.03 KDDF ( 625) ** For hanger specs. - See approved plans 42'- 0.0" -300/ 1769V 0/ OH 5.50" 2.83 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.126" @ 18'- 0.4" Allowed = 2.054" MAX TL CREEP DEFL = -0.228" @ 18'- 0.4" Allowed = 2.739" MAX HORIZ. LL DEFL = 0.054" @ 41'- 10.3" MAX HORIZ. TL DEFL = 0.086" @ 41'- 10.3" 18-09-11 7-10-05 15-09 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 6-09-03 5-11 5-11 9-11-05 3-01-08f 6-08-08 7-02-12 Design conforms to main windforce-resisting 1-09-13 14-02 system and components and cladding criteria. M-3x9+M-3x4+ T T Wind: 140 mph, h=25.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 M-3x4 M-9x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.50 5 6 8 ' 7.50 load duration factor=l.6, Truss designed for wind loads M Sx6(S) in the plane of the truss only. 0.25" M-3x4 M-1.5x3 3 + + M-3x6 0 0 0 oI 0 1 Y'/ '/ 0 14 .0** f" 1 15'' M-3x6 M-3x9 u.25" 0.251'? M-4x4 M-1.5x3 M-5x8(S) M-5x8(S) b 1 1, b 1, 1, b b 9-03-11 8-08-12 10-02-02 6-10-04 6-11-04 1 1-00 92-00 JOB NAME : 5019-B POLYGON - F8 � ` � �" -- Scale: 0.1399 �`cl il/z5 ,--,9. Scale: WARNINGS: GENERAL NOTES,unless otherwise noted: . • p ` 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 0 9 0 0 0 r Truss: F8 and Warnings before construction commences. building component.Applicability of design parameters and proper ,0000 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r +.iAr'^"" is the responsibility of the erector.Additional permanent bracing of ( ,,.+� ,- continuous sheathing such as plywood where and/or drywall BC). DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �/�", 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. "'jy p_ ki SEQ. : 6125988 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, 1-. A- design loads be applied to any component. and are for"dry condition"of use, f� �� .)44 �� TRANS I D: 413 213 6.Design assumes full bearing u all supports shown.Shim or wedge if 5.CompuTrus has no control over end assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. :. R R 1 L. 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 III II III III I I III III I VIII VIII III(IIITPINVTCA In BCSI,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./COrfl ulcus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 VIII IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #10BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-13=(-1343) 2636 3-13=( -123) 200 BC: 2x4 KDDF 416BTR SPACED 24.0" O.C. 2- 3=1-3051) 1683 13-14=1-1671) 3469 13- 4=( -509) 1102 WEBS: 2x4 KDDF STAND 3- 4=1-2851) 1634 14-15=(-1054) 2498 13- 5=1-1337) 707 LOADING 4- 5=1-2360) 1441 15-16=1 -852) 2151 14- 5=1-1462) 1192 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( 0) 0 16-11=1-1078) 2439 14- 7=1-1254) 1974 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=1-3945) 2430 7-15=1-1312) 1020 TOTAL LOAD = 42.0 PSF 7- 8=1-2117) 1383 15- 8=1-1162) 1918 8- 9=1-2159) 1310 15- 9=( -741) 505 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=1-2780) 1433 9-16=1 -134) 535 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=1-3041) 1441 16-10=1 -278) 337 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=1 0) 60 LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0.0" -487/ 2057V -319/ 318H 5.50" 3.29 KDDF ( 625) 46'- 3.0" -402/ 2056V 0/ OH 5.50" 3.29 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/24D, TL-L/180 0-06-13 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" ff MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" 26-03 20-00 MAX LL DEFL = 0.368" @ 15'- 8.4" Allowed = 2.267" MAX TL CREEP DEFL = -0.544" @ 15'- 8.4" Allowed = 3.022" 6-04-13 9-06-14 10-03-05 6-08-02 13-03-14 MAX LL DEFL = -0.002" @ 47'- 3.0" Allowed = 0.100" 5-01-03 �4-08 5-07-11 5-00 5-03-05 T 6-06-04 9' 6-06-04 6-11-07 MAX TL CREEP DEFL = -0.003" @ 47'- 3.0" Allowed = 0.133" T 'f T i'i' T 1' 1' 1' '1 MAX HORIZ. LL DEFL = -0.100" @ 45'- 9.5" 10-00 MAX HORIZ. TL DEFL = 0.147" @ 45'- 9.5" 12 12 M-4x6 12 NOTE: Design assumes moisture content does 7.50 7.50 ''`.j7.50 not to exceed 19% at time of manufacture. 9.0" Design conforms to main windforce-resisting e 9 g system and components and cladding criteria. M 4x6 �� M-5x6(S) Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 7 0.25" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir), load duration factor=l.6, M18HS-5x1• •\„4,44 .. Truss designed for wind loads M-4x6 in the plane of the truss only. 4 +1 M-3x5(5) ° 'e M-1,5x3 M-1.5x3 3 + O 0 a o .. M3'f 14 �,� 16 % o o M-3x8M f -5x6 0.25" .25' M-3x4 M-3x8 0 M-5x8(5) M-5x8(S) / ). ), / / / 9-07-07 6-00-15 10-06-10 9-06-05 10-05-11 1-00 46-03 1-00 JOB NAME : 5019-B POLYGON - F9 ,gt� PNQFss Scale: 0.1211 \� W 0 WARNINGS: GENERAL NOTES,unless otherwisenoted: ,Cr' •!02517 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 4t' 92 11 r Cf E 1-- TrussTruss: • F 9 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the fop and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: MJ is the responsibilityof the erector.Additional permanent bracing of (B ) J ' P 9 continuous sheathing such as plywood sheathing(TC)end/or drywall C. DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ OREGON /,� 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. >M W SEQ. : 6125989 fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used In a noncorrosive environment, L/ '7a'` c\ A. TRANS I D 413 213 design loads be applied to any component. and ra for"dry condition"of use. PP wedgeA"7 f 14 �•'� • 5.CompuTrus has no control over and assumes no responsibility for the 6.Designr assumes fug bearing of all supports shown.Shim or If _ ,ry, necessary. `V/ 'fy v.1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. C rl 1. 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 I III I III VIII VIII IIII II IIII TPI/WfCA in BCSI,copies of which will be furnished upon request. it coindde with jointacenter Ines. 9.Digits Indicate size of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIII IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3,0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-13=(-1240) 2616 3-13=) -130) 210 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3051) 1568 13-14=(-1506) 3437 13- 9=( -461) 1093 WEBS: 2x9 KDDF STAND 3- 4=(-2851) 1515 14-15=) -964) 2480 13- 6=(-1350) 630 LOADING 4- 5=( 0) 0 15-16=) -802) 2141 14- 6=(-1462) 1058 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2351) 1339 16-11=(-1030) 2439 19- 7=(-1101) 1943 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3907) 2236 7-15=(-1297) 945 TOTAL LOAD = 42.0 PSE 7- 8=(-2117) 1322 15- 8=(-1097) 1905 8- 9=(-2147) 1243 15- 9=( -741) 507 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2780) 1364 9-16=) -136) 535 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3041) 1373 16-10=) -278) 339 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=) 0) 60 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0.0" -442/ 2057V -316/ 316H 5.50" 3.29 KDDF ( 625) 46'- 3.0" -380/ 2056V 0/ OH 5.50" 3.29 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.t VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.347" @ 15'- 8.4" Allowed = 2.267" 13-11-11 1-08-11 10-06-10 20-00 MAX TL CREEP DEFL = -0.540" @ 15'- 8.4" Allowed = 3.022" MAX LL DEFL = -0.002" @ 47'- 3.0" Allowed = 0.100" f- T T T T MAX TL CREEP DEFL = -0.003" @ 47'- 3.0" Allowed = 0.133" 5-01-03 4-08 3-10-04 5-06-13 5-03-05 6-06-09 6-06-04 6-11-07 1-�0937 T T T T T MAX HORIZ. LL DEFL = -0.096" @ 45'- 9.5" 10-00 MAX HORIZ. TL DEFL = 0.146" @ 45'- 9.5" 12 12 M-9x6 12 NOTE: Design assumes moisture content does 7.50 p 7.50 4 ' 7.50 0„ not to exceed 19% at time of manufacture. 8 , ' Design conforms to main windforce-resisting system and components and cladding criteria. \' M-5x6(5) M-9x6 Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0.25" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 B load duration factor=l.6, t. Truss designed for wind loads M-4x6 M-5x10 in the plane of the truss only. 6 /*(0,4-1.5x3+ o M-1.5x3 3 + 0 CD A' 1 .. y ""44,42 �*' o 3 14 15 16 o of M-3x8 O.25" M-5x6 0.251' M-3x4 M-3x8 0l M-5x8(S) M-5x8(S) k- - k k k b 9-07-07 6-00-15 10-06-10 9-06-05 10-05-11 k-k- k1, 1-0046-03- 1-00 �} PRC?FS JOB NAME : 5019-B POLYGON F10 Scale: 0.1211 (N ,0 'C.///25/T WARNINGS: GENERAL NOTES,unless otherwise noted. �pp 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual -t. =72 e.P E i"'' Truss: F10 and Warnings before construction commences. building component.Applicability of design parameters and proper ! 2.204 compression web bracing must be Installed where shown+. Incorporation of component is the responsibilty of the building designer. ,r ;)/r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by / Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). , DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �`�,�� 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. 'V `+J SEQ. : 6125990 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, L� 4.',��, r14` design loads be applied to any component and are for"dry condition"of use. © '7 y 4 , " T RAN S I D: 413 213 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 �"* � necessary. al' ` �y fabrication,handling,shipment and Installation of components. 7.necessary. Design assumes adequate drainage is provided. C 1+ 6.This design is furnished subject to the Nmitations set forth by B.Plates shall be located on both faces of truss,and placed so their center - - IIIIII III IIII I III II II VIII VIII IIII IIII TPI WTCA In BCSI,copies of which will furnished upon request. git coincide with joint ate in Ines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 1111111111 ) IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-12=(-1065) 2574 3-12=( -147) 297 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3051) 1317 12-13=(-1253) 3387 12- 4=( -450) 1093 WEBS: 2x9 KDDF STAND 3- 4=(-2851) 1250 13-14=( -829) 2453 12- 5=(-1355) 596 LOADING 4- 5=(-2351) 1130 14-15=( -725) 2126 13- 5=(-1462) 850 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3887) 1938 15-10=( -956) 2439 13- 6=( -862) 1896 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2119) 1230 6-14=(-1274) 830 TOTAL LOAD = 42.0 PSF 7- 8=(-2138) 1151 14- 7=( -999) 1886 8- 9=(-2780) 1268 14- 8=( -740) 509 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3041) 1278 8-15=( -140) 534 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 60 15- 9=( -277) 343 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -343/ 2057V -316/ 316H 5.50" 3.29 KDDF ( 625) 46'- 3.0" -346/ 2056V 0/ OH 5.50" 3.29 KDDF ( 625) (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.313" @ 15'- 8.4" Allowed = 2.267" MAX TL CREEP DEFL = -0.533" @ 15'- 8.4" Allowed = 3.022" 11-11-11 3-08-11 10-06-10 20-00 MAX LL DEFL = -0.002" @ 47'- 3.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 47'- 3.0" Allowed = 0.133" 5-01-03 4-08 5- 7-11 5-06-13 5-03-05 6-06-04 6-06-04 6-11-07 MAX HORIZ. LL DEFL 0.088" @ 45'- 9.5" MAX HORIZ. TL DEFL = 0.145" @ 45'- 9.5" 10-00 T f NOTE: Design assumes moisture content does 12 12 M-4x6 12 not to exceed 19% at time of manufacture. 7.50 7.50[77. 4 0„ ' 7.50 Design conforms to main windforce-resisting 7 .er system and components and cladding criteria. � M-5x6(S) Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 14_4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 0.25" load duration factor=l.6, e Truss designed for wind loads in the plane of the truss only. M-4x6 M-5x10 � 5 rf M-1.5x3 M-1.5x3 + s 3 + d' 1 - � --% 14''+' o 2'' 13 'f 9 15 !s o o M-3x8 0.25" M-5x6 0.251' M-3x4 M-3x8 01 M-5x8(S) M-5x8(S) J- ) b ,l ,1 „I- 9-07-07 9-07-07 6-00-15 10-06-10 9-06-05 10-05-11 by ly 1-00 46-03 1-00 0 PROFS JOB NAME : 5019-B POLYGON - F11 G)N s, Scale: 0.1218 �/1/Z5 , WARNINGS: GENERAL NOTES,unless otherwise noted: ' .9 n �.. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is far an Individual P E Truss: Fl 1 and Warnings before construction commences, building component.Applicability of design parameters and proper w- 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. ,r 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by / + ' Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywali(BC). "^' r, -" CC, DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON /," 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. w' loadsSEQ. : 6125991fasteners are complete and at no time should any greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ' '74/ ONS 1 " TRANS I D: 413213 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 O '�4 2 �'T- 5.CompuTrus has no control over and assumes no responsibility for the necessary. IC.�n y fabrication,handling,shipment and installation of components. 7. necessary. assumes adequate drainage is provided. r-1 06.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center IIII III VIII I III VIII II I VIII IIII IIIITPINVTCA In BCSI,copies of which will be furnished upon request, lines coincide with joint center fiche. 9.Digits indicate size of plate in Inches, MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1088(MiTek) EXPIRES:y 12/31/2015 IIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1113T0 LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-12=(-1085) 2574 3-12=( -147) 297 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3051) 1317 12-13=(-1253) 3387 12- 4=) -450) 1093 WEBS: 2x4 KDDF STAND 3- 4=(-2851) 1250 13-14=) -829) 2453 12- 5=(-1355) 596 LOADING 4- 5=(-2351) 1130 14-15=( -725) 2126 13- 5=(-1462) 850 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3887) 1938 15-10=( -956) 2439 13- 6=( -862) 1896 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2119) 1230 6-14=(-1274) 830 TOTAL LOAD = 42.0 PSF 7- 8=(-2138) 1151 14- 7=( -999) 1886 8- 9=(-2780) 1268 14- 8=) -740) 509 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3041) 1278 8-15=( -140) 534 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=) 0) 60 15- 9=( -277) 343 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -343/ 2057V -316/ 316H 5.50" 3.29 KDDF ( 625) 46'- 3.0" -346/ 2056V 0/ OH 5.50" 3.29 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.313" @ 15'- 8.4" Allowed = 2.267" MAX TL CREEP DEFL = -0.533" @ 15'- 8.4" Allowed = 3.022" MAX LL DEFL = -0.002" @ 47'- 3.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 47'- 3.0" Allowed - 0.133" 9-11-11 5-08-11 10-06-10 20-00 f T T T 1' MAX HORIZ. LL DEFL = 0.088" @ 45'- 9.5" 5-01-03 9-10-08 5-05-03 5-06-13 5-03-05 6-06-09 6-06-04 6-11-07 MAX HORIZ. TL DEFL = 0.145" @ 45'- 9.5" 12 12 12 NOTE: Design assumes moisture content does 7.50 7.50 F7. M-4x6 Q 7.50 not to exceed 19% at time of manufacture. 4.0" Design conforms to main windforce-resisting 7 '44' system and components and cladding criteria. \� M-5x6(S) Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,47 M-9x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 0,25" load duration factor=l.6, 4.4 8 Truss designed for wind loads /* in the plane of the truss only. M-4x6 M-5x10 4 5 i .d +t 9M-1.5x3 M-1.5x3 + 3 ,43 o o 0 o 1/ b2 13 w 5 _�� l d, M-3x8 �.25" M-5x6 0.29 M-3x4 M-3x8 r, o 00 M-5x8(5) M-5x8(S) .1 .1 l ). 1, 9-07-07 6-00-15 10-06-10 9-06-05 10-05-11 yb J, 1, 1-00 96-03 1-00 JOB NAME : 5019-B POLYGON - F12 Scale: 0.1218 ,4:s. N��N c1 ,s/ ///Z5 WARNINGS: GENERAL NOTES,unless otherwise noted: _92eIPE IP 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual Truss: Fl 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 2'o.c.and at 10'c.c.respectively unless braced throughout their length by if Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d � raring g(r s rywell(BC). DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ 40 SEQ. 6125992 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. 'q' �q�OREGON 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, /.- 'rJ N. k design loads be applied to any component. and are for"dry condition"of use. .� 4}, 2. - . TRANS I D: 413 213 6.Design assumes full bearing at all supports shown.Shim or wedge if 14, 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. ri R10- 6. This design Is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center III I I III I I III VIII VIII VIII III IIIITPINdTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9 Digits indicate size of plate in inches. 10. MITek USA,InC./CO I pUTrU3 Software 7.6.6(1 L)-E For basic connector platetedesign values see ESR-1311,FSR-1388(Wok) EXPIRES.12/31/2015 IIIIII IIIIII) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 46-03-00 GIRDER SUPPORTING 9-00-00 FROM 0-00-00 TO 4-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( -9832) 2006 1-13=(-1574) 7958 2-13=( -78) 554 18- 9=(-4172) 1002 2x6 KDDF #1&BTR T2 2- 3=( -9916) 2028 13-14=(-1554) 8198 13- 3=( -748) 3296 9-19=( -916) 4362 BC: 2x6 KDDF 5S; LOADING 3- 4=( -7946) 1602 14-15=(-1404) 8276 3-14=(-2420) 620 19-10=(-49B2) 1200 2x10 KDDF SS 84 LL = 25 PSF Ground Snow (Pg) 4- 5=( -6814) 1398 15-16=(-1400) 8280 14- 4=( -668) 3594 10-20=(-1438) 6234 WEBS: 2x4 KDDF STAND; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 46'- 3.0" V5- 6=( -6476) 1268 16-17=( -802) 5356 14- 5=(-1908) 622 2x4 KDDF STUD A; BC UNIF LL( 87.5)+DL( 79.5)= 167.0 PLF 0'- 0.0" TO 4'- 0.0" V6- 7=( -4720) 1034 17-1B-) -860) 5456 5-15=( 0) 194 2x6 KDDF #2 B BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 4'- 0.0" TO 46'- 3.0" V7- 8=( -4730) 1024 18-19=(-1694) 8946 5-16=(-3868) 796 8- 9=( -6594) 1318 19-20=(-2612) 12804 16- 6=( -468) 2880 TC LATERAL SUPPORT <= 12"0C. UON. ADDL: BC CONC LL+DL= 3443.0 LBS @ 6'- 0.0" 9-10=(-10800) 2204 20-11=(-2706) 13218 6-17=(-2690) 616 BC LATERAL SUPPORT <= 12"0C. UON. ADDL: BC CONC LL+DL= 7713.0 LBS @ 42'- 3.0" 10-11=(-15822) 3328 17- 7=( -964) 4658 11-12=( 0) 60 17- 8=(-2534) 640 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8-18=) -474) 2638 NOTE: 2x4 BRACING AT 24"0C UON. FOR LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. ALL FLAT TOP CHORD AREAS NOT SHEATHED THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required. 0'- 0.0" -1282/ 6315V -310/ 303H 5.50" 10.10 KDDF ( 625) OVERHANGS: 0.0" 12.0" Join together 2 ply with 3"x.131 DIA GUN 46'- 3.0" -2107/ 9856V 0/ OH 5.50" 15.77 KDDF ( 625) nails staggered at: JT 1: Heel to plate corner = 2.00" 9" oc in 1 row(s) throughout 2x4 top chords, ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. JT 11: Heel to plate corner = 4.50" 9" oc in 2 row(s) throughout 2x6 top chords, 9" oc in 2 row(s) throughout 2x6 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 + LATERALLY BRACE TO ROOF DIAPHRAGM 9" oc in 3 row(s) throughout 2x10 bottom chords, MAX LL DEFL = 0.201" @ 20'- 4.8" Allowed = 2.267" + 2X4 WEB BRACE REQUIRED. 9" oc in 1 row(s) throughout 2x4 webs, MAX TL CREEP DEFL = -0.663" @ 20'- 4.8" Allowed = 3.022" 9" oc in 2 row(s) throughout 2x6 webs. MAX LL DEFL = -0.001" @ 47'- 3.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ 47'- 3.0" Allowed = 0.133" @ HANGER BY OTHERS TO APPLY CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX HORIZ. LL DEFL = -0.052" @ 45'- 9.5" 8-11-11q 5-08-11 11-06-10 20-00 MAX HORIZ. TL DEFL = 0.126" @ 45'- 9.5" -04-05 09-15 6-00-03 5-08-07 5-06-11 6-04-03 6-05-15 k 4-02-12f NOTE: Design assumes moisture content does ff f ' T T 1- 3 T not to exceed 19% at time of manufacture. 2-09- 0 12 11 0 Design conforms to main windforce-resisting 7.50 M-4x6 system and components and cladding criteria. 4.0" 7 AN Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Ns M-5x6(5) 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 3.% load duration factor=l.6, 7.50 M-3x5 Q 7.50 Truss designed for wind loads 0.25" in the plane of the truss only. ‘,B M-6x10 M-4x8 +r A M-3x8 M-3x6 +. M-1.5x3 + \Ns, -4x8 o aM18HS-3x18 0\ 7."4- 1 o 1..% .ny 14 5'� 6 T .�-- 13420 �- 2 o 1 M-6-x8 a.25" M-1x6 0.25. M-1x8 0.25}� to M-3x10 M-3x8 M18HS-3x18 M-7x8(S) M-7x8(S) M-12x14(S) .1 13993# @ / Jr / / , ♦7713# @ y 5-10-04 2-07-1011 6-04-04 5-06-11 5-10-03 6-07-11 6-05-15 2-10-077 4-00 Jr b y 46-03 1-00 c ,0 PROre s JOB NAME : 5019-B POLYGON - F13 GIRD Scale: 0.1116 ,5p ��GIN `�/oq_ WARNINGS: GENERAL NOTES,unless otherwise noted: t/�f� r -vim 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual C' 0 7 i.P c. Truss• F13 GIRD and Warnings before construction commences. building component.Applicabiliip of design parameters and proper / J • 2.2x4 compression web bracing must be installed where shown+• incorporation of component Is the responsibitty of the building designer. ,/' 3.Additional temporary bracing to Insure stabllty during construction 2.Design assumes the top end bottom chords to be laterally braced at „„0„, - DES. BY: MJ Is the responsibility of the erector.Additionalpermanent bracingof T o.c.and at 10'o.c.respectively unless braced throughout their length by r '�' P° ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE• 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �� OREGON� /l„ 4.No load should be applied to any component until after a8 bracing and 4.Installation of truss Is the responsibility of the respective contractor. t% W S E Q. : 6125993 fastenem are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, / ,r� �Q TRANS ID: 413 213 design loads be applied to any component. d gra for"dry condition"of use. O y 14, • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing u all supports shown.Shim or wedge If !a, CSR necessary. C' „ fabrication,handling,shipment and Installation of components. 7•Design assumes adequate drainage Is provided. RPM 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center IIIIII III VIII I III VIII VIII VIII IIII IIIITPI WICA in BCSI,copies of which will be furnished upon request. lines cjoint idicae with center In Ines. 9.DigitsI ndicate size ofplate o Inness, i MITekUSA,InC./C of1pUTrusSoftware7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 11E1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 810TR LOAD DURATION INCREASE = 1.15 1-2=(0) 60 2-4-(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(0) 85 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -73/ 276V -15/ 59H 5.50" 0.44 KDDF ( 625) 1'- 10.9" -159/ 185V 0/ OH 1.50" 0.30 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 0.0" 0/ 71V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL - 0.002" @ 1'- 0.0" Allowed = 0.110" MAX TC PANEL TL DEFL = -0.007" @ 1'- 1.5" Allowed = 0.165" MAX BC PANEL LL DEFL = 0.013" @ 3'- 11.6" Allowed = 0.404" MAX BC PANEL TL DEFL = -0.129" @ 5'- 3.2" Allowed = 0.539" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 1-11-11 NOTE: Design assumes moisture content does f f not to exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 7.50 17. system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 Truss designed for wind loads in the plane of the truss only. rko r- I 7/- - Z� _ 1 x X4 M-3x4 ), b y 1-00 'PROVIDE FULL BEARING;Jts:2,3,4J 9-00 JOB NAME : 5019-B POLYGON - FJ1 k<c. P�o� s',0. Scale: 0.5509 ��J �GIN �� WARNINGS: GENERAL NOTES,unless otherwise noted: A..- ---.--1 7 II 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual -4 a� r 1~ Truss: FJ1 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 2'o.c.and at 10'c.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as ( .,- plywoodsueadhwgre or drywall(BC). DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2o Impact bridging or lateral bracing required where shown++ et tr SEQ. : 6125994 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. 3:, OREGON�Ih A.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: 413 213 design loads be applied to any component. and are for"dry condition"of use. /O S.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If V A- 7 fabrication,handling,shipment and installation of components. necessary. `V! " y S) 7.Plates assumes adequate otfaces drainage is truss, 4 1; 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 II I I I VIII III I III II II IIII IIII IIllTPIM?CA in BCSI,copies of which wilt be furnished upon request, lines coincide with joint center Ines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES: 4'Iryry.I /201 1 11111IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=1-37) 76 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 361V -29/ 978 5.50" 0.58 KDDF ( 625) 3'- 10.9" -104/ 175V 0/ OH 1.50" 0.28 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 0.0" 0/ 77V 0/ OH 5.50" 0.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.228" MAX TC PANEL LL DEFL = -0.013" @ 2'- 3.8" Allowed = 0.268" MAX TC PANEL TL DEFL = -0.035" @ 2'- 0.7" Allowed = 0.402" MAX BC PANEL TL DEFL = -0.179" @ 9'- 11.3" Allowed = 0.539" 3-11-11 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" T 1' MAX HORIZ. TL DEFL = 0.000" @ 3'- 10.9" 12 NOTE: Design assumes moisture content does 17' not to exceed 19% at time of manufacture. 7.50 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. 0 N O"- Ira of ►' 0 1 M-3x4 1, .1 1, 1-00 PROVIDE FULL BEARING;Jts:2,3,41 9-00 PROp JOB NAME : 5019-B POLYGON - FJ2Scale: 0.5379 �Co �yGIN /0 GENERAL NOTES,unless otherwise noted: w 'l l WARNINGS: 7920 i PE r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Truss• FJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper ,,r 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. /' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �r DES. BY• MJ is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by .+re po ty 9 continuous sheathing such as plywood sheathing(TC)and/or drywal�C), ,( DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bddging or lateral bracing required where shown++ Q �N I,, 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. 1)x ^V SEQ. : 6125995 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, �A design loads be applied to any component. and are for"dry conditions g ase, h, TRANS I D: 413 213 5.CompuTrus has no control over and assumes no responsibility for the 6.necessary.andreassumes full bearing u all supports shown.Shim or wedge if 1.- 10. �fry4� -y ( S' fabrication,handling,shipment and installation of components. 7.Design ssumes adequate drainage is provided. R R y M,.- 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 IIIIIII IIII VIII VIII IIII VIII VIII IIII IIIITPINViCA In BCSI,copies of which will be furnished upon request sgit coincide with joint center lines. 9.Digitsin one lit size oft platein Inches. MiTek USA,InC./COmpuTfuS Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-168) 153 3-4=( -75) 30 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -58/ 176H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 RODE ( 625) 5'- 11.2" -166/ 336V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 0.0" -11/ OV 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 -/ MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL = 0.061" @ 2'- 11.8" Allowed = 0.427" 12MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" 7.50 17 MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 7'- 11.2" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. ,v7 � 5�� M-3x4 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,5,3,412-00 P JOB NAME : 5019-B POLYGON - FJ3 scale: 0.5011 5� NAG] t1 ss WARNINGS: GENERAL NOTES,unless otherwise noted: ✓ I��G J I I "!✓ f t 1.Builder and erection contractor should be advised of all General Notes 1.This design Is basad only upon the parameters shown and is for an Individual =�� 1'-1.. Truss: FJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. "„/ DES. BY MJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'a.c.and at 10'o.c.respectively unless braced throughout their length;y r4909.01 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC. CC DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ SEQ. : 6125996 4.No load should be appbed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON�t . 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, ,i design loads be applied to any component. and are for"dry condition"of use. / 7 TRANS I D: 413 213 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if o 1 4 tL fabrication,handling,shipment and Installation of components. necessary. R}t 4 7.Design assumes adequate drainage is provided. L. 6.This design is furnished subject to the Irritations set forth by 8,plates shall be located on both faces of truss,and placed so their center IIIIII II I 1111111111111111111111111111 TPINYTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits Indicate size of plate in inches. MiTek USA,InC./CompUTfu3 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIII IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-226) 208 3-4=( -90) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 374V -73/ 216H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -193/ 36BV 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" -50/ 92V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 4 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 0 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" �) MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.038" @ 3'- 4.9" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.641" 12 MAX HORIZ. LL DEFL = -0.003" @ 9'- 11.2" 7.50 MAX HORIZ. TL DEFL = -0.003" @ 9'- 11.2" NOTE: Design assumes moisture content does not to exceed 191 at time of manufacture. 3 Design conforms to main windforce-resisting system and components and cladding criteria. Io �' i Wind: 140 mph, h=22.3ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 'o load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. o� m, El c. M-3x4 .1 )' b b 1-00 6-00 4-00 PROVIDE FULL BEARING;Jts:2,5,3,41 PR°Fen JOB NAME : 5019-B POLYGON - FJ4 5� � ( f Scale: 0.9599 <tr' 1y /�/ WARNINGS: GENERAL NOTES,unless otherwise noted: !� i ^�®��7 E . 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss• FJ4 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. • 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced of �, . DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their len th by frrr po ty 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). (r• DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �LG�N� �t,, 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. lks 4,/ SEQ. : 6125997 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive ve environment, ��+ design loads be applied to any component. and are for"dry condition"of use. fh '14 TRANS I D: 413 213 5.CompuTrus has no control over and assumes no responsibility for the 6•necessary.somas full bearing at all supports shown.Shim or wedge If V t'f t fabrication,handling,shipment and installation of components. ry1'i!l 1L.� P P 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 IIIIII III VIII IIIIII III VIII VIII IIIIIII) TPINVFCA in BCSI,copies of which will be furnished upon request. git coincide with joint In liche. 9.Digitsso ncide size of t center to Inches.. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 • 'III II II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 60 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-222) 208 3-4=( -90) 90 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 9.0" TOTAL LOAD = 92.0 PSE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 374V -73/ 216H 5.50" 0.60 RUDE ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -193/ 368V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" -64/ 95V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 4 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 0 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ O'- 0.0" Allowed = 0.033" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.094" 12 MAX TC PANEL LL DEFL = 0.038" @ 3'- 4.9" Allowed = 0.427" 7.50 7" MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.691" MAX HORIZ. LL DEFL = -0.003" @ 9'- 11.2" MAX BORIZ. TL DEFL = -0.003" @ 9'- 11.2" 3 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 0 I Design conforms to main windforce-resisting rn system and components and cladding criteria. 0 Wind: 140 mph, h=22.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. to o/- -/ I51 PEEN 0214 M-3x4 ,1 ) ), b 1-00 6-00 9-09 'PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME •. 5019-B POLYGON - FJ5 <c p�rF ss Scale: 0.4546 � �/ 5/ © WARNINGS: GENERAL NOTES,unless otherwise noted: ` �f pC- `. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual ^� , f C- Truss: FJ 5 and Warnings before construction commences. building component.Applicability of design parameters and proper r+// 2.2x4 compression web bracing must be Installed where shown to incorporation of component is the responsibility of the building designer. ,. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1� is the responsibility of the erector.Additional permanent bracing of ( ) .. continuous sheathing such as plywoodngrequired where drywall BC. DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. '1' OREGON �(/ SEQ. : 6125998fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L/ 4, t,„ Q\ - . design loads be applied to any component. and are for"dry condition"of use. '7 y 14 TRANS I D: 413 213 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge it �y4+ fabrication,handling, necessary. R R l l- �..� 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 II I III III II II II II'III II'IIITPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincidewith joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompUTrug Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/20155 1111 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 3.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 1#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-8=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-469) 453 3-4=(-324) 289 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=(-231) 200 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-119) 89 DL ON BOTTOM CHORD = 10.0 PSF 6-7=( -47) 22 OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -23/ 377V -145/ 423H 5.50" 0.60 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -208/ 348V 0/ OH 1.50" 0.45 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9'- 11.2" -138/ 231V 0/ OH 1.50" 0.30 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13'- 11.2" -159/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) 8-01-03 11-02-01 17'- 11.2" -123/ 209V 0/ OH 1.50" 0.27 KDDF ( 625) 19'- 3.2" -4/ 3V 0/ OH 1.50" 0.01 KDDF ( 625) 6 ,;� 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.041" @ 3'- 7.4" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" 5 MAX HORIZ. LL DEFL = -0.009" @ 17'- 11.2" MAX HORIZ. TL DEFL = -0.009" @ 17'- 11.2" 12 NOTE: Design m content does 7.50 not toexceeda19% at time ofemanufacture. Design conforms to main windforce-resisting 4 system and components and cladding criteria. M-3x5(S) I Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), r, load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 3 1114117110 i O I, M-3x4 1-00 6-00 13-03-04 PROVIDE FULL BEARING;Jts:2,8,3,4,5,6,71 O0 RRQFfi JOB NAME : 5019-B POLYGON - FJ10 't ��N `'i Scale: 0.2632 *� { (2 WARNINGS: GENERAL NOTES,unless otherwise noted: y(/(/]�/z o 1' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual CC .✓2®OPE E r Truss• FJ 1 0 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2.4 compression web bracing must be installed where shown+. Incorporation of component is the responsibilty of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ��rr DES. BY• MJ Is the res nsib lily of the erector.Additional ermane51 bract of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by #rare Po P n9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ( . DATE• 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown++ OREGON 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. : 6125999 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, d TRANS I D 413 213 design loads be applied to any component. and are for"dry condition"of use. �O '7 Y 14 2y.0(� ••t • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing u all supports shown.Shim or wedge if � V�. necessary. M^"> R fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. f"i 14. 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II 111111111111111111111111111 TPINJTCA In BCSI,copies of which will be furnished upon request. Digit coincide with joint ain Ines. 9.Digits indicate size of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111110 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 10.7" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 NOTE: Design assumes moisture content does BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. not to exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSE system and components and cladding criteria. DL ON BOTTOM CHORD - 10.0 PSF TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 5-05-06 5-05-06 T '( 'I'12 12 7.50 IZ IIM-9x4 Q 7.50 3 �j '`- 2 .'4111161111111h1\ 4 of c ec � o of 1 /////////////////////////////////////////////////////////////////////////////////////I 5 o M-3x9 M-3x9 ,1 b b b 1-00 10-10-12 1-00 JOB NAME : 5019-B POLYGON - G1 � �, o �Rr $0 Scale: 0.5272 w� ��/A�� f�'✓ WARNINGS: GENERAL NOTES,unless otherwise noted: t(]� /:�cc�.�, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .J2 0 O P E { Truss: G 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+• incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by , is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). � , DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : 61260024.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 OREGON 4,./fasteners are complete and at no time ld any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, " 'F7�i 20 ..4 design loads be applied to any component. and are for"dry condition"of use. '7 r - TRANS I D: 413 213 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 fabrication,handling,shipment and Installation of components. nesessary. > R R 1— 7.Designlatesassumes adequateatedo drsary provided.daces of truss,and placed so their center VIII III I III I I lilIl 11111 Ill IIIIIII III I'll TPIM/fCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center ices. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/ 1%201 II III III III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 10-10-12 GIRDER SUPPORTING 10-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( 0) 60 2-6=)-117) 1071 6-3=(-165) 1133 BC: 2x6 KDDF 410TR 2-3=(-1383) 233 6-4=(-117) 1071 WEBS: 2x4 KDDF STAND LOADING 3-4=(-1383) 233 LL = 25 PSF Ground Snow (Pg) 4-5=( 0) 60 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 10.7" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 100.0)+DL( 88.0)= 188.0 PLF 0'- 0.0" TO 10'- 10.7" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -292/ 1487V -76/ 76H 5.50" 2.38 KDDF ( 625) 10'- 10.7" -292/ 1487V 0/ OH 5.50" 2.38 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.017" @ 5'- 5.4" Allowed = 0.499" MAX LL DEFL = -0.002" @ 11'- 10.7" Allowed = 0.100" 5-05-06 5-05-06 MAX TL CREEP DEFL = -0.003" @ 11'- 10.7" Allowed = 0.133" f f ,( MAX TC PANEL TL DEFL = 0.054" @ 2'- 11.4" Allowed = 0.542" 12 12 M-9x6MAX HORIZ. LL DEFL - 0.005" @ 10'- 5.2" 7.50 17 Q 750 MAX HORIZ. TL DEFL = 0.009" @ 10'- 5.2" 4.0" 3 i� NOTE: Design assumes moisture content does �� not to exceed 19% at time of manufacture. �I Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads ioie in the plane of the truss only. m T / 6tr=y 5 --7 o 0 1 M-3x9 M-3x6 54-3x9 1' .6 /, 5-05-06 5-05-06 i, .6 .6 .6 1-00 10-10-12 1-00 ,,tp PROF�r1., JOB NAME : 5019-B POLYGON - G2 Scale: 0.4647 Co� ,kky'iN s,, Ie WARNINGS: GENERAL NOTES,unless otherwise noted: t+tf v/nJ1z pp 11 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual �:. '92 0 f E tr Truss: G2 and Warnings before construction commences. building component.Applicability of design parameters and proper �'`,{ 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. r. 3.Additional temporary bracing to Insure stability dudng construction • 2.Design assumes the top and bottom chords to be laterally braced at ��11�. DES. BY• MJ Is the responsibilityof the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r�prr �" continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -1111 DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON fit 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. 7 A�1__ W SEQ. : 6126003 fasteners are complete and at no time should any loads greater than 5.Design assumes Busses are to be used In a non-corrosive environment, G� '1,1 p 'A`� TRANS I D: 413 213 design loads be applied to any component. and are for"dry condition"of use. O �` 14 b"F- 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 necessary. 4,/ , ,[S fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. +"7 1- 6.This design is furnished subject to the tinitations set forth by B.Plates shall be located on both faces of truss,end placed so their center IIIIII IIII VIII VIII VIII IIIiI VIII IIII IIIITPINYfCA In BCSI,copies of which will be furnished upon request. sgit coincide with centerjointI lines. 9.Digitsindicate nicdtsize off plateo inches. g MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek( EXPIRES:12/31/20151 HMI IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 6.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF 0l&BTR LOAD DURATION INCREASE = 1.15 NOTE: Design assumes moisture content does BC: 2x4 KDDF ql&BTR SPACED 24.0" O.C. not to exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. 6.00"REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 3 Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. m) 0 0 m 2 ..4111111411111111111111111 o,,- 1 f I 0 M-3x4 4 .6 b b 1-00 6-06 JOB NAME : 5019—B POLYGON — H1 -`<-" paQF s Scale: 0.706, w IN 0 i° q s,° WARNINGS: GENERAL NOTES,unless otherwise noted: , nrrrr�� [� 'p�,,, I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual .J i I"E Truss: H1 and Warnings before construction commences. building component.Applicability of design parameters and proper y 2.204 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. / 3. tto2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ AdditionalbracingInsureemporary stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .r 4� is the responsibility of the erector.Additional permanent bracing of (B ✓' = continuous sheathing such as plywood where and/or drywall C). rr DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ f 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. 7OREGON ^W SEQ. : 6126004 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, 4+ V Q\ 4 design loads be applied to any component. and are for"dry condition"of use. - 4, �'� TRANS I D: 413 213 6.Design assumes full bearing at all supports shown.Shim or wedge if (e,'5.CompuTrus has no control over and assumes no responsibility for the necessary. tt 55 V fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. R t 1�1"' 6.This design Is furnished subject to the imitations set forth by B.Plates shall be located on both faces of truss,and placed so their center III 11 I 11111 11111 Nil VIII IIII III IIII TPIM?CA In BCSI,copies of which will be furnished upon request. lines coincide with joint center fines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12131+2015 11111110 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(-62) 83 3-5=(-201) 187 BC: 2x4 KDDF 4l&BTR SPACED 24.0" O.C. 2-3=(-138) 115 WEBS: 2x9 KDDF STAND 3-9=( -10) 5 LOADING TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -62/ 419V -49/ 116H 5.50" 0.66 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 6'- 6.0" -31/ 265V 0/ OH 5.50" 0.42 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.132" @ 3'- 3.4" Allowed = 0.410" 6-02-04 0-03-12 MAX TC PANEL TL DEFL = -0.143" @ 3'- 3.6" Allowed = 0.614" 1 f T 12 MAX HORIZ. LL DEFL = 0.001" @ 6'- 2.2" 6.00 M-1.5x34 MAX HORIZ. TL DEFL = 0.001" @ 6'- 2.2" , 3 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 310 Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads ro in the plane of the truss only. M M /- II I II /- 1 11. 111 111.- 11 5 -/ 0 M-3x4 M-1.5x3 ,1 b > 6-02-04 0-03-12 ,1 /, l 1-00 6-06 ,0 PRQFe JOB NAME : 5019-B POLYGON - H2 Scale: 0.5253 ro OWN ./z, WARNINGS: GENERAL NOTES,unless otherwise noted: Q' rl��/Gr1 � ' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual .a .1 P E r Truss: H2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradng must be installed where shown+, incorporation of component la the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ s the of the erecter.Add tional ermanent bracin of 2'c.c.and at 10'o.c.respectively unless braced throughout their length by �,.r r 10 �&.., responsibility P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). `S. DATE: 11/26/2014 the overall structure la the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ R �N J 4.No load should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. 7 A� ^4! SEQ. : 6126005 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, f+� �it 1 N design loads be applied to any component. and are for"dry condition"of use. Q '7 r 1 4 2, "" TRANS I D: 413 213 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if {� necessary, L�pt{ ` C' fabrication,handling,shipment and Installation of components. T.Design assumes adequate drainage is provided. rl rt t1,.Y 8.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center AEI 1E111 1 111 I II IIIIIII(IIII 11111 11111 Ell IIII TPINYTCA in SCSI,copies of which will be furnished upon request. 9 lines indicate sizejoint plate in center 10. EXPIRES:USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plata design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 • 11 I IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 1-2=1 0) 50 2-5=(-76) 99 3-5=(-249) 219 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 2-3=(-166) 138 WEBS: 2x4 KDDF STAND 3-4=( -10) 5 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -65/ 473V -55/ 142H 5.50" 0.76 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -39/ 328V 0/ OH 5.50" 0.53 KDDF ) 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL KOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 7-08-04 0 03 12 MAX TC PANEL LL DEFL = 0.347" @ 4'- 0.3" Allowed = 0.522" ,r MAX TC PANEL TL DEFL = -0.390" @ 4'- 0.7" Allowed = 0.782" 12 MAX HORIZ. LL DEFL = 0.001" @ 7'- 8.2" 6.00 p M-1.5x3 4 MAX HORIZ. TL DEFL = 0.001" @ 7'- 8.2" 3 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirl, m load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. m / I 1 ►/5 -V M-3x4 M-1.5x3 3, ), ), 7-08-04 0-03-12 1, 3. 3 1-00 8-00 JOB NAME : 5019-B POLYGON - H3 ,. � �ao�s Scale: 0.4839 .��j lNGtN '/0 WARNINGS: GENERAL NOTES,unless otherwise noted: V��/r� CC� `f7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .9G 1®I�.E 1F Truss: H3 and Warnings before construction commences. building component.Applicability of design parameters end proper / 2.204 compression web bradng must be installed where shown+, incorporation of component Is the responsibiNty of the building designer. +�.,a/�' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1rr ��r. " continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ S E Q. : 6126006 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, 7.4 OREGON S.CompuTrus has no control over and assumes no responsibility for the �40 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: 413 213 design loads be applied to any component. and are for"dry condition"of use.at all supports shown.Shim or wedge if / 4. 6.Design assumes full bearing .0 7 4 fabrication,handling,shipment and Installation of components. necessary.sA t 7.Plates assumesadequateoneothifaceisprovis,a. ,�f {�RIO_ 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center IIIIII III VIII I I ll Il VIII IIID IIII I'llTPINYTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center Ines. 9.Digits indicate size of plate in Inches. MITek USA,InC./CompuTfu3 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-166) 138 1-4=(-76) 99 2-4=(-251) 219 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -10) 5 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 342V -54/ 135H 5.50" 0.55 KDDF ( 625) 8'- 0.0" -39/ 330V 0/ OH 5.50" 0.53 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.352" @ 9'- 0.3" Allowed = 0.522" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.399" @ 4'- 0.7" Allowed = 0.782" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.001" @ 7'- 8.2" 7-08-09 0-03-12 MAX HORIZ. TL DEFL = 0.001" @ 7'- 8.2" T T T NOTE: Design assumes moisture content does 12 M-1.5x3 not to exceed 19% at time of manufacture. 6.00 p 3 2 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. m 0 <n o c m or-- Iri1 ►.9 M-3x4 M-1.5x3 y .1 )' 7-08-04 0-03-12 b 3 8-00 R,F..0 PRo,t JOB NAME : 5019-B POLYGON - H4 sale: 0.4787 ‹�<ct.,' o" s> WARNINGS: GENERAL NOTES,unless otherwise noted: +l1� 5� 1 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4t .: ,r E Truss• H4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stabiity during construction 2.Design assumes the top and bottom chords to be laterally braced at oupoop DES. BY: MJ is the responsibility of the erector.Additional permanent bracingof T o.c.and at 10'o.c.respectively unless braced throughout their lenggth by r R. po ty continuous sheathing such as plywood sheathing(7C)and/or drywall(BC). 4.0DATE: 11/26/2014 the weirdstructure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �� OREGON , 4No load should be appied to any component until after a8 bracing and 4.Installation of truss Is the responsibility of the respective contractor. ♦k SEQ. : 6126007 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, TRANS I E: 413213 design loads be applied to any component and are for"dry condition"of use. �� 41' 'f[} 5.CompuTrus has no control over and assumes no responsibility for the 6' ndar.necessary. assumes full bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. R it. 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 III VIII VIII VIII VIII IIIIIIIIIIIII TPI WTCA in BCSI,copies of which will be furnished upon request. Begs coincide with jointfcenter nche. 9.Digits ndsize of plateinInness. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 • 111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-525) 136 1-5=(-207) 410 5-2=( 0) 223 BC: 2x9 KDDF #1uBTR SPACED 24.0" D.C. 2-3=(-140) 128 5-6=(-209) 406 2-6=(-474) 173 WEBS: 2x4 KDDF STAND 3-4=( -10) 5 6-3=(-135) 143 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -50/ 419V -68/ 170H 5.50" 0.67 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 10'- 0.0" -50/ 421V 0/ OH 5.50" 0.67 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR OOPSF LIVE LOAD. TOP MAX LL DEFL = -0.007" @ 5'- 1.5" Allowed = 0.454" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ 5'- 0.5" Allowed = 0.606" 5-02-04 4-06 0-03-12 MAX HORIZ. LL DEFL = -0.004" @ 9'- 6.5" T T f 'f MAX HORIZ. TL DEFL = 0.005" @ 9'- 6.5" 12 6.00 p M-1.5x3 NOTE: Design assumes moisture content does 4 -, not to exceed 19% at time of manufacture. 3 pn Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads M-3x4 in the plane of the truss only. 2 cv c if i M O O ii 1�� 5 ►�6o -f M-3x4 M-1.5x3 M-3x4 b b y 5-00-08 4-11-08 b y 10-00 JOB NAME •. 5019-B POLYGON - H5 ,c,vt , c� PR ore Scale: 0.4217 45/: 's7//25/ /0 WARNINGS: GENERAL NOTES,unless otherwise noted: , c- "S7�„_ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual a 92 0`P E Truss: H5 and Warnings before construction commences. building component.Applicability of design parameters and proper Jj 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10'o.c.respectively unless braced throughout their length by +"',,,e, Or continuous sheathing such as plywood sheathing(TC)and/or drywall%BC. DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 11/ Cr 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. 1 :_ A_OREGON TRANS 1 D: 413 2134(/ SEQ. 6126008 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, '7 � '7 design loads be applied to any component. and are for"dry condition"of use. Q 1 4, 2. -}", 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 �� cessary. fabrication,handling,shipment and installation of components. Designneass 4 "R R}f 6.This design is famished subject to the!imitations set forth T. laesassumes adequatedon drainagehfaces is,truss,a. 4. I IIIA III VIII I I I II II VIII VIII IIII IIII g j by 6 Plates shall be located both faces of truss,and placed so their center TPINYTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center tines. 9.Digits Indicate size of plate in Inches. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 III IIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 NOTE: Design assumes moisture content does BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. not to exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON, LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 2 6.00 p 'Gable end truss on continuous bearing wall DON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 0 1 0 c M 0 0 Pi 0 ///// %3 -, M-3x4 ,1 b 8-00 �.. PROF JOB NAME : 5019—B POLYGON — H6 41 Scale: 0.6539 \C N/+GLq"�` (�hQ.7,�� Hca WARNINGS: GENERAL NOTES,unless otherwise noted: f!/G77 f 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4 . .920 10 PE 1-- Truss: Truss: H 6 and Warnings before construction commences. building component.Applicability of design parameters and proper y 2.2x4 compression web bredng must be installed where shown+, incorporation of component is the responslbSty of the building designer. / 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 0 DES. BY: MJ s the res nsibility of the erector.Additional rmanent bracin of 2'o.c.and at 10'o.c.respectively unless braced throughout their ler gth by "ram,; po pe 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(EC). /�''C�" DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � OREGON ��/ 4.Na load should be applied to any component until alter all bracing end 4.Installation of truss Is the responsibility of the respective contractor. _ th SEQ. : 6126009 fasteners are complete and at no time should any loads greeter 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 4 1 4, TRANS I D: 413 213 5.CompuTrus has no control over and assumes no responsibility for the 6' ndarnecessary.ssumes full bearing at at suppo is shown.Shim or wedge if pp 176 fabrication,handlin shi ment end Installation of corn nents, M 'rl RIO- 6. P Po 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the linitations set forth by 8.Plates shell be located on both faces of truss,end placed so their center IIIIII 101 VIII Ill I VIII VIII VIII III ILII TPI/WTCA In BCSI,copies of which will be furnished upon request. git coincide with jointf center che. 9.Digitsso ncide size oplate in inches. C MITekUSA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2€l1'5 111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-49) 46 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 296V -15/ 59H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -107/ 101V 0/ OH 1.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0,08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" fMAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.110" MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.165" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" 12 MAX BC PANEL TL DEFL = -0.021" @ 3'- 3.8" Allowed = 0.339" 7.50 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. g Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, '/ o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, ,I Truss designed for wind loads of in the plane of the truss only. o,- I o M-3x4 .0 y y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4I 6-00 JOB NAME •. 5019-B POLYGON - J1 ,i),0) PR OPE Scale: 0.6780 SCJ tJGIN /0 WARNINGS: GENERAL NOTES,unless otherwise noted: �� r/J/��ff^`5/, 11 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ` . G.40 PE Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by # ' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)and/or drywall(BC). ` DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 7 SEQ. : 6126010 4.No load should be applied to any component until alter all bracing end 4.Installation of truss is the responsibility of the respective contractor. OREGON�� 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. }r 2.0 - . TRANS I D: 413 213 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 7 4 5.CompuTrus has no control over and assumes no responsibility for the necessary. ` ll '�!` r�y� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. "''jq R R„6 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 1111 111 10111 III I I I II III III IIII TPI/WTCA in BCSI,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./Co pUTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES'12/31/2015 11111110111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 RODE 41&BTR SPACED 24.0" O.C. 2-3=(-76) 61 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -43/ 346V -29/ 97H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -106/ 126V 0/ OH 1.50" 0.20 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 3-11-11 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.015" @ 2'- 2.2" Allowed = 0.268" T MAX BC PANEL TL DEFL = -0.034" @ 3'- 1.4" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 7.50 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 3 -7 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 0 Design conforms to main windforce-resisting �) system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, „-, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, o Truss designed for wind loads in the plane of the truss only. N o7- 1 I GG��4 -7 O M-3x4 .1 y )' 1-00 6-00 PROVIDE FULL BEARING;Jts:2,3,41 ss JOB NAME : 5019-B POLYGON - J2 Scale: 0.5905 \c r�IAGI N /, WARNINGS: GENERAL NOTES,unless otherwise noted: i fI��/2 0 r'r E 1" 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4' •9 1/r y. Truss• J2 and Warnings before construction commences. building component.Applicability of design parameters and proper r • 2.204 compression web bracing must be installed where shown+. Incorporation of component Is the responsibrtty of the building designer. / .. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the fop end bottom chords to be laterally braced ataleAti DES. BY• MJ is the responsibility of the erector.Additionalpermanent bracingof T o.c.and at 10'o.c.respectively unless braced throughout their length by e . po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(6C). (• DATE• 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ a Cil7N 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. "7 A�d SIX �W SEQ. : 6126011 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, ) 7 TRANS ID: 413 213 design loads be applied to any component. d gra for"dry condition"of use. 4 1 4, 2- �"� • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing u all supports shown.Shim or wedge if �f I� f], necessary. 'f`"t'^>.ty yt �„ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. r"i!-Y L 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 MIN EI IIII(IIII IIIIIII(IIII III TPI/WTCA in BCSI,copies of which w 11 be furnished upon request. Digit coincide with Joint center tines. 9.Digits indicateciesize of tplate In inches.. MiTek USA,InC./COmpUTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:1 2/311201 5 III) !MI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=10) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-114) 86 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -46/ 402V -43/ 136H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 75V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -80/ 159V 0/ OH 1.50" 0.25 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. �CDND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.102" @ 3'- 7,2" Allowed = 0.425" 5-11-11 MAX TC PANEL TL DEFL = -0.103" @ 3'- 4.8" Allowed = 0.638" T T MAX HORIZ. LL DEFL - -0.001" @ 5'- 10.9" 12 3 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 7.50 ri NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), mo load duration factor=l.6, I Truss designed for wind loads o in the plane of the truss only. c o/ oEl� io 1 ►1 4I• M-3x4 Y Y Y 1-00 6-00 PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : 5019-B POLYGON - J3 � �� PROF sus Scale: 0.5929 �� N�/�7�TrY l�� WARNINGS: GENERAL NOTES,unless otherwise noted: f� 7 p f "7 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual �' >72..PE r- Truss: J3 and Warnings before construct on commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is they ponsibiity of the building designer. 4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywoodsheathing(TC)s and/or drywall(BC). DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ t�'�` SE 6126012 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. •y OREGON l.ei Q• 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, 4.. N �, design loads be applied to any component, and are for"dry condition"of use. '7.� 14 2. 4.-:- TRANS .t.. TRAN S I D: 413 213 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 nh fabrication,handling,shipment and Installation of components. Design ass i""rl R i . 7.Plates assumes atedadequate dthiface is of provided, 4'. y„t� 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 III I I IIII I IIIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. 10. C. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11100 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x4 KDDF (k1&BTR SPACED 24.0" O.C. 2-3=(-168) 152 3-4=( -75) 30 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -58/ 175H 5.50" 0.60 KDDF ( 625) LL = 25 PSE Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -166/ 336V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ OV 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" ,) MAX TC PANEL LL DEFL = 0.060" @ 2'- 9.3" Allowed = 0.427" 12 MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" 7.50 EP' MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 3 MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" NOTE: Design assumes moisture content does ) not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. M I Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1.6, ") Truss designed for wind loads in the plane of the truss only. o ial IIf' ►t 5►� M-3x4 1-00 6-00 1-11-11 PROVIDE FULL BEARING;Jts:2,5,3,4' ,0 PR Op JOB NAME : 5019-B POLYGON - J4 Scale: 0.5031 c,�0 tkGIN ts, WARNINGS: GENERAL NOTES,unless otherwise noted: 4� !/j�� 1 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4' .a 0,PE Truss•• J4 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsib@ty of the building designer. 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at ,�I1. DES. BY: MJ Is the responsib lily of the erector.Addit onal permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by '.'," .- - �"' continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �• DATE• 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON f,, 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. `4t' SEQ. : 6126013 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive anyironment, Li '� ib'` .. TRANS ID: 413 213 design loads be applied to any component. and are forass"dryumes condition"gf a. © ly4 • 5.CompuTrus has no control over and assumes ne responsibility for the 6.Design assumes full bearing at all.supports shown.Shim or wedge if A f- necessary. 4,':yy R`�4 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. f'1 r-1 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 IIII(IIII I I I III(IIII(IIII I II IIII TPI WICA in SCSI,copies of which will be furnished upon request. lines cdicae with joint center lines. 9.Digits Indicate size oplate to Inches. 7 MiTek USA,Inc/COmpuTfus Software 7.6.6 1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1111 IIIIII) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x4 KDDF #15BTR SPACED 24.0" O.C. 2-3=(-226) 207 3-4=( -90) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 374V -73/ 215H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -192/ 367V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11,7" -50/ 91V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 4 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 0 MAX TC PANEL LL DEFL = 0.038" @ 3'- 4.9" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.641" 12 MAX HORIZ. LL DEFL - -0.003" @ 9'- 10.9" 7.50 p MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.9" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 3 Design conforms to main windforce-resisting system and components and cladding criteria. M 0 Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, r! (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=l.6, ,,,, Truss designed for wind loads in the plane of the truss only. 0/- ?/- - I ' 1 Ild 5�t 0 M-3x4 1-00 6-00 3-11-11 PROVIDE FULL BEARING;Jts:2,5,3,41 0,0) PR DptC'�cS' JOB NAME •. 5019-B POLYGON - J5 Scale: 0.4488 \, �NA<0 sGIN /0 WARNINGS: GENERAL NOTES,unless otherwise noted: /�/ � 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual tt' 1 9231.P E f*" Truss: J5 and Warnings before construction commences. building camponent.Applicability of design parameters and proper / 1#0,7, 2.204 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. ,r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at e✓ DES. BY• MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .,,,,,,14.40,: "'" is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). At (C DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ OREGON 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. : 6126014fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc noncorrosive environment, f TRANS ID: 413 213 design loads be applied to any component. and are for"dry condition"9f use. PV g 14 4 '2'. 5.CompuTrus has no control over and assumes no responsibility for the 6.Desi n assumes full bearin at all su oris shown.Shim or wed a If (Z necessary. s RRILx' fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is rovided. +'i 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 1111111111111111111 TPINYTCA in BCSI,copies of which will be furnished upon request. git coincidetwith joint center nche. 9.Digitssndsize of plateto inches. C• ry n MiTekUSA,InC./CompuTfu6Software7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTep EXPIRES:12/31/2015 1111111011 IIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 60 2-6=10) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-276) 260 3-4=(-132) 96 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=( -45) 22 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HOBE BOG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 376V -88/ 257H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -189/ 353V 0/ OH 1.50" 0.45 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -106/ 1B9V 0/ OH 1.50" 0.24 KDDF ( 625) 11'- 11.7" -23/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 5 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 0 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.040" @ 3'- 4.9" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.054" @ 2'- 11.9" Allowed = 0.641" 12 0 7.50 MAX HORIZ. LL DEFL = -0.004" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.004" @ 11'- 10.9" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting 3 Mo system and components and cladding criteria. t Wind: 140 mph, h=22.9ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, 1 „ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. of c PIN 0 1 M-3x9 1 ), ), b 1-00 6-00 5-11-11 PROVIDE FULL BEARING;Jts:2,6,3,4,51 JOB NAME : 5019-B POLYGON - J6 . pRo ��s Scale: 0.4036 <0 . ,q_fN"fq �0 WARNINGS: GENERAL NOTES,unless otherwise noted: t" (p"rr It 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual >921S r G Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper, .� 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building desgner. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom chorda to be laterelly braced et .rrI�. DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by + 1w�' I.the responsibility of the erector.Additional permanent bracing of continuous sheath) such as plywood sheathing(TC)C and/or d gg f n9 DY g(r s rywell(BC). DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ &C' 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. '37, OREGON SEQ. : 6126015 fastenera are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 1'26 i/ �� ., design Toads be applied to any component. ed are ss"dry condition"of t a. /ti }f 14 2,Q 1^ - TRAN S I D: 413 213 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing u all supports shown.Shim or wedge if cJ fabrication,handling,shipment and Installation of components. Des /#,' R 7.Design gn aassssumes adequate drainage Is provided. .C 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 I I IIII I I I IIII IIII I III I II IIII TPINVICA In SCSI,copies of which will furnished upon request. git coincideintwith jointacenter che. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) EXPIRES;.12/311 01.5 IIIIII IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 60 2-6=(0) 0 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2-3=1-327) 312 3-4=1-193) 155 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=) -79) 55 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -24/ 378V -103/ 301H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -186/ 337V 0/ OH 1.50" 0.43 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -151/ 266V 0/ OH 1.50" 0.34 KDDF ( 625) 13'- 11.7" -59/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 0 VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.043" @ 3'- 7.4" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.057" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.005" @ 13'- 10.9" 12 4 MAX HORIZ. TL DEFL = -0.005" @ 13'- 10.9" 7.50 V NOTE: Design assumes moisture content does �( not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. M o ii Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights ), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 I load duration factor=l.6, Truss designed for wind loads o y in the plane of the truss only. 0 vv o r 1 ... 6..... M-3x4 ). ) ), 1 1-00 6-00 7-11-11 (PROVIDE FULL BEARING;Jts:2,6,3,4,5J JOB NAME : 5019-B POLYGON - J7 k� �N 'lis` Scale: 0.3560 �� GIN 7 (? WARNINGS: GENERAL NOTES,unless otherwise noted: 7 /p�c-' 1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual lit . 'l�1- r Truss• J7 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stabirty during construction 2•Design assumes the top and bottom chords to be laterally braced at ,�Y�w DES. BY• MJ is the responsibilityof the erector.Additionalpermanent of 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by A�l w " bracing continuous sheathing such as plywood sheathing(TC)and/or drywall$C). ✓ It /q. DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ RG � �� 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. '�J S E Q. : 6126016 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, £7 t_ t. �Ak4 , design loads be applied to any component. and are for"dry condition"of use. ,� 4 �, ^�^� TRANS I D: 413 213 6.Design assumes fat bearing at all supports shown.Shim or wedge if �Q� 5.CompuTrus has no control over and assumes no responsibility for the necessary. i' L� 1 V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. rT� 1,. 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 1111111111111111111 TPIMfI CA in SCSI,copies of which will be furnished upon request. git coincide with joint tecenter lines. 9.Digits indicate size of plate in Inches. MITek USA,IDC./Co 1 UTrug Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/'2015 IIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-7=(0) 0 BC: 2x4 KDDF ##1&BTR SPACED 24.0" O.C. 2-3=(-381) 365 3-4=(-241) 205 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-141) 111 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -52) 24 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 377V -119/ 346H 5.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -196/ 344V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.2" -139/ 241V 0/ OH 1.50" 0.31 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 13'- 11.2" -128/ 226V 0/ OH 1.50" 0.29 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 11.7" -18/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) 10-08-10 5-03-01 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 7:i MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.042" @ 3'- 7.4" Allowed = 0.427" 5 MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" 0 MAX HORIZ. LL DEFL = -0.006" @ 15'- 10.9" MAX HORIZ. TL DEFL = -0.006" @ 15'- 10.9" M-3x5(S) NOTE: Design assumes moisture content does 12 not to exceed 19% at time of manufacture. 7.50 4 4� Design conforms to main windforce-resisting system and components and cladding criteria. ,l o Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, a, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, o Truss designed for wind loads 3 '"' in the plane of the truss only. 0 m ezommiiiimi I 7- 04-3x4 y y ), b 1-00 6-00 9-11-11 PROVIDE FULL BEARING;Jts:2,7,3,4,5,61 pp JOB NAME : 5019-B POLYGON - J8 sale, 0.2960 �c�� IN �� u.r.9,� WARNINGS: GENERAL NOTES,unless otherwise noted: 44.r� ly/27 p! I �"'3�' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual Q' ' S r E r Truss• J8 and Warnings before construction commences. building component.Applicability of design parameters and proper • 2.204 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et DES. BY• MJ is the responsibilityof the erector. nal braci of 2'o.c.and at 10'c.c.respectively unless braced throughout their length by ,,,,, ,, : permanentng continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ! �'Z`"' DATE• 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral braang required where shown++ OREGON• 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. A_ +t,/ SEQ. : 6126017 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, `/ 1k/411441j°NB A. TRANS I D• 413 213 design loads be applied to any component. and are for"dry condition"of use. PP wedge ��"�• • 5.CompuTrus has no control over and assumes no responsibility for the 6.Designr assumes full bearing at all supports shown.Shim or if nesign ry. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 4 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 111111 IIII VIII I I II II VIII IIII IIII IIII TPIANTCA in SCSI,copies of which will be furnished upon request. git coincide with jointanr lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111 III1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-7=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-435) 419 3-4=(-289) 254 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=(-202) 169 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -82) 47 DL ON BOTTOM CHORD = 10.0 PSE OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSE . BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 377V -134/ 393H 5.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, 5'- 11.2" -204/ 349V 0/ OH 1.50" 0.45 KDDF ( 625) 9'- 11.2" -133/ 225V 0/ OH 1.50" 0.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 13'- 11.2" -170/ 295V 0/ OH 1.50" 0.38 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17'- 11.7" -60/ 104V 0/ OH 1,50" 0.17 KDDF ( 625) 7-03-19 10-07-13 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 ;r MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.041" @ 3'- 7,4" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.055" @ 2'- 11.9" Allowed = 0.641" 5 MAX HORIZ. LL DEFL = -0.008" @ 17'- 10.9" MAX HORIZ. TL DEFL = -0.008" @ 17'- 10.9" t', . NOTE: Design assumes moisture content does 12 not to exceed 19% at time of manufacture. 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=24.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, %' r! (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M 3x5(S) CD load duration factor=1.6, ,-, Truss designed for wind loads 0 �' in the plane of the truss only. 3 0 f I 7.=. CD M-3x9 J, ) b ,1- 1-00 1-00 6-00 11-11-11 PROVIDE FULL BEARING;Jts:2,7,3,4,5,61 x.40 P R 0,r JOB NAME : 5019-B POLYGON - J9 Scale: 0.2760 �c.,� .AGING `�/- WARNINGS, GENERAL NOTES,unless otherwise noted: 111 E51 -4'4, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual '' t'920.PE r Truss• J9 and Warnings before construction commences. building component.Applicability of design parameters and proper " 2.2x4 compression web braang must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stadkty during construction 2•Design assumes the top and bottom asschobraced to be laterally braced at DES. BY• MJ is the responsibilityof the erector.Additional of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by e permanentbracing continuous sheathing such as plywood sheathing(TC)and/or diywall(BC). Cr DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON l,�� 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. ,y_ `N SEQ. : 6126018 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, �/ V 1 N� lk. design loads be applied to any component. end are for"dry condition"of use. As. -4 r 14 ty TRANS I D: 413 213 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing u all supports shown.Shim or wedge if necessary.ignass 'fy RIO- V fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is prodded. r'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 III VIII I I I II II VIII VIII IIII IIII TPI WTCA in BCSI,copies of which will be furnished upon request. Digit coincide with joint acenter Nies. 9.Digits Indicate size of plate in inches. MITekUSA,InC./COmpuTrusSoftvvare7.6.6)1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES.12/31/2015 VIII IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1aBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-8=(0) 0 BC: 2x4 KDDF #l&BTR SPACED 24.0" O.C. 2-3=(-486) 470 3-4=1-340) 305 TC LATERAL SUPPORT <= 12"00. UON. LOADING 4-5=(-248) 217 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-137) 106 DL ON BOTTOM CHORD = 10.0 PSF 6-7=( -49) 23 OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -23/ 377V -150/ 439H 5.50" 0.60 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -210/ 349V 0/ OH 1.50" 0.45 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 9'- 11.2" -139/ 231V 0/ OH 1.50" 0.30 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13'- 11.2" -160/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) 17'- 11.2" -127/ 214V 0/ OH 1.50" 0.27 KDDF ( 625) 7-03-14 12-07-01 19'- 10.9" -18/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 6 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.041" @ 3'- 7.4" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.010" @ 19'- 10.2" 5 MAX HORIZ. TL DEFL = -0.010" @ 19'- 10.2" 12 y: NOTE: Design assumes moisture content does 7.50 not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 4 t o, Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, �I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M 3x5(S) `V load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 3 r. 0 a' no'IIIIIMIIIIIIIIIIIIIIMIIIIIIIIIIIIIIIIIIIIIMII -/ o M-3x4 1-00 6-00 13-10-15 (PROVIDE FULL BEARING:Jts:2,8,3,4,5,6,71 JOB NAME •. 5019-B POLYGON - J10 �,�� pRQess Scale: 0.2517 Cl ``%/ZS/[17 /0*' WARNINGS: GENERAL NOTES,unless otherwise noted: , rrr�� tC- 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual '" P IL ier Truss•• J10 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsWWllly of the building designer. , 3.Additional temporary bracing to insure stabisty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by ' ,+Rw'*"" Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). •= �'" n.. DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ma,c'�. 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. OREGON non-corrosive environment, iT q //`W SEQ. : 6126019 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a 1 \ TRANS I D•• 413 213 design loads be applied to any component. and rs for"dry condition"9 use. p� wedge '7}', � r�,Q �-^�.- 5.CompuTrus has no control over and assumes no responsibility for the a 6.Designr assumes full bearing at all supports shown.Shim or If necessary. / I+.fi RI t fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. S: 1.1." 6.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both feces of truss,end placed so their center III II III VIII 011111 IIII IIII II I IIIITPIMfTCA in BCSI,copies of which will be furnished upon request git coincide with Joint center lines. 9.Digits indicate size of platete inches. nches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES,12/31/2015 II11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 6.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE: Design assumes moisture content does BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. not to exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSE Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 4.00 v 3 -V i 0 m 2 oil llI M-3x9 y y 1 1 1-00 8-06 JOB NAME : 5019-B POLYGON - P1 Scale: 0.6242 �5�'«, o us WARNINGS: GENERAL NOTES,unless otherwise noted: 4 �4/Z5i17 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4t' Trr�� PE ill®r E r Truss: P1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2a4 compression web bracing must be installed where shown+, incorporadon of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �+ r✓ , DES• BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r Ate" is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). (r. DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2o Impact bridging or lateral bracing required where shown++ OREGON A.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. : 6126020 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, , Q i TRANS ID: 413 213 design loads be applied to any component. and are for"dry condition"of use. f) 1 4 . �'•C • 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 ci necessary. 'yyryyf t V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. +l rl L1•• 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 1111111111111111110.VTPIM?CA in BCSI,copies of which will be furnished upon request lines coincide with joint center Ines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1888(Mask) EXPIRES:12/31/201'5 111111IIIIII) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-53) 69 3-5=(-266) 185 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-109) 91 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -69/ 493V -34/ 101H 5.50" 0.79 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 6.0" -41/ 350V 0/ OH 5.50" 0.56 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.355" @ 9'- 3.7" Allowed = 0.508" 8-02-04 0-03-12 MAX TC PANEL TL DEFL = -0.475" @ 4'- 3.8" Allowed = 0.762" T T T 12 MAX HORIZ. LL DEFL = 0.001" @ 8'- 2.2" 4.00 v MAX HORIZ. TL DEFL = 0.001" @ 8'- 2.2" M-1.5x3 NOTE: Design assumes moisture content does 4 3 -1 not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 1-1 Wind: 140 mph, h-l5ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 01 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 I N �� 1 2 111.- 15 -, M-3x4 M-1.5x3 8-02-04 0-03-12 1 y l 1-00 8-06 JOB NAME : 5019-B POLYGON - P2 't ' Pao �r Scale: 0.5367 CI t ��z5 /0 WARNINGS: GENERAL NOTES,unless otherwise noted: tiL7 /7-T ,. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual S P E Truss: P2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown a. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length bydl� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „..""4/1118P " DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown a a n ��" 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! �f_()REGON ,y SEQ. : 6126021 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, L! slit �� A, design loads be applied to any component. and are for"dry condition"of use. '7}f r�. +.�. �TRANS I D: 413 213 5.CompuTma has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if iy fabrication,handling,shipment and installation of components. necessary. .4 'RML V 7.Design assumes adequate drainage is provided. +.: 4. 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 IIIIII III VIII I I I II II II I I III II IIII TPIIWTCA In SCSI,copies of which will be furnished upon request. git coincidenitwith joint aIn nche. 9.Digits Indicate size of plate in inches. ry MITBk USA,IDC./COmpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/201 111111111 IIIAIVIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2-3=(-57) 25 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -74/ 301V -15/ 59H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -30/ 26V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-1/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T T MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" 12 7.50 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads in the plane of the truss only. (-- o ti o<- 1 0 M-3x4 l b ), 1-00 2-00 PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : 5019-B POLYGON - SJ1 � �c� �a�GINEAc,6s Scale: 0.6830 WARNINGS: ��'✓ WARNINGS: GENERAL NOTES,unless otherwise noted: 7 PE CC 9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4' T i t-.E Truss: SJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: MJ . 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1411� is the responsibility of the erector.Additional permanent bracing of ,,' , . continuoussheathing such as plywoodqwere sheathing(TC)shown drywall(BC). �. DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 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. "j7 ,q_OREGON 1X 1,0 SEQ. : 6126022 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, L. "✓=4 p� A, design loads be applied to any component. and are for"dry condition"of use. 7 S" 4 �, �' TRANS I D: 413 213 6.Design assumes full bearing u all supports shown.Shim or wedge If �y 5.CompuTrus has no control over and assumes no responsibility for the necessary. y fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. � R R I'0- 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 IIII II I VIII I I I IIII IIII VIII III IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint centernches 9.Digits indicate of plate in inches. MiTek USA,InC./Cont uTrug Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 10 Hill This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-81) 50 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 322V -29/ 97H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -4/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -51/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 psf) uplift at 24 "Sc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7.50 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3 -,' MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting n o system and components and cladding criteria. i o, Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, c.) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. l0 0 I IN o ►�/ 4►Z1 M-3x4 1-00 2-00 1-11-11 PROVIDE FULL BEARING;Jts:2,4,31 ,p PRo JOB NAME : 5019-B POLYGON - SJ2 Scale: 0.7356 rc, .AGINE �c�A- WARNINGS: GENERAL NOTES,unless otherwise noted: 41-,C ' /I/Z5/ --s. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 4C. :92,0 O r L ce Truss: SJ2 and Warnings before conshuction commences. building component.Applicability of design parameters and proper I,��'/ 2.204 compression web bracing must be installed where shown r.. Incorporation of component is the responsiblity of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at fir. DES. BY MJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by """ Po ty continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). IZ• DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 OREGON 1, 4No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "'q ^V .SEQ. : 6126023 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, 1/ V J no 4... A TRANS I D: 413213 design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. 6.Design assumes full bearing at all supports shown.Shim or wedge if Q F 14 ?• ",1 necessary. I' f fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. rl fs 1 1 t- 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center MEI III VIII I I I III I NM NII TPI WTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines.9.Digits Indicate size of plate In Inches. MITekUSA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11E1(IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=10) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=N120) 73 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -30/ 310V -43/ 136H 5.50" 0.50 KDDF ( 625) 1'- 9.2" -47/ 153V 0/ OH 5.50" 0.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -79/ 143V 0/ OH 1.50" 0.23 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12 3 '1 MAX BC PANEL LL DEFL = 0.004" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.072" 7.50 I MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, i (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, .e. Truss designed for wind loads in the plane of the truss only. o,L rn NI of 11111 4►1 -/ 1 M-3x4 b ), 1, 3 1-00 2-00 3-11-11 (PROVIDE FULL BEARING;Jts:2,4,31 \to PRopes JOB NAME : 5019-B POLYGON - S J3c.; GiN si Scale: 0.5976 '� d 11. WARNINGS: GENERAL NOTES,unless otherwise noted: w ��/ � � 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual t t92111`r�yE r- Truss• S J 3 and Warnings before construction commences. building component.Applicability of design parameters and proper • 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component Is the responsibiity of the building designer. , le/ l 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY' MJ is the responsibilityof the erector.Additlonal of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by permanentbracing continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Irr DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON f,. 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. W SEQ. : 6126024 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, £ . 4,, (j\ A TRANS I D: 413 213 design loads be applied to any component. and Bare for"dry condition"of use. pP wedge + T • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or if t'1 fabrication,handling,shipment and installation of components. ne Design asscessary. n R j V 7. assumes adequate drainage Is provided. ��+1 Jl{4-�" 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center IIII I IIII VIII ILII VIII VIII IIII IIII IIIITPI/WfCA in BCS(,copies of which will be furnished upon request. Digit coincide with centerjointiInches. lines. 9.Dieindicate nicdt size off plateo MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITel EXPIRES:12/31/2015 1111IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 410BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x9 KDDF H1&BTR SPACED 29.0" O.C. 2-3=(-162) 96 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 9.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" 0/ 251V -58/ 175H 5.50" 0.40 KDDF ( 625) 1'- 9.2" -118/ 294V 0/ OH 5.50" 0.47 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -106/ 192V 0/ OH 1.50" 0.31 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3 . MAX BC PANEL LL DEFL = 0.007" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.008" @ 1'- 0.1" Allowed = 0.072" 12 ) MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 7.50 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, rn (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 I load duration factor=1.6, o Truss designed for wind loads I in the plane of the truss only. o,- I itlq O I - M-3x4 * * * * 1-00 2-00 5-11-11 PROVIDE FULL BEARING;Jts:2,4,31 R OPe. JOB NAME : 5019-B POLYGON - SJ4 Scale: 0.5031 �c�� G�N ` . WARNINGS: GENERAL NOTES,unless otherwise noted; 4w �(�]�rrr�� - 1„�.: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 792.SPE Truss• SJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper " 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by } is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)C and/or d (g "'" ! DATE: 11/26/2014 the overall structure Is the responsibility of the buildingdesigner. gR ) rywall(BC). tr Po ty 9 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. '� OREGON tSEQG/ fasteners are complete and at no time should any loads greater than 5.Design assumes trusses a re to be used In a non-corrosive environment, . X design loads be applied to any component. and are for"dry condition"of use. //� 14 2. TRANS 1 D: 413 213 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 �/ (��Y fabrication,handling,shipment and installation of components. necessary. RR} ` v 7.Design assumes adequate drainage is provided. 5+ 6.This design is furnished subject to the Imitations set forth by B.Plates shall be located on both faces of truss,and placed so their center 1 11111111111111111111111111 TPI/WI-CA In BCSI,copies of which will be furnished upon request. Digit coincide with Joint in lines. 9.Digits ndsize of t plateeIe Innes. v D MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12 31 f 0 1111111011gThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-6=(-48) 101 6-5=( 0) 18 BC: 2n4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-178) 24 5-7=(-84) 167 5-3=( 0) 49 WEBS: 2x4 KDDF STAND 3-4=( -29) 34 3-7=(-175) 88 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORD BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -50/ 350V -29/ 97H 5.50" 0.56 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -89/ 81V 0/ OH 1.50" 0.13 KDDF ( 625) 6'- 0.0" 0/ 95V 0/ OH 5.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 3-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T 1 MAX LL DEFL = 0.006" @ 2'- 3.8" Allowed = 0.170" MAX TL CREEP DEFL = -0.011" @ 2'- 3.8" Allowed = 0.226" 12 MAX LL DEFL = 0.000" @ 5'- 4.0" Allowed = 0.078" 7.50 MAX TL CREEP DEFL = 0.000" @ 5'- 4.0" Allowed = 0.105" 4 -/ MAX HORIZ. LL DEFL = -0.006" @ 5'- 4.0" MAX HORIZ. TL DEFL = 0.008" @ 5'- 4.0" NOTE: Design assumes moisture content does V not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. N O I Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 .1 1, /, /, 2-03-12 3-00-03 0-08-01 1-00 2-05-08 6-00 3-06-08 PROVIDE FULL BEARING;Jts:2,4,71 q PR04 JOB NAME : 5019-B - CJ2 � Scale: 0.5741 \ WARNINGS: GENERAL NOTES,unless otherwise noted: �J vY 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 41.1471:::1:11:::4'1):' T ru S s• C J 2 and Warnings before construction commences. building component.Applicability of design parameters and proper • 2.2x4 compression web bredng must be Installed where shown C. incorporation of component is the responsibikty of the building designee , e, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• MJ is the responsibilityof the erector.Additional of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r�rr permanentbracing continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON J,. 4.No load should be appked to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 9 '"V SEQ. : 6126709 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, 1 f ��` A. TRANS I D: 413249 design loads be applied to any component. and are for"dry condition"of use. l ')4 h • 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 ll.q- necessary. > Cyt` t 4' fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. is r'f ' 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 HIM IIIA I I I 101111 VIII IIIIII IIII TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center knee EXPIRES:12/31/2015 9.Digits indicate size of plate in Inches. MiTek USA,IDC./COl1 UTNE Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 11 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF ijl&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-6=(-134) 187 6-5=( 0) 18 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-270) 59 5-7=(-228) 313 5-3=( 0) 50 WEBS: 2x4 KDDF STAND 3-4=( -65) 53 3-7=(-327) 238 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -45/ 393V -43/ 1360 5.50" 0.63 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 4.0" -4/ 140V 0/ OH 5.50" 0.22 KDDF ( 625) 5'- 11.7" -56/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-11-11 MAX LL DEFL = 0.014" @ 2'- 3.8" Allowed = 0.254" T T MAX TL CREEP DEFL = -0.019" @ 2'- 3.8" Allowed - 0.339" 12 4 MAX HORIZ. LL DEFL = -0.014" @ 5'- 4.0" 7.50 MAX HORIZ. TL DEFL = 0.015" @ 5'- 4.0" (� NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting , system and components and cladding criteria. ,n Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 rh load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. ,0 0 7 11.-- 1 o M-3x4 o M- 1.5x3 i f 11. 11 6 0 0 M-3x4 M-3x5 1 1 1 1 2-03-12 3-00-03 0-08-01 1 1 ) /' 1-00 2-05-08 6-00 3-06-08 PROVIDE FULL BEARING;Jts:2,7,41 JOB NAME : 5019-B - CJ3 '<.(�' ° ��o,Fss Scale: 0.5145 c3'" � �`'i�z5� ' �� WARNINGS: GENERAL NOTES,unless otherwise noted: 4 7 p C.- -„p• 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual . •I-E Truss: CJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web braang must be Installed where shown,. incorporation of component Is the responsibiity of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length DES" BY: MJ pe v and/or 9 by +� is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as (B ) `LS" plywood rdrywall C. DATE: 11/26/2014 the overall structure is the responsibility of the bulking designer. 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. `'f7 OREGON fh ^W SEQ. : 6126710 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, G- �� design loads be applied to any component. and are for"dry condition"of use. ,,nn,, y' 'Z. .. TRANS I D: 413249 6.Design assumes full bearing at all supports shown.Shim or wedge if x/ r 4 5.CompuTms has no control over and assumes no responsibility for the necessary. 114 /4F00, �` i fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 11'"/4 R`t,,.�;. 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 1111111 I I VIED II I II I 1111IIII III IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon lines coincide with joint center Ines. 9.Digits indicate size of plate In inches. MiTBk USA,InC./COmpuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31 101 (III I II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-7=( -82) 187 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-270) 59 6-8=(-141) 313 6-3-( 0) 50 WEBS: 2x4 EDDY STAND 3-4=(-174) 98 3-8=(-327) 147 LOADING 4-5=(-119) 0 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 23.7" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -35/ 355V -51/ 196H 5.50" 0.57 KDDF ( 625) 5'- 4.0" 0/ 140V 0/ OH 5.50" 0.22 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -208/ 416V 0/ OH 1.50" 0.53 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 7-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.011" @ 2'- 3.8" Allowed = 0.254" 5 MAX TL CREEP DEFL = -0.019" @ 2'- 3.8" Allowed = 0.339" MAX LL DEFL = -0.039" @ 7'- 11.7" Allowed = 0.197" MAX TL CREEP DEFL = -0.047" @ 7'- 11.7" Allowed = 0.263" 12 7.50 MAX HORIZ. LL DEFL = 0.011" @ 5'- 4.0" MAX HORIZ. TL DEFL = 0.015" @ 5'- 4.0" 4 NOTE: Design assumes moisture content does 0 not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting co system and components and cladding criteria. 0 v, Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 3 Truss designed for wind loads in the plane of the truss only. C- I8 °° -/ 8 .mmo o Ir. M-3x4 o M-1.5x3 Ico 1 =� 7 0 o M-3x4 M-3x5 1 3, b 3. 2-03-12 3-00-03 0-08-01 1, 3, 1 J, 1-00 , 2-05-08 5-06-03 , 9. 6-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,8,4' JOB NAME : 5019-B - 0J4 � ` ° PRyC/°)�7}p��r Scale: 0.4174 �� ` j//")5j// `� .. WARNINGS: GENERAL NOTES,unless otherwise noted: �, f L• c(�-''^��tF- �1,,,, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual ,:92.0 Truss: C J 4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+, Incorporation of component Is the responsibltty of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaiC). DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown 0 4- 4. OREGON ��" 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. -7 V' 4t,/ SEQ. : 6126711 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, Ir✓f 4qAa �. design loads be applied to any component. and are for"dry condition"of use. © j' „. A" TRANS I D: 413 2 4 9 6.Design assumes full bearing at all supports shown.Shim or wedge if y`. 5.CompuTrus has no control over and assumes no responsibility for the necessary. {,1Y/,,i^�, S V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. S F1 R I y„. 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII I I I 111 111 VIII II'III TPI/WICA In BCSI,copies of which will be furnished upon request. Digit coincideInwith joint ain Ines. 9.Digits ndsize of plateeto i Ines. MITekUSA,Inc.fCompuTrusSoftware 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIII I III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 810BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 60 2-7=( -76) 146 7-6=( 0) 18 BC: 2x4 KDDF 410BTR SPACED 24.0" O.C. 2-3=(-226) 62 6-8=(-130) 243 6-3=( 0) 49 WEBS: 2x4 KDDF STAND 3-4=(-201) 171 3-8=(-254) 136 LOADING 4-5=( -83) 46 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -26/ 374V -73/ 215H 5.50" 0.60 KDDF ( 625) 5'- 4.0" 0/ 119V 0/ OH 5.50" 0.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 10.9" -160/ 302V 0/ OH 1.50" 0.39 KDDF 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -55/ 103V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9-11-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" f 'f MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5 -, MAX LL DEFL = -0.009" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.015" @ 2'- 3.8" Allowed = 0.339" i MAX HORIZ. LL DEFL = 0.009" @ 5'- 4.D" MAX HORIZ. TL DEFL = 0.012" @ 5'- 4.0" 12 7.50 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting 4 system and components and cladding criteria. 0 Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-4x6 3 �O AIN T A 0� M-3x4o o M-1,5x3 ii 7 o o M-3x4 M-3x5 1 l l l 2-03-12 3-00-03 0-08-01 J, l l l 1-00 , 2-05-08 7 96-03 l 6-00 3-11-11 [PROVIDE FULL BEARING;Jts:2,B,4,51 JOB NAME : 5019-B - CJ5 �r PDQ Scale: 0.3702 �� IN �h�7,�+ ��Q WARNINGS: GENERAL NOTES,unless otherwise noted: LZd, /ppp�/ cc-- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �' a .PE t'^ Truss• CJ5 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. ".r 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom to be laterelty braced at DES. BY• MJ is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c,respectively unless braced throughout their length by N� Po ur P 9 continuous sheathing such as plywood in ere and/or drywall(BC), „..,,,,411101111P";41101114" ' CC. DATE• 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown a a OREGON /�� " 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. A� 4c/ SEQ. : 6126712 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, ha -°:!q 00'-‘ 4., Aa design loads be applied to any component. and are for"dry condition"of use. }' 14 i2,. ^E- TRANS I D: 413249 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge If v.{x necessary. R R O, V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. S: 6.This design is furnished subject to the lirritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II IIII III' I I IIII III I IIIITPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. 9 MiTekUSA,Inc./CompuTrusSoftware 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-131t,ESR-1988(MiTek) EXPIRES:12/3 O P"-- ., 111111111111 This design prepared from computer input by PACIFIC LUMBER-BC . LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #11BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2- 8=(-102) 149 8- 7=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-230) 61 7- 9=(-175) 247 7- 3=) 0) 49 WEBS: 2x4 KDDF STAND 3- 4=(-262) 170 3- 9=(-259) 183 LOADING 4- 5=(-177) 91 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-120) 0 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 24.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -26/ 384V -B1/ 278H 5.50" 0.61 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 4.0" -8/ 120V 0/ OH 5.50" 0.19 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 10.9" -136/ 300V 0/ OH 1.50" 0.38 KDDF ( 625) 9'- 11.7" -210/ 405V 0/ OH 1.50" 0.52 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I 11-11-11 VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 T 6 MAX TLMAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.011" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.015" @ 2'- 3.8" Allowed = 0.339" MAX LL DEFL = -0.039" @ 11'- 11.7" Allowed = 0.200" 5 MAX TL CREEP DEFL = -0.048" @ 11'- 11.7" Allowed = 0.267" �� MAX HORIZ. LL DEFL = -0.011" @ 5'- 4.0" 12 MAX HORIZ. TL DEFL = 0.012" @ 5'- 4.0" 7.50 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting 4 N system and components and cladding criteria. 0 1 , Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads M 4x6 in the plane of the truss only. 3 41111/r 9 �_ o ��M-3x4 1-,,P1-1.5m3 ' i 1 - 8 r 0 o M-3x9 M-3x5 b .0 1, b 2-03-12 3-00-03 0-08-01 1 .0 b .0 1-00,, 2-05-08 .0 9-06-03 0 6-00 5-11-11 [PROVIDE FULL BEARING;Jts:2,9,4,5) JOB NAME : 5019-B - C J 6 Sale: 0.3228 �ca<(' GIN a � 6, WARNINGS: GENERAL NOTES,unless otherwise noted: /f'�/ � � 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ;.*///g5//11:7. .7Q P E 1-.Truss• C J 6 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary re ittyng constr4d0OP,uction bracing to insure stabduring 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). s` DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be appted to any component until after all bracing and 4.Installation of truss is the respensidlity of the respective contractor. r,/ SEQ. : 6126713 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, .1.- v9 Nb' c, design loads be applied to any component. and are for"dry condition"of use. 14 2, ^ TRANS I D: 413249 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 '? fabrication,handling,shipment and installation of components. necessary. "'r'i R`s t V 7.Designlaesassumes adequate one draboth c istrus,provided. C RIO- 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located both faces of truss,and placed so their center ILII II I 111 III 11111111111M III IIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015