Loading...
Plans (7) k ,,,) (.\Scy- cct. 3T-0' r 1 t• N 111-9' T T J1 ` , J1 J2 _ �,i CJ2 J3 ,i C.13J4 1 %pk1 CJ6 J7 7:12 • JS — J8 J9 I _ J9 J10 8 14.1E DJ10 4 J10 t4.it J9 a J8 J9 7 J7 J8 J7 . ,_ o J6 2 > 7:11 15 J6 7:1r�' o _ J4 13 J4 d J3 1412 J2 ! J1 J2 r ,in . 7 'J1 • ••N A2 (2) r NI • CONFORMS TO DESIGN Z` EPT I'I' ,Y`•1-14P �- CONFORMS TO DESIGN CONCEPT 4.14@ • REVISIONS AS SHOWN GARAGE 1.7. 3r$' ❑X CONFORMS TO DESIGN CONCEPT Elw I r♦ CONFORMS TO DESIGN CONCEPT WITH NON-CONFORMING-REVISE AND RESUBMIT / / �� ❑REVISIONS NOTED THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE f' 14 2' 6'_A VA' ❑NONCONFORMING REVGE&RESUBMIT THIS:41,,WeINS Hr,BEEN FE,EWE:FOR GEN..,C011,0...CE WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE .1Vrlii DES,. CONC.:7 ON, A. DOES NO7 RELIEVE THE V J/ L. FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE �._ DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY "' "" "'"''". ByF'ry"E FAlexia Fukui Date 9/22/14 OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. MILBRANDT ARCHITECTS By: Todd R. Eaton Date: September 19, 2014 {{ CT ENGINEERING INC ©Copyright CompuTrusInc.2006 t'UILUtR: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 07/25/14 T ONLY.REFER TO rnu SMC L ULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER PLAN 3A INFORMATION.BUDDING a- . DES RESPONSIBLE FOR EER N RECORD PLAN: DRAWN BY: REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS w TO TRUSS CONNECTIONS.BUILDING • 3A / GARAGE LEF TCHECKED BY: DESIGNER/ENGINEER OF RECORD TO -�D REVIEWWANDAND APPROVE OF ALLitt COMPANY. DELIVERY LOCATION: SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 3T-06 r 1 DR v- CR _ \ WO)* ! / _ J A J1 11N "� .%II J2 \► 1 IIIJ3 -k 1 /I jet av 1` t =I J5 . L. i 7:12 - IJ7 J8' I J8 J9 4 a 414.12 J10 JiP J� 14. 2 JIB JL c • J9 JT 8 J8 .10_ 8 N J7 J5-- 7:12 I J6 � r1: 1 1 J5 0 1 K 41 1 J4 J7 or 1412 , J3 J1 _ AI AL , I J2 411111E r 44_,.-.-=,..., --- aviC!<i`41 .,I J1 - ■ 1 o~moi TE W. <(Df6Q, 1 �IF < CONFORMS TO iESIGN CONC PT Sv w :..i;�1io=WEMI/ El CONFORI4S-TO-DESIGN CONCEPT WITH REVISIONS AS SHOWN � 3r-6' / LL / CT , ❑ NON-CONFORMING-REVISE AND RESUBMIT � 14'7 I]CONFO• 510 DESIGN CONCEPT THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMA OF 6-43/4 .1.- ...i ❑CONFORM TO DESIGN CONCEPT WITH WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE REVISIONS NOTED FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE ❑NON-CONFORMING-REVISE&RESUBMIT I is Lf H.M. E 1 F NE.A Cf ,0,1 DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY '� OVER"IIS SHOP DRAWING. CONTRACTOR 61ALL VERIFY ALL PENSIONS, 1TF: LIS J GONCEi. 0,12, ANO :.,OEC :.'i EL NE ,.z-1. .$..C..^RTC E,P.n., . r ..a,.,l1,,44„r W",-,F.,r24, fYrONVES .,541}_.:,,E: CAT F'.^F.PPLI 'h'.-'Y;-IFA By: Todd R. Eaton Date: September 19, 2014 FRNRcvC,FR;<1I:w D A WNa CT ENGINEERING INC By Alexia Fukui Date 9/22/14 MILBRANDT ARCHITECTS BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 07/25/14 PLACEMENT RUSS e CALCULATIONS AND D ENGINEERED STRUCTURAL r ,,' PROJECT TITLE REVISION-1: DRAWINGSGNER/EGINEERFOR RTHER ECORD r . L Pal PLAN INFORMATION.BUILDING PLAN 3A DESIGNER/ENGINEER OF RECORD ',4 RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING 3A / GARAGE RIG IECKED BY: DESIGNEER/ENGIINEEAND ROF RECORD TOREVIECOMPANY DELIVERY LOCATION: SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. ASK 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. our MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL 14-1 18_U P Fax 916/676-1909 3A The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R41832568 thru R41832579 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 0PROFs� kAGINE 8 / 2PE -7 -0,,;OREGON if?-P00:4/aER ANS 1tr EXPIRES:06/30/2015 April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. MiTek. MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL 14-1 18_U P Fax 916/676-1909 3A The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R41832568 thru R41832579 My license renewal date for the state of Washington is January 2,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ONTO • er '419639 44. CCS ' ONALO„ April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply 3A R41832566 PL14-118 UP F01 Floor 17 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:41 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv-GgIZQgaDiPr1Bu5g6D6ZM2KUbwgZCHJ3PsbwCOzOQSK I 2-6-0 I 10-10-2 I I 1-2-0 11 0-11-2 1 Scale=1:32.8 1.5x3 II 3x6= 1.5x3 I I 3x4= 1.5x3 I 13x4= 3x4= 1.5x3 I I 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 N ea p eB 17 16 15 14 13 12 3x4 = 3x8= 3x6= 1.5x3 II 1.5x3 II 3x8= 3x4= 12-6-2 1 11-4-7 1p-1121 I 18-9-12 I 11-4-2 b-7-0 0-7-0 6-3-10 Plate Offsets(X,Y): 16:0-1-8,Edael.17:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.29 15 >767 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.46 15-16 >483 360 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:85 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • REACTIONS (lb/size) 17=822/Mechanical,11=822/0-4-4 (min.0-1-8) FORCES (Ib)-Max,Comp./Max.Ten. All forces 250(Ib)or less except when shown. yZON1O TOP CHORD 2-3=-2976/0,3-4=-2976/0,4-5=3689/0,5-6=-3689/0,6-7=-3386/0,7-8=-2944/0,8-9=-2944/0 BOT CHORD 16-17=0/1772,15-16=0/3588,14-15=0/3386,13-14=0/3386,12-13=0/3386,11-12=0/1775 04' 0'Rf SNr WEBS 2-17=-1913/0,2-16=0/1299,4-16=-660/0,4-15=-57/292,5-15=-281/0,6-15=-62/602,9-11=-1916/0,9-12=0/1262, 'Co r fi' , 7-12=-756/0 4 0 NOTES 1)Unbalanced floor live loads have been considered for this design. .7 2)Refer to girder(s)for truss to truss connections. ti; 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 49639 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to Si'04 ,, '' be attached to walls at their outer ends or restrained by other means. -,' LOAD CASE(S) Standard qQ PRoFF rs ` NGINEF9 cS'jq -,<- 870 2PEt.' 7 -©), OREGO 13.E EXPIRES:06!3012015 • April 22,2014 a a ®wArl/i:/3-Ver:fydes/yaapram,tcrsand READ NTTES OPSTHIS AM/M JATE#tNITEKREFEEittE.fdEPAGE MIT 7473rec1/2fl/2016BF-MUSE Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. �' Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the 'Alibi(' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYl 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern pine ISM lumbar specified,the dodge vetoes see.these effective 04/01 24113 byAISC Job Truss Truss Type Qty Ply 3A R41832569 PL14-118_UP F02 Floor 5 1 Job Reference(optional) Pacific Lumber 6 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:43 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv-C3QKgLcTE051QCF2Ee81RTPs6jRAgHTMt940GvzOQSI 2-6-0 1 1-4-4 II 1-2-0 II 2-0-0 1 2-5-8 11 1-2-0 11 2-0-8 1 H l� H Scale=1:41.3 1.5x3 II 1.5x3 II 1.5x3 I I 3x8= 1.5x3 II 3x6 FP= 1.5x3 I I 1 2 3 4 5 6 7 8 : —' 0 11 12 13 14 • ■g/ / _ c •• o - o N / la,e RA iii e- eitl OM 1.1.11 IMII 25 24 23 22 21 20 19 18 17 16 15 3x6 FP= 1.5x3 I I 3x5=3x6= 1.5x3 II 3x8= 3x6= 1.5x3 II 7-10-12 14-9-8 I 6-8-12 73-121 1 10-11-0 1 13-7-8 1 2-81 1 19-7-0 23-8-4 I 6612 a-7-0 3-0-4 2-8-8 0.7-0 4-9-8 4-1-4 0-7-0 0-7-0 Plate Offsets(X,Y): 14:0-1-8,Edgel.f5:0-1-8,Edae1,18:0-1-8,Edge),117:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.29 Vert(LL) -0.06 22-24 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.10 24-25 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.01 16 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS All bearings 0-5-8 except(jt=length)15=Mechanical,25=0-4-4. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)15 Max Gray All reactions 250 lb or less at joint(s)15 except 25=449(LC 14),19=877(LC 3),16=745(LC 14) 01ONIO 44. FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. CJWAS TOP CHORD 2-3=-1159/0,3-4=-1159/0,4-5=-892/0,7-8=0/400,8-9=-423/83,9-10=-423/83, C./ itr'V0 10-11=0/603,11-12=0/603,12-13=0/597 i C ,q, ', '3 BOT CHORD 24-25=0/863,23-24=0/892,22-23=0/892,21-22=0/892,20-21=0/892,19-20=-400/0, "' °" t 18-19=-83/423,17-18=-83/423,16-17=-93/268,15-16=-304/44 YYY (J WEBS 7-19=-590/0,2-25=-932/0,2-24=0/319,4-24=0/403,5-20=-964/0,8-19=-694/0, t `' 10-16=-802/0,13-15=-47/329,13-16=-475/0,7-20=0/586 r NOTES08rt 41� 1)Unbalanced floor live loads have been considered for this design _ 2)All plates are 3x4 MT20 unless otherwise indicated. $ONAL' 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)15.--- 5)This truss is designed in accordance with-the2012 trternatlonal Bullaing Code section 2s00.1 and references standara ANSn rel I. -- 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to EV) PRQF' - be attached to walls at their outer ends or restrained by other means. F 7)CAUTION,Do not erect truss backwards. Co- E / , k..4) 0_,,,,,_ LOAD CASE(S) Standard 870 2PE i r N 7 �'0j, OREGO cL� 41, � F4C)'0 $ER 't � - & , , �` EXPIRES:06/30/2015 April 22,2014 1 ®itAfdTMS-'drr,'?pdcsi0n paw ame Srs and REAII! M'S ON nirEm matzo.f11rK REFEREICT PAGE MU 3473 sec 1/29/3 148Lf7RFtJSE —i Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-riot truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillily of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,defrvery.erection and bracing.consult ANSI/TP11 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Sotathens Pint ltP)umtee is vpss as,the dts"aga vatues WE those effective 09/01.12013 SayAtSC Job Truss Truss Type Qty Ply 3A SII R41832570 PL14-118_UP F03 Floor 5 1 Job Reference(ootional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:44 2014 Page 1 ID:SygD?CTgSFZSjSNcS 1 ttIDzR3Xv-gF_i2hd5?KDc2LgFoLfG_hy2t7sbPluV5pgapLzOQSH 1 2-5-4 1 1 1-2-0 1 1 2-0-8 I 2-6-0 I 1 1-4-4 I Scale=1:22.2 1.5x3 11 3x4= 1.5x3 11 3x4= 3x4 II 3x4= 1.5x3 11 1 2 3 4 5 6 7 • • hi 1P1111111111111P—IP : 0000 ,111111.1.41 - • — L. INA 1 Z 11 10 , 8 3x4= 1.5x3 II 3x4= 3x8 = 3x4= 3-11-12 I 2-8-4I 3-0-73-4-0 -4 13-0-170-0-40-11-6 -10 II e-7-12 12-9-0 I 2-8-4 0-7-0 0-7-0 0-i-6 4-8-0 0-- 3-11-12 Plate Offsets(KY): 12:0-1-8,Edgel.(10:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.05 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:58 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:8-9. REACTIONS (lb/size) 12=317/0-2-8 (min.0-1-8),8=55/Mechanical,9=738/0-5-8 (min.0-1-8) Max Uplift8=-66(LC 3) Max Gray 12=321(LC 3),8=143(LC 7),9=753(LC 8) 'tONTD 14, FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �Cj �v WtrASII 4 TOP CHORD 2-3=-565/0,3-4=-565/0,4-5=0/538,5-6=0/533{ BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 Q df WEBS 2-12=-610/0,4-9=-841/0,6-8=-123/255,6-9=-444/0 E "' 1 NOTES .t 1)Unbalanced floor live loads have been considered for this design. IT' 2)Refer to girder(s)for truss to truss connections. ''d 49639` x' 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. (:). ., -k , x 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8. 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. -�' NA - � 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. PROP LOAD CASE(S) Standard `�� �I —.0 c. 4 87022PE v1- y -0�,OREG•N r 4c/ 90 'yBER \ ..\ 4S A Her, EXPIRES:06/30/2015 April 22,2014 4 ®W ft/s1;M`-Verifyde_=irn parausc tens uxd R€A.R N 17S ON T7-:5 A140 ThaiZED MIMIC REFEf EXME PAGE ma 7 473 rc c 1128/2L't.DEMME Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. 'fl Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1911 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 IiiIlSatirtriernPine4SPI lumber isspuzifiect,the design ealuxs aeutheva effective 136/01f201.3 by.MS: Job Truss Truss Type Qty Ply 3A R41632571 PL14-118_UP F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:44 2014 Page 1 ID:SygD?CTgSFZSJSNcS1ttIDzR3Xv-gF i2hd5?KDc2LgFoLfG_hy2f7r?PloV5pgapLzOQSH I 1-9-0 I I 1-6-12 1 1 1-2-12 I I 1-6-0 I I 1-2-0 1 1 2-7-4 Scale=1:21.8 1.5x3 II 3x4= 1.5x3 II 3x6= 1.5x3 I I 3x4= 1.5x3 11 1 2 3 4 5 6 7 3x4= 8 e e ,, e N 'IN e o 4010 15 14 12 11 10 - 9 3x4= 3x5= 3x4 II 3x5= 1.5x3 I I 1.5x3 II 3x4= I 5-2-8 I 12-6-12 I 5-2-8 7-4-4 Plate Offsets(X,Y): 16:0-1-8,Edgel,17:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.02 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.16 Vert(TL) -0.03 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:60 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 13=608/0-5-8 (min.0-1-8),15=202/Mechanical,9=284/Mechanical Max Gray 13=621(LC 7),15=236(LC 8),9=291(LC 4) p$ToNio 4 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-290/6,3-4=-290/6,6-7=-476/0 Cr . BOT CHORD 14-15=0/287,13-14=-286/18,12-13=-292/15,11-12=0/476,10-11=0/476,9-10=0/476 rJSki WEBS 4-13=-606/0,2-15=-331/0,4-14=0/426,6-12=-302/0,4-12=0/447,7-9=-510/0 �� ` 'P„ *'7— Q'Q NOTES co c 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. it 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 'd 49639 i 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-lOd(0.131"X 3")nails. Strongbacks to OAA 4'081'SO ,Cv be attached to walls at their outer ends or restrained by other means. '` 5)CAUTION,Do not erect truss backwards. $� � - LOAD CASE(S) Standard ,', p PROpFss . ,4NGINEF6) /�.o. 4 . 87022PE T' co ck, y �- OREGO r2 4/ 90 �.$ER ' 49 Os A. HS 4'P EXPIRES:0613012015 April 22,2014 1 1 A48Nf.4`.VerifydcsiyaparametrsandREM1r-TESOHTHISAN mum MIT€KREFERENCE PAGE MII.7473 rat 1/29/2dr14ftfF REUSE Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown bill is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the I�ekn erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control;storage,delivery,erection and bracing,consult ANSI/1P11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 IfSeurhersf Pine ISP)lumber is specified*the design wai'•.uzs are These effective GG mSf2Et1.3 izyAMSC Job Truss Truss Type Qty Ply 3A R41832572 PL14-118_UP F05 FLOOR 4 1 Job Reference(optional) Pacific Lumber&Twos Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:45 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv-8SY4F1ejmdLTfVPRL2AVXuV9QX6v8AMfKTZ7LozOQSG I 2-3-12 I I 1-2-0 I I 1-0-0 I 2-6-0 I Scale=1:21.9 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 7 e eiv— 444014441 _ _ e 0 0 'i' IIIIIIIIIIIIIIIIIIIIII N e o y e e e 12 11 10 9 8 3x4= 1.5x3 II 3x4= 3x6= 3x4= I 12-7-4 I 12-7-4 Plate Offsets(X,Y): 12:0-1-8,Edoel.110:0-1-8,Eduel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.14 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.50 Vert(TL) -0.21 9-10 >707 360 BCLL 0.0 Rep Stress lncr YES WB 0.34 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:56 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 12=549/Mechanical,8=549/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ONTO �r,� TOP CHORD 2-3=-1204/0,3-4=-1204/0,4-5=-1646/0,5-6=-1646/0 BOT CHORD 11-12=0/1204,10-11=0/1204,9-10=0/1560,8-9=0/1109 SCJ O WASti- 4. WEBS 3-10=0/263,2-12=-1310/0,6-8=-1198/0,6 9=0/579,4-10=-545/0 C, A,,' 0 NOTES 0 f lti;.; O1. 1)Unbalanced floor live loads have been considered for this design. / 2)Refer to girder(s)for truss to truss connections. Ib4 - 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. r f�'ar r 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ''b�\ 49634 -4V be attached to walls at their outer ends or restrained by other means. +IS 3 LOAD CASE(S) Standard 7::, (NAL �gi,V PRQtrk, - 87022PE v.-- , ', y -$, OREG•N tiflztr 160:9.8ER \\��q A. NES EXPIRES:06/30/2015 April 22,2014 e e KkkN3; -Verity design puasussretsashkEA£1SSIESCMMIS A10T4' iZED MTV(REFERENCE PAGE Md77473tot118/ZSJ4DEMfdl ' �" Design valid for use only with Mitch connectors.This design s based only upon parameters shown,and is for an individual building component. Nut Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTe � erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 €ftauthern,Pine 414lurriber is swdfbest,the ziesige vieues are..those effective 06ui31j2o13 toy MSC Job Truss Truss Type Qty Ply 3A R41832573 PL14-118_UP F06 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:45 2014 Page 1 ID:SygD?CTgSFZSjSNcSI ttIDzR3Xv-8SY4F1 ejmdLTfVPRL2AVXuVFfXC48EofKTZ7LozOQSG I 1-6-0 I 140 I I 1-2-0 I I 1-1-8 I Scale=1:13.6 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 2 3x4= 3 4 5 3x4= 6 J A". _ _ o- 0 N N r rr e e 3x4= 10 9 8 7 3x4= 3x4= 3x4= I 3-1-0 1 3-8-0 1 4-3-0 1 7-1-8 I 3-1-0 0-7-0 0-7-0 2-10-8 Plate Offsets(X,Y): f8:0-1-8,Edgel,19:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.09 Vert(LL) -0.01 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.11 Vert(TL) -0.02 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:33 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 10=308/0-2-8 (min.0-1-8),7=308/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. "VONIO TOP CHORD 2-3=-510/0,3-4=-510/0,4-5=-510/0 BOT CHORD 9-10=0/369,8-9=0/510,7-8=0/369 0 OI WAS 1 WEBS 2-10=-443/0,5-7=-443/0 C> NOTES A r GI, t"3 1)Unbalanced floor live loads have been considered for this design. - 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. ` � 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/7P!1. ¢9630'4 ` 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails: Strongbacks to (ate at5'I'b � be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 4� , D P R apFss 4.c' 87022P, r -;..,-,44/N 9��iFRGONq, t�- A HERS EXPIRES:06/30/2015 April 22,2014 4 r ®mway'-Veal rdelign parainers and READ ICUS ON TH.°SAND; IID 0 MIRK RUMEN/PAGE POT 7473 icc 111512614 BEcItEFYSE .• Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown T is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the k- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYiMak' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl Quality Criteria,DSB-89 and BCS/Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 It Southern Pine fSP)tumtaae it stneci rad,the design weluies aaethose effective 06101/201.3 byMSC Job Truss Truss Type Qty Ply 3A R41832574 PL14-118_UP F07 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 S Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:46 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv-de6STNeLXxTKHf dvmik361PxxY4tgFoZ7PubEzOQSF I 2-6-0 10-7-8 I I -1-2-0 I I 1-3-4 I 1-60 I I 2-5-8 II 1-2-0 1 1 1-11-0 I Scale=1:23.7 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 ♦ • • e e • oo <4 \ —,,Ill•a Nislisit. ___ 0000000000011110 _ e- ee ee e 4 1 16 15 14 %�ijt 12 11 . 3x8= 1.5x3 II 1.5x3 II I 3-4-8 13-11-8 14-6-8 1 7-6-12 I 10-3-4 110-10-4111-54 1 13-7-4 I 3-4-8 0-7-0 0-7-0 3-0-4 2-8-8 0-7-0 0-7-0 2-2-0 Plate Offsets(X,Y): 17:0-1-8,Edgel,18:0-1-8,Edael,114:0-1-8,Edgel,f15:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (Ioc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.19 Vert(LL) -0.02 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 15-16 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:63 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:13-14. REACTIONS (lb/size) 16=298/Mechanical,13=668/0-3-8 (min.0-1-8),10=219/0-2-4 (min.0-1-8) Max Gray 16=318(LC 10),13=670(LC 9),10=235(LC 4) 10 tic FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. fix, TOP CHORD 2-3=-539/0,3-4=-539/0,4-5=-539/0,5-6=0/262,6-7=0/268,7-8=-312/0 �c? of WASE BOT CHORD 15-16=0/547,14-15=0/539,13-14=-15/347,12-13=0/312,11-12=0/312,10.11=0/312 C,) 4{, 4. 6: WEBS 2-16=-590/0,5-13=-508/0,5-14=0/328,7-13=-504/0,8-10=-350/0 1Z.. -., �0 NOTES 1 Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. I` 3)Refer to girder(s)for truss to truss connections. 4r g () 49639. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. O •11ST' 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to `VSy. � be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard R,t.0R0 Ope„ w�\, I N:::( 11 ''b 870 2PE yu' ,,,„v `0j, OREGO ti4 k �00�44$ER \\ P'� A. Nei EXPIRES:06/30/2015 April 22,2014 ®COMM-Verity-dc_rpn parametPrsandREAP fi7TES ONMANE MIXED Kra REFEREICE PAGE MIS 7473 mc 3/2412014 HErMEUSE ..' Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. il Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown '( is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Mi IQi k erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPR Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 it SDuti,wns Pen*tSP)lumber in specified,the designankles are Strew effective DS/03f2018 by AtSC Job Truss Truss Type Qty Ply 3A R41832575 PL14-118_UP FO8 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co. Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:47 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttlDzR3Xv5ggqgjfzlFbBvpYqTTDzcJatt Kjlc?byon2EPgzOQSE 2-6-0 I 1 1-0-10 1 f 1-2-0 .1 aI A-E2.1 Scale=1:33.2 1.5x3 II 3x6 = 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 e s o e a e - e e 1 16 15 14 13 12 3x4= 3x8= 3x6= 1.5x3 II 1.5x3 II 3x8= 3x4 = 12-8-10 I 11-6-10 1F-1-101 I 19-0-4 1 11-0-10 0-7-0 0-7-0 6-3-10 Plate Offsets(X.Y): )6:0-1-8,Edpel,f7:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.31 15 >738 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 >469 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:86 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=831/0-2-8 (min.0-1-8),11=831/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. , y- ONIO 44, TOP CHORD 2-3=-3020/0,3-4=-3020/0,4-5=-3781/0,5-6=-3781/0,6-7=3451/0,7-8=-2988/0,8-9=-2988/0 Vii, BOT CHORD 16-17=0/1795,15-16=0/3655,14-15=0/3451,13-14=0/3451,12-13=0/3451,11-12=0/1798 OC' OV W�. S t `�j" WEBS 2-17=-1937/0,2-16=0/1323,4-16=-685/0,4-15=-28/296,5-15=-266/0,6-15=-69/599,9-11=-1940/0,9-12=0/1285, �,t S{,. - No. 7-12=-786/0 h ., 'G Y� NOTES rij ti y L`-• 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)17. irr 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 1:4 ¢9639 tt' 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to �9 be attached to walls at their outer ends or restrained by other means. > SIS 1 � LOAD CASE(S) Standard 's'ONALG tOPROP 1+4 870 2PE y �. j OREGO c,Ati O� Y .. \ 106, A. H # EXPIRES:06/30/2015 April 22,2014 4 t ®WARMIM3-Verity ddes:yrr paras irrs uud READ 7 3;7 ON 7/11 AMi 1P1t.€D MUD( PACE ff717473 mu 1;2f/2014 Lim: ....• Design valid for use only with MiTek connectors.This design B based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MI is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the IXB erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Mi IQ.k+ fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Banding Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA;95610 if SOUL-here Pine tSPf launsfsev is specified,.the design vatues are More e4ta>thve OGf133 f2O2.3 byA SC Job Truss Truss Type Qty Ply 3A R41832576 PL14-118_UP F09 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:47 2014 Page 1 ID:SygD?CTciSFZSjSNcS 1 ttlDzR3Xv-5ggggjfzlFbBvpYqTTDzcJaWrKjkc?ayon2EPgzOQSE I 2-6-0 1 1-0-14 11 1-2-0 11 0-11-2 1 Scale=1:33.2 1.5x3 I I 3x6 = 1.5x3 II 3x4= 1.5x3 I I 3x4= 3x4= 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 .. e e e 1 16 15 14 13 12 3x4= 3x8= 3x6 = 1.5x3 II 1.5x3 I I 3x8= 3x4= 12-8-14 I 11-6-14 112-1-11 I 19-0-8 I 11-6-14 0-7-0 0-7-0 6-3-10 Plate Offsets(X.Y): 16:0-1-8,Edae1,17:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.31 15 >735 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 >468 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:86 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=832/0-2-12 (min.0-1-8),11=832/0-4-4 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 0"ON10`4 -r, TOP CHORD 2-3=-3025/0,3-4=-3025/0,4-5=-3791/0,5-6=-3791/0,6-7=-3457/0,7-8=-2992/0,8-9=-2992/0 BOT CHORD 16-17=0/1797,15-16=0/3661,14-15=0/3457,13-14=0/3457,12-13=0/3457,11-12=0/1800 o' c WAs,, r WEBS 2-17=-1940/0,2-16=0/1326,4-16=-687/0,4-15=-25/297,5-15=-265/0,6-15=-69/600,9-11=-1943/0,9-12=0/1287, AN " c,G NOTES " N 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)17. V'; 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ''a49639 ��i` 4)Recommend 2x6 Strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 9e0.1.,.-0IS'PE ,thy be attached to walls at their outer ends or restrained by other means. y LOAD CASE(S) Standard - 44/4 NGiN F , rod 87022PE { co cv 7 �'SS, OREG'N � 4/ �0 cr44$Ert:'1\ • • OS, vioss A. Hes EXPIRES:06/30/2015 April 22,2014 a ®WArsyd7WJ-Ve /ydo ign pa-raiwn aAd VtrIAD//71 SONPNFSAM(maim 1,070(8EF:T(E,fKsPAGE MIT 7473 rexI/20/201$9ER3/1EUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. NI pplicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/7811 Quality Criteria,DSB-89 and SCSI Betiding Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 ifSeeunha=m.Pine(SP1 lumber it Br:waged,Hire.de$,g0.:values arta:ttzrsmrdradues%/0af2013 toy At.SC Job Truss Truss Type Qty Ply 3A R41832577 PL14-118_UP F10 Floor 5 1 Job Reference(ootionall Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:48 2014 Page 1 ID:SygD?CTgSFZSjSNcSIttIDzR3Xv-Z1 DDu3gc3Yj2Xz701BkC8X6k2kCgLV350Rony6zOQSD I 1-8-4 1 1 1-2-12 1 2-6-0 I 1-2-0 1 1 1-3-0 1 1-6-0 I Scale=1:22.1 1.5x3 I I 3x6= 3x5= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 e o e e a o I IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIINIII o .7 o- e e 14 ' 12 11 10 3x4= 3x6= 3x6 = 1.5x3 II 3x4= 3x4= I 1-11-4 I 8-6-8 19-1-8 1368 I 12-8-8 I 1-11-4 6-7-4 0-7-0 0-7-0 3-0-0 Plate Offsets(X,Y): f5:0-1-8,Edge],f10:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) -0.05 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.24 Vert(TL) -0.07 11-12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:59 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (Ib/size) 14=-381/Mechanical,13=1097/0-5-8 (min.0-1-8),9=390/0-2-8 (min.0-1-8) Max Uplift 14=-438(LC 4) Max Gray 13=1097(LC 1),9=390(LC 4) vcONICI ?IA FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. t��� TOP CHORD 2-3=0/802,3-4=-661/0,4-5=-661/0,5-6=-799/0,6-7=-799/0 of t(�� , BOT CHORD 13-14=-802/0,11-12=0/799,10-11=0/799,9-10=0/497 �AS" ! WEBS 2-13=-588/0,2-14=0/918,3-12=0/891,3-13=-810/0,7-9=-598/0,7-10=0/393 5s "" Ox N NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. �� 4%39 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. (� �' 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)14=438. ',�i ISI E WP 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. QAG 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means, 7)CAUTION,Do nut electtruss backwards. ROFe LOAD CASE(S) Standard �,C• NGPN sly 4 870 2PE <' y GAJ, GREG N tiQ lU A. HER EXPIRES:06/30/2015 April 22,2014 ®CRARNIM3-Venly design rarSn irs ori READ IC;iS ON THIS AND INCIMED N,ITEK rs€€ETEfts PAGE 1411 7 473 m c 1,125{20148 EG5 Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Mill Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Mi Tele Additional perEek-manent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding E K fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/Mil Qua81y Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Smuttiest Fine)SP)lumber is specified,the design vetoes arest ere etfesCOre 0ifO2f203S byALSC Job Truss Truss Type Qty Ply 3A R41832578 PL14-118_UP F11 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:49 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv-1 Dnb5PhEgsrv87iCauFRhkNc8Zm408EF5XLUZzOQSC I 2-5-4 1 1 1-2-0 i 1 2-0-8 2-6-0 I I 1-5-0 Scale=1:22.3 1.5x3 I I 3x4= 1.5x3 I I 3x4= 3x4 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 e, e a ' _ 000000000000—44440444040040000411 _ ,..7.—%iiiiiiiiiiiiiiiiiiiiii 1 � 11 10 3x4= 1.5x3 II 3x4= 3x8= 3x4= 3-11-12 I 2-8-4 I 03--3--4 1 3010--04 0-48 8-7-12 12-9-12 1 2-8-4 4-8-0 s- ¢ 4-0-8 Plate Offsets(X,Y): 12:0-1-8,Edael,110:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.05 9-10 >999 360 BCLL 0.0 Rep Stress!nor YES WB 0.22 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC20121TP12007 (Matrix) Weight:58 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:8-9. REACTIONS (lb/size) 12=317/0-2-8 (min.0-1-8),8=60/0-2-12 (min.0-1-8),9=739/0-5-8 (min.0-1-8) Max Uplift8=64(LC 3) Max Gray 12=321(LC 3),8=146(LC 7),9=754(LC 8) 10NIO 4. FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. cc? .0 v11As, r F{t TOP CHORD 2-3=-565/0,3-4=-565/0,4-5=0/538,5-6=0/533 {,1 ,�4 /` '1" s.. BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 v- Air +>' G WEBS 2-12=-610/0,4-9=-841/0,6-9=-452/0 to I . 1. rl NOTES a 1)Unbalanced floor live loads have been considered for this design. ' 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. 11 4, 49639 'ttf" 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8. (7 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �fiIST 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to -10NALE G be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard ���,V) PR OFFss N. � G�N� /O �� 870 2PE c- -.7, '9j,()REG N ti� ZU ' X41 ER 1\ 4© -SA` HckN4� EXPIRES:06/30/2016 April 22,2014 t r Ai1ARN -Veav rklignparnmenrssodREADt 7£SON7517ARE11/2IXX£f)MZT£ REFERENCE PAGE 11;473mg,1,/2.8/2/fu8EFILV9EtAEE �� Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek'erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Cerus Heights,CA,95610 ft Southern time qsa)1auntnax is specified,t atgn values we those efga ofs/03f2O1S byALSC Job Truss Truss Type Qty Ply 3A R41832579 PL14-118_UP F12 Floor 1 - 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:49 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv-1 Dnb5PhEgsrv87iCauFRhkfur8Vg4?6EF5XLUZzOQSC 2-6-0 I I 1-4-4 I I 1-2-0 I I 1-3-4 I 1-6-0 Scale=1:18.9 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 e & . . .„v. ..,,,,,,,.,,,,,..„,,,...„,,,,. 0 N e .! e e ;(u e3x4= 1/\ 11 109 4�( 3x6= 1..5x3 II LL„ 3x4= 3x4= I 6-8-12 1 7-3-12 17-10-12 I 10-11-0 I 6-8-12 0-7-0 0-7-0 3-0-4 Plate Offsets(X,Y): 14:0-1-8,Edgel,I9:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.06 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.38 Vert(TL) -0.10 11-12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC20121TP12007 (Matrix) Weight:50 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 12=475/0-4-4 (min.0-1-8),8=475/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 030NIO N TOP CHORD 2-3=-1280/0,3-4=-1280/0,4-5=-1064/0,5-6=-1064/0 BOT CHORD 11-12=0/925,10-11=0/1064,9-10=0/1064,8-9=0/624 o WA WEBS 2-12=-998/0,2-11=0/383,4-11=-22/331,6-8=-749/0,6-9=0/566 C ((,.OAo - IPs NOTES 4) r .. 9t � 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(byothers)of truss to bearingjoint(s) plate at'oint s 8. 4 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIITPI 1. er 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to "d 49639 �;r' be attached to walls at their outer ends or restrained by other means 44, T aty- LOAD CASE(S) Standard $10/VAL ,,,.,v,t0PROFes, 8 • 2PE S.7 ‘'-'6.1 REDO Z OLti 4 He- EXPIRES:O6/30/2015 April 22,2014 it 0 ®W N713-Veal,des€grn parameters and READS dila TS ON MUM 7M2tS8D Wet PJlFE ME PAGE midi 7 473 ter..t/29/28148 .8FU78 Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and B for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the R��T� • erector.Additional permanent bracing of the overall structure is the responsibility of the building !Y,designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Butding Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 IT Southern Pine WIT lumber is specified,the ziesigsr ivsktu.are.ti.re effoivtiue 436/09.;301.4 by MSC Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 34" Center plate on joint unless x,y 6-4-8 dimensions shown int ft-in-sixteenths Failure to Follow Could Cause Property ( ( (Drawings wnot to scale) Damage or Personal Injury offsets are indicated. g 1 rY MEDimensions are in ft-in-sixteenths. irboh. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0'1/16" 4 wide truss spacing,individual lateral braces themselves 0 may require bracing,or alternative Tor I D_' :10- stack bracing should be considered. ce ■_� U 3. Never exceed the design loading shown and never 101 materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 C6-7 C5-6designer,erection supervisor,property owner and plates 0 'iia'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. `Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. I ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR-1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION ,12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: In all respects,equal to or better than that fir Indicated bysymbol shown and/Or SYP represents values as published specified. i� by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. 1 Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®Ali Rights Reserved approval of an engineer. h1M1 0 reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable 1.111.7-41 environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. a11114fl a ke BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 MiTek USA, Inc. I CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the budding designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPIIWTCA in BCSI,copies of which wilt be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall (BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at ail supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988(MiTek). ' S, "7�,, t ., - az ins I 40 ; S A.JON'.r i��%1t3 /4 1 r EXPIRES INV This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 2.0" ICOND. 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: 2x4 KDDF 7i1&BTR SPACED 24.0" O.C. not exceed 19`Is at time of manufacture. TC LATERAL SUPPORT <= 12"OC, UON. LOADING Design conforms to main windfarce-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 Connector plate prefix designators: TOTAL LOAD = 42.0 PSF h=22.8ft, TCDL=4.2,BCOL=6.0, ASCE 7-10,Wind: 140 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Incmph, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR IOPSF 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. 7-01 7-01 '( T T 1 IM-4x4 3 0 12 12 14.00 14.00 7 1111111 AillM-3x4 � M-3x4IIIIk - � � LO • o 0 0 J, ), y 0-10 14-02 JOB NAME • POLYGON PLANIN 3A NH Al Scale: 0.3098 5r GENERAL NOTES,unless otherwise noted: Al .Builder and erection contractshould be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual .92 0 1!PE Truss: Al and Warnings before constru tion commences, building component.Applicability of design parameters and proper �/ 2.2x4 compression web bradngimust be installed where shown+. Incorporation of component is the responsibi5ty of the building designer. 3.Additional temporary bracing qo Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by / +�Ll rte" is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as wood sheathing(TC)C and/or d ^" fa DATE: 9/4/2014 Ply 9lT s rywalC). CC the overall structure is the res of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON d 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 E Q. : 6049749 fasteners are complete end at'no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G/ �� ��b' �. design loads be applied to any component. and are for"dry condition"of use. }' :� �, �' TRANS I D: 407427 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, necessary.s . - l.��y ‘,.‘,:3 V shipment and installation of components. 7.Design assumes adequate drainage Is provided. C 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 Dill 100 VIII 111 I IIII IIII VIII III IIII TPINVTCA In BCSI,copies of which will be furnished upon request. lines with joint center nfines. val 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 IIII IIIIo This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( -26) 80 1.7=(-100) 365 1.2=(-634) 160 BC: 2x4 KDDF N1&BTR SPACED 24.0° O.C. 2-3=(-521) 200 7-6=( -60) 308 3.7=(-193) 231 WEBS: 2x4 KDDF STAND; 3-4=(-433) 255 7-4=(-255) 413 2x6 KDDF #2 A LOADING 4-5=(-448) 261 7-5=(-228) 246 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5.6=(-580) 193 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LETINS: 2-00-00 0-00-00 LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'. 0.0" -75/ 585V -216/ 217H 5.50" 0.94 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 11.0" -84/ 584V 0/ OH 5.50" 0.93 KDDF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 6-10 7-01MAX LL DEFL = -0.014° @ 3'- 2.7" Allowed = 0.650" MAX TL CREEP DEFL = -0.028" @ 3'- 2.7" Allowed = 0.867' T 1-05-09 1- 10-07 3-06 3-06 3-07 MAX HORIZ. LL DEFL = 0.004" @ 13'- 5.5" MAX HORIZ. TL DEFL = 0.005° @ 13'- 5.5' 12 12 M-4x6 NOTE:Design assumes moisture content does 14.00 V \14.00 not exceed 19% at time of manufacture. 4 4.0" Design conforms to main windforce-resisting V. system and components and cladding criteria. V. Wind: 140 mph, h=22.Bft, 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-1.5x4 M-1.5x4 M-3x4 0104 11111119 N � .Cy- O m OL. sy 1 o O� o p* 7 _-6 M-3x8 M-3x8 M-3x4 0 1, y y 6-10 7-01 y y 13-11 JOB NAME : POLYGON PLAN 3A NH - A2 5��'' o PROF�6'2 Scale: 0.2795 \ ! 0 WARNINGS: GENERAL NOTES,unless otherwise noted: :'cl 11 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 4 =92 0,P E r 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. �mmr�p� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at a�/mrr"--- DES. BY: LJ Is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r�r�mrr, 4 " P ty 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). f CC DATE: 9/4/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*t- 4. OREGON yN f, SEQ.C/1 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 R tJ kr S E Q. : 6049750 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� qi. �4N��'c design loads be applied to any component. and are for"dry condition"of use. d 1 4 t�. TRANS I D: 407427 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 !3 fabrication,handling,shipment and installation of components. Design assumescessary. R A`L V 9 P P 7.Design adequate drainage is provided. rll rl 6.This design is furnished subject to the!irritations set forth by B.Plates shall be located on both faces of truss,and placed so their center 11111111111110111110.TPINYTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digitsindicate ncdtsizeofplate in Inches. C MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988 EXPIRE MiTek 11111111 IIIIll OIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 13-11-00 GIRDER SUPPORTING 39-09-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-5618) 1256 1- 6=(-748) 3158 1- 2=(-5618) 1256 4- 8=( -606) 2842 BC: 2x6 KDDF #1&BTR 2- 3=(-3656) 934 6- 7=(-742) 3136 6- 2=( -580) 2708 4- 5=(-5648) 1264 WEBS: 2x4 KDDF STAND; LOADING 3- 4=1-3658) 934 7- 8=(-696) 3320 2- 7=(-1350) 432 2x4 KDDF STUD A LL = 25 PSF Ground Snow (Pg) 4- 5=(-5648) 1264 8- 5=(-700) 3342 7- 3=(-1346) 5224 TC UNIF LL( 50,0)+DL( 14.0)= 64.0 PLF 0'- 0.0° TO 13'- 11.0" V 7- 4=(-1656) 500 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 471.9)+DL( 340.9)= 812.8 PLF 0'- 0.0' TO 13'- 11.0" V BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans REQUIRE ENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0' -1382/ 6101V -217/ 218H 5.50" 9.76 KDDF ( 625) 13'- 11.0" -1377/ 6101V 0/ OH 5.50" 9.76 KDDF ( 625) Connector plate prefix designators: BOTTOM 'HORD CHECKED FOR 10PSF LIVE LOAD. TOP C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc AND BOT OM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing. ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 J.in together 2 ply with 16d Common nails staggered at MAX LL DEFL = -0.039" @ 6'- 10.0" Allowed = 0.650" p" oc in 1 row(s) throughout 2x4 top chords, MAX TL CREEP DEFL = -0.078" @ 6'- 10.0" Allowed = 0.867" 7" oc in 2 row(s) throughout 2x6 bottom chords, 9' oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. LL DEFL = 0.010" @ 13'- 5.5" MAX HORIZ. TL DEFL = 0.017" @ 13'- 5.5" 6-10 7-01 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 3-07-08 3-02-08 3-02-08 3-10-08 Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 12 12N 14.00 14.00M-4x1 -4x12/dIb\ o 0) ' - 1M-3x10 M-3x8 M-7x8 M-3x8 M-4x10 5 0 y y y 3-05-12 3-04-04 3-04-04 3-08-12 y 13-11 - _ pR04- JOB NAME : POLYGON PLAN 3A NHA3 Scale: 0.2495 ti� ,� ((�'( so WARNINGS: GENERAL NOTES,unless otherwise noted: �((((��� ///7"pt- '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 = /f-C Truss: A3 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.204 compression web braang must be installed where shown+, incorporation of component is the responsibility of the building designer. y 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at h DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 14Am�'" is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or diywalf(BC). ° DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ # tr 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. 17OREGON 4l/ SEQ. : 6049751 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� ".7 �N ik" design loads be applied to any component. and are for"dry condition"of use. r 42. 4 TRANS I D: 407427 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at alt supports shown.Shim or wedge if � fabrication,handling,shipment and installation of components. necessary. FiR t�`-, 7.Designlatesassumes adequate ne g atd.on faces of truss,and placed so their canter IIIIIIIII II I Oil IIIIVIII III IIII TPINJTCAinSCSI,copies ofwhich will befurnished upon request. Digitcdawith Jofpcenter nlines. 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-1858(MiTek) EXPIRES:12/31/201.5 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 4.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-449) 490 4.5=(-584) 647 4-1=(-407) 395 BC: 2x4 KDDF N1&BTR SPACED 24.0' O.C. 2.3=( 0) 0 1.5=(-493) 490 WEBS: 2x4 KDDF STAND; 5-2=(-503) 451 2x4 KDDF #1&BTR A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 0'- 0.0" -68/ 387V -233/ 334H 5.50" 0.62 KDDF ( 625) 6'- 4.7" -269/ 404V 0/ OH 5.50" 0.65 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) • C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 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 = 0.528" @ 3'- 0.5" Allowed = 0.568' BOTTOM CHORD CHECKED FOR 1UPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.465" @ 3'- 1.3" Allowed = 0.852" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6-01 0-03-12 MAX HORIZ. LL DEFL = 0.005" @ 5'- 11.2" T 0 f MAX HORIZ. TL DEFL = 0.005' @ 5'- 11.2" NOTE:Design assumes moisture content does M-1.5x4 3 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 1 system and components and cladding criteria. Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, I Truss designed for wind loads in the plane of the truss only. 12 14.00 V v :i A o of M-3x4 e 11) 0 Co 0 N 1 f- 4 ''_a -_.5 -f M-1.5x4 M-3x4 y i' 6-04-12 JOB NAME : POLYGON PLAN 3A NH - B2 co cQRNO `�/ Scale: 0.3120 \ J7�( G7 WARNINGS: GENERAL NOTES,unless otherwise noted: "ii 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 70 PE 1- ais Truss:: B2 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 � r' ;. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by rrr,_ 1^'�""fr'" DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). . DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ M SEQ. 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. '}>' OREGON 4/ S E Q. : 6049752 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` ��y Z��b` �s design loads be applied to any component. and are for"dry condition"of use. i 4 TRANS I D: 407427 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. ^"• `` �. 7.Design assumes adequate drainage Is provided. 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 VIII I 11 'III III I VIII IIII VIII 0E111 TPINYTCA in SCSI,copies of which will be furnished upon request. git coincide with jointaIn Inches.9.Digits Indicate size of plate in Inches. MiTek LISA,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 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 4.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N186TR LOAD DURATION INCREASE = 1.15 1.2=1 -6) 124 5-6=(-615) 671 5-2=(-461) 413 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 2-3o(-489) 516 2-6=(-519) 523 WEBS: 2x4 KDDF STAND; 3.4=( -20) 9 6-3=(-523) 482 2x4 KDDF N1&BTR A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12°OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -67/ 421V -254/ 367H 5.50" 0.67 KDDF ( 625) OVERHANGS: 10.0" 0.0" LL = 25 PSF Ground Snow (Pg) 6'- 4.7" -292/ 415V 0/ OH 5.50" 0.66 KDDF ( 625) M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083' C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" M,M20HS,M18HS,M16 = MiTek MT series MAX TC PANEL LL DEFL = 0.519" @ 3'- 0.5" Allowed = 0.568" MAX TC PANEL TL DEFL = -0.458" @ 3'- 1.3" Allowed = 0.852" 6-01 0-03-12 MAX HORIZ. LL DEFL = 0.005" @ 5'- 11.2" MAX HORIZ. TL DEFL = 0.005° @ 5'- 11.2" 12 M-1.5x4 4 NOTE:Design assumes moisture content does 14.00V not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.9ft, TCDL=4.2,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. v A o 01 M-3x4 4411111 U co 11 - imiiii cp N � 5._-. 6 M-1.5x4 M-3x4 , J, y 0-10 6-04-12 JOB NAME : POLYGON PLAN 3A NH - B1 Scale: 0.2979 5'<`'� D;P E �` it WARNINGS: I GENERAL NOTES,unless otherwise noted: 4J n IF 1.Builder and erection contract r should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual �' . P r C� re Truss: B1 and Warnings before constru 'on commences. building component.Applicability of design parameters and proper ^ 2.254 compression web bradn must be installed where shown+. Incorporation of component is the responsibitty of the building designer. ,�+ r. 3.Additional temporary bracing o insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the ere or.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1 Al/w� Po h continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). J " * C- DATE: 9/4/2014 the overall structure is the re ponsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ EN `,�� 4.No load should be appled to oy component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - . q_ 40 SEQ. : 6049753 fasteners are complete and a�no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L • r A" design loads be applied to any component. and are for"dry condition"of use. �� 1 4 4,O �" TRANS I D: 407427 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 ry necessary. V fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. . .141:111A, 6.This design is furnished subject to the limitation set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII IIII IIII VIII VIII IIII I III(III IIIITPINJfCA in SCSI,copies of which will be furnished upon request. git coincidewith joint center lines. 9.Digits indicate size of platete in inches. MiTek USA,Inc./COR1puTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:.12/31/2015 111II IIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-00-00 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 DF 2400F; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 95 2-14=(-1370) 4921 14- 3=( 0) 314 2x6 KDDF N16BTR 72, T3 2- 3=(-5934) 1756 14.15=(-1373) 4918 3-15=( -376) 277 BC: 2x6 KDDF SS LOADING 3- 4=(-5598) 1909 15.16=(-1952) 5858 15- 4=( -448) 1733 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4. 5=( 0) 0 16.17=(-2061) 6145 15- 6=(-1751) 843 2x4 OF STAND A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 12'- 0.0" V 4- 6=(-4772) 1691 17-18=(-1952) 5858 6-16=( -54) 609 TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 12'- 0.0" TO 31'- 0.0" V 6- 7=(-5999) 2204 18.19=(-1373) 4918 16- 7=( -320) 249 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14,0)= 64.0 PLF 31'- 0.0" TO 43'- 0.0" V 7- 8=(-5999) 2204 19.12=(-1370) 4921 7.17=( -320) 249 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 43'- 0.0' V 8-10=(-4772) 1691 17- 8=( -54) 609 9-10=( 0) 0 8-18=(-1751) 843 TC CONC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 12'- 0.0" 10.11=(-5598) 1909 10.18=( -448) 1733 NOTE: 2x4 BRACING AT 24"0C UON. FOR TC CONC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 31'- 0.0" 11-12=(-5934) 1756 18.11=( -377) 276 ALL FLAT TOP CHORD AREAS NOT SHEATHED 12-13°) 0) 95 11-19=( 0) 314 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 20,0" 20.0" 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) Connector plate prefix designators: 0'- 0.0" -1035/ 3674V -167/ 167H 5.50" 5.88 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 43'- 0.0" -1035/ 3674V 0/ OH 5.50" 5.88 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ' 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 = -0.016' @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.019" @ -1'- 8.0" Allowed = 0.222' MAX LL DEFL = -0.303" @ 21'- 6.0" Allowed = 2.104" MAX TL CREEP DEFL = -0.601" @ 21'- 6.0° Allowed = 2.806" MAX LL DEFL = -0.017" @ 44'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 44'- 8.0" Allowed = 0.222" MAX HORIZ. LL DEFL = 0.106" @ 42'- 6.5" MAX HORIZ. TL DEFL = 0.175" @ 42'- 6.5" 0-06-11 0-06-11 NOTE:Design assumes moisture content does 1--f ,� not exceed 19% at time of manufacture, 11-11-11 19-00-10 11-11-11 Design conforms to main windforce-resisting 1' T 1' T system and components and cladding criteria. 5-11-14 5-05-02 4-05-13 5-00-08 5-00-08 4-05-13 5-05-02 5-11-14 T T ' 640# ' T T tf.f40# ' 1' Wind: 140 mph, h=22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-7x8(S) 12 load duration factor=l.6, 7.00/ M-5x10 M 5x10 00 Truss designed for wind loads 5 =M-44x4 0.25" -M-44x4 9 in the plane of the truss only. M-3x4 ,M-3x4 /\/\/ oM-4x12 M-4x12 0 r e ... .r.. ¢ '`m,,, 2' 14 15 1g,25" 0.257 M-3x10 M-118 195x4 n1 3 o o M-1,5x4 M-3x10 =M-8x8(S) =M-8x8(S) .1 .1 y 1, 1, y /, 1, 5-10-02 5-05-02 6-10-07 6-08-11 6-10-07 5-05-02 5-10-02 y y , ,, 1-08 43-00 1-08 c0 P R QF -,(e,,V" etS,s JOB NAME : POLYGON PLAN 3A NH - Cl Scale: 0.1509 \� f �O WARNINGS: GENERAL NOTES,unless otherwise noted a '3 // Cl1.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 PL Cr Truss: C 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 responsibtty of the building designer. 3.Additional temporary bracing to insure stability during construction 2•Design assumes the tap and bottom chards to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length byA r deop' Po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). CC DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �RE �N J,. 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. 7 W SEQ. : 6049754 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, `/ "7001 flN1)`SA, design loads be applied to any component. and are for"dry condition"of use. -14 T TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim ar wedge ifI {� necessary. ,Iqg? �1 V fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. +'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 IIIII I I I II II IIII II I I II 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,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 INV This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 95 2-14o(-824) 2487 3-14=(-142) 185 BC: 2x4 KDDF N18BTR SPACED 24.0' O.C. 2- 3=(-2898) 1109 14-15=(-691) 2324 14- 4=1 -38) 317 WEBS: 204 KDDF STAND; 3- 4=(-2725) 1105 15-16=(-529) 2175 4.15=(-468) 356 2x4 DF STAND A LOADING 4- 5=(-2275) 1040 16-17=(-529) 2175 15- 5=(-300) 814 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 17.18=(-728) 2189 15. 7=(-457) 187 TO LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1921) 990 18-12=(-860) 2344 16- 7=( 0) 298 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 9=(-1921) 990 7-17=(-457) 187 8- 9=( 0) 0 9.17=(-300) 814 LL = 25 PSF Ground Snow (Pg) 9.10=(-2275) 1040 17.10=(-468) 356 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=(-2726) 1105 10.18=( -38) 317 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-120)-2898) 1109 18.11=(-142) 185 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=( 0) 95 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 20.0" 20.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -315/ 1996V -225/ 225H 5.50' 3.19 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 43'- 0.0" -315/ 1996V 0/ OH 5.50" 3.19 KDDF ( 625) JT 2, 12: Heel to plate corner = 2.25" 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 = -0.017" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.152" @ 21'- 6.0" Allowed = 2.104' MAX TL CREEP DEFL = -0.304' @ 21'- 6.0" Allowed = 2.806" MAX LL DEFL = -0.017' @ 44'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 44'- 8.0" Allowed = 0.222" 0-04 15 0-04-15 MAX HORIZ. LL DEFL = 0.074" @ 42'- 6.5" MAX HORIZ. TL DEFL = 0.121" @ 42'- 6.5" 15-11-11 11-00-10 15-11-11 T T 1' ' NOTE:Design assumes moisture content does 5-03-04 5-00 5-03-08 5-06-05 5-06-05 5-03-08 5-00 5-03-04 not exceed 19% at time of manufacture. T T f T TT T T T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 7.00 V M-4x6 6 M-3x8 8 M-4x6 \7,00 M-5x6(5) 7 ` Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, �+ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6 S load duration factor=1.6, 0.25" ( ) Truss designed for wind loads 0.25" in the plane of the truss only. So, c� • M-1.5x44 M-1,5x4 1 \*; 00 r 0 2 14 1 'I 16 ,r ,7 18 ,�1 3 o o M-3x8 M-3x4 0.25" M-1.5x4 0.25' M-3x4 M-3x8 0 M-5x8(S) M-5x8(S) y J, ), i, ), ), y y , .7-11 7-05-15 6-01 6-01 7-05-15 7-11 , y 1-08 43-00 1-08 re JOB NAME : POLYGON PLAN 3A NH - C2 tc"'t pJ,Inr'R/1�Fy10.6`�' Scale: 0,1533 \� {��%1f ! � WARNINGS: GENERAL NOTES,unless otherwise noted: (((n]]] p 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 t '` •f-L. r Truss: C2 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. 3.Additional temporary bracing o Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY' LJ 2'o.c.and at 10'o,c.respectively unless braced throughout their length by Air Is the responsibility of the ere lar.Additional permanent bracing of continuous sheathingsuch as plywood (g '" tingquesd where sown-1-drywall(SC). DATE: 9/4/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown+. '� CC �+C 4.No load should be appaed to ny component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '? OREGON Ow 40 SE Q. : 6049755 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, �l4 design loads be applied to any component. end are for"dry condition"of use. h ," 1 4 2,° 4 TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge if V .e* fabrication,handling, necessary.go ass R F I L V shipment and Installation of components. 7,Design assumes adequate drainage Is provided. +.'. 1l 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 IIIII I III VIII I I I VIII IIII VIII IIII IIIITPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center nche. 9.Digits indicate size offplate 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 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF it18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 95 2.14=(-1107) 2500 3-14=(-125) 178 BC: 2x4 KDDF N18BTR SPACED 24.0" O.C. 2- 3=(-2898) 1470 14.15=( -995) 2338 14- 4=( -31) 317 WEBS: 2x4 KDDF STAND 3- 4=(-2739) 1466 15-16=( -998) 2179 4.15=(-468) 276 LOADING 4- 5=(-2289) 1417 16.17=( -998) 2179 15- 5=(-406) 830 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = ' 32.0 PSF 5- 6=( 0) 0 17.18=(-1033) 2189 15- 7=(-477) 333 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1934) 1287 18.12=(-1160) 2344 16- 7=( 0) 298 TOTAL LOAD = 42.0 PSF 7- 9=(-1934) 1287 7.17=(-477) 333 8- 9=( 0) 0 9-17=(-406) 830 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2289) 1417 17.10=(-469) 276 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=(-2740) 1466 10.18=) -31) 317 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=(-2898) 1469 18.11=(-125) 178 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=) 0) 95 OVERHANGS: 20.0" 20.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -469/ 1996V -228/ 228H 5.50" 3.19 KDDF ( 625) Connector plate prefix designators: 43'- 0.0" -469/ 1996V 0/ OH 5.50" 3.19 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing.( JT 2, 12: Heel to plate corner = 2.25" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.017" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.204" @ 27'- 2.3" Allowed = 2.104" MAX TL CREEP DEFL = -0.304" @ 21'- 6.0" Allowed = 2.806" MAX LL DEFL = -0.017" @ 44'- 8.0' Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 44'- 8.0' Allowed = 0.222" MAX HORIZ. LL DEFL = -0.084" @ 42'- 6.5" MAX HORIZ. TL DEFL = 0.121" @ 42'- 6.5" 19-11-11 3-00-10 19 11 11 NOTE:Design assumes moisture content does 5-03-04 5-00 5-03-08 4-00-08 1r10124 °0 °8 5-03-08 5-00 5-03-04 not exceed 19% at time of manufacture. T I T '( t610-12 81 1 1 T l' Design conforms to main windforce-resisting 12 1- 12 system and components and cladding criteria. 7.00 I/ 7.00 Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 M-4X6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x8 M-5X6(S) 7 M-5x6(S) load duration factor=1.6, Truss designed for wind loads 4 in the plane of the truss only. 0,25" 0,25" 0 M-1,5x4 + M-1.5x4 o / o o 1 2 14 15T 16 T17 18& Pk �'1 3 o o M-3x8 M-3x4 0.25" M-1.5x4 0.25" M-3x4 M-3x8 0 M-5x8(S) M-5x8(S) J., y y y y 1- y y y 7-11 7-05-15 6-01 6-01 7-05-15 7-11 y y 1-08 43-00 1-08 stO PROF r, JOB NAME ; POLYGON PLAN 3A NH - C3 Scale: 0.1407 ` x` ' Ni 11 n/0 WARNINGS: GENERAL NOTES,unless otherwise noted: t. .9 OPE 1- 44 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 V L 44 and Warnings before construction commences. building component.Applicability of design parameters and proper. ,y^ Truss: CJ Incorporation of component is the responsibility of the building desgner. 2.2x4 compression web bradnmust be installed where shown+, 2,Design assumes the top and bottom chords to be laterally braced at DES. BY LJ 3.Additional temporary bracing to insure stability during construction 2'a.c,and at 10'o.c.respectively unless braced throughout their length). a/ ' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). //o'��"� DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2=Impact bridging or lateral bracing required where shown++ OREGON ^�t� 4.Na 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 >h SEQ. : 6049756 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, / , QN and are for"dry condition"of use. 2. It design loads be applied to any component. '4 S TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.n Design assumes full bearing u all supports shown.Shim or wedge if fl nesessary. C-,b t �"' fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. ��r'1 11.�5..�" 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 I IIIIIII IIIIIII VIII VIII IIII VIII IIII IIIITPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center fines. 9.Digits Indicate size of plate in inches, vn 1 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 1111E IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTRLOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-12806) 2744 1.10=(-2196) 10580 10- 2=(-1340) 5912 14- 7=(-438) 294 BC: 2x4 KDDF #1&BTR; SPACED 24.0" O.C. 2- 3=( -6774) 1374 10.11=(-2092) 10118 2.11=(-4860) 1190 7-15=( 0) 302 208 KDDF #1&BTR B1 3- 4=( -4012) 820 11.12=(-1016) 5698 11- 3=( -522) 2698 WEBS: 2x4 KDDF STAND; LOADING 4- 5=( -2656) 814 12.13=( -436) 3336 3.12=(-2796) 688 2x4 DF STAND A; LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -2658) 792 13.14=( -424) 2662 12- 4=( -286) 1690 2x6 KDDF #2 B DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -3204) 878 14.15=( -662) 3028 4.13=(-1854) 498 TOTAL LOAD = 42.0 PSF 7- 8=( -3704) 924 15- 8=( -660) 3030 13- 5=( -482) 2182 TC LATERAL SUPPORT 0= 12"OC, UON. 8- 9=( 0) 94 13- 6=( -836) 518 BC LATERAL SUPPORT <= 12'OC. UON. LL = 25 PSF Ground Snow (Pg) 6-14=( -78) 464 ADDL: BC CONC LL+DL= 585.0 LBS @ 2'- 0.0" OVERHANGS: 0.0" 20.0" ADDL: BC CONC LL+DL= 6101.0 LBS @ 3'- 3.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0' -1732/ 8066V -304/ 293H 5.50" 12.90 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 43'- 0.0' -446/ 2428V 0/ OH 5.50" 3.89 KDDF ( 625) M,M2OHS,MI8HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. JT 1: Heel to plate corner = 2.50" ( 2 ) complete trusses required. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacina.I Join together 2 ply with 16d Common nails staggered at VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 **HANGER BY OTHERS TO APPLY 9' oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0,108" @ 14'- 4.2" Allowed = 2.104" CONC. LOAD(S) EQUALLY TO ALL MEMBERS. 9" oc in 2 row(s) throughout 2x8 bottom chords, MAX TL CREEP DEFL = -0.332" @ 14'- 4.2" Allowed = 2.806" 9" oc in 1 row(s) throughout 2x4 bottom chords, MAX LL DEFL = -0.004' @ 44'- 8.0" Allowed = 0.167" 9" oc in 2 row(s) throughout 2x6 webs, MAX TL CREEP DEFL = -0.005" @ 44'- 8.0" Allowed = 0.222" 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. LL DEFL = -0.039" @ 42'- 6.5" MAX HORIZ. TL DEFL = 0.100" @ 42'- 6.5" 21-06 21-06 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. �3-05-12 4-01-15 7-00 6-10-04 7-00-05 7-00-05 7-05-06 Design conforms to main windforce-resisting T T T T T T T T system and components and cladding criteria. 12 7.00( 2 M-4x6 '',J7.00 Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 5 4",( Truss designed for wind loads M-5x6(5) M-5x6(5) in the plane of the truss only. 3.1 0.25" 0.25" it s +e M-3x6 M-3x4 M-3x10 + + o M 4x12 44‘‘\.._ o ^ 10 1 2 T 13 '(14 15 T 1 \ o o M-4x12 d.25" b.25 M-3x8 0.25" M-1.5x4 M-3x6 0 58 # LA-10x10(S) M-5x6(S) ', M-5x6(S) 6101# , 3-03 4-01-03 7-00 7-01-12 7-03-13 6-10-09 7-03-10 y y 43-00 1-08 p`�,o PRO t. JOB NAME : POLYGON PLAN 3A NH - C4 GIRD NEi Scale: 0.1388 (? WARNINGS: GENERAL NOTES,unless othervnse noted: X11 -'1-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 = P C- T r u s s: C4 GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper 2.254 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stebitty during construction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY' LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Al�r1w+" is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatNng(rC)and/or drywalC). _ ' DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.25 Impact bridging or lateral bracing required where shown++ SE �1 4.No load should be appfed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 A.OREGON ((/ S E Q. : 6049757 fasteners are complete and at no time should any Mads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L/ .74 Q\ *� 7. design loads be applied to any component. and are for"dry condition"of use. 1 4 - � TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the e.ID ign assumes full bearing at eil supports shown.Shim or wedge if necessary. 13 fabrication,handling, 1"t`f shipment and installation of components. 7.Design assumes adequate drainage is provided. C b1+ 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 II I I III VIII I I I VIII Illi III) III I'llTPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center fines. 9.Digits indicate size offplate 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 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1. 2=( -63) 95 9.10=(-161) 1564 1- 9=( -96) 75 5-13=(-128) 612 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1827) 467 10-11=(-203) 1780 9- 2=(-2070) 419 13- 6=(-303) 234 WEBS: 2x4 KDDF STAND 3- 4=(-1877) 566 11-12=(-153) 1418 2.10=) 0) 482 LOADING 4. 5=(-2009) 580 12-13=(-226) 1843 10- 3=( -296) 107 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2596) 595 13- 7=(-361) 2200 3-11=( -383) 293 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2725) 514 11- 4=1 -181) 753 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 95 4-12=( -244) 1087 OVERHANGS: 0.0' 20.0" 12- 5=( -724) 347 LL = 25 PSF Ground Snow (Pg) ** For hanger specs. - See approved plans BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Cnnect8,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -255/ 1699V -343/ 290H 5.50" 2.72 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 9.0" -339/ 1873V 0/ OH 5.50" 3.00 KDDF ( 625) JT 7: Heel to plate corner = 2.50" '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 = -0.120" @ 25'- 4.8" Allowed = 1.942" MAX TL CREEP DEFL = -0.232" @ 25'- 4.8" Allowed = 2.589' MAX LL DEFL = -0.017" @ 41'- 5.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 41'- 5.0" Allowed = 0.222" MAX HORIZ. LL DEFL = 0.055° @ 39'- 3.5" MAX HORIZ. TL DEFL = 0.087" @ 39'- 3.5" 18-03 21-06 NOTE:Design assumes moisture content does 4-01-03 7-00-14 7-00-14 7-00-14 7-00-14 7-04-03 not exceed 19% at time of manufacture. 1 T T T T T T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 7.001/ M-4x6 Q 7.00 Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 ,IX load duration factor=l.6, • ;S\ Truss designed for wind loads M 5x8(S) M-5X8(S) in the plane of the truss only. 0.25" 0.25" M-3x6 A hM-1.5x4 M-1"5x4 o/ o .. .- Allikkilb N/- 9** 10 i ' 1�? 13 `-7 9 M-3x6 M-3x4 b.25" 0.25 M-3x4 M-3x6 0 M-5x6(S) M-5x6(S) ,1 y y > y J' , 5-06-03 8-05-14 8-05-14 8-05-14 8-09-03 y y 39-09 1-08 0 PRope JOB NAME : POLYGON PLAN 3A NH - C5Scale: 0.1507 �5� e� `dO WARNINGS: GENERAL NOTES,unless otherwise noted: �� (/411 /9 C5 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' ; P E r Truss: C5 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: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'O.C.respectively unless braced throughout their length by *r . P ty continuous sheathing such as plywood sheething(TC)and/or drywall(BC). ,(x. DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON f.,, SE �1 C t-f 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. W SE Q. : 6049758 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, �" "PJ, \� A and are for"dry condition"of use. h �. ,,. design loads be applied to any component. 'c,,r 1'4 TRANS I D: 407427 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 Design . f'^t?H S.- fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. r•+l 1. 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 IIIIII II II VIII I III VIII VIII VIII III(IIITPI WfCA in BCS(,copies of which will be furnished upon request. 9 lines indicate sizejoint plate inrinches. 10. MiTek USA,IDC./COmpuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(Welt) EXPIRES:12/31/201.55 VIII MI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1841) 618 12-13=(-180) 254 12- 1=(-1606) 573 17- 9=(-136) 131 BC: 2x4 KDDF #16BTR SPACED 24.0" 0.C. 2- 3=(-1865) 771 13-14=(-424) 1643 1-13=( -489) 1574 WEBS: 2x4 KDDF STAND 3- 4=1 0) 0 14-15=(-538) 1865 13- 2=( -423) 254 LOADING 3- 5=(-1520) 706 15-16=(-538) 1865 2-14=( -98) 107 IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-1722) 757 16-17=(-559) 1993 14- 3=( -169) 612 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 17.10=(-643) 2163 14- 5=( -647) 258 TOTAL LOAD = 42.0 PSF 7. 8=(-2045) 829 15- 5=( 0) 316 8- 9=(-2509) 831 5-16=( -318) 175 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2678) 828 7-16=( -189) 706 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=( 0) 95 16- 8=( -484) 170 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8.17=( 0) 325 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 0.0" 20.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) 8-1.504 or equal at non-structural 0'- 0.0' -393/ 1656V -261/ 207H 5.50" 2.65 KDDF ( 625) vertical members (uon). 39'- 9.0" -458/ 1879V 0/ OH 5.50" 3.01 KDDF ( 625) ** For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 paf) uplift at 24 "oc spacing.' Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.116" @ 23'- 11.3" Allowed = 1.942" MAX TL CREEP DEFL = -0.216" @ 23'- 11.3" Allowed = 2.589" JT 10: Heel to plate corner = 2.50" MAX LL DEFL = -0.017° @ 41'- 5.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 41'- 5.0" Allowed = 0.222" MAX HORIZ. LL DEFL = 0.049" @ 39'- 3.5" 16-08-11 3-00-05 20-00 MAX HORIZ. TL DEFL = 0.081' @ 39'- 3.5" T T f T NOTE:Design assumes moisture content does 6-03-10 6-00-02 4-00-08 10-13 4-05-04 5-03-08 5-00 5-03-04 not exceed 19% at time of manufacture. q 1-06511M-4X4+ Design conforms to main windforce-resisting M-3x4+ system and components and cladding criteria. Wind: 140 mph, h=25,1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 M-3x8 M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 5 7 load duration factor=1.6, 7.001/ r ' MN Truss designed for wind loads in the plane of the truss only. M-5x6(S) 12 M-2.5x4 or equal at non-structural diagonal inlets. 0.25" Q 7.00 M-3x4 ,co M-1.5x4 M-3x6 + m1- 0 v o 0 c.4„..._ 12** a__ 111 ' 15 'r 16 17 •'1r 1 o M-1.5x4 M-3x8 u.2o" M-1.5x4 0.25'M -3x4 M-3x6 0 M-5x8(S) M-5x8(S) .1 ), 1, y y y ./ y 6-00-02 6-01-14 6-01 6-01 7-05-15 7-11 y y 39-09 1-08 „ ,D PRQp4. JOB NAME : POLYGON PLAN 3A NH - C6 �� N $�,ssf Scale: 0.1689 •. 1.:, 1/7' 4 WARNINGS: GENERAL NOTES,unless otherwise noted; rrr��� m r ✓*,,. h 1.Builder and erection contract r should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual R •r L- Truss: C6 and Warnings before constru on commences. building component.Applicability of design parameters and proper 2.204 compression web bracin must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing c Insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Ji is the responsibility of the ere or.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalt(BC). f =' DATE: 9/4/2014 the overall structure Is the re ponsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ CC. 4.No load should be applied to ny component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7, OREGON >k �4„ TRANS I D: 407427 , SEQ. : 6049759 fasteners are complete and a no time should any loads greater than 5.Design assumes trusses are to be used in anon-corrosive environment, 1. N. design loads be applied to any component. and are for"dry condition"of use. /6 i• 1 4 - 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 r essary. ` h fabrication,handling,shipment and installation of components. DesignDes /v! 'h R`f N„ 7. laesassumes adequatead drainage Is o trussed. rl it 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 1111111111111111111111111111111111 III(IIITPI/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./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 5 DUI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1841) 513 12.13=(-179) 253 12- 1=(-1606) 485 17- 9=(-142) 138 BC: 2x4 KDDF #1&BTR SPACED 24.0° O.C. 2- 3=(-1865) 636 13.14=(-330) 1619 1.13=( -393) 1574 WEBS: 2x4 KDDF STAND 3- 4=( 0) 0 14.15=(-409) 1833 13- 2=( -423) 220 LOADING 3. 5=(-1519) 599 15-16=(-409) 1833 2.14=( -131) 115 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF 5- 7=(-1742) 671 16-17=(-476) 1993 14- 3=( -176) 611 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 17.10=(-565) 2163 14. 5=( -651) 238 TOTAL LOAD = 42.0 PSF 7- 8=(-2069) 730 15- 5=( 0) 316 8. 9=(-2531) 737 5.16=( -298) 103 NOTE: 2x4 BRACING AT 24°OC UON, FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-2685) 735 7.16=( -130) 691 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=1 0) 95 16- 8=1 -482) 176 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8.17=( 0) 325 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 0.0" 20.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE S0°IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -310/ 1656V -261/ 207H 5.50" 2.65 KDDF ( 625) Connector plate prefix designators: 39'- 9.0" -409/ 1879V 0/ OH 5.50" 3.01 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' JT 10: Heel to plate corner = 2.50" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.111" @ 23'- 11.3' Allowed = 1.942' MAX TL CREEP DEFL = -0.216" @ 23'- 11.3" Allowed = 2.589' MAX LL DEFL = -0.017" @ 41'- 5.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 41'- 5,0" Allowed = 0.222" MAX HORIZ. LL DEFL = 0.048" @ 39'- 3.5" 12-08-11 7-00-05 20-00 MAX HORIZ. TL DEFL = 0.080" @ 39'- 3.5" 1' T T T NOTE:Design assumes moisture content does 6-03-10 6-00-02 0-04-15 5-06-05 (-06� 4-05-04 5-03-08 5-00 5-03-04 T not exceed 19% at time of manufacture. 12 M-1°5x4+ M-4x4+ 12 Design conforms to main windforce-resisting 7.00 / 7 00 system and components and cladding criteria. M-4x6 M-3x4+ M-4x6 Wind: 140 mph, h=25.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 M-3x8 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, * 5 0 ,, Truss designed for wind loads in the plane of the truss only. M-5x6(S) M-2.5x4 or equal at non-structural diagonal inlets. 0.25" M-3x4 ' M-1.5x4 M-3x6 + co, ;s 0 / a 4- N g r A. rn 12** 13 1 'f 15 'r 'I6 17 11 1 0 M-1.5x4 M-3x8 0.25" M-1.5x4 0.25' M-3x4 M-3x6 0 M-5x8(S) M-5x8(S) * 6-00-02 6-01-14 6-01 6-01 7-05-15 7-11 , ), 39-09 1-08 ,i10 PRO4 JOB NAME : POLYGON PLAN 3A NH - C7 �'�`` N `� , Scale: 0.1689 `� l /�p 0 WARNINGS: GENERAL NOTES,unless otherwise noted: ( .7 ®1 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 7 L. Truss: C7 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 stabilty during construction 2.Design assumes the top and bottom chords to be laterally braced at �1 . DES. BY: LJ 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 � �"' P ty continuous sheathing such as plywood sheathing(TC)and/or drywall(6C). �� DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON .y SEQ.C t1 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_ S E Q. : 6049760 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/ Vd �*�� , design loads be applied to any component. and are for"dry condition"of use. Q -*77 I A 2. �'4. TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all support shown.Shim or wedge If !3 fabrication,handling, necessary. 11/04R10- 6. V shipment and installation of components. 7.Design assumes adequate drainage is provided. 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 II II VIII III I VIII IIII 13 IIII IIII TPINYTCA in SCSI,copies of which will be furnished upon request. Digit coincidenwith jointInches.9.Digits ndsize of tplate in fines. n 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 IIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF ki&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2583) 554 1- 9=(-380) 2238 2- 9=(-221) 217 BC: 2x4 KDDF M1&BTR SPACED 24.0" O.C. 2- 3=(-2340) 553 9-10=(-229) 1924 9- 3=( -37) 492 WEBS: 2x4 KDDF STAND 3- 4=(-1694) 504 10.11=(-241) 1804 3-10=(-724) 284 LOADING 4- 5=(-1694) 494 11- 7=(-385) 2133 10- 4=(-312) 1292 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2380) 531 10- 5=(-748) 289 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2635) 532 5.11=) -28) 530 TOTAL LOAD = 42.0 PSF 7- 8=1 0) 95 11- 6=(-257) 209 OVERHANGS: 0.0" 20.0' LL = 25 PSF Ground Snow (Pg) ** For hanger specs. - See approved plans BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -258/ 1669V- -284/ 273H 5.50" 2.67 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 9.0" -331/ 1866V 0/ OH 5.50' 2.99 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 = -0.123" @ 19'- 9.0' Allowed = 1.942° MAX TL CREEP DEFL = -0.250° @ 19'- 9.0" Allowed = 2.589" MAX LL DEFL = -0.017" @ 41'- 5.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 41'- 5.0' Allowed = 0.222" MAX HORIZ. LL DEFL = 0.060" @ 39'- 3.5" MAX HORIZ. TL DEFL = 0.098" @ 39'- 3.5" 19-09 20-00 NOTE:Design assumes moisture content does 1' T ' not exceed 19% at time of manufacture. T 6-06-10 T 6-06-05 T 6-08-01 T 6-08-01 T 6-06-05 T 6-09-10 f Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 7.00 / M-4x6 Q 7 00 Wind: 140 mph, h=25.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4 'NI' Truss designed for wind loads in the plane of the truss only. M-5x6(5) 3.1 M-5x6(5) 0.25 0.25" 0 9c +f M-1.5x4 M-1,5x4 o M-5x6 0 1 9 1 11 ~7: . O M-3x4 8.25" M-3x4 M-3x6 r M-5x8(S) ) ) ) > -) 9-10-10 9-10-06 9-10-06 10-01-10 y y y 39-09 1-08 JOB NAME : POLYGON PLAN 3A NH C8 5,'� pN,{ J j`�`,9 Scale: 0.1549 C7 ylf l t Q* WARNINGS: GENERAL NOTES,unless othervrise noted: T,''9 PE t-� - r� 1.Builder and erection contractdr should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Truss: C8 and Warnings before constru¢Non commences. building component.Applicability of design parameters and proper 2.2x4 compression web braangimust be Installed where shown+, incorporation of component is the responsibifty of the building designer. 3,AddiIi neI temporary bracing o Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at yip DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by / 4m�" is the responsibility of the ere or.Additional permanent bracing of continuous sheathing such as plywood sheathing(rC)and/or drywall(BC), -"'" NW,` DATE: 9/4/2014 the overall structure is the res sibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON ��" A 4.No load should be applied to ny component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "1r v,/ SEQ. : 6049761 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, ,C "r'1 N A design loads be applied to any component. and are for"dry condition"of use. -. '�V. 1.4 2. is, TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if i/ fabrication,handling, necessary. 111 yj shipment and installation of components. 7,Design assumes adequate drainage is provided. f y t,-t. 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 ill ll I VIIIII II III l Illll III I'll TPI WTCA In BCSI,copies of which will furnished upon request. git coincide with joincentertinHnes. 9.Digitssoncide size of tplate Inches. MiTek USA,Inc./CompuTrus uTfUS SoftWere 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 JiIII IIII��I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2583) 554 1- 9=(-380) 2238 2- 9=(-221) 217 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2- 3=(-2340) 553 9.10=(•229) 1924 9- 3=( -37) 492 WEBS: 2x4 KDDF STAND 3- 4=(-1694) 504 10-11=(-241) 1804 3.10=(-724) 284 LOADING 4- 5=(-1694) 494 11- 7=(-385) 2133 10- 4=(-312) 1292 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2380) 531 10- 5=(-748) 289 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2635) 532 5.11=) -28) 530 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 95 11- 6=(-257) 209 OVERHANGS: 0.0" 20.0" LL = 25 PSF Ground Snow (Pg) ** For hanger specs. - See approved plans BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) C,nnecto,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -258/ 1669V -284/ 273H 5.50" 2.67 KDDF ( 625) M,M2OHS,MI8HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 9.0" -331/ 1866V 0/ OH 5.50" 2.99 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 = -0.123" @ 19'- 9.0" Allowed = 1.942' MAX TL CREEP DEFL = -0.250" @ 19'- 9,0" Allowed = 2.589' MAX LL DEFL = •0.017" @ 41'- 5.0' Allowed = 0.167' MAX TL CREEP DEFL = -0.021" @ 41'- 5.0' Allowed = 0.222" MAX HORIZ. LL DEFL = 0.060" @ 39'- 3.5" MAX HORIZ. TL DEFL = 0.098" @ 39'- 3.5" 19-09 20-00 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. T 6-06-10 6-06-05 6-08-01 6-08-01 6-06-05 6-09-10 f , , 'I Design conforms to main windfarce-resisting system and components and cladding criteria. 12 7.00 M-4x6 z 7,00 Wind: 140 mph, h=25.1ft, TOOL=4.2,BCOL=6.0, ASCE 7.10, 4,0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 ,r-,( load duration factor=1.6, Truss designed for wind loads M-5x6(S) 4344.1 M-5X6(S) in the plane of the truss only, 0.25" 0.25" fig. o0 It7\ M-1.5x4 M-1.5x4 ,.0M-5x6 0 0 1 M-3x4 18.25" M-3x4 M-3x61 7 0 M-5x8(S) J, y y ,1 ), y 9-10-10 9-10-06 9-10-06 10-01-10 y , 39-09 1-08 sv,0,0 PR°F�.s JOB NAME : POLYGON PLAN 3A NH - C9 cc` NJE1 ,, / Scale: 0.1549 . -7/4 / 1 WARNINGS: GENERAL NOTES,unless otherwise noted .[3.) n C "1--" Truss: C9 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 ✓/44.110 t L- and Warnings before construction commences. building component.Applicability of design parameters and proper .,y 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsitxlity 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: LJ is the responsibility of the erector.Additionalpermanent bracing of T o.c.and at 10'o.c.respectively unless braced throughout their length by /r�rr ; po ty 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �(j SEQ. : I'1 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. lk S E Q. : 6049762 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!d `4 j� 4 2.o 4. 1A, design loads be applied to any component. and are for"dry condition'of use. . 1y`C' TRANS I D: 407427 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 I Cb s necessary. 'p"/ 'CR Ryt \„ V fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. !l L- 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 11111111111111111111111111111111111111110.TPIM?CA in SCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. f MiTek USA,lnc./COmpuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 1 2/31/2015 11100 IH II) This design prepared from computer input by I PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF N1&BTRLOAD DURATION INCREASE = 1.15 1- 2=(-2580) 542 1-10=(-363) 2159 2-10=(-240) 228 6-14=( 0) 379 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2- 3=(-2350) 575 10.11=(-228) 1826 10- 3=( -68) 558 14- 7=(-757) 265 WEBS: 2x4 KOOF STAND 3- 4=(-1696) 508 11.12=( -8) 57 3-11=(-723) 280 7.15=(-172) 1133 LOADING 4- 5=(-2236) 686 13-14=(-366) 2382 11- 4=(-118) 665 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2238) 528 14-15=(-625) 3139 11-13=(-142) 1315 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2851) 554 15- 8=(-693) 3527 4-13=(-370) 1127 TOTAL LOAD = 42.0 PSF 7- 8=(-4285) 843 12.13=( 0) 68 OVERHANGS: 0.0" 20.0" 8- 9=( 0) 95 13- 5=(-399) 272 LL = 25 PSF Ground Snow (Pg) 13- 6=(-659) 181 Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0' -247/ 1669V -282/ 271H 5.50" 2.67 KDDF ( 625) 39'- 9.0" -319/ 1866V 0/ OH 5.50" 2.99 KDDF ( 625) ICON. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' ' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.167" @ 25'- 2.6" Allowed = 1.942' MAX TL CREEP DEFL = -0.331" @ 25'- 2.6" Allowed = 2.589" MAX LL DEFL = -0.017° @ 41'- 5.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 41'- 5.0" Allowed = 0.222" 19-09 20-00 MAX HORIZ. LL DEFL = 0.097" @ 39'- 3.5" 7-03-03 5-10-14 6.06-14 5-04-12 6-01-04 5-10-12 2-07-04 MAX HORIZ. TL DEFL = 0.161' @ 39'- 3.5" '1' T T T T '' T T NOTE:Design assumes moisture content does 12 12 not exceed 19% at time of manufacture. 7.00 V M-4x6 7.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 4 ,,1 Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5x6(S) (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), .1 load duration factor=l.6, M-1.5x4 Truss designed for wind loads 0.25" in the plane of the truss only. • M-5x6(S) + 0.25" M-1.5x4 ` //A + +A M-3x6 ' M 4x8 0 o M- 5x6AlIlk _ -...` * o~ �' = - :13 14 15**�� *r 10 16 12 -3x4 -5x 8 0 M 6 o M-3x4 .25" ro M M-1.5x4 0 0 M-5x10(S) M-6x8 **2X WEDGE 3.75 0 W/(2) M-3X4 TYP. 12 y 1, y y 1, ), 1, y 9-09-12 9-09-08 5-06-08 , 6-04-12 5-09 -05-0$ , y 25-03-08 1 12-00 2-05-081-08, 39-09 1-08 R Or6- JOB NAME : POLYGON PLAN 3A NH -I, C10 .:''''pNE 66i ' Scale: 0.1458 \5 tC�J""ii 0 C'lWARNINGS: GENERAL NOTES,unless otherwise noted. ti./ '�lfp1! Cl1.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 . .921*PE 1.-- Truss: C 0 and Warnings before construction commences, building component.Applicability of design parameters and proper 4 ! 2.2x4 compression web bracing must be installed where shown+. incorporation of component isYhe responsibility of the building designer. /'1 /„ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'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). r '^" DATE: 9/4/2014 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 eny component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "' OREGON- 4C/ SEQ. : 6049763 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�cl?9,� A TRANS I D: 407427 design loads be applied to any component. and are for"dry condition"of use. eh 1 4 Q �^-t» 5.CompuTrus has no control over end assumes no responsibility for the .Design assumes full bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. necessary. R}L'- 8.Designlatesassumes adequateed drainage isprovided.truss,a R: 6.This design is furnished subject to the linitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center 111111111111111111111111 TPINJICA in BCSI,copies of which will be furnished upon request. git coincide with Jointacenter lines, 9.Digits indicate size of plate in inches. 19 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 11110 411 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2580) 542 1-10=(-363) 2159 2.10=(-240) 228 6-14=( 0) 379 BC: 2x4 KDDF 418,BTR SPACED 24.0" O.C. 2- 3=(-2350) 575 10.11=(-228) 1826 10- 3=( -68) 558 14- 7=(-757) 265 WEBS: 2x4 KDDF STAND 3- 4=(-1696) 508 11-12=( -8) 57 3.11=(-723) 280 7.15=(-172) 1133 LOADING 4- 5=(-2236) 686 13.14=(-366) 2382 11- 4=(-118) 665 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=(-2238) 528 14.15=(-625) 3139 11-13=(-142) 1315 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2851) 554 15- 8=(-693) 3527 4-13=(-370) 1127 TOTAL LOAD = 42.0 PSF 7- 8=(-4285) 843 12-13=( 0) 68 OVERHANGS: 0,0" 20,0" 8- 9=( 0) 95 13- 5=(-399) 272 LL = 25 PSF Ground Snow (Pg) 13- 6=(-659) 181 Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -247/ 1669V 39'- 9.0" -319/ 1866V 282/0/ 271H 5.50" 2.67 KDOF OH 5.50" 2.99 KDDF ( 625625) 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) . VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.167" @ 25'- 2.6" Allowed = 1.942" MAX TL CREEP DEFL = -0.331" @ 25'- 2.6" Allowed = 2.589" MAX LL DEFL = -0,017" @ 41'- 5.0" Allowed = 0.167" MAX TL CREEP DEFL = -0,021" @ 41'- 5.0" Allowed = 0.222" 19-09 20-00 MAX HORIZ. LL DEFL = 0.097" @ 39'- 3.5" T T T MAX HORIZ. TL DEFL = 0.161" @ 39'- 3.5" 7-03-03 5-10-14 6-06-14 5-04-12 6-01-04 5-10-12 2-07-04 T "( 1 1 T 1 1 1 NOTE:Design assumes moisture content does 12 12 not exceed 19% at time of manufacture. 7.001,--. M-4X6 7,00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 4 hf A\ Wind: 140 mph, h=24,5ft, TCDL=4,2,BCOL=6,0, ASCE7-10, M-5x6(5) - (All Heights), Enclosed, Cat.2, Exp.B, Dir), load duration factor=1.6, M-1"5X4 Truss designed for wind loads 0.25" in the plane of the truss only. 14414.• M-5x6(5) , :/oite. 0.25" M-1.5x4 co M-3x6 co M-5x6 AlIL � M-4x8 0 kN, Ci im *r 10 1 12 4 M-3x4 1 .6 0 o M-5x6 M-3x4 b.25" M-1.5x4 0 0 M-5x10(S) M-6x8 **2X WEDGE 3.75 W/(2) M-3X4 TYP. 12 ), y ), y ), ) ), y 9-09-12 9-09-08 5-06-08 , 6-04-12 5-09 2-05-08 , 25-03-08 12-00 2-05-081-08, yy 39-09 1-08 JOB NAME : POLYGON PLAN 3A NH - D4 5' "� PR x„s/ Scale: 0.1458 `v" WARNINGS: GENERAL NOTES,unless otherwise noted: L. �1 (t' 1.Builder end 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.92..PE { Truss: D4 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: LJ Is the responsibility of the erector.Additionalpermanent bracingof 2'n c.and at 1a'hnrespectivelysuch sly oodss braced(TC)andut/or theira length b). I ,, Po tY continuous sheathing such as plywood sheathing(TC)end/or drywalC). - DATE: 9/4/2014 the overall stmcture 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. : 6049764 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- •I \� W `{A , design loads be applied to any component. and are for"dry condition"of use. 1 4. '2. '[' TRANS I D: 407427 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 ib , �Q necessary. t s fabrication,handling,shipment and Installation of components. 7,Design assumes adequate drainage is provided. &'rl[�R IO.' 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 Ell VIII I I I VIII IIII Pg IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines indicate with jointain inches.9.Digits indicate size of plate In Inches. MiTek USA,InC./COfTIpUTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES.12/31/2015 1111101111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 95 2-11=( -723) 2220 3.11=(-277) 317 15- 8=(-759) 446 BC: 2x4 KDDF #1&BTR � SPACED 24.0" O.C. 2- 3=(-2645) 1052 11.12=( -519) 1854 11- 4=(-148) 595 8-16=(-375) 1140 WEBS: 2x4 KDDF STAND 3- 4=(-2411) 1085 12.13=( -17) 58 4-12=(-746) 494 LOADING 4- 5=(-1716) 927 14.15=( -787) 2401 12- 5=(-264) 680 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2256) 1242 15.16=(-1225) 3159 12-14=(-215) 1329 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2259) 1030 16- 9=(-1363) 3549 5.14=(-678) 1130 TOTAL LOAD = 42.0 PSF 7- 8=(-2872) 1117 13-14=( 0) 68 OVERHANGS: 20.0" 20,0' 8- 9=(-4312) 1661 14- 6=(-399) 454 LL = 25 PSF Ground Snow (Pg) 9.10=( 0) 95 14- 7=(-659) 316 Connector plate prefix designators: 7-15=( 0) 380 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) 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 SO.IN. (SPECIES) 0'- 0.0" -318/ 1870V -289/ 289H 5.50" 2.99 KDDF ( 625) 40'- 0.0" -318/ 1870V 0/ OH 5.50" 2.99 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 = -0.017" @ -1'- 8.0° Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.190" @ 25'- 5.6" Allowed = 1.954" MAX TL CREEP DEFL = -0.339" @ 25'- 5.6" Allowed = 2.606" 20-00 20-00 MAX LL DEFL = -0.017" @ 41'- 8.0' Allowed = 0.167" ,( T / MAX TL CREEP DEFL = -0.021" @ 41'- 8.0" Allowed = 0.222" 7-06-03 5-10-14 6-06-14 5-04-12 6-01-04 5-10-12 2-07-0L MAX HORIZ. LL DEFL = 0.098" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.164" @ 39'- 6.5" 12 M-4x6 .. 7.00 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 4.0" 5 44' Design conforms to main windforce-resisting system and components and cladding criteria. 12 M-5x6(S) �\ Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 L...--' M-1.5x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0.25" / load duration factor=1.6, M 5x6(S) Truss designed for wind loads in the plane of the truss only. 0.25" M-1.5x4 1\ ?I, M-3x6 0 2_ 'j'4M.48 0 r`�9 14 • 11 t 13 M-6x8 o M-3x4 9 0 0 o IM-3x6 M-3x4 0.25" o M-5x6 c M-5x10(S) M-1.5x4 **2X WEDGE W/(2) M-3X4 TYP. 3.75 12 y y ), ), y p, J' J, y 10-00-12 9-09-08 5-06-08 y 6-04-12 5-09 y-05-08 y1-08y 25-06-08 12-00 2-05-08 , 1-08 40-00 1-08 to JOB NAME : POLYGON PLAN 3A NH - D3 ,t ' ya/,�pR))�7p�" s Scale: 0.1407 •P {fit! Tf! / 4� WARNINGS: GENERAL NOTES,unless otherwise noted: �� pt- ir --� 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 9 SPE L. Truss: D3 and Warnings before construdtlon commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsidaty of the building designer. ,1° 3.Additional temporary bracing to Insure stabiAty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by r A� ' is the responsibility of the ereldor.Additional permanent bracing of continuous sheathing such as plywood sheathing(7C)and/or drywall(BC). r ' ` DATE: 9/4/2014 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. 1G A OREGON�b �4(/' SEQ. : 6049765 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, -r9 1. design loads be applied to ant component. and are for"dry condition"of use. /h '1 F id 2"Q t^�- TRAN S I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at at supports shown.Shim or wedge If V C! fabrication,handling,shipment and Installation of components. necessary. , [ R Ly y 7.Design assumes adequate one dthiface is trus,provided. C: 1-8- 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 MEI III VIII I I I II II IIII VIII III IIII TPI WTCA In BCSI,copies of which will be furnished upon request. Tangs cdicawith joint center lines. 9.Digits indicate size of platete in Inches. MiTek USA,inn./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 IIIIIIIIIII This design prepared from computer input by t PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0,0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF 011&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 95 2.15=(-1026) 2239 15- 3=( 0) 223 11-23=( -37) 287 2x6 KDDF #1&BTR T3 SPACED 24.0" O.C. 2- 3=(-2739) 1391 15.16=(-1028) 2237 3.16=( -312) 191 23.12=(-820) 473 BC: 2x6 KDDF #1&BTR 3- 4=(-2372) 1386 16.17=(-1089) 2305 16- 4=( -423) 852 12.24=(-556) 1228 WEBS: 2x4 KDDF STAND; LOADING 4- 5e(-1966) 1253 17.18=(-1158) 2463 16- 5=( -653) 423 2x4 KDDF STUD A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( 0) 0 18.20=( -48) 98 5.17=( -53) 325 DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2318) 1470 20.21=( 0) 0 17- 7=( -312) 127 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 9=(-2553) 1595 19.22=(-1283) 2557 18- 7=( -183) 195 BC LATERAL SUPPORT <= 12"OC. UON. 8-10=( 0) 0 22.23=(-1248) 2558 18.19=(-1117) 2383 LL = 25 PSF Ground Snow (Pg) 9-10=(-2171) 1350 23.24=(-1710) 3371 7-19=( -182) 187 10-11=(-2583) 1506 24-13=(-1918) 3809 20-19=( 0) 87 NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=(-3030) 1596 19- 9=( -42) 298 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, 12-13=(-4554) 2302 9-22=) -689) 454 13.14=( 0) 95 10.22=( -491) 985 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 22.11=( -471) 264 • OVERHANGS: 20.0" 20.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0.0" -424/ 1870V -169/ 169H 5.50' 2.99 KDDF ( 625) 40'- 0.0" -424/ 1870V 0/ OH 5.50" 2.99 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net0 pafl uplift at 24 "oc spacina.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 15-11-11 8-00-10 15.11-11 MAX LL DEFL = -0.017" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0' Allowed = 0.222' T T T MAX LL DEFL = 0.204" @ 24'- 7.3° Allowed = 1.954" 5-05 0-04-08 4-10-12 3-10-034-03-14 MAX TL CREEP DEFL = -0.319" @ 24'- 7.3" Allowed = 2.606" I I 'I I II 1' 1 MAX LL DEFL = -0.017" @ 41'- 8.0" Allowed = 0.167" 5-11-12 3-10 3-10-12 0.04-04 4-03-14 2-09 MAX TL CREEP DEFL = -0.021" @ 41'- 8.0" Allowed = 0.222" T T T TT T 11 T T T l' 11-09-08 11-09-08 MAX HORIZ. LL DEFL = -0.098" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.134" @ 39'- 6.5" 12 M-3x4 M-3x4 12 NOTE:Design assumes moisture content does 7.00 i/ '417.00 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting M-4X6 6 M-3x8 s M 4x6 M-5x6(S)- system and components and cladding criteria. M-5x6(S) y -_- _ Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0.25" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0.25" load duration factor=l.6, 1.:1. Truss designed for wind loads ,� in the plane of the truss only. 2 o s M-3x6 M 3x8 0 ui ee - r, 22 23 24 .. T �.' 15 16 17 18 20 21 �M-3x8 M-3x4 1 4 0 o M-3x10 M-1°5x4 0.25" M-3x4 M-6x8 M-7x8 o M-6x8 o M-7x8(S) M-1.5x4 **2X WEDGE 3.75 I ...W/(2) M-3X4 TYP. 12 J' y 1 y 0-11 1,04 1• ), 1- l' J, y 5-10 5-05 4-03-04 4-01-08 4-11-08 y 3-02-07 4-05-10 4-03-14 2-05-08 , 1-08, 24-09 y , 12-09-08 2-05-01-08 25-06-08 0-09-08 14-05-08 1 ,, y 1-08 40-00 1-08 'a't,0 PR°pee, JOB NAME : POLYGON PLAN 3A NH - D2 Scale: 0.1406 c.\�� / "� % WARNINGS: GENERAL NOTES,unless otherwise noted: 41J4 n11 'Trus1.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 4 4 tq E 1-- Truss: s: D2 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 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 _ is the responsibility of the erector.Additionalpermanent bracingof 2'a.c.and at 10'a.c.respectively unless braced throughout their length by DES. BY: LJ -41 Po ty continuous sheathing such as plywood sheathing(TC)here and/or drywall( C). DATE: 9/4/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bodging or lateral bracing required where shown++ OREGOt4 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. "'f7A_ ^c/ SEQ. : 6049766 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, lr. -'7 et,N A, design loads be applied to any component. and are for"dry condition"of use. 1 4 ?= t'Y TRANS I D: 407427 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 fabrication,handling, necessary. C+'t?R k- shipment and Installation of components. 7,Design assumes adequate drainage is provided. �•:�l L 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 111111111111111111111111111 TPINYTCA In BCSI,copies of which will be furnished upon request. Digit coincide with joint aIn inches 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 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 DF 2400F; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 95 2.15=(-1208) 4537 15- 3=( 0) 333 11.23=( 0) 448 2x6 KDDF #1&BTR T2 2- 3o(-5477) 1562 15-16=(-1211) 4534 3.16=1 -395) 270 23.120)-1347) 230 BC: 2x6 KDDF #1&BTR 1 LOADING 3- 4=(-5115) 1716 16-17=(-1618) 5102 16- 4=( -409) 1586 12.24=1 -508) 2413 WEBS: 2x4 KDDF STAND; 1 LL•= 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 17.18=(-1732) 5404 16- 6=(-1445) 878 2x4 DF 2400F A; TC UNIFY LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 12'- 0.0" V 4- 6=(-4352) 1523 18.20=( -56) 173 6.17=1 -101) 563 2x4 KDDF #1&BTR B; IC UNI LL( 100.0)+DL( 28.0)= 128.0 PLF 12'- 0.0" TO 28'- 0.0" V 6- 7=(-5127) 1866 20-21.1 0) 0 17- 7=( -535) 238 2x4 KDDF STUD C TC UNI LL( 50.0)+DL( 14.0)= 64.0 PLF 28'- 0.0° TO 40'- 0.0" V 7- 8=(-5651) 2044 19.22=(-1806) 5657 18- 7=( -421) 326 BC UNI LL( 0.0)+DL( 40.0)= 40.0 PLF 0'. 0.0" TO 40'- 0.0" V 8.10=(-4805) 1657 22-23=(-1456) 5291 18.19=(-1687) 5270 TC LATERAL SUPPORT <= 12"OC. UON. 9.10=( 0) 0 23-24=(-1675) 6627 7-19=( -124) 377 BC LATERAL SUPPORT <= 12"OC. UON, TC CONC LL( 500.0)+DL( 140.0) 640.0 LBS @ 12'- 0.0' 10.11=(-5607) 1876 24-13=(-1873) 7487 20-19=( 0) 130 TO CONC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 28'- 0.0" 11-12=(-6195) 1825 19- 8=( -59) 507 12.13=(.8925) 2330 8-22=(-1522) 727 NOTE: 2x4 BRACING AT 24'OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13-14=( 0) 95 10-22=( -501) 1848 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22.11=( -572) 273 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 20.0" 20.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'. 0.0" -930/ 3422V -166/ 166H 5.50" 5.48 KDDF ( 625) Connector plate prefix designators: 40'- 0.0" -930/ 3422V 0/ OH 5.50" 5.48 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 1COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.016" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.019" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = -0.317' @ 24'- 7.3' Allowed = 1.954" 0-06-14 0-06-14 MAX TL CREEP DEFL = -0.630' @ 24'- 7.3" Allowed = 2.606" ,f-f ,f-f MAX LL DEFL = -0.017" @ 41'- 8.0" Allowed = 0.167" 11-11-11 16-00-10 11-11-11 MAX TL CREEP DEFL = -0.021" @ 41'- 8.0" Allowed = 0.222" 5-11-12 5-05 3-03-01 4.03-04 5-03 3-03.05 4-03-14 4-03-14 2-09 ff MAX HORIZ. LL DEFL = 0.159" @ 39'- 6.5" 1' 1' ' 1' 1' MAX HOAR. TL DEFL 0.263" @ 39'- 6.5" 11-09-08 +640# li640# 11-09-08 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 M-4 12 M- x4 M-3x8 M-3x4 . M-5x10 12 Design conforms to main windforce-resisting 7.00T2 77° �.` ...\-,17.00 system and components and cladding criteria. Wind: 140 mph, h=22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, i3x4M.4x8 - (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 load duration factor=l.6, + Truss designed for wind loads A in the plane of the truss only. o M-4x10 T M18HS-3x18 0 tiz.) 7 r` 22 23 24 + `�. v; , 2 15 s 17 t 20z1 °M-3x8 =M-4x4 1 4 0 o M-1.5x4 U.25" M-3x4 M-gx8 M-7x10 o M18HS-7x14 O M-1.5x4 .*2X WEDGE M-7x8(S) W/(2) M-3X4 TYP. 3.75 L - 12 .1 y ,1 , y 0-,104 1 , 1, 1, ,1 y y 5-10 5-05 4-03-04 4-01-08 4-11-08 y 3-02-07 4-05-10 4-03-14 ,-05-08 1-0E1, 24-09 ), ), 12-09-08 2-05-0 y y 25-06-08 0-09-08 14-05-08 y y 1-08 40-00 1-08 JOB NAME : POLYGON PLAN 3A NH D1 5��r � �N fi 6�i Scale: 0.1305 �? WARNINGS: GENERAL NOTES,unless otherwise noted: /�p C- 1.Builder and erection contract r should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual ± ®I L- Truss: D 1 and Warnings before censtru on commences. building component.Applicability of design parameters and proper 2.204 compression web bradn must be installed where shown+. incorporation of component is the responsibility of the building designer. ! 3.Additional temporary bracing o Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: L 12'o.c.and at 10'o.c.respectively unless braced throughout their length by 4r is the responsibility of the ere dr.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „,,A N'` DATE: 9/4/2014 the overall structure Is the re anslbllity of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ CC SEQ. : 4.No load should be applied to ny component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. UREGON SE Q. : 6049767 fasteners are complete and a 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. '}" 1 4 2-. �^�- TRAN S I D: 407427 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 necessary. C»• Fli . [J fabrication,handling,shipment and installation of components. 7. necessary. gnss assumes adequate drainage is provided. C r'i 1.4.E 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 IIII I I II II III III IIII IIII IIII IIII IIIITPINJTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size offplate in inches. MiTek USA,lnC./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IHIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N,&BTR LOAD DURATION INCREASE = 1.15 1.2=( -3) 118 5.6=(-261) 253 5.2=(-404) 214 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-139) 127 2-6=(-220) 238 WEBS: 2x4 KDDF STAND 3-4=1 0) 0 6.3=(-150) 157 LOADING TC LATERAL SUPPORT <= 12"OC. 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 BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0" 0.0" 0'- 0.0' -55/ 442V -110/ 156H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 1.0' -89/ 206V 0/ OH 5.50" 0.33 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL �COND. 2: Design checked for net(-5 psfl uplift at 24 'on spacing.) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.014" @ -1'- 8.0' Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.017" @ -1'- 8.0" Allowed = 0.222" 3-09-04 0-03-12 MAX TC PANEL LL DEFL = 0.025' @ 2'- 1.0" Allowed = 0.246" T T MAX TC PANEL TL DEFL = 0.025' @ 2'- 1.0" Allowed = 0.369' 12 MAX HORIZ. LL DEFL = -0.001" @ 3'- 7.5" 7.00 / MAX HORIZ. TL DEFL = -0.001" @ 3'- 7.5" M 1.5x4 q -/ NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. if Design conforms to main windforce-resisting Ill 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, NI- ,... 0 oo v U, 0 V)0 N 161111111111111bn. oO I niE 5 11. 1 WM01 6 -! M-1.5x4 M-3x4 y y y 1-08 4-01 JOB NAME : POLYGON PLAN 3A NH - E2 tOPR Pe Bl0.490, 11 WARNINGS: GENERAL NOTES,unless otherwise noted: 44 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:t' T9211.PE r Truss: E2 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 at 0�II0r. DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by "^ Po h 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). w J�� DATE: 9/4/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON b `S✓ 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. : 6049768 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, N design loads be applied to any component. and are for"dry condition"of use. Q 1 4 2. 1y"}' TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if necessary. 'gyp t fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 4" r'1 JR 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 IIIIII 11110111 VIII III 111 III IIII 7PINJlCA in SCSI,copies of which will be furnished upon request. git coincideintwith jointacenter che. 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 11 IIIII1I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC; 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -3) 118 5.6=(-261) 253 5.2=(-404) 214 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-139) 127 2-6=(-220) 238 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 6.3=(-150) 157 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. SON. 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: 20.0" 0.0" 0'- 0.0" -55/ 442V -110/ 156H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 1.0" -89/ 206V 0/ OH 5.50" 0.33 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL checked for net 2: Design M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (-5 psf) uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 I BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.014" @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.017" @ -1'- 8.0" Allowed = 0.222' 3-09-114 0-03-12 MAX IC PANEL LL DEFL = 0.025" @ 2'- 1.0" Allowed = 0.246' MAX TC PANEL TL DEFL = 0.025" @ 2'- 1.0" Allowed = 0.369' MAX HORIZ. LL DEFL = -0.001" @ 3'- 7.5' MAX HORIZ. TL DEFL = -0.001° @ 3'- 7.5" M 1.5X4 q -/ NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 ?I° Design conforms to main windforce-resisting system and components and cladding criteria. 7.00 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=1.6, Truss designed for wind loads M-3x,* iII in the plane of the truss only. v 0 C") i 5=� MELSO 6 M-1.5x4 M-3x4 1-08 4-51 _ _c0 PRO JOB NAME : POLYGON PLAN 3A NH E3 Scale: 0.4901 ��''' �"'IE'yryyp�` icy WARNINGS: GENERAL NOTES,unless otherwise noted: 44�J � 2 f f -1J 1.Builder and erection contradgqr should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual =9G P Truss: E3 and Warnings before conslro 'on commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradngl must be Installed where shown+. Incorporation of component is the responsibifty of the building designer. _..d 3.Additional temporary bracing o Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by / f� Is the responsibility of the era or.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). S, DATE: 9/4/2014 the overall structure Is the re onslblliity of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /�� 4.No load should be applied to ny component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON 1x 4,/ SEQ. : 6049769 fasteners are complete and a no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, G/��Ne5 N A. design loads be applied to any component. and are for"dry condition"of use. c„! 4 JrJ 14 L-D `}, TRANS I D: 407427 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. MSR h l t.1 yi 7.Designlaesassumes adequateatedon drothi ae Isprovided.truss, +lit 6.This design Is furnished subject to the imitations set forth by 6.Plates shall be located both faces of truss,and placed so their center IIIIII III II I I VIII VIII VIII III IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincideinwith jointcenternches 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-1966(MiTek) EXPIRES:12/31/2015 IiiIIIIIIIiiI This design prepared from computer input by II PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 1.0' ICOND. 2: Design checked for net)-5 psi) uplift at 24 'oc spacing.' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. not 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 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=15ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, M,M2OHS,MI8HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loons REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. 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. 2 —/ Refer to CompuTrus gable end detail for complete specifications. DESIGN ASSUMES SHEATHING A • TO ONE FACE. 12 7.00 I/ v A— or v U) 1 11111 0 CO CD N gr AMrAir All 3 4 y y y 1-08 4-01 cOPR0 "s JOB NAME : POLYGON PLAN 3A NH - El Scale: 0.8153 \�� /A7["'�'( NE'yryyp s/ 3 WARNINGS: GENERAL NOTES,unless otherwise noted: LL f fet I - Pi 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 4t' T.92* PE 1'- T r u s s: E l 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 is the responsibility of the erector.Additionalpermanent bracingof 2'ac.and at 10'o.c.respectively unless braced throughout their length by � DES. BY: LJ `.� Po ty continuous sheathing such as plywood sheathing(TC)and/or dryweli(BC). DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ RE�?�N� �l,. G 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, ^V SEQ. : 60497 70 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, .. '1� rY Q 1�, design loads be applied to any component and are for"dry condition"of use. 1 4 F: P4 TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge If t1 fabrication,handling, necessary. p1�-1t V shipment and Installation of components. 7,Design assumes adequate drainage is provided. rl �1�`" 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 11 111 VIII I 111 VIII Ill VIII IIII IIII TPIANTCA in BCSI,copies of which will be furnished upon request. git coincidewith joint acenter chs. 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 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2.3=(-559) 495 3.4=(-137) 87 TC LATERAL SUPPORT <= 12"0C. UON. i LOADING BC LATERAL SUPPORT <= 12"OC. UON. I 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: 10.0" 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -22/ 350V -195/ 417H 5.50" 0.56 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -410/ 472V 0/ OH 1.50" 0.60 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.2" -91/ 106V 0/ OH 1.50" 0.17 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICON. 2: Design checked far net(-5 psf) uplift at 24 "ox spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 // MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" • MAX IC PANEL LL DEFL = 0.145" @ 3'- 4.8' Allowed = 0.576" MAX TC PANEL TL DEFL = -0.145" @ 3'- 2.5' Allowed = 0.864" MAX HORIZ. LL DEFL = -0.012' @ 9'- 10.4" MAX HORIZ. TL DEFL = -0.012" @ 9'- 10.4" NOTE:Design assumes moisture content does not exceed 19e at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00 7 Wind: 140 mph, h=24.4ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (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, O N O . V'1 �! O 5 M-3x4 k k k k 0-10 6-00 3-11-03 'PROVIDE FULL ':EARING;Jts:2,5,3,41 JOB NAME : POLYGON PLAN 3A NH - DJ 10 ' ... PR 1: ��� Scale: 0.2986 C' . 1r //r ° WARNINGS: GENERAL NOTES,unless otherwise noted' EL/ 11 1,,,: 1.Builder and erection contract•r should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual cc IT9 .t-4 Truss: DJ 10 and Warnings before constru fon commences. building component.Applicability of design parameters and proper 2.2.4 compression web brach.must be Installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additicnel temporary bracing o Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by / Ir ` is the responsibility of the ere or.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r^' r ,` �, DATE: 9/4/2014 the overall structure is the re ••nsibilily ++ of the building designer. 3.2x Impact bridging or lateral bracing required where shown 4.No load should be applied to ny component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -� A_OREGON SEQ. : 6049771 fasteners are complete and a no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 1+� '47� ,G AC design loads be applied to any component. and are for"dry condition"of use. /� y 1 4 2-° ��••• TRANS I D: 407427 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. f�tfr•• �f t 7.Designlaesassumesadequateis oPtruss,a C bL• 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 1111111111111111 IIII VIII 11 IIII TPI WTCA in BCSI,copies of which will be furnished upon request. lines coincide with jointfcenter lines. 9.Digits indicate size of plate in inches. MiTek USA,InC./COrrlpuTrug Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1985(MI7ep EXPIRES.12/31/2015 IIIIIIIIIIIH 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) 72 2.6=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-618) 500 3-4=(-217) 92 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 4.5=( -59) 0 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: 10.0" 8.2" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'. 0.0" -22/ 351V -207/ 465H 5.50" 0.56 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5'- 11.2" -413/ 474V 0/ OH 1.50" 0.61 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 10'- 0.0' -178/ 178V 0/ OH 1.50" 0.23 KDDF ( 625) THE BOTTOM CHORD5DEAD LOAD IS A MINIMUM OF 10 PSF. -/ 'COND. 2: Design checked for Intl-5 psfl uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ 0'--10,0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.001" @ 10'- 8.2" Allowed = 0.068" MAX TL CREEP DEFL = -0.001" @ 10'- 8.2" Allowed = 0.091" MAX TC PANEL LL DEFL = 0.144' @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.144" @ 3'- 2.5" Allowed = 0.864' MAX HORIZ. LL DEFL = -0.014' @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.014" @ 9'- 11.2" NOTE:Design assumes moisture content does /4. not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=24,9ft, TCDL=4,2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, cc Truss designed for wind loads ✓ in the plane of the truss only. 0 PAIIIIII o , 1, y 1- 0-10 6-00 4-08-03 'PROVIDE FULL BEARING:Jts:2,6,3"41 JOB NAME : POLYGON PLAN 3A NH - J11 ��` � � PR©��s'' Scale: 0,2849 `� g- WARNINGS: GENERAL NOTES,unless otherwise noted: � /1p 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 �' 9211 SPE E t' and Warnings before construction commences. building component.Applicability of design parameters and proper ,,.^4000,,o ' Truss: J1 1 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 et DES. BY• LJ is the responsibility of the erector.Additionalpermanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their lenggth by f"OW,po ty 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/4/2014 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. A� W S E Q. : 6049772 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/ ""7 cab• A, design loads be applied to any component, and are for"dry condition"of use. Q 1 4 `�. . ' TRANS I D 407427 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. 't//'- ? t:` - P 7.Design assumes adequate drainage Is provided. rl 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 1111111 1111 II II VIII VIII 11111 IIII VIII III IIII TPIM71 CA in BCSI,copies of which will be furnished upon request git coincide with joint tecenterin che. 9.Digits Indicate size of plate in inches. ve MITekUSA,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 111111 1 VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-564) 500 3.4=(-140) 90 IC 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: 10.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -22/ 350V -197/ 420H 5.50" 0.56 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2' -414/ 475V 0/ OH 1.50" 0.61 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.9' -93/ 109V 0/ OH 1.50' 0.17 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF ID PSF. bDOND. 2: Design checked for net(•5 psf) uplift at 24 ':c=spa0c.i5:1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/ 80 MAX LL DEFL = -0.001' @ 0'--10.0" Allowe = 0.0 MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowe = 0.1 MAX TC PANEL LL DEFL = 0.145" @ 3'- 4.8" Allowe MAX TC PANEL TL DEFL = -0.144' @ 3'- 2.5" Allowed = 0.864' MAX HORIZ. LL DEFL = -0.012" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.012" @ 9'- 11.2' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00 Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ;i load duration factor=l.6, O Truss designed for wind loads in the plane of the truss only. 0 N O M-3x4 0-10 6-00 3-11-15 PROVIDE FULL :EARING•Jts:2 5 3 4 okto P R Ope JOB NAME : POLYGON PLAN 3A NH J10 Scale: 0.2963 \C.° Bio /N// WARNINGS: GENERAL NOTES,unless otherwise noted: 1" 1.Builder and erection contracto should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for en individual 4t.' T9rrr��� f Cf E { Truss: J10 and 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. 41111,/,7, 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chards to be laterally braced at DES. BY' LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by , „tier.^-";: is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or dryweli(BC). Wil.' DATE: 9/4/2014 the overall structure Is the respohsibility 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. "}X OREGON 40 SEQ. : 6049773 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/ I, N A design loads be applied to any component. and are for"dry condition"of use. h '7}� 14 2. 4TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge If 6 {�S* fabrication,handling,shipment and installation of components. 7.necessary. PRIG.� y Design assumes 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 IIII II(VIII I I I VIII IIII VIII III)IIIITPINJTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size ofiplatein 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:12/31f 2015 tIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 11.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24,0" O.C. 2-3=(-480) 429 3.4=(-112) 49 IC 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: 10.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -24/ 353V -177/ 376H 5.50' 0.57 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50' 0.22 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2' -374/ 440V 0/ OH 1.50" 0.56 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8'- 11.9" -49/ 57V 0/ OH 1.50" 0.09 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.b VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" 01 MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111' MAX TC PANEL LL DEFL = 0.154" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.155" @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.009" @ 8'- 11.2' MAX HORIZ. TL DEFL = -0.009" @ 8'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12Design conforms to main windforce-resisting / system and components and cladding criteria. 14.00 0 Wind: 140 mph, h=23.9ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), on load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only, 0 0 7/- u-, o� 5.E. o M-3x4 ), ) y y 0-10 6-00 2-11-15 (PROVIDE FULL BEARING:Jts:2,5,3,4) ,,q P R 04, JOB NAME : POLYGON PLAN 3A NH - J9 5,�' `yn/y�'�) [3/Y�es 'o Scale: 0.3198 c ,fid ! .4 I 1- WARNINGS: GENERAL NOTES,unless otherwise noted: 4t 1'920 0 P E r" 10 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: J9 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: LJ 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 + 5 po ty p 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng 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. b - SE Q. : 6049774 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, / -'q J 1 4' p� A design loads be applied to any component. and are for"dry condition"of use. f TRANS I D: 407427 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 A/1-� cl necessary. 'V/u'R Rio, V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. r'l1(-Y 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 1111111 VIII VIII I I I VIII VIII VIII 1111 IIIITPI/WTCA In BCS(,copies of which will be furnish(upon request lines co ndde with joint center lines. EXPIRES;12/31/2015 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) IIIIII I VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF Al&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KODF 81&BTR SPACED 24.0" O.C. 2-3=(-419) 363 3-4=(-107) 44 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: 10.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) 0'- 0.0" -24/ 354V -156/ 334H 5.50" 0.57 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50' 0.22 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2' -355/ 431V 0/ OH 1.50' 0.55 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.9' -17/ 10V 0/ OH 1.50' 0.02 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for netl-5 psf) uplift at 24 "oc spacing. -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ 0'--10,0" Allowed = 0.083" 0 MAX TL CREEP DEFL = -0.001" @ 0'--10,0° Allowed = 0.111" MAX TC PANEL LL DEFL = 0.199" @ 2'- 11.6" Allowed = 0.576' MAX TC PANEL TL DEFL = 0.180" @ 2'- 11.6" Allowed = 0.864' MAX HORIZ. LL DEFL = -0.008" @ 5'- 11.2' MAX HORIZ. TL DEFL = -0.008" @ 7'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 0 / Design conforms to main windforce-resisting 14.00 system and components and cladding criteria. Wind: 140 mph, h=23.3ft, TCDL=4,2,BCOL=6.0, ASCE 7-10, o load duration factor=1.66 Cat.2, Exp.B, MWFRS(Dir), Truss designed for wind loads o in the plane of the truss only. cn 0 7/- Ln �� _ o ,, M-3x4 y * y y 0-10 6-00 1-11-15 'PROVIDE FULL GEARING;Jts:2,5,3,4) �p`1u0 PRUOre,� JOB NAME : POLYGON PLAN 3A NH - J8 5IP � JNEAA,,7, sf Scale: 0.3473 ! `//1 ! WARNINGS: GENERAL NOTES,unless otherwise noted: �J ``�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 en individual t- Truss: J 8 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 �ima�ir DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by aa•• '' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalt(BC). ," 4�jl DATE: 9/4/2014 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 doss Is the responsibility of the respective contractor. OREGON fh (!./ SEQ. : 6049775 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+` -, \ As design loads be applied to any component. and are for"dry condition"of use. /•, ) 1 4 2p ^�- TRAN S I D: 407427 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 V �1. fabrication,handling,shipment and installation of components. necessary. / Fi Fit L.y 7.Designlatesassumes adequate drainagecIsprovided.truss, a 1+ 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 11111111111111111111111111111 TPINJTCA in SCSI,copies of which will be furnished upon request. Digit coincide withizjoint 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(MITelf EXPIRES:12/31/2015 111 1.01 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) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-338) 186 3-4=( -86) 0 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 BAG REQUIRED BRG AREA OVERHANGS: 10.0" 11.9" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -34/ 368V -130/ 313H 5.50" 0.59 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 146V 0/ OH 5.50" 0.23 KDDF ( 625) I C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 6'- 0.0" -288/ 278V 0/ OH 1.50" 0.36 KDDF ( 625) M,M2OHS,MI8HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 1COND. 2: Desian checked for net(-5 psf) uplift at 24 "oc spacina.l THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 4 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001° @ 0'--10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111' MAX LL DEFL = -0.003" @ 6'- 11.9" Allowed = 0.099" MAX TL CREEP DEFL = -0.003" @ 6'- 11.9" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.296" @ 3'- 7.3" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.288' @ 3'- 5.2" Allowed = 0.864' MAX HORIZ. LL DEFL = -0.006" @ 5'- 11.2" lfr MAX HORIZ. TL DEFL = -0.006° @ 5'- 11.2" 12 NOTE:Design assumes moisture content does not exceed 19As at time of manufacture. 14.00 V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads co in the plane of the truss only. 0 U, �� a*- -V ►� 5..,,===., 0 M-3x4 * * * * 0-10 6-00 0-11-15 (PROVIDE FULL BEARING:Jts:2,5,01 'ca`',0 PROF es JOB NAME : POLYGON PLAN 3A NH - J7 Scale; 0,3617 �, i(�(/�' I1,ry,, , no WARNINGS: GENERAL NOTES,unless otherwise noted: Zte o f ! i.fp/ V/'-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 C' 7 'r E 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 stability during construction 2•Design assumes the tap and bottom chords to be laterally braced at sF DES. BY: LJ 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 „ po ty p 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/4/2014 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. 7 b STRANS I D: 407427 4✓ E Q. : 6049776 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� V - ' design loads be applied to any component. and are for-dry condition"of use. k j 4 � 1-. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge if !A S' necessary. 'RRIL�- V fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. rl f-1 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 II II VIII I I I VIII VIII VIII IIII IIII TPINYfCA in BCS(,copies of which will be furnished upon request. git coincide with joint tecenter che. 9.Digits Indicate size of plate In inches. C MITekUSA,Ind./COfnpuTfusSaftware 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 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-224) 185 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. VON. 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: 10.0' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -34/ 379V -117/ 254H 5.50" 0.61 KDDF ( 625) 5'- 9.2' 0/ 147V 0/ OH 5.50' 0.24 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.9' -163/ 201V 0/ OH 1.50' 0.32 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 5-11-15 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083° MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" -v MAX TC PANEL LL DEFL = 0,342" @ 3'- 7.2" Allowed = 0.575" MAX TC PANEL TL DEFL = -0.289' @ 3'- 5.2" Allowed = 0.863" j) MAX HORIZ. LL DEFL = -0.004' @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.004" @ 5'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 I Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=l.6, cn Truss designed for wind loads o in the plane of the truss only. to 0 0 �� to A14.00 0� -v 0 4'" 0-10 6-00 'PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : POLYGON PLAN 3A NH - J6 Scale: 0.4126 ,,��' � �N ofifis 4t/l `'' WARNINGS: I GENERAL NOTES,unless otherwise noted: �� h 1.Builder and erection contract":should be advised of ail General Notes 1.This design is based only upon the parameters shown and is for an Individual T92.0 92`0 PE Truss: J6 and Warnings before construdtion commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracingl must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing o Insure stebifity during construction 2.Design assumes the top and bottom chords to be laterally braced at ,fir DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by i �r� is the responsibility of the ere or.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). `- ' DATE: 9/4/2014 the overall structure Is the re sibiiity of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ it 4.No load should be applied to ny component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7, OREGON �' SEQ. : 6049777 fasteners are complete and a no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, " 'NJd design loads be applied to any component. and are for"dry condition"of use. .') '7 1 4 0 +� TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if4 fabrication,handling,shipment and Installation of components. nesessary. ' R`i ` 7.Design assumes adequate drainage is provided. bL. 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 (IIII II II VIII III I IIII III VIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. git coincide with jointaIn lines. 9.Digits indicate size offpplatete inches. nches. 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 IIIIII III 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) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-181) 158 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 S0.IN. (SPECIES) OVERHANGS: 10,0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -22/ 352V -98/ 217H 5.50" 0.56 KDOF ( 625) 4'- 11.2" -166/ 179V 0/ OH 1.50" 0.29 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 71V 0/ OH 5.50" 0.11 KDOF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 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 psfl uplift at 24 'on snacing,I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.001" @ 0'--10,0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" 4-11-15 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.027" T f MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.036° MAX TC PANEL LL DEFL = 0.145" @ 2'- 10.3" Allowed = 0.473" MAX TC PANEL TL DEFL = -0.135' @ 2'- 10.5" Allowed = 0.709" 0 MAX HORIZ. LL DEFL = -0.003" @ 4'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 4'- 11.2" 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 14.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), rn load duration factor=l.6, a Truss designed for wind loads co in the plane of the truss only. 0 cc 0 U; ici CD M-3x4 1, 1, y 0-10 6-00 'PROVIDE FULL BEARING;Jts:2,3,4I j,'c,D PROPen JOB NAME : POLYGON PLAN 3A NH - J5 Scale: 0.4405 �� /y/((ry�"'�Ij �ia WARNINGS: GENERAL NOTES,unless otherwise noted: 44,/,/ �" ,) nc- -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 tt' '92®4 FE t" Truss: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2.4 compression web bradng 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 0r�rr 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 + Is" DES. BY: LJ ( .•'ra Po ty P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall BC). DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ OREGON /,��� SEQ. 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 ^5! S E Q. : 6049778 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,�y ', O.I++/ 4." design loads be applied to any coare for"dry condition"of use. 6 1 4 - ‘>;i".'TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes lull bearing at all supports shown.Shim or wedge if fabrication,handling, necessary. >�C^"ty R shipment and installation of components. 7,Design assumes adequate drainage Is provided. C f"1 r 1. 6.This design Is furnished subject to the Imitations set forth by 8.Plates shell be located on both faces of truss,end placed so their center 11111111111111111111111 TPI/WTCA in BCSi,copies of which will be furnished upon request. Digit coincide with jointcenterInches.9.lines 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 111001 111111 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 N16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF N16BTR SPACED 24.0" O.C. 2-3=(-134) 132 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: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -11/ 322V -79/ 180H 5.50" 0.52 KDDF ( 625) 3'- 11.2" -166/ 161V 0/ OH 1.50" 0.26 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. ICOND. 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 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.001' @ 0'--10.0" Allowed = 0.083" 3-11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ O'--10.0 Allowed = 0.111" T T MAX LL DEFL = 0.000' @ 0'- 0.0" Allowed = 0.077' MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.103" MAX TC PANEL LL DEFL = 0.056° @ 2'- 2.3" Allowed = 0.371" MAX BC PANEL TL DEFL = -0.037" @ 3'- 1.4" Allowed = 0.339" 12 it MAX HORIZ. LL DEFL = -0.002" @ 3'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 3'- 11.2" 14.007 NOTE:Design assumes moisture content does not 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, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, G Truss designed for wind loads in the plane of the truss only. Lo041141 u7 �� 0 amillill c, 10031114 M-3x4 0-10 6-00 PROVIDE FULL BEARING'] s:2 MI P JOB NAME : POLYGON PLAN 3A NH -! J4 Scale: 0.5097 ��� {� � RO4 �Itrt7' 1' WARNINGS: GENERAL NOTES,unless otherwise noted: 4 1�: 1.Builder and erection contract r should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .92"P C-t.- ,,. - Truss: J 4 and Warnings before constru 'on commences. building component.Applicability of design parameters and proper .s^ !/ 2.2x4 compression web bredn must be installed where shown+. Incorporation of component Is the responsibility of the building designer. / 3.Additional temporary bracing o Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the er or.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length bylr ^" DES. BY: LJn( r =110 C���' Po tY continuous sheathing such as plywood sheathing(TC)end/or drywall C). DATE: 9/4/2014 the overall structure is the re ponsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ RECaC}N J 4.No load should be appled to ny component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '� `c/ SEQ. : 6049779 fasteners are complete and a no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 1y. lAt pN9` A, design loads be applied to any component. and are for"dry condition"of use. ,Q -7}- 1 4 2,necessary. 4/ �"' - TRANS I D: 407427 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. 7.Design assumes adequate drainage is provided. S: 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 IIII'II I VIII I III Ill (IIII(IIII III IIII TPI WTCA in SCSI,copies of which will be furnished upon request. lines indicate with Jointcenter 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(Wok) EXPI RES:12/31/2015 IMMO' This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. 2-3=(-82) 107 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 SO.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" 0/ 292V -60/ 144H 5.50' 0.47 KDDF ( 625) 2'- 11.2" -162/ 143V 0/ OH 1.50" 0.23 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 53V 0/ OH 5.50" 0.09 KDDF ( 625) C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psfl 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 = -0.001" @ 0'--10.0" Allowed = 0.083" 2-11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" T IMAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.127" MAX BC PANEL LL DEFL = -0.009' @ 2'- 8.6" Allowed = 0.254" -/ MAX TO PANEL TL DEFL = -0.017' @ 1'- 8.4" Allowed = 0.402' 12 MAX BC PANEL TL DEFL = -0.031° @ 3'- 1.4" Allowed = 0.339' 14.00/ MAX HORIZ. LL DEFL = -0.001" @ 2'- 11.2" 4) MAX HORIZ. TL DEFL = 0.001' @ 2'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, of Truss designed for wind loads in the plane of the truss only. o,,_ Lo 0 o� ►30 ►DA4 M-3x4 J, y J, vo 0-10 PROVIDE FULL BEARING:Jts:2,3,4' 6-00 PRQ1 JOB NAME : POLYGON PLAN 3A NH - J3 Scale: 0.5914 '� J ss 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 ''- 792$®PE 1"- Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2.4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. .ter 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by r . P° tY continuous sheathing such as plywood sheathing(TC)and/or drywall$C), CCDATE' 9/4/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ QF3cr'rN 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 . 1.0 SEQ. : 6049780 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- -F74 ` \� •.. design loads be applied to any component. and are for"dry condition"of use. Q '7 J' 1 4 s„ b" TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at at supports shown.Shim or wedge if {� necessary. f fy}»,k` V fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. r"1 t-1 t 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 II II II VIII III VIII(IIII II II IIII IIIITPINJTCA 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./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 VIII( 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 N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2.3=(-53) 85 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -17/ 263V •42/ 108H 5.50' 0.42 KDDF ( 625) 1'- 11.2' -147/ 129V 0/ OH 1.50" 0.21 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" 1 11-1b AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.004" @ 1'- 3.1' Allowed = 0.166" 'r '1 MAX TC PANEL TL DEFL = -0.006" @ 1'- 1.6" Allowed = 0.249" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6' Allowed = 0.254' 12 MAX BC PANEL TL DEFL = -0.023° @ 3'- 3.8' Allowed = 0.339' 14.00 7 MAX HORIZ. LL DEFL = -0.000" @ 1'- 11.2" MAX HORIZ. TL DEFL = 0.000" @ 1'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. VDesign 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), load duration factor=1.6, o Truss designed for wind loads N in the plane of the truss only. oy__ 0 o/-- ►� ►�4 M-3x4 0-10 (PROVIDE FULL BEARING;Jts:2,3,41 6-00 RO JOB NAME : POLYGON PLAN 3A NH - J2 �` Pn�/EJ1`7�`�6i Scale: 0.6408 -C/ (��%/f WARNINGS: GENERAL NOTES,unless otherwise noted: F-�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 .921i f"G.. Truss: J2 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 stebiGty during construction 2•Design assumes the top and bottom chards to be laterally braced at DES. BY• LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /A1 ' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/4/2014 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 appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '}9 OREGON �' SEQ. : 60497 81 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. 'I °s. design loads be applied to any component. and are for"dry condition"of use. 6.Design assumes full bearing u all supports shown.Shim or wedge if F 14 4 2•. �4- TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the {� fabrication,handling, necessary. 1 „„RIS ` {,+ shipment and installation of components. 7,Design assumes adequate drainage is provided. }{ 44 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 II II I VIII II II(III VIII II(IIITPI 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. c. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-19e8(MITek) EXPIRES:12/31/2015 111E110 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 k1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-54) 119 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD. = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -121/ 260V -24/ 73H 5.50" 0.42 KDDF ( 625) 0'. 11.2" -51/ 173V 0/ OH 1.50" 0.28 KDDF ( 625) Connector plate prefix designators: LL = 25 POE Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacina.I 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 = -0.001" @ 0'--10.0" Allowed = 0.083" 0-11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.001" @ 0'- 8.1" Allowed = 0.062" MAX TC PANEL TL DEFL = -0.001" @ 0'- 8.1" Allowed = 0.093" MAX BC PANEL LL DEFL = 0.005" @ 2'- 8.6" Allowed = 0.254" 12 MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.339" 14.00 V MAX HORIZ. LL DEFL = -0.001" @ 0'. 11.2" MAX HORIZ. TL DEFL = 0.000" @ 0'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture, --/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, EXp.B, MWFRS(Dir), �� c load duration factor=l.6, �� Truss designed for wind loads o in the plane of the truss only. C3/- /[4°11 Lo PSI0 -3x4 y ,) y 0-10 'PROVIDE FULL BEARING:Jts:2,3,41 6-00 �� D PRprfi,, JOB NAME : POLYGON PLAN 3A NH - J1 sale: 0,7112 �' ` 4//r C' -57 WARNINGS: GENERAL NOTES,unless otherwise noted: (t . 0 m 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 3 r.L 1--- Truss: J 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. >> S Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et ✓6 DES. BY: LJ Is the responsibility of the erector.Additional permanent bracin of 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by 'a„ /m""" Po ty Pe 9 continuous sheathing such as plywood sheathing(TC)and/or drywalC). DATE: 9/4/2014 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 appted to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ^V SEQ. : 6049782 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �/ �4 Q:\ design loads be applied to any component. and are for"dry condition"of use. j 4 �,'. TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if /�I�`''�y ce necessary. ""•/1 fy1t S V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided, +'i rl 1•-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 II II VIII I I I VIII VIII II II III IIIITPI/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./COR1puTrua Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/201.5 Ill This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONSTRUSS 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) 72 2-7=(-102) 130 7.6=( 0) 18 BC: 204 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-436) 137 6-8=(-132) 166 6.3=( 0) 52 WEBS: 2x4 KDDF STAND 3.4=(-403) 176 3.8=(-199) 158 LOADING 4-5=(-212) 37 TC LATERAL SUPPORT <= 12"OC. 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 BAG REQUIRED BRG AREA OVERHANGS: 10.0" 11.9" LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -19/ 272V -131/ 315H 5.50" 0.43 KDDF ( 625) Connector plate prefix designators: 4'- 11.2" -327/ 512V 0/ OH 1.50" 0.66 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -8/ 112V 0/ OH 5.50" 0.18 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) 6-11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001' @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.000' @ 0'- 0.0" Allowed = 0.027" MAX TL CREEP DEFL = 0.000' @ 0'- 0.0" Allowed = 0.036" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.099" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.013" @ 3'- 11.1" Allowed = 0.237" MAX TC PANEL TL DEFL = 0.029" @ 3'- 11.0" Allowed = 0.356" 12 MAX HORIZ. LL DEFL = 0.013" @ 5'- 8.6" MAX HORIZ. TL DEFL = 0.015" @ 5'- 8.6" 14.00V NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 0 o Design conforms to main windforce-resisting o system and components and cladding criteria. co AM-4xii Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, p11116 Truss designed for wind loads in the plane of the truss only. o 8 -/ "' �_ 1111 o Luitinimmim'1M-1.5x4 0 o - M-3x4 M 13x4 o M-3x6 • 1, 1, 1- 2-03-12 3-08-04 0-10 2-05-08 4-06-07 /, /, 0-11-15 1, l 6-11-15 (PROVIDE FULL BEARING;Jts:2,4,81 JOB NAME : POLYGON PLAN 3A NH - CJ7 <(,, 6:49 Scale: 0.3032 <0 eAai r ' Q WARNINGS: GENERAL NOTES,unless otherwise noted: c/ 11r/44 7r` 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 .7 P L r Truss: CJ 7 and Warnings before construction commences. building component.Applicability of design parameters end proper AO,' 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 DES. BY: LJ 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 + ierw^� continuous sheathing such as plywood where)and/or drywal C). DATE: 9/4/2014 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 appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "f' A_OREGON ^r,j SEQ. : 6049783 fastenem are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, j . "a7 >\� ''." design loads be applied to any component. and are for"dry condition"of use. fi ^�4 ZQ •• TRANS I D: 407427 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing al all supports shown.Shim or wedge If o Q. fabrication,handling,shipment and installation of components. necessary. �k.-‘":Vi` V 7.Design assumes adequate drainage is provided. Lb 6.This design is furnished subject to the!irritations set forth by 6.Plates shall be located on both faces of truss,and placed so their center (IIII III(IIII VIII(IIIIIII IIII TPINYTCA in BCSI,copies of which will be furnished upon request. Digit coincide niwith joint center Pries. 9.Digits indicate size of tplate in inches.s 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 11E II VIII 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 TO: 2x4 KDDF H1&BTA LOAD DURATION INCREASE = 1.15 1-2=) 0) 72 2.7=(-123) 142 7.6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-209) 43 6.8=(-158) 182 6.3=( 0) 52 WEBS: 2x4 KDDF STAND 3.4=(-103) 76 3.8=(-218) 189 LOADING 4.5=( 0) 0 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: 10.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -25/ 357V -99/ 218H 5.50" 0.57 KDDF ( 625) Connector plate prefix designators: 4'- 11.2" -96/ 158V 0/ OH 1.50' 0.20 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -36/ 135V 0/ OH 5.50° 0.22 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 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.' 5-11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001' @ 0'--10.0" Allowed = 0.083' 5 MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111' -/ MAX LL DEFL = 0.008" @ 2'- 3.8" Allowed = 0.221" MAX TL CREEP DEFL = -0.009" @ 2'- 3.8' Allowed = 0.294" MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.027" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0' Allowed = 0.036" MAX HORIZ. LL DEFL = -0.016" @ 5'- 8.6' MAX HORIZ. TL DEFL = 0.016" @ 5'- 8.6" 12 is NOTE:Design assumes moisture content does 14.00 7 not exceed 19h at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 0 o Wind: 140 mph, h=22.1ft, TODL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 411111111.6 Mil .... ...... AI 0 9„ s ,/- iT LO �� m o M-1.5x4 o� M13x4 0 M-3x4 M-3x6 y y y 2-03-12 3-08-04 y )- y > 0-10 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING:Jts:2.4,8' th„JOB NAME : POLYGON PLAN 3A NH - CJ6 ��,- QPRc���s Scale: 0.3741 \uCI }, ) f) WARNINGS: GENERAL NOTES,unless otherwise noted: r 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 ' =9 4 P E t- Truss: CJ 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 bracing to insure stabilty during construction 2.Design assumes the top and bottom chords to be laterally braced at , 460000p DES. BY: LJ 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 r�rr continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). CC DATE: 9/4/2014 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 SEQ. : 6049784 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, L1 �,�� 2.0 4. A.. design loads be applied to any component. and are for"dry condition"of use. 4 1 4 2, ""' TRANS I D: 407427 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. Ja sty i ng,shipment end Insteilation of components. 7,n Design assumes adequate drainage is provided. 41 fabrication,handli +"'1 f-1 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 II II VIII IIII VIII VIII IIII IIII IIII TPI/WTCA In BCSI,copies of which will be furnished upon request. Digit coincidenwith joint ain inches.9.Digits Indicate size of plate in Inches. MiTek USA,Ina/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 INV 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 #15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.6=(-123) 142 6.5=( 0) 18 BC: 2x4 KODF Mi&BTR i SPACED 24.0" O.C. 2-3=(-209) 43 5.7=(-158) 182 5.3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4.(-103) 76 3-7.(-218) 189 LOADING TC LATERAL SUPPORT <= 12"OC. 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: 10.0" 0.0" 0'- 0.0' -25/ 357V -98/ 217H 5.50" 0.57 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 11.2" -104/ 106V 0/ OH 1.50" 0.17 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" -36/ 135V 0/ OH 5.50" 0.22 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD, TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4-11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001' @ 0'--10.0" Allowed = 0.083° T 1' MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.008' @ 2'- 3.8" Allowed = 0.221" -, MAX TL CREEP DEFL = -0.009' @ 2'- 3.8" Allowed = 0.294" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.027" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0' Allowed = 0.036" rr MAX HORIZ. LL DEFL = -0.016' @ 5'- 8.6" 12 MAX HORIZ. TL DEFL = 0.018" @ 5'- 8.6" 14.00 V NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 co Wind: 140 mph, h=21,5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, oi o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir), to load duration factor=l.6, # Truss designed for wind loads in the plane of the truss only. 05 7 /. 1,1 M-3x4 M-1.5x4 D. - 6 -/m M-3x4 M-3x6 J, y J' 2-03-12 3-08-04 ,1, J, 1, ), 0-10 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING;Jts:2,4,7) JOB NAME : POLYGON PLAN 3A NH - CJ5 5.<(.. RNQfi�Ss, Scale: 0.4212 ` x` 111 ()* WARNINGS: GENERAL NOTES,unless otherwise noted: �� rrr��� cs cc-� %- Truss: 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`,r F L Truss: CJ 5 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 responsiblity of the building designer. 3.Additional temporary bracing N insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY: W2'o.c.and at 10'o.c.respectively unless braced throughout their length by +Llaa�"""' Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d �, P Wro g(r s rywell(BC). - DATE• 9/4/2014 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 aver all bracing and 4.Installation of truss is the responsibility of the respective contractor. ')2 OREGON i(/ SEQ. : 6049785 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, L, .4 ONS y" design loads be applied to any component. and are for"dry condition"of use. -7}�' 4 2 �y,{y^T• TRANS I D: 407427 5.CompuTrus has no control ovbr and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge if V _ fabrication,handling,shipment and installation of components. necessary. / C^"ry `f t 7.Design assumes adequate drainage is provided. C+'i 1."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 VIII VIII III IIII VIII IIII II II IIII IIII TPINVTCA In BCS(,copies of which will be furnished upon request. git coincideiniwith joint ate In ches 9.Digits indicate size of plate In inches. MiTek USA,IDC./CompuTfus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111 11 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 q1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 72 2-7=(-55) 74 7.6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-144) 0 6-8=(-71) 95 6-3=) 0) 52 WEBS: 2x4 KDDF STAND 3-4=1 -14) 39 3.8=(-113) 85 LOADING 4-5=( 0) 0 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: 10.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 298V -61/ 145H 5.50" 0.48 KDDF ( 625) Connector plate prefix designators: 2'- 11.2" -99/ 127V 0/ OH 1.50" 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" 0/ 86V 0/ OH 5.50" 0.14 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 flsf) uplift at 24 "oc spacing.' 3-11-15 AND BOTTOM TTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" 5 MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.004" @ 2'- 3.8" Allowed = 0.121" MAX TL CREEP DEFL = -0.005" @ 2'- 3.8" Allowed = 0.161" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.127" Ali MAX BC PANEL TL DEFL = -0.009" @ 3'- 9.3" Allowed = 0.199" MAX HORIZ. LL DEFL = -0.007" @ 5'- 8.6" MAX HORIZ. TL DEFL = 0.008' @ 5'- 8.6" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. o Design conforms to main windforce-resisting so system and components and cladding criteria. ov 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. 8 '-/`/300 1, 1, y 2-03-12 3-08-04 .1 ) J, y 0-10 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING:Jts:2.4.81 JOB NAME : POLYGON PLAN 3A NH - CJ4 c;'. q PROPon Scale: 0.4923 mac\, ' 7y�7 //r /`21- WARNINGS: GENERAL NOTES,unless otherwise noted: (, . .7, P E fit,.. 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 7 I� Truss: CJ 4 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. Ale/ r 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.Additionalpermanent bracingof 2'o.c.and at 10'o.c,respectively unless braced throughout their by �w '� DES. BY: LJlength( „ore 0.4.110e. CC'�� P° ty continuous sheathing such as plywood sheathing(TC)and/or drywall C). ` DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON ^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 ,y SEQ. : 6049786 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� �f,� f N. S�design loads be applied to any component. and are for"dry condieon"of use. ,� y b'C'TRANS ID: 407427 5.CompuTrus has no control over and assumes no responsibili y for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �Q`necessary. [�1'-� Vfabrication,handling,shipment end installation of components. 7,Design assumes adequate drainage is provided. + R�� 6.This design is furnished subject to the limitations set forth by 6.Plates shell be located on both faces of truss,and placed so their center (IIII IIII(IIII(IIII(IIII(IIII IIII IIII IIIITPINVrCA in BCSI,copies of which will be furnished upon request. lines coincideni with Joint center In Ines. 9.Digits indicate size oft plateo inches.n . MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII 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 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-6=(-55) 74 6.5=( 0) 18 BC: 2x4 KDDF N1&BTR SPACED 24.0" 0.C. 2-3=(-144) 0 5.7=(-71) 95 5.3=( 0) 52 WEBS: 2x4 KDDF STAND 3.4=( -14) 39 3-7=(•113) 85 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 SO.IN. (SPECIES) OVERHANGS: 10.0" 0.0' 0'- 0.0" -22/ 298V -60/ 144H 5.50" 0.48 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 11.2" -106/ 77V 0/ OH 1.50" 0.12 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" 0/ 86V 0/ OH 5.50" 0.14 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 2-11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001° @ 0'--10.0" Allowed = 0.083" 4' T MAX TL CREEP DEFL = -0.001" @ 0'-•10.0" Allowed = 0.111" MAX LL DEFL = 0.004" @ 2'- 3.8° Allowed = 0.121" 12 -/ MAX TL CREEP DEFL = -0.005" @ 2'- 3.8" Allowed = 0.161" MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.127" 14.00/ M-46 MAX BC PANEL TL DEFL = -0.009" @ 3'- 9.3" Allowed = 0.199" . P MAX HORIZ. LL DEFL = -0.007" @ 5'- 8.6" MAX HORIZ. TL DEFL = 0.008" @ 5'- 8.6" At NOTE:Design assumes moisture content does 0 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting CD system and components and cladding criteria. ce) Wind: 140 mph, h=20.4ft, TCDL=4.2,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. 5 CD /o G< I I M-3x4 ul - I I o M-1.5x4 cV ,0-_-...._ s /o M-3x4 M-3x6 y 4, 2-03-12 3-08-04 y ), y ), 0-10 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING;Jts:2,4,71 ��`tO PRO, JOB NAME : POLYGON PLAN 3A NH - CJ3 B ale: 0.5594 ��� " ,sio CI 11 WARNINGS: GENERAL NOTES,unless otherwise noted: (n] t-�i- 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 .;r �I-L Truss: CJ3 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. T 3.Additional temporary bracing o Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'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). 'al.. y� r��' DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON C/� Cr 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. v v r" S E Q. : 6049787 fastenem are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 16/ "7 D� A, design loads be applied to any component. and are for"dry condition"of use. ,r� _7}' 4 - .. TRANS I D: 407427 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 [J �} fabrication,handling,shipment end installation of components. necessary. /� R FI V 5 ` 7.Designlaesassumes adequated draace Istrus,provided. b4 6.This design is furnished subject to the limitations sat forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint cen hes.(IIIIVIIII9.Digits Indicate size 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 IIIIIIIIIIIIII 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) 72 2.6=(-31) 43 6-5=( -3) 16 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-99) 0 6.7=( 0) 0 5.3=( 0) 53 WEBS: 2x4 KDDF STAND 3-4=(-36) 39 5-8=(-42) 58 3-8=(-60) 44 LOADING TC LATERAL SUPPORT 4= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 4= 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: 10.0" 0.0" 0'- 0.0' -23/ 259V -42/ 108H 5.50' 0.41 KDOF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.2' -142/ 99V 0/ OH 1.50" 0.16 KDDF ( 625) Connector plate prefix designators: 6'- 0.0' 0/ 63V 0/ OH 5.50" 0.10 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series 1-11-15 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 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 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ 0'--10,0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" 14.00 V MAX LL DEFL = 0.001' @ 1'- 3.7" Allowed = 0.071" -/ MAX LL DEFL = 0.000" @ 5'- 3.5" Allowed = 0.177' MAX TC PANEL TL DEFL = 0.003" @ 0'- 10.4" Allowed = 0.140" M-4x6 MAX BC PANEL TL DEFL = -0.012" @ 3'- 3.6" Allowed = 0.208" r MAX HORIZ. LL DEFL = -0.002" @ 5'- 3.5" o MAX HORIZ. TL DEFL = 0.003" @ 5'- 3.5" � o N NOTE:Design assumes moisture content does "II��II not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. i� A811 Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o� 0 8 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-1.5x4 Truss designed for wind loads o �� o in the plane of the truss only. ,� o o 0-3x4 7 M-3x4 M-3x6 i Jr Jr y 1-03-12 3-11-12 0-08-08 i Jr i, Jr 0-10 1-05-08 4-06-08 Jr Jr Jr Jr 2-05-08 1-00 3-06-08 Jr Jr 'PROVIDE FULL BEARING:Jts:2,4,8I 6-00 ti,t JOB NAME : POLYGON PLAN 3A NH - CJ2 3oale: 0,5,8, ��-` � " �-.01n -TrusWARNINGS: GENERAL NOTES,unless otherwise noted: �l a /� 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 4' =9 P E '- Truss: s: CJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 40011"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 stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length bycontinuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OPP DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f,C.- SEQ. 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 ^V SE Q. : 6049788 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 k 4� �. TRANS I D: 407427 design loads be applied to any component. and are for"dry condition"of use. 4 T 1 4 ?. h, 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if /�' O necessary. M-"R R i k'- V fabrication,handling,shipment and installation of components. 7. necessary. ss assumes adequate drainage is provided. l fl 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 111111111111111111111 TPINJTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center nche. 9.Digitssindicatesize oplate in 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) EXPI RES:12/31/2015 11111011111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 95 2.4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-31) 23 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 SG.IN. (SPECIES) OVERHANGS: 20.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -278/ 895V -10/ 55H 5.50" 1.43 KDDF ( 625) 1'- 1.0' -614/ 207V 0/ OH 5.50" 0.33 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M20HS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.021" @ -1'- 8.0" Allowed = 0.167" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL LL DEFL = -0,000" @ 0'- 7.5" Allowed = 0.013" MAX BC PANEL TL DEFL = 0,000" @ 0'- 7.5" Allowed = 0.017" PROVIDE SUPPORT NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 3 Design conforms to main windforce-resisting 7.00I/ -/ 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), o load duration factor=1.6, Truss designed for wind loads /- o in the plane of the truss only, 0 v1IlipAiiridil 0 o ** 21111.0. 1 4 M-:x4 II/11111111111 y y y 1-08 1-01 JOB NAME : POLYGON PLAN 3A NH - Fl � qr��n+ _�`si Scale: 1.0553 4 {„firW %l�Q,q {�7 WARNINGS: GENERAL NOTES,unless otherwise noted: ttt/7r�1�f t-7ff--' C 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 `7G,0.PL Truss: I I and Warnings before construction commences. building component.Applicability of design parameters and proper //I� 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 end bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d , DATE: 9/4/2014 responsibilitybuilding designer. Impactbridging or PY required g(r s rywag�ec). CC overall structure is the re onsibili of the 3.2x brio In lateral bracingre cored where shown++ SEQ./1 4.No load should be applied to tiny component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "f7 ,¢_OREGON 4/ S E Q. : 6049789 fasteners are complete and a(no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, G -.1 N A design loads be applied to any component, and are for"dry condition"of use. ./... -7 1- 253. �..�,,. TRANS I D: 407427 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V !1 fabrication,handling,shipment and Installation of components. DesignDesessary. : /� M R'�t V 7. laesassumes adequatedodboth faces of truss,and placed so their center IIIIII II II VIII I I I VIII Rini III IIII TPIIWfCA In SCSI,copies of which will be furnished upon request. Digit cdicawithzjoint acenter 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 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 1.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 114 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-92) 49 WEBS: 2x4 DF 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. VON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -157/ 578V -31/ 120H 5.50' 0.93 KDDF ( 625) OVERHANGS: 24.0" 0.0" 1'- 9,2" -120/ 66V 0/ OH 5.50" 0,11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 1.3' -45/ 97V 0/ OH 1.50" 0.16 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL �COND. 2: Design checked for net(-5 gsf) uplift at 24 "oc spacing,' M,M2OHS,M18HS,M16 = MiTek MT series 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7.00 / BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" -/ MAX TO PANEL LL DEFL = 0.007" @ 1'- 5.5" Allowed = 0.247" MAX TC PANEL TL DEFL = 0.007" @ 1'- 5.5" Allowed = 0.370" MAX HORIZ. LL DEFL = -0.000" @ 4'- 0.6" MAX HORIZ. TL DEFL = -0.000' @ 4'- 0.6" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting co system and components and cladding criteria. 0 o Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), crt load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. o,_ o � o- 2 4 M-3x6 1 y 1, ), y 1-08 2-00 2-01-05 'PROVIDE FULL BEARING:Jts:2,4,3I p` t� PR O �rS JOB NAME : POLYGON PLAN 3A NH - SJ1 Scale: 0,7432 ',' f („(/�(�/(1f-J yryyp* `/C? WARNINGS: GENERAL NOTES,unless otherwise noted: 4Cl fl�( /f P 7 `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' =9 0 P E r Truss: SJ 1 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 stebitity during construction 2.Design assumes the top and bottom chords to be laterally braced at � r�. 2'c.c.and at 10'o.c.respectively unless braced throughout their lenggth by r�r r'"'"" DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). A rr. DATE: 9/4/2014 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. OREGON W' SEQ. : 6049790 fasteners are complete and at no time should any bads greater than 5.Design assumes busses are to be used in a non-corrosive environment, �7h P7.1 1 a c".;\ .4". �. design loads be applied to any component and are for"dry condition"of use. V 7. 1� TRANS I D: 407427 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 AI_ c3(' necessary. 4g 0- . p �� �" fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. R 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 1111 VIII I 1111110 11111111 IIII IIII TPINYTCA In BCSI,copies of which will be furnished upon request, git Indicate with joint aIn nche. 9.Digits Indicate size of plate In inches. MiTek USA,lnc./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 8'- 1.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 95 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-161) 92 WEBS: 2x4 DF STAND LOADING TC 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 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -39/ 412V -57/ 183H 5.50" 0.66 KDDF ( 625) OVERHANGS: 20.0" 0.0" 1'- 9.2" -117/ 305V 0/ OH 5.50" 0.49 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 1.3" -102/ 195V 0/ OH 1.50" 0.31 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL net(-5 fsf i D 2: Design checkedfor ne ICOND. 5 g M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. p 1 uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.017' @ -1'- 8.0" Allowed = 0.167' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX BC PANEL LL DEFL = 0.007" @ 1'- 0.1" Allowed = 0.054" -/ MAX BC PANEL TL DEFL = -0.009' @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 8'- 0.6" j MAX HORIZ. TL DEFL = -0.001" @ 8'- 0.6' 12 7.00[/ NOTE:Design assumes moisture content does not 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), o load duration factor=1.6, Truss designed for wind loads CV in the plane of the truss only. U, o/- in o� 2�� 4=, I M-3x6 1' ,1 y ), 1-08 2-00 6-01-05 (PROVIDE FULL BEARING:Jta:2,4,31 JOB NAME : POLYGON PLAN 3A NH -, SJ2 Scale: 0.5170 �5�`` �O(�/�p(j�'RFQ`ss WARNINGS: I GENERAL NOTES,unless otherwise noted: ' i,.// �1l�I /i.lC�t -fJ�..... SJ2 1.Builder and erection contractgr should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual = 1 t-E Truss: SJ 2 and Warnings before construltion commences. building component.Applicability of design parameters and proper ,v^ 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. /' 3.Additional temporary bracing o Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at � r DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length byAss�" is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/4/2014 the overall structure is the re ponsibitity of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ C. 4.No load should be appled to ny component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. }3' q_OREGON SEQ. : 6049791 fasteners are complete and a no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, Lam/-7� rap 4..�.. design loads be applied to any component. and are for"dry condition"of use. �,/ }" 1 4 ,.. 1y,�- TRANS I D: 407427 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 Cy fabrication,handling,shipment and installation of components. necessary. C� ri`i ` V 7.Design assumes adequate drainage is provided. �: i 4.1. 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 II II VIII 11111 I I VIII(III III IIIIIII TPIMlI'CA In BCSI,copies of which will be furnished upon request. Digit coincide with joint center Ines. 9.Digits oincide size of tplate eIn Inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015