Loading...
Plans (96) I U '43.Pk s\,v v c\c '& Q.c1 . 374T 1 1 11'-Y T T J1 - _ J1 J2 �� CJ2 J3 \!, CJ3 J4 41' t J5 CJ5 -- J7407.16_J6� -- _- CJ6 �� - 7:12 � J7 J6 , J8 J9® J9 J10 S 14:12 DJ10 $ J11 -_ 14. ti J9 Q J10 - E3 J6 J6® J7 J6® ,/ i 7:1t o, ,. J4 J3 14 12 J2 J3 J1 J2 K 1��. . — �� CONFORMS TO DESIGN EPT- Al MOW _L. a. ❑ CONFORMS TO DESIGN CONCEPT H i' REVISIONS AS SHOWN GARAGE LI. ID CONFORMS TO DESIGN CONCEPT ElNON-CONFORMING REVISE AND RE,UDMIT / / I vr I 0 REVESO S OTEDSIGN CONCEPT WITH THIS SHOP DRAWING HAS 3 N REE WED FOR GEN RA CONFORMANCE 14-2' 0 NON-CONFORMING—REVISE&RESUBMIT WR [Sl.h G G' MOG' 4 pY£ 1 L FAEAIaA t/dENDDA ONS A.EzP .E. IFG TV A CONF _C91dAM1 'ITh HE kTa C,, yup RI. x, e. r-- DEQ GN DRAWINGS AND SPECIFICA-IONS ALL OF WHICH HAVE PRIORITY a rrs i wr.�c. OVER THIS SHOP DRAWING. CONTRACTOR SHALL CERIFT A.L. DIMENSIONS. By Alexia Fukui _ate 9i22/14 MRLBRANDT ARCHITECTS 6y: Todd A. Eaton Date: September 19, 2014 CT ENGINEERING INC ©Copyright CompuTrus Inc.2006 bUILUEH: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 07/25/1,4 PLACEMEONLY.REFER TO TRUSS CALCULATIONS AND PROJECT TITLE REVISION-1: ENGINEERED STRUCTURAL '� DRAWINGS FOR ALL FURTHER PLAN 3A INFORMATION BUILDING DESIGNER/ENGINEER OF RECORD PLAN. DRAWN Br REVISION-2: RESPONSIBLE FOR ALL NON TRUSS � w TO TRUSS CONNECTIONS.BUILDING 3A / GARAGE LEFTCHECKED BY: DESIGNER ENGINEER OF RECORD TO t _ C REVIEW AND APPROVE OF ALL TR (L/, p-A NY DELIVERY LOCATION: 'SCALE: REVISION-3. DESIGNS PRIOR TO CONSTRUCTION. 3 .. - 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. r 3T-0' I DR -- - CR w•al> it ,1:1� V Mr -_ J2 Mi3\ \ , J3 144soiss4 , 1 r J4 �� J5 km'M� J6 r- ` 7:12 ! J7 JB A -- J8 J9 .d': .. J10 U 14.12 J'I C - v J9 J7 41gB J8 .O DIJ7 J5_ n ® J6 Jd / a r:1,, U , J5 o v o J4 /A -- 14 12 3 IL J3 414 � J2 �. cs VII�� � CIRI+ - MEL J1 • Dillpilyietil , , Uni1 el 1 MI—'11 CONFORMS T DESIGN CONC P < �' Zr _4'. I.MP 1 V - ❑ CONFORMS TO ESIGN CONCEPT WITH E REVISIONS AS S WN 3r0, / / ElNON-CONFORMING- ` SE_ • BMI , 14'-? [E CONFORMS TO DESIGN CONCEPT THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERALCONFORM; F 6 314 ,f` 0 CONFORMS TO DESIGN CONCEPT WITH WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE j REVISIONS NOTED FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE 0 NON-CONFORMING-REVISE&RESUBMIT DESIGN DRAWINGS AND SPECIFICATIONS ALL OF VA-HCH HAVE PRIORITY TSS SHOP CRAY/NG HAS SEEN REVIEWED FOR GENERAL CONFORMANCE OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DI14ENSIONS. ITH DESIGN C,NCEP T ONLY AND DOES r*Cl" RELIEVE THE FASRICATORNENDOR U RESPOY:SISU;Y FOR CONFORMANCE M?H DESIGN DRAWINGS.SPECIFICATIONS AND APPLICABLE CaDES.AU.OF WHICH HAVE By: Todd R. Eaton Date: September 19, 2014 PRIGtUTYOVERTFRASROPDRAWNG. CT ENGINEERING INC By Alexia Fukui Date 9/22/14 MlIBRANDT ARCHITECTS BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 07/ /14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ESTRUCTURAL t1. PROJECT TITLE: REVISIO'-1: DRAWINGNER/E GINE FOR R FURTHER ' INFORMATION BUILDING DESGPLAN 3A OF RECORD RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY REV.ION-2: TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO T O U S S 3A / GARAGE RIG ECKED BY: REVIEW AND APPROVE OF ALL COMPANY DELIVERY LOCATION: SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. s 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. MEN IME 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. ‘1,.0 PRpop ���� �,1CaINE�c `s>0 `r 87 2PE 9r~ y '0,,, OREGON v <N` OS A. HE��P 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: PL1 4-1 1 8 UP 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. ONIO () oC WA 14.' �.. .:, d. .1+ 4) 49639 ' °A -crsT 4NAL ; 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 R41832568 PL14-118_UP F01 Floor 17 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:40:41 2014 Page 1 ID:SygD7CTgSFZSjSNcS1OIDzR3Xv-GglZQgaDiPr1 Bu5g6D6ZM2KUbwgZCHJ3PsbwCOzOQSK 2-6-0 I 0-H0_1-2 1 1-2-0 110-11-2 1 Scale=1 32.8 1.5x3 I I 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 • e o o e o • o O e : 9 B O o 17 16 15 14 13 12 `jJT�`~JI• 3x4 = 3x8= 3x6= 1.5x3 II 1.5x3 I I 3x8= 3x4= 12Fr2 I 11-4-2 1 -11-2 I 18-9-12 I 1142 7-0 0-7-0 6-3-10 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 L/d 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. 0,TONTO N' 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 o Of V1rA8 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, CJ .`' C 7-12=756/0 q- �l® Vii, �O. NOTES N 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. , 7 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. "q� 4963 �tj 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 O .' IST R ' Sl4 be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard �•'ONAL w° PRopk-0 ,._,OG I NE .;;(5110.,,,. id 870 "2PE 9�- REGO i 9�Zi O OBER 1 On A. HE R\P EXPIRES:06/30/2015 April 22,2014 t WARNING-Verify design parameters and READ NOTES uNTHIS AND MINDED NITER REFERENCE PAGE PITI-7471 ret 1/25/2014 SHORE USE Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. �4 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 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiT eka fabrication,quality control,storage,delivery.erection and bracing.consult ANSIRPl1 Quality Criteria,DSB-89 and SCSI Bulding 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 ISP)-lumber is/pacified,the design WA-WAS are those:Serb ye 0510112013 try*1.51 Job Truss Truss Type Qty Ply 3A R41832569 PL14-118_UP F02 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:43 2014 Page 1 � ��� ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-C3QKgLcTE051QCF2Ee81 RTPs6jRAgHTMt940GvzOQSI I- 2-6-0 1 I 1-4-4 II 1-2-0 I I 2-0-0 Il7i 1 2-58 - II 1-2-0 I I 2-0-8 I I 1-4-4 I Scale=1:41.3 1.5x3 II 1.553 II 1.553 II 3x6= 1.5x3 II 3x6 FP= 1.553 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 1 o ® ® ®® o _ _ I.- N B 9 e 25 24 23 22 21 20 19 18 17 16 15 356 FP= 1.5x3 II 3x5=356= 1.5x3 II 3x8= 356= 1.5x3 II 7-10-12 14-9-8 I 6-8-12 121 1 1x11-0 I 13-7-8 114-2-81 I 19-7-0 I 23-8-4 1 6-8-12 6-7-0 3-0-4 2-8-8 6-7-0 4-9-8 4-1-4 0-7-0 0-7-0 Plate Offsets(X,Y): 14:0-1-8,Edoe1,15:0-1-8,Edael,f8:0-1-8,Edgel,117:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d 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) 010N10 N. FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. oo 01041.ASxt„ 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 1 ,C� "V( 10-11=0/603,11-12=0/603,12-13=0/597 s' !' !`, v 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, tp ( w a,7, A 18-19=-83/423,17-18=-83/423,16-17=-93/268,15-16=-304/44 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 49639 w� NOTES 0� ��CISTE3 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 44S: 4ONAt 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing-platecapable-ofwithstanding 100 fb-nph tat joint(s)15. SI[his 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 ��Q,,0). PR 0,k-4 be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. ,.oj OAG{�E�R fpm LOAD CASE(S) Standard Sao 2PE /-f prf >CV 'Oj, OREGON 2� <U, '90 <("4/SER '�'` 4 ©S A. HS:0 EXPIRES:06/30/2015 April 22,2014 1 E WARNThSS-Vedtf design parame+trs and READ M3TEM THE AND JAMMED NfTIEK REFEREACE PAGE f411-147 re 1/29/2014 SniffUSE 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 p�' e erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding iiri 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 K Snuttsws Pine Of lumber is s rei£red,50s8 stesign values axe sheobe affective /31/2463 by AL-SC Job Truss Truss Type Qty Ply 3A PL14-118_UP F03 Floor 5 1 R41832570 Job Reference(notional) Pacific Lumber 8 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?CTgSFZSj SNcS 1 ttl DzR3Xv-gF_i2hd5?KDc2 LgFoLfG_hy2t75bPIuVSpgapLzOQS H 2-5-4 I 1-2-0 I 1 2-0-8 I 2-6-0 I I 1-4-4 1 Scale=1:22.2 1.5x3 II 3x4= 1.5x3 I I 3x4= 3x4 II 3x4= 1.5x3 I I 1 2 34 5 6 7 e m o I iii _ 1111._ -- o N N - o e1111/ 7 1 e 1 11 10 8 3x4= 1.5x3 I I 3x4= 3x8= 3x4= 3-11-12 I 2-8-4 1 3-34 1 3-10-4- I 8-7-12 8¢.�4 12-9-0 I 2-8-4 0-7-0 0-7-0 0-1-b 4-8-0 0-i-b 3-11-12 Plate Offsets(X,Y): r2:0-1-8,Edgel,r10:0-1-8,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 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 Uplift 8=-66(LC 3) Max Gray 12=321(LC 3),8=143(LC 7),9=753(LC 8) 1ONI0 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. d', ��WAS hnN TOP CHORD 2-3=565/0,3-4=-565/0,4-5=0/538,5-6=0/533 Tk BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 G "jr r+, , WEBS 2-12=-610/0,4-9=-841/0,6-8=123/255,6-9=-444/0 h NOTES I 1)Unbalanced floor live loads have been considered for this design. '* y' 2)Refer to girder(s)for truss to truss connections. -0 3)Provide mechanical connection(by others)of truss to bearing plate at joints)12. t 49639 ` 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8. flG DIST£ 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. "IONiiL � 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. LOAD CASE(S) Standard � ��d PRO ss ( ��GINE ,'S' '22 1/1 87022PE Nilk U) h 7� ry '��y, OREGSN n l' '�' M$ER \� .4. 4 �S A. HE04‘'' EXPIRES:06/30/2015 April 22,2014 A f WARNING-VerifydasignparazfeMrs and READ KIM uN11/ISAND INCLUDED MIEN REFEREN' PAGE MI-T473ter.1{'29/20149 REt/SE �� Design valid for use only with 1vkrek 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 erector. Additional permanent bracing of the overallstructure is the responsibility of the building designer.For general guidance regarding MI TT ele fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPD Quality Criteria,DSB-89 and SCSI Bolding Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute 781 N.Lee Street,Suite 312,Alexandria,VA 22314. CSrus Heights, N Southern Pine(SF}-lumber is sge ed,she rr r design Ives are tlluae affective 06/01/24:113 by Ai,SatCA,95610 Job Truss Truss Type Qty Ply 3A R41832571 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?CTgSFZSjSNcS 1 ttlDzR3Xv-gF_i2hd5?KDc2LgFoLfG_hy2f7r?PIoV5pgapLzOQSH 1-9-0 1-6-12 I 1 1-2-12 I I 1-6-0 I I 1-2-0 I.1 2-7-4 I Scale=1:21.8 1.5x3 I I 3x4= 1.5x3 I I 3x6= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 7 3x4= 8 a ® o e ► 0 A A — 7---:N A '- 111°. 9 e, o o O e 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,Edae1,17:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d 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) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ;fiONIO TOP CHORD 2-3=-290/6,3-4=-290/6,6-7=-476/0 Off OV NWASItt, *�, 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 (! G �6^ 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 'C (ffi Q 'd ,Z 00 4 a 'G N NOTES _=j 1)Unbalanced floor live loads have been considered for this design. err 2)Refer to girder(s)for truss to truss connections. ,,4 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4 4C 39 ' 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 p .krVi IL CI ' ' be attached to walls at their outer ends or restrained by other means. 44,, {'j 5)CAUTION,Do not erect truss backwards. TONAL LOA6CASE(S) Standard 87022PE c' / (IIS. � >� 'U 7A�, OREGON rt t4r 9C � BER �\ 4SA. H - t' EXPIRES:06/30/2015 April 22,2014 I a @P;4ITNIMS-Vefify design yaraineCrs and READ ROTES ON THIS AND IM1UDED MIIEK REFERENCE PAGE PfII-7471 Mc 1/29/2Oi4 REDREW Design valid for use only with Mick connectors.This designs based only upon parameters shown,and s for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer not truss designer.Bracing shown kill is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the p Ji�g�i�' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fifl i R fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII 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 If!umbel ii.sperifiesl,the design values are their affective 05:1fii120U is ALS{, Job Truss Truss Type Qty Ply 3A PL14-118_UP F05 FLOOR 4 1 841832572 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?CTgSFZSjSNcSIttIDzR3Xv-8SY4FlejmdLTfVPRL2AVXuV9QX6v8AMft<TZ7LozOQSG 2-3-12 I I 1-2-0 I I 1-0-0 1 2-6-0 Scale=1:21.9 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 6 7 e o o o _A/. O O r N e e e e e 12 11 10 9 8 3x4= 1.5x3 I I 3x4= 3x6= 3x4= I 12-7-4 12-7-4 Plate Offsets(XV): 12:0-1-8,Edgel,f10:0-1-8,Edgel LOADING(psf) , SPACING 1-7-3 CSI DEFL in (lac) 1/deft L/d 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 Incr YES WB 0.34 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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. Ifl 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 WEBS 3-10=0/263,2-12=1310/0,6-8=1198/0,6-9=0/579,4-10=-545/0 flWAS1, NOTES 1r 11 1)Unbalanced floor live loads have been considered for this design. �,— i N 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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 nti be attached to walls at their outer ends or restrained by other means. '� . 49b39 LOAD CASE(S) Standard �4* ONAL' "it ��..s- Pita ss 61 0 cg �fiyG1N cc 870 2PE r �p SAT OREcv GSN 20 IJV 0,-,fiE3ERAN �V EXPIRES:06/30/2015 April 22,2014 it $ WARNISC-Verify design parameters and REiftLl NO YES ON YHISAM)IM2JIDEE NI SEX F.EFERENZ FIAGE 1411-1473 rse /2t/201 OREUSE �� Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. to 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 I� erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MI eie fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/MPI1 Quality Criteria,DSB-89 and BCSI Beading 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 N Southern Pine OPT Iserbset is sperefled,the design values are those effective 06/02/20x.3 by*LW 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?CTgSFZSjSNcS1 ttlDzR3Xv-8SY4F1 ejm dLTfVP R L2AVXuVFfXC48EofKTZ7LozOQS G I 1-6-0 I 1-4-0 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 N N ,_ e ,.... 1:ii, xi e e ee 3x4= 7 10 9 8 3x4= 3x4= 3x4= I 3-1-0 1 3-8-0 I 4-3-0 1 7-1-8 I 3-1-0 0-7-0 0-7-0 2-10-8 Plate Offsets(X,Y): 18:0-1-8,Edgel,19:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud 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 (lb/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. ocONIO r,_ TOP CHORD 2-3=510/0,3-4=-510/0,4-5=-510/0 �Y BOT CHORD 9-10=0/369,8-9=0/510,7-8=0/369 �o g WAS `Y WEBS 2-10=-443/0,5-7=-443/0 `W NOTES z 01 W!.. w I. r 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. d 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4963 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 �, rL�0x$i'bR • be attached to walls at their outer ends or restrained by other means. ....„,""T"' 244:- 4S40IVAI LOAD CASE(S) Standard 0PRQps � G)N��� s �� DAF 87022P;. t' 4 CV y '0j,OR GON r), ,,,,14/ �" A. HEP EXPIRES:06/30/2015 April 22,2014 ®WARNING-Verify design palameirs and READ NOTES ON THIS AND DOMED MI7EH REFERENCE PAGE NII-7413 ren!/28/1714 SEFOREUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and k for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown PAIN is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the I{A�TQ1R.." erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding lvi I fabrication,quality control.storage,delivery,erection and bracing,consult ANSI/IP11 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. Cirrus Heights,CA,95610 if Sautirarn Pine ISP}lsanrtaes'14 specifies),the design values ace those effEttive 061 01/21112 le,AMSC Job Truss Truss Type Qty Ply 3A PL14-118 UP F07 Floor 6 1 R41832574 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc. Mon Apr 21 15:40:46 2014 Page 1 ID:SygD?CTgSFZSjSNcSIttIDzR3Xv-de6STNeLXxTKHf dvmik361PxxY4tgFoZ7PubEzOQSF I 2-6-0 1 0-7-8 1 1 1-2-0 I I 1-64 I 1-60 I I 2-5-8 I I 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 n o e 9® e N \ — -VN 1' e e 0 a e e '/ 16 15 14 J 12 11 3x8= - 1.5x3 I I 1.5x3 I I 3-4-8 13-11-8 14-68 I 7-6-12 I 10-3-4 110-10-4 111-5-4 1 13-7-4 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,Edgel,114:0-1-8,Edge1,115:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.19 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) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 10N/0 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 d' Q' WAS-114 y 1 '+1' 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 `Z'}! WEBS 2-16=590/0,5-13=-508/0,5-14=0/328,7-13=-504/0,8-10=-350/0 NOTES �P� ,,�,1g a�+ , ��0. 'd 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. ''T 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 49639 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. oaT� 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 "S'/OAL' � be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard ��_cp. PROfies $' 1N ' `/0 870; 2PE Vii cn cv y 'ai OREGO 5 Ali Or., �8ER '\'‘' ' ' A. HEAP EXPIRES:06/30/2015 April 22,2014 s WAR/Alk-Verify design para:netts and READ NOIES ON TNZSA9D MIMED M77EK NEFEREMM PAGE MII-7473 rev.I/2S/203it BE TREUSE �� Design valid for use only with MTek 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 A erector.Additional permanent bracing of the overall structure S the responsibility of the building designer.For general guidance regarding MIiele fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPII 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. N Seuthern Pine Ism-_lumber Is se/earl—eel,the design valves ere those effective'06/01/2013 Iss AL5C Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 3A R41832575 PL14-118_UP F08 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 S Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:40:47 2014 Page 1 ID:SygD?CTgSFZSjSNcS 1 rilDzR3Xv-5ggggjfzlFbBvpYqTTDzcJa WsKjlc?byon2EPgzOQSE I 2.6-0 I 1 1-0-10 II 1-2-0 II 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 I I 3x6= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 eFil • : -"; e 1 16 15 14 13 12 3x4 = 3x8= 3x6= 1.5x3 I I 1.5x3 I I 3x8= 3x4= 12-8-10 I 11-6-Is 180-7-010-7-01 6-3-1019-0-4 I Plate Offsets(X,Y): (6:0-1-8,Edgel,f7:0-1-8,Edae) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d 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.18Btr(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 (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �1^ONIO 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 Q,} �j�' 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 0 �� `► 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, `'-';'"7--.,, Q.., 7-12=786/0 , Ig.` ., NOTES 4 J 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. 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 0 4.? 4 be attached to walls at their outer ends or restrained by other means. 'S10NAL LOAD CASE(S) Standard (c1R\ 0 PR Opt- '66, kc 870 2PE ©\y A), OREGO /r 4:c \............ S A. H���P EXPIRES:06/30/2015 April 22,2014 a W48NIMS-Vedff design parameters and it:AD NOTES 05 MIS AND TNSt/DED MIIEK REFERENCE PAGE 1417-7473 ret 1/29+/2214 B0F0REUS£ 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 blii is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibitlity of the p ATQ(R.�' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IVI 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 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 if Sputfitrr,pate1-SP1kettbar Isupezzfted,the.design.values,rat those effective 0{r,,rpi./204.8 by ALSC Job Truss Truss Type Qty Ply 3A PL14-118_UP F09 Floor 3 841932576 Job Reference(optional) Pacrfic 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:SygD7CTgSFZSJSNcS 1 ttIDzR3Xv-5ggggjfzIFbBvpYqTTDzcJaWrIqkc?ayon2EPgzOQSE I 2-6-0 I 1 1-0-14 1 1 1-2-0 1 1 0-11-2 1 Scale=1:33.2 1.5x3 I I 3x6= 1.5x3 I I 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 II 3x6= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 1 o o ` p N J. 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 12-1-141 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,Edgel.17:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d 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/TPI2007 (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 (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 0N10 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 e WASP„ WEBS 2-17=1940/0,2-16=0/1326,4-16=-687/0,415=25/297,5-15=-265/0,6-15=69/600,9-11=1943/0,9-12=0/1287, `W 7-12=789/0 1,- —i (�', NOTES '�. z 1 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. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,.tl 'i 49639 4; 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 fl '` be attached to walls at their outer ends or restrained by other means. ISTE LOAD CASE(S) Standard 701%/AL'''' Ep PR0 4y 87022PE __ '7' 02, cv - "o>„ REOsN (, ©�� O� $ER 1i C-- �v A. He.04'P' EXPIRES:06130/2015 April 22,2014 t 0 INAILNIM-Verify design pararaefers and READ NOTES ON THIS AND TN UDED Hf7SK REFERENT PAGE(411-1473 sec i/29/2221 BEFOREUS/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-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 p p erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek` fabrication,quality control,storage,delivery,erection and bracing,consult ANS1/T911 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 14 Seathem Plate 414 lumber is specified,the design values are those effective fO1/2013 by AtSG • Job Truss Truss Type Qty Ply 3A R41832577 PL14-118_UP F10 Floor 5 1 Job Reference(ootionall Pacific Lumber 8 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?CTgSFZSjSNcS1ttIDzR3Xv-Z1 DDu3gc3Yj2Xz701BkC8X6k2kCgLV350Rony6zOQSD I 1-8-4 1 1 1-2-12 1 2-6-0 I 1 1-2-0 I I 1-3-0 1-6-0 I Scale=1:22.1 1.5x3 I I 3x6 = 3x5= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 e e o o II —e o N \ e e- - e 14 12 11 10 3x4= 3x6= 3x6= 1.5x3 II 3x4= 3x4= I 1-11-4 I 8-6-8 1 9-1-8 1 38-8 1 12-8-8 I 1-11-4 6-7-4 0-7-0 0-7-0 3-0-0 Plate Offsets(X,Y): 15:0-1-8,Edgel.110:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d 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/TP12007 (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 (lb/size) 14=-381/Mechanical,13=1097/0-5-8 (min.0-1-8),9=390/0-2-8 (min.0-1-8) Max Uplift14=438(LC 4) Max Gray 13=1097(LC 1),9=390(LC 4) 0,-ONTO ii4,, FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. o 01 WASt TOP CHORD 2-3=0/802,3-4=661/0,45=661/0,5-6=-799/0,6-7=-799/0 �% try✓ BOT CHORD 13-14=-802/0,11-12=0/799,10-11=0/799,9-10=0/497 :{ J '.t �"0 'd 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 ,Z c° { +' '- N NOTES 1)Unbalanced floor live loads have been considered for this design. / '';' 2)Refer to girder(s)for truss to truss connections. 1 49639ki 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. O <&Gts � . �40 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. .4'4'.40N �+ G1 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIITPI 1. s ONAL0 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. LOAD CASE(S) Standard 2c(c- 04 PR R O et ' 144 "57 ' 870 2PE r- CP I 0‘ '' IV -y Aj„ OREG N cq? '/ 4 'S3O $ER 1' V' �� A. H R P EXPIRES:06/30/2015 April 22,2014 1 WARNING"-Verfp design pa atoetrs and READ WITS ON THIS AND:N2IJOED MI105 REFERENCE PAGE P011-1473 re c 1 f28/2014 BEFORE USE mil. Design valid for use only with Mack connectors.This design is based only upon parameters shown,and s 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 1t 1f�'/°�i�° erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding I1rB [ 1e fabrication,quality control,storage.delivery,erection and bracing.consult ANS1/TP11 Quality Criteria,DSB-B9 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Intormafion available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern Pent/SP}tumble is spezified,the desige valetsate those eftndtisre 06./O1/2O13 by MSC Job Truss Truss Type Qty Ply 3A PL14-118_UP Ell Floor 3 1 R41832578 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 Dnb5PhEgsrv87iCauFRhkfvc8Zm408EF5XLUZzOQSC I 2-5-4 1 1 1-2-0 I I 2-68I 2-6-0 I I 1-5-0 Scale=1:22.3 1.5x3 I I 3x4= 1.5x3 I I 3x4= 3x4 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 7 m m e o — I N v e ° e 1 ,,, -/ 1 E 11 10 F� 3x4= 1.5x3 II 3x4= 3x8= 3x4= 3-11-12 2-8-4 13-3-4 I3-10-4 I 83 88$0 12912 I 2-8-4 0-7-0 0-7-0 0-Y� its ¢� Plate Offsets(X,Y): f2:0-1-8,Edael,f10:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d 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/TP12007 (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) A (} FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 3 As +{'4, TOP CHORD 2-3=565/0,3-4=-565/0,4-5=0/538,5-6=0/533 ,t vg, BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 ' 1It' C.'e ? WEBS 2-12=610/0,4-9=-841/0,6 9=45210 ( .; "6 WEBS "-' 1 { N NOTES If 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. 1 49639/ 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8. {� '� (? �� 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. !(' - L,. 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 `�z' N}.L be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard C,4 PRQ, ,,,ca 0AGINE .`5 'O. — - I 870 2PE ' yAj, OREG N (1;s 1t✓ 'A, � $ER ‘A, �Q �" A, HERS EXPIRES:06/30/2015 April 22,2014 t I W"ARNEMS-Ve fy design parameters and READ Ari TES ON THIS AND IM2UDED PIDEK REFEREIKI PAGE 1411-1473 tet 3/29/2811 WORE USE �� 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 responsibilrity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MI ek° fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPi1 Qualify Cdleria,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&>etisesm:Pine 15P1 kr—mitres is specified,she tieti a vises axe these eftettive 09/O1/2O13 be MSC 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?CTgSFZSjSNcS1 ttIDzR3Xv-1 Dnb5PhEgsrv87iCauFRhkfur8Vg4?6EF5XLUZzOQSC I 2-6-0 I I 1-4-4 I I 1-2-0 I I 1-3-4 I 1-6-0 I Scale=1:18.9 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 7 e 0 o 0 0 0 004 N 8 \ u' 0 0 1 a2/\ 11 10 9°3x4= /�/\ 3x6= 1.5x3 II 3x4= 3x4= I 6-8-12 1 7-3-12 1 7-10-12 1 10-11-0 I 6-8-12 0-7-0 0-7-0 3-0-4 Plate Offsets(X,Y): f4:0-1-8,Edael,f9:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d 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 IBC2012/TPI2007 (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 (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 010M° N, TOP CHORD 2-3=1280/0,3-4=-1280/0,4-5=-1064/0,5-6=-1064/0 �A W BOT CHORD 11-12=0/925,10-11=0/1064,9-10=0/1064,8-9=0/624 O ( WAS-64. jEBS 2-12=998/0,2-11=0/383,4-11=22/331,6-8=-749/0,6-9=0/566 O AC,' 77' 0 NOTES Q'Z I'l 1)Unbalanced floor live loads have been considered for this design. '-".>/ I 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. f 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. t 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 49639 ki be attached to walls at their outer ends or restrained by other means. -lb ' OISTFsR*2 4?' LOAD CASE(S) Standard 4'.,s,- ONAL '- 8 # 2PE r- us j. ,�, N `"�,, oE�a ��o`� �'o �:48R. ER \ r'4S H�¢�P EXPIRES:06/30/2015 April 22,2014 1 MANTIC-Verify design parsmetrs and READ NOTES ON MS AND rhauDED METES REFERENa PAGE 1477-7473 sen 1/29/1014 BEFORE USE 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 NI is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the w A-T�g�1�* erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding tvt [ fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 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 If Southern.Pine ISP11urnirer h sipecifiet8,the design values sae those effective 06/01/2O43 by ALSO Symbols Numbering ys ral Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4 Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Fdtlow Could Cause Property offsets are indicated. II (Drawings not to scale) Damage or Personal Injury • r�� Dimensions are in ft-in-sixteenths. Fah. Apply plates to both sides of truss 1 and fully embed teeth. 2 3 1. Additional statity bracing for truss system,e.g. TOP CHORDS diagonal or X- acing,is always required. See BCSI. 0'1/16" 2. Truss bracing st be designed by an engineer.For wide truss spa g,individual lateral braces themselves AIMUIMIE 4 may require br cing,or alternativeeredTor I O p bracing should be considered. r U 116\1111WILAAA O 3. Never exceed e design loading shown and never 0-P)0 C=J stack materials on inadequately braced trusses. 0 4. Provide copies f this truss design to the building For 4 x 2 orientation,locate designer,erec n supervisor,property owner and plates 0-'Aa' from outside BOTTOM CHORDS all other interes d parties. edge of truss. 8 7 6 5 5. Cut members tO bear tightly against each other. 6. Place plates o each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and emb fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are r ulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assume trusses will be suitably protected from * CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environme in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. Software or upon request. 8. Unless otherwis noted,moisture content of lumber shall not excee 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly oted,this design is not applicable for ICC-ES Reports: use with fire ret dant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a no structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of uss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR-2362,ESR-1397,ESR-3282 camber for de load deflection. the length parallel to slots. 11.Plate type,size, rientation ndng location dimensions indicated are imum platairequirements. LATERAL BRACING LOCATION Southern Pine lumber designations are as follows: 12.Lumber used sh II be of the species and size,and in all�� SYP represents values as published specified. eis, ual to or better than that �� Indicated by symbol shown and/or by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords mus be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicat on design. if indicated. 14.Bottom chords r quire lateral bracing at 10 ft.spacing, BEARING or less,if no cell g is installed,unless otherwise noted. s..".•• 15.Connections no'shown are the responsibility of others. Indicates location where bearings 16.Do not cutl n r truss member orplate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an truss . reaction section indicates joint • 1 ( number where bearings occur. Min size shown is for crushing only. �� 17.Install and load rtically unless indicated otherwise. ® WI 18.Use of green or ated lumber may pose unacceptable environmental, alth or performance risks.Consult with Industry Standards: project enginee before use. ANSI/TPI1: National Design Specification for Metal 19.Review all Porti s of this design jfrontback,words Plate Connected Wood Truss Construction. and pictures)b re use.Reviewing piclures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, 20.lie M Design assumes anufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Qualit Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 1 r MiTek USA, Inc. / 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 building 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 TPUWTCA in BCSI,copies of which will 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 all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988(MiTek). 4,9 . : I t s til i if Cr x'26*cl, '' C. r EXPIRES £13011S IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 2.0" ]COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] TC: 2x4 KDDF 41&8TR ] LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. not exceed 19h at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce•resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=22.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,CI8,CNIB (or no prefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loons in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 7-01 7-01 T T TIM-4x4 3 0 12 11111 12 14"00 14.00 V Allill Ili M-3x4 0 IL. c::. c.. M-3x4 s'T o� S . , , , , , , , . 4 —,9 0 0 y y 0-10 14-02 ail) PR ore JOB NAME : POLYGON PLAN 3A NH - Al Scale: 0.3098 '''c:a 1f7745' <9 os WARNINGS: GENERAL NOTES,unless otherwise noted: t,� ►a'',#�.'? r.1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component is the responsibility of the budding designer. 2.Design assumes the top and bottom chords to be laterally braced at �fJ��. 3.Additional temporary bracing to insure stability during construction 2'o,c,and at 10'o.c.respectively unless braced throughout their length byr "tn a DES. BY: LJ s 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 ponsibility 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. b "c1 SEQ. : 6049749 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, ,,. 5, design loads be applied to any component. and are for"dry condition"of use. ts,�'- TRAN S I D: 40742 7 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if / j�� 14" {y1' necessary. V ,..E. ,. fabrication,handling,shipment and installation of components. 7.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 II VIII VIII VIII VIII VIII DUI IIII TPINJfCA in BCSI,copies of which will be furnished upon request. lines coincide with jointcenterinches. n lines, 9. Digits indicate size ofplatein nesr1 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 13'- 11.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 00 TC: 2x4 KDOF #1&BTR 4) BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -26) 80 1-7=(-100) 365 1.2=(•634) 160 WEBS: 2x4 KDDF STAND; SPACED 24.0" O.C. 2-3=(-521) 200 7-6=( -60) 308 3.7=(-193) 231 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"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LETINS: 2-00-00 0-00-00 LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) "* For hanger specs. - See approvedplans 0'- 0.0" -75/ 585V -216/ 217H 5.50' 0.94 KDDF ( 625) q p pP 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 ICOND. 2: Desi n checked for M,M2OHS,M18HS,M16 MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP q net(-5 psfl uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 6-10 7-01 MAX LL DEFL = -0,014" @ 3'- 2.7" Allowed = 0.650" T f f MAX TL CREEP DEFL = -0.028" @ 3'- 2.7" Allowed = 0.867" 1-05-09 1-10-07 3-06 3-06 3-07 MAX HORIZ. LL DEFL = 0.004" @ 13'- 5.5" T MAX HORIZ. TL DEFL = 0.005' @ 13'- 5.5' 12 + 12 'M-4x6 NOTE:Design assumes moisture content does 14.007 (,I 14.00 not exceed 195 at time of manufacture. 4.0" /�o Design conforms to main d claddingresisting �I system and components and cladding criteria. Wind: 140 mph, h=22,8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,i,,, (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. M-1.5x4 M-1.5x4 M-3x4 ®B N . ca/- �= O a) AlilLa ,_ c, Iii111.1 O 1.* ._:6 O M-3x8 iJ1-3x8 M-3x4 O y y 1- 6-10 7-01 13-11 0 PR OF6 JOB NAME : POLYGON PLAN 3A1 NH - A2 'SC' ,11 6Cs Scale: 0.2795 \ ,,1(/�$n WARNINGS: GENERAL NOTES,unless otherwise noted: , .•/2_!f,!S P E -5„ 1.Builder and coon contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual _ Truss: A2 and Warnin before construction commences. building component.Applicability of design parameters and proper 2.2x4 compre n web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional t rary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ s the respo 'lily of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their length by 1" r re continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). !" m DATE: 9/4/2014 the overall cture is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ +� !,t� 4.No load sho be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - OREGON '1J SEQ. : 6049750 fasteners a complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, , it_ �a\a` dC, design load applied to any component. and are for"dry condition"of use. fa, ,� _ TRANS I D: 407427 5.CompuTrus s no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if i! A' fabrication, ndling,shipment and installation of components. 7.DDecessary. A. fi AIL Tesign assumes adequate drainage is provided. `r/ 8.This design furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center I VIII VIII VIII VIII VIII VIII I III IIII IIIITPI/WTCA i BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9. Digits indicate size of plate in inches. 10. V C MiTek USA,, nc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 'I 4 IIIIIIIIIIIIII 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 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-5618) 1256 I. 6=(-748) 3158 1- 2=(-5618) 1256 4- 8=( -606) 2842 BC: 2x6 KDDF #1&BTR 1 2- 3=(-3656) 934 6- 7=(-742) 3136 6- 2=( -580) 2708 4- 5=(•5648) 1264 WEBS: 2x4 KDDF STAND; LOADING 3. 4=(-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"0C. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0' -1382/ 6101V -217/ 218H 5.50" 9.76 KDDF ( 625) plate prefix designators: 13'- 11.0" -1377/ 6101V 0/ OH 5.50" 9.76 KDDF ( 625) Connector C CN, 8,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacin0.1 J,- (',.2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Join together 2 ply with 16d Common nails staggered at MAX LL DEFL = -0.039" @ 6'- 10.0" Allowed = 0.650" 9" oc in 1 row(s) throughout 2x4 top chords, MAX TL CREEP DEFL = -0.078" @ 6'- 10.0" Allowed = 0.867" XX 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-OB 3-02-08 T 3 02-08 j 3-10-08 f ff Design conforms to main wintlforce•resisting system and components and cladding criteria. M-4X6 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 34.0" (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.6, 7 Truss designed for wind loads , in the plane of the truss only. 12 12 N 14.00 14.00 7 M-4x12 M-4x12 it A M-1.5x4 1 M-1"5x4 '4 , N O k# � 6 _ o\ oLC),e_. i � 1 v 7 B r5 c. M-3x10 M-3x8 M-7x8 M-3x8 M-4x10 0 y 1, y y y 3-05-12 3-04-04 3-04-04 3-08-12 y .1 13-11 ckcO RR 0P , JOB NAME : POLYGON PLAN 3A NH A3 Scale: 0.2495 ' %l ' ' „ WARNINGS. GENERAL NOTES,unless otherwise noted: C, :f']�j,t rr� 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 Truss: A3 and Warnings before construdtlen commences. building component.Applicability of design parameters and proper d 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 `�.. DES. BY: LJ is the responsibility of the erelor.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / n rt''DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r11110,- R E4w l`r` 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibilhy of the respective contractor. , v `cJ 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, - " 1 ' d design loads be applied to any component. and are for"dry condition"of use. ,2 jrt� 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 �'` t7 T' fabrication,handling,shipment and installation of components. Dnecessary. -i'y t y t i \, Y P 7.Design assumes adequate drainage is provided. �"F r't`4- 6.This design is furnished subject to the Imitations set forth by e.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII VIII VIII VIII I III IIII IIII TPI WTCA in BCSI,copies of which will furnished upon request. lines coincideiitwith jointcenterinches 9. Digits idsize of plate in lines. EXPIRES: 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 r IIIIIIIIIIIIII 11 1 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 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-449) 490 4.5=(-584) 647 4-i=(-407 395 BC: 2x4 KDDF H1&BTR SPACED ) 24.0 O.C. WEBS: 2x4 = KDDF STAND; 2 3 ( 0) 0 1-5=(-493) 490 2x4 KDDF #1&BTR A LOADING 5-2=(-503) 451 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 SQ.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) Connector plate prefix designators: 6'- 4.7" -269/ 404V 0/ OH 5.50" 0.65 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) M,M2OHS,M1BHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL iCOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 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 10PSF LIVE LOAD. TOP MAX IC 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 T MAX HORIZ. TL DEFL = 0.005' @ 5'- 11.2" content does M-1.5x4 3 -/ notEesiexxceedn19% ates timelre ofumanufacture. i Design conforms to main windforce-resisting t system and components and cladding criteria. Wind: 140 mph, h=23.9ft, TCOL=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. 12 14.00 V �C v +)O A o rn M-3x4 U) iiillibbh.- cr, M 0 N T 4._ .=+5 M-1.5x4 I M-3x4 ), I y 6-04-12 JOB NAME : POLYGON PLAN 3AB NH - B2g� , Scale: 0.3120 C° ( 11i\) ",,9� J0 WARNINGS: GENERAL NOTES,unless otherwise noted .- � 21 I ! "37 p 1.Builder and rection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual '92!_**PE { Truss: 62 and Warni before construction commences. building component.Applicability of design parameters and proper >�r 2.204 compr ion web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. -'T DES. BY" LJ 3.Additional t porary bracing to insure stability dunng construction 2.Design assumes the top and bottom chords to be laterally braced at Is the re Ibility of the erector.Additional permanent bracing of 2' and at 10'o.c.respectively unless braced throughout their length by ,�* l continuous sheathing such as plywood ing(TC)and/or drywall(BC). „., it DATE: 9/4/2014 the overall aura is the responsibility of the building designer. 3.2x Impact bridging Sr laterbbbracing required where shown++ 4.Na load sh be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -�+ OREGON . SEQ. : 6049752 fasteners a complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, S,.c `V TRANS I D: 407427 design loads*be applied to any component. and are for"dry condition"of use. f.,+, <9 � 5.CompuTws as no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if c,,r fabrication, ling,shipment and Installation of components. necessary. /fes B.This design furnished subject to the limitations set forth by7.Designlaesassumes adequate on botdrah face iso truss,and `'-y�+^'C'.PRO- 6. �,,, IIIIII VIII VIII VIII IIIA VIII VIII IIII IIII 8. Plates shall be located on both faces of truss, placed so their center z"'f fl 4- TPUWfCA BCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E lines coincide with joint center lines. e. Digits Indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 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 N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( -6) 124 5-6=(-615) 671 5.2=(-461) 413 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=( 489) 516 2-6=6 (- 529)523 523 WEBS: 2x4 KDDF STAND; 2x4 KDDF #1&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 psf) 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=LI180 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.001" 8 0'--10.0" Allowed = 0.083" C,CN,C18,CNIB (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" 8 3'- 1.3" Allowed = 0.852" 6-01 0-0r3-12 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 14.00 V not exceed 19% at time of manufacture. Design conforms to main windforce-resisting F 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, Truss designed for wind loads in the plane of the truss only. A o co M-3x4 Io CO CD N ii' 1� I . A- _� 6 -/ 5•- M-1.5x4 M-3x4 > ), y 0-10 6-04-12 FROF JOB NAME : POLYGON PLAN 3A NH - B1 Scale: 0.2979 +. WARNINGS: GENERAL NOTES,unless otherwise noted: r°26., P E(44 - g x should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual - p� end Warnings bere bras trNctlon commences. building component.Applicability of design parameters and proper ,r- Truss: B 1 2.Builder and siniw contracbr Incorporation of component is the responsibility of the building designer. ! - 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary B to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �,, +��! <. DES. BY: LJ Is the responsibility of the er ctbr.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++ RO . 7 TRANS I D: 407427 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. : 6049753 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, 4--�+.. .IN S design loads be applied to any component. and are for"dry condition"of use. V 1 4„ �r. 6.Design assumes full bearing at all supports shown.Shim or wedge if 4j 5"�y 5.CompuTrus has no control over and assumes no responsibility for the necessary. Ly ' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. +-7 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPI WfCA in BCSI,copies of which will be furnished upon request. lgit coincide with jointcenter linche. 9. Digitssoini ide size of t 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 43-00-00 HIP-D SETBACK 6-00-00 FROM END WALL TC: 2x4 DF 2400F; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1 2_IBC 2012 MAX MEMBER FORCES 4921 4WR/DDF/Cq=1.00 2x6 KDDF #1&BTR T2, T3 ( 0) 95 2.14=(-1370) 14- 3=( 0) 314 BC: 2x6 KDDF SS 2- 3=(-5934) 1756 14.15=(•1373) 4918 3-15=( -376) 277 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-5598) 1909 15.16=(-1952) 5858 15- 4=( -448) 1733 2x4 KDFD F STAND DLL = 25 PSF Ground Snow (Pg) 4. 5=( 0) 0 16-17=(-2061) 6145 15- 6=(-1751) 843 IC 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 IC UNIF IC LATERAL SUPPORT <= 12"OC. UON. IC UNIF LL( 150.0)+DL( 14.0 = 164.0 PLF 31'- 0.0" TO 43'- 0.0" V 7- 7=(•5999) 2204 18-19=(-1373) 4918 16- 7=( -320) 249 BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 43'- 0.0" V 8=(•5999) 2204 19.12=(-1370) 4921 7-17=( -320) 249 e-10=(-4772) 1691 17- B=( -54) 609 9-10=( 0) 0 8.18=(-1751) 843 IC 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"OC 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" 11 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix :designatorsLOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,CI8,CN18 (or no prefix) = ors: rus, Inc 0'- 0,0" -1035/ 3674V •167/ 167H 5.50" 5.88 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series 43'• 0.0" -1035/ 3674V 0/ OH 5,50" 5.88 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. f 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 11 0-06-11 NOTE:Design assumes moisture content does �`')' not exceed 19% at time of manufacture. 11-11-1119-00-10 11-11-11 Design conforms to main windforce-resisting I 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 12 640# 640# T T Wind: 140 mph, h=22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 M-7x8 S 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x10 ( ) load duration factor=l.6, 5 --:M-4x4 M-5x10 7,00 6 0.25" =M-4x4 g Truss designed for wind loads 6 _y 8 in the plane of the truss only. w M-3x4 ,M-3x4 \A/ 0 M-4x12 M-4x12 0 oa>..� % u7 0 2 M-1.5x41M- I, 10 10.25" 0.257 18 M-3x10 M-1�5x4 1 3 0 =M-8x8(S) =M-8x8(S) y y r ; y y y y y y 5-10-02 5-05-02 6-10-07 6-08-11 6-10-07 5-05-02 5-10-02 1-08 1 43-00 y )- 1-08 •JOB NAME : POLYGON PLAN 3i NH - Cl E Fs Scale: 0.1509 ‹.0 '74/1 i. WARNINGS: GENERAL NOTES,unless otherwise noted '�Ct /117 1.Builder and rection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ‘C' .92 S S P E (- Truss: C l and Warni before construction commences. building component.Applicability of design parameters and proper 2.2x4 comp ion web bracing must be installed where shown+- incorporation of component is the responsibility of the building designer. d DES. BY: LJ 3.Additional t orary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the res Ibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by AFL DATE: 9/4/2014 the overall cture is the responsibilityof the buildingdesigner. continuous sheathing such as plywoodrequired sheathing(TC)and/or drywall(BC). 9 3.2x Impact bridging or lateral bracing where shown++ r /� 4.No load sh be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. .' OREGON SE Q /4/' 1,4t ka (ti TRANS I D: 407427 design load be applied to any component, and are for"dry condition"of use. 1 5.CompuTrusl s no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication, ndling,shipment and installation of components. necessary. Jjf 8.This design furnished subject to the limitations set forth by7.Designlatesassumes adequate onne dthi face is truss,and '%, 'L71'y i , 111111 VIII VIII VIII 1111111111111 8.Plates i shall be with jointcenterboth lines. of truss, placed so their center r•#(l 4.- TPI/WTCA BCSI,copies of which will be furnished upon request. lines coincide wxh lines. 9. Digits indicate size of plate in Inches. MITek USA.InC./Com puTruS Software 7.8.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: VP' EC, f /2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS I TRUSS SPAN 43'- 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) 95 2.14=(-824) 2487 3.14=(-142) 185 BC: 2x4 KDDF N1&BTRSPACED 24.0" O.C. 2- 3=(-2898) 1109 14-15=(-691) 2324 14- 4=( -38) 317 WEBS: 2x4 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 TC 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"OC. 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 11-12=(-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 BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.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" COND. 2: Design checked for net(-5 ssf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 I 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" 15-11-1111-00-10f T 15-11-11 T ,� 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. f f f f f f ff f f Design conforms to main windforce-resisting 1212 system and components and cladding criteria. 7.00 1 M-4x6' 6 M-3x8 8 M-4x6 7'00 Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5x6(S) ,.. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1.6, I M-5x6(S) Truss designed for wind loads 0.25" 0.25" in the plane of the truss only. o of I i M-1.5x4 *y-1.5x4 \\,, _o 0 a 2 w 14 1 "( 16 1,7 18 1 3 o C. M-3x8 M-3x4 V.25" M-1.5x4 0.25 M-3x4 M-3x8 0 M-5X8(S) M-5x8(S) J, J, J' ) J, y , , 7-11 7-05-15 6-01 6-01 7-05-15 7-11 y y 1-08 1 43-00 1-08 JOB NAME : POLYGON PLAN 3A NH C2Scale: 0.1533 \ l !NEI 4 � WARNINGS: GENERAL NOTES,unless otherwise noted: [, ' a,•^�/,f ID 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 Truss: C2 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 temporarybracin gto insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al �f�' 9. 9 2'o.c.and at 10'o.c.respectively unless braced throughout their length byt, ro 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 rebponsibillty of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � � I, /� 4.No load should be applied to'any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 'V SEW. : 6049755 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,++, � design loads be applied to any component. and are for"dry condition"of use. '"A a 1 4, C> TRANS I D: 407427 5.CompuTrus has no control over end assumes no responsibility for the 8.Design assumes full bearing Ten supports shown.Shim or wedge if �}1 y y t fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. " A t y^' 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 111111111111111111111 TPINVlCA in SCSI,copies of which will be famished upon request. git coincide with joint center che. 9.Digitssoincde size of tplate in inches. EXPIRES: MiTek USA,Inc./COmpuTfus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1978(MiTek) EXPI RES:12/31/2015 IIIIIIIIIIIHI 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&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 95 2.14=(-1107) 2500 3-14=(-125) 178 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3= 2898 1470 14-15= -995) ( - ) WEBS: 2x4 KDDF STAND ( ) ( 92338 14- 4= 31 317 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 IC 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"00 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 10-16=( -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 SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -469/ 1996V -228/ 228H 5.50" 3.19 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 43'• 0.0" -469/ 1996V 0/ OH 5.50" 3.19 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series JT 2, 12: Heel to plate corner = 2.25" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacino.I 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 i T 3-00-10 19 11 11 NOTE:Design assumes moisture content does 5-03-04 5 00 5-$3-08 4-00 OB 1 10-124-00-08 5-03-08 5-00 5-03-04 not exceed 19N at time of manufacture. 12 1-"10-12 g Design conforms to main windforce-resisting 12 system and components and cladding criteria. 7.00V. ''''',„}7.00 Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 M-4X6 M-3x8 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6(S) 7 �" M-5x6(S) • load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0.25"0/00 0.25" ,p, o +, .+ M-1"5x4M-1"5x4 1 c Alops%%t.%%%%%%%....Nt.Nsi 0' WW 8 Fc 2 M-3x8 M-3x4 14 0.25" M-1165x4 0.251'7 1B 13 oM-3x4 M 3x80 M-5x8(S) M-5x8(S) y y y ), y > J , , 7-11 7-05-1q 6-01 6-01 7-05-15 7-11 , , 1-08 • 43-00 1-08 t.0PRlP JOB NAME : POLYGON PLAN 3A NH - C3 Scale: 0.14075' (�/tt( 6` pp_ WARNINGS: GENERAL NOTES,unless otherwise noted / [0r�y/I� 'y' /� 1.Builder andi,Krection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 7 92 4,{�rh fE S'"' Truss: C3 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compresion web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 4, 3.Additional t�y7m,-,�,�p"rorery bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the respo' ability of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their length by �Ct continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / m DATE: 9/4/2014 the overall cture is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ t',K�. 4.No load sh be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ^7 OREGON 1X -a/ SEQ. : 6049756 fasteners a complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 9 design Toad be applied to any component. and are for"dry condition"of use. f •T}r 7 2,''S\ ..��`' TRANS I D: 40742 7 5.CompuTru�has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if to fabrication,handling,shipment and installation of components. Designneas. A ` 7. laesassumes atedadequate drainage is tresis, 4- 8.This deslgnt6 furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII VIII VIII VIII I III III IIIITPIMlrCA Is BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. rt�� MiTek USAF Ir c.ICompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXP(RE :1 /oi/2015 n IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS I TRUSS SPAN 43'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR I LOAD 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; I SPACED 24.0" O.C. 2- 3=( -6774) 1374 10-11=(-2092) 10118 2-11=(-4860) 1190 7.15=( 0) 302 2x8 KDDF #1&BTR B1 I 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 <= 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 BRG 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,C18,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,M18HS,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 ssf) uplift at 24 "oc spacing,) 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" NOTE:Design assumes moisture content does 21 O6 f 21-06 f 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 f f T ' '1 T T system and components and cladding criteria. 12 12 M-4x6Q 7 OO Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4"0" load duration factor=l.6, 5 Truss designed for wind loads M-5x6(5) \ M-5x6(S) in the plane of the truss only. #01. 0.25" 0.25" e +1 441111 . M-3x6 M-3x4 M-3x10 o M-4x12 ®� ;t ,s _ mAllhilillh1111Mo 0 1_.. 10 11 12 1 13 14 15 ' M-1.5x4 M-3x6 0 +58M-10x10(S) M-5x6(S) M-5x6(S) 6101# )< ), ), y J y ) 3-03 4-01-03 7-00 7-01-12 7-03-13 6-10-09 7-03-10 y 8 Ope JOB NAME : POLYGON PLAN 3A NH - C4 GIRD4scale: 011088 eN D IN I/0 x.y[��7 �, WARNINGS: GENERAL NOTES,unless otherwise noted: ±92/+P S^" 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 7 Truss: C4 GIRD and Warnings before construrtien 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 o Insure stability during construction 0111F ,. . 2.Design assumes the top and bottom chords to be laterally braced at ,if DES. BY: LJ is the responsibility of the ere ter.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by „..40"T411.1. po y 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. 3.2z Impact bridging or lateral bracing required where shown+* 4. /,. SEQ. : 6049757 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 `ct fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, A"` design loads be applied to any component. and are for"dry condition"of use. t� TRANS I D: 40742 7 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if flT' necessary. t�1 i fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �-t rl`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 VIII VIII VIII VIII II II VIII I III IIII IIIITPIM/rCA in SCSI,copies of which will be furnished upon request. lines coinccae with jointplateae in lines. 9. Digits oidt size ofin inches.. MiTek USA,InC./CompuTrueSoftware 7.6.6(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1_. r IIIIIIIIIIIIII 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=(-181) 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=( -181) 753 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 95 4-12=( -244) 1087 OVERHANGS: 0.0" 20.0" 12- 5=( -724) 347 ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 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 SQ.IN. (SPECIES) C,CN,C18,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,M2OHS,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" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacina.1 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 T ' 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. T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 7.00 r,i7. M-4x6 Q 7.00 4.0 Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, q ,.0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), IN load duration factor=l.6, M-5x8( ) • MTruss designed for wind loads -5x8(S) in the plane of the truss only. 0. 5" 0"25" rf\ M 3x6 hM-1.5x4 . 01/ M-1.5x4 (.01 ,_ eliA 11 o o Nf- 8** 101 �� T ` M-3x6 M-3x4 b1.25" 0.251' M-3x4 M-3x6 -7 0 M-5X6(S) (S) M-5x6(S) y y y 1, y , 5-06-03 8-05-'4 8-05-14 8-05-14 8-09-03 y y 39-09 1-08 • JOB NAME : POLYGON PLAN 3A NH - C5 K.`‹,, rc�1, '� s',s; Scale: 0.1507 ? o -7`t��Q.r, '2, WARNINGS: GENERAL NOTES,unless otherwise noted: Il!/1 t��!!' 9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual `92$I F E r Truss: C5 and Warnhps before construction commences. building component.Applicability of design parameters and proper 2.2x4 comprdesion web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional porary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ s the res ibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f*4r l continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/4/2014 the overall ructure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 'M K. SE/t 4.No load sh be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. t OREGON (/ Q. :. : 6049758 fasteners a complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, v fly Q` rC4 design loa be applied to any component. and are for"dry condition"of use. f Al ' TRANS I D: 40742 7 6.Design assumes full bearing at all supports shown.Shim or wedge ifh. 5.CompuTruft has no control over and assumes no responsibility for the necessary. i t i- OF fabrication,Iliandling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. R R(l.-`"` 6.This desgri is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII VIII VIII VIII VIII VIII VIII III IIIITPIM?CA M BCSI,copies of which will be furnished upon request. lines coincide withJoint center linea Id 9.Digits Indicate size of plate in inches. MiTek USP(Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: �t a�/201 C t U mimill IIIIIIIIIIIIII 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 N1&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 k1&BTR SPACED 24.0" O.C. 2- 3=(-1865) 771 13-14u(-424) 1643 1.13=( -489) 1574 WEBS: 2x4 KDDF STAND 3- 4u( 0) 0 14.15=(-538) 1865 13- 2=( -423) 254 LOADING 3- 5=(-1520) 706 15.16=(-538) 1865 2.14v( -98) 107 TC 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 BAG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) M-1.5x4 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 ICOND. 2: Design checked for net(-5 esf) uplift at 24 "oc seacing.I Connector plate prefix designators:CVERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 M,M2OHS,M18HS,M16, (or =nMiTek prefix)T = CompuTrus, Inc = MiTek MT series LL DEFL = 0.116" @ 23'- 11.3" Allowed = 1.589" 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" l' T NOTE:Design assumes moisture content does 6-03-10 6-00-02 4.00-08 1-10-13 1, 4-05-04 5-03-08 5-00 5-03-04 not exceed 19% at time of manufacture. 4 1-066iIM-4x4+ Design conforms to main windforce-resisting M-8X4+ system and components and cladding criteria. Wind: 140 mph, h=25.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 M-4X6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), AX8load duration factor=1.6, 12 7 Truss designed for wind loads 7.00 / " in the plane of the truss only. M-5x6(5) 12 M-2.5x4 or equal at non-structural diagonal inlets. 0.25" 7,00 M-3x4 4 \*,M-1.5x4 M-3x6 r0,- F 0 0 0 0 N„_ 1122** 13 �1 ,�: 15 '( 16 17 4_1r 1 ° M-1.5x4 M-3x8 u,25 M-1.5x4 0.25' M-3x4 M-3x6 0 M-5x8(S) ', M-5x8(S) 1, ), ), y ), y 1, y 6-00-02 6-01-14 6.01 6-01 7-05-15 7-11 y ), 39-09 1-08 , CI PROF JOB NAME : POLYGON PLAN 3A NH - C6 Scale: 0.1689 *` vNE WARNINGS: GENERAL NOTES,unless otherwise noted: ±s�7�'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 Truss: C6 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. 2.Design assumes the top and bottom chords to be laterally braced at Ir 3.Additional temporary bracinglIio insure stability during construction 2'o.c.and at 10'o.c,respectively unless braced throughout their length by DES. BY: LJ is the responsibility of the er ctor,Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). f-+r^� DATE: 9/4/2014 the overall structure is the re ponsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredewherepshown++ r , OREGON�� IIt 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4 O L� "*J SEQ. : 6049759 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, ei design loads be applied to any component. and are for"dry condition"of use. /',r., -i r 14, 2. TRANS I D: 40742 7 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V necessary. R Ett �,,.. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111131111 7PI WTCA in BCSI,copies of which will be furnished upon request. it coincide with jointcenterinches.9. Digitssodcde size of platein lines. 17 p+ 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 IIII IIII IIII 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=(-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- 50(.1519) 599 15-16=(-409) 1833 2.14=( .131) 115 TC LATERAL SUPPORT <= 12"DC, UDN, 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"0C, 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=( 0) 95 16- 8=( -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 BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.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 ICOND. 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" f_____ ' T T T NOTE:Design assumes moisture content does 6-03-10 6-00-Q2 0-04-15 5-06-05 �1-0 T 4-05-04 5-03-08 5-00 5-03-04 not exceed 19% at time of manufacture. 12 M 1.5x4+ ' HM-4x4+ 12 Design conforms to main windforce-resisting 7.001/ 7.00 system and components and cladding criteria. M-4x6 4 M-3x4+ M-3x8 M-4x6 Wind: 140 mph, h=25.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, v*- ' om I `D 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. M-3x4 0.25" M-1.5x4 M-3x6 + ro/- 0 c, o N,._ lk B _ r_ 15 '( 'µ 10 1 O 12** 13 .` 16 17 M-1.5x4 M-3x8 0.25" M-1.5x4 0.25' M-3x4 M-3x6 0 M-5x8(S) M-5x8(S) y k y y y y 6-00-02 6-01-1 6-01 6-01 7-05-15 7-11 y y 39-09 1-08 �0 PRQp- JOB NAME : POLYGON PLAN 3 NH - C7 Scale: 0.1689 �' '�' �r, WARNINGS: GENERAL NOTES,unless otherwise noted. 11 q /� 1.Builder anderection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 792 4 11E�E r Truss: C 7 and Wamirlrs before construction commences. building component.Applicability of design parameters and proper 2.204 comprOssion web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional bmporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• LJ is the res Ibilit of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by }tom, P�hs Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 440.5110. r fv. DATE: 9/4/2014 the overall mlructure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ +� OREGON �+ " 4.No load shnuld be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. "Fj ,q_OREG V { tx j{j SEQ. : 6049760 fasteners$e complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, -,-r �� •< design load{be applied to any component. and are for"dry condition"of use. Z., ‘Ci 1 4, 2. P TRANS I D: 407427 5.Comp/Trull has no control over and assumes no responsibility for the 5.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,'handling,shipment and installation of components. necessary. ' V 7.Designlaesassumes adequate ne drainage is truss, r1 f t 6.This desgdis furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111 TPINVECA4n SCSI,copies of which will be furnished upon request. git coincide tae with joint ate inr lines. 9. Digits indicate size of plate in inches. MiTek U5/},Inc./Compulruo Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1998(MiTek) EXPIRES:12/31/2015 11111110 11 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 M1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2583) 554 1- 9=(•380) 2238 2- 9=(-221) 217 BC: 2x4 KDDF k1&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 IC LATERAL SUPPORT <= 12"OC. UON, LL( 25.0)+OL( 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 SQ.IN. (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -2581 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) !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 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 I 20-00 NOTE:Design assumes moisture content does '( - .( not exceed 19"s at time of manufacture. T 6-06-10 6 06-05 6-08-01 6-08-01 6-06-05 6-09-10 f f f ( T ' Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 7.00 / i M-4x6 \I 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), 4 4f,1" load duration factor=l.6, \ Truss designed for wind loads in the plane of the truss only. 3.1 M M-5x6(S) -5x6(5) 0"25" 0.25" t +t M-1°5x4 /\ ,:kl-1.5x4 o M-5x6 0 o **1 9 1 10- FA ", 11 I o o M-3x4 8.25" M-3x4 M-3x61 0 M-5x8(S) 1, y y 1, y J.. 9-10-10 9-10-06 9-10-06 10-01-10 ), ), Ore 39-09 1-08 JOB NAME : POLYGON PLAN 3A NH - C8 rR) -„ Scale: 0.1549 �°* ��rrr1 Q WARNINGS: GENERAL NOTES,unless otherwise noted: X44 +l��t'yf�i ter- -7 r�0 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =92 I*PE i� Truss: C8 and Warnings before construc ion commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing nest be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing fo 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.Additionalbracing 2'o.c.and at 10'ac.respectively unless braced throughout their length byIm�" p y permanent 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++ n r�n IIv,'�, 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. -?JJ 4 OREGON 1T `c/ 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, 4- \ 41, design toads be applied to any component and are for"dry condition"of use, �". 1, ,� + 20 -4- TRANS S I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment end installation of components. necessary. /� .PRO'R 1�' 7.Design assumes ca adequate both drainage is provided 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. it coincide with jointcenterches 9. Digits indicate size of plate in inches. o 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 EXPIRES: G J IIIIIIIIIIIIII 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=(-2583) 554 1- 9=(-380) 2238 2- 9=(-221) 217 BC: 2x4 KDDF #1&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"0C. UON. + _ LL( 25.0 DL 7.0) ON TOP CHORD 32.0 PSF - _ - ) ( 5- 7-(-2635) 5312 10- 5 ( -28) 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 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE Connector plateLOCATIONS REACTIONS rrnoip designators: Com uTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -258/ 1669V -284/ 273H 5.50' 2.67N KDDFP(C625) C,CN,CI8,CN18 (or no prefix) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 9.0" -331/ 1866V 0/ OH 5.50' 2.99 KDDF ( 625) M,M2OHS,MIBHS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacin0,I 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" x, MAX LL DEFL = -0.017" @ 41'- 5.0' Allowed = 0,167" MAX TL CREEP DEFL = -0.021" @ 41'- 5.0' Allowed = 0.222" 1 MAX HORIZ. LL DEFL = 0.060' @ 39'- 3.5" MAX HORIZ. TL DEFL = 0.098' @ 39'- 3.5" t 19-0 20-00 NOTE:Design assumes moisture content does '( f not exceed 19% at time of manufacture. 6-06-10 6-06- 6-08-01 6-08-01 6-06-05 6-09-10 1' "( . f f f f Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 7.00I/ 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), 4 ,� load duration factor=1,6 Truss designed for wind loads S in the plane of the truss only. M- x6(S)) 3.1 M-5x6(5) 1 0.25" 0.25" #t co +I M 1.5x4 M-1.5x4 11111 111111111 J. o M-5x6 0 ti + 9 1** 9 1 T 11 'ili o o M-3x4 0.25" M-3x4 M-3x6 0 M-5x8(S) y ), ), y > y 9-10-10 9-10-06 9-10-06 10-01-10 y y 39-09 1-08 JOB NAME : POLYGON PLAN 3A NH - C9 ed .,i 0.1549 N i ' r1 WARNINGS: 1 GENERAL NOTES,unless otherwise noted: � .y p '$'y 1.Builder ani rection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 1' ±92.t r E Truss: C9 and Warn s before construction commences. building component.Applicability of design parameters and proper 2.2x4 compr ion web bracing must be installed where shown v, incorporation of component is the responsibility of the building designer. 3.Additional mporary bracing to 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 �ar.^ is the res ibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „.00410.,,, ,.y„ DATE: 9/4/2014 the overall ructure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown 0+ OREGON '-c. 4.No load sh be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. "' # ti,l�i E+w �� 1(/ SEQ. : 6049762 fasteners complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, ..,7`....), design loo be applied to any component and are for"dry condition"of use. '!:.:1, '�Y +© - . TRANS I D: 407427 5.CompuTru has no control over and assumes no responsibility for the 8,Design assumes full bearing at all supports shown.Shim or wedge if V14. + nfabrication) ndling,shipment and installation of components. ecessary. /- ry'Ii 7.Designassumes ntedadequate hdrainagecIs truss,a rl t•- 6.This desigrt is furnished subject to the limitations set faith by 6.Plates shall be located on both faces of truss,end placed so their center VIII IIII VIII VIII VIII III I 11 IIII IIII TPIM?CA` SCSI,copies of which will be furnished upon request. git coincide withizjointcenterche. B.Digits indicate size of plate In inches. MiTek U$ 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 0R IIIIIIIIIIIIII 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=(-2580) 542 1-10=(-363) 2159 2.10=(-240) 228 6.14=( 0) 379 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0,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. 39'- 9.0" -319/ 1866V 2821H 5.50" 2.67 KDDF 625 0/ 27 OH 5.50" 2.99 KDDF ( 625) 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" 19-0920-00 MAX HORIZ. LL DEFL = 0.097" @ 39'- 3.5" 1' I T 1' 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 T T '( T T - T NOTE:Design assumes moisture content does 12 12 not exceed 19% at time of manufacture. 7.00 M-4x6 \7.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 4 "f( IN Wind: 140 mph, h=24.5ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, M-5X6(S) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ,M-1.5x4oli/o Truss designed for wind loads 0.25° in the plane of the truss only. #- I M-5x6(S) I / 1 0.25" M-1.5x4 .. ix .+ IIII 101jj1," M-3x6 o M-5x6 -••� M-4x8 0 0 ilii t` :13 ti 14 15*e ; I;› Tr 10 1 12 o M-3x4 M-5x6 8 0 o M-3x4 (7.25" M-1.5x4 o o M-5x10(S) M-6x8 **2X WEDGE 3.75 W/(2) M-3X4 TYP. 12 y ), I y ), y ), ), y 9-09-12 9-09-08 5-06-08 y 6-04-12 5-09 -05-0$ , y 25-03-08 12-00 2-05-0881-08, 39-09 1-08 1 0 P ROr " JOB NAME : POLYGON PLAN 3A NH - IC10 Scale: 0.1458 ` ',r1411 1/ WARNINGS: GENERAL NOTES,unless otherwise noted: •�,2 /� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual G 4511PE r. Truss: C 1 0 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 �r - 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 ,rr /ra" P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .r' I 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++ 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. ,�+* 'c/ SEW. : 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, design loads be applied to any component. and are for"dry condition"of use. f, fr 14, 2. t�"' TRANS I D: 40742 7 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 44„e Ck T fabrication,handling,shipment and Installation of components. necessary. ty A ty . L+ P P 7.Design assumes adequate drainage is provided. 4 r'7 rl 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 III I VIII VIII IIII IIII III I I III II IIII TPIM?CA in BCSI,copies of which wit be famished upon request. git coincide with Jointanr lines. 9.Digits indicate size of plate In inches. Cv MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/20155 n RCJ IIIIIIIIIIIIII 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=(-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 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) Connector plate prefix designators: 13- 6=(•659) 181 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 -282/ 271H 5.50" 2.67 KDDF ( 625) 39'- 9.0" -319/ 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 = -0.167" @ 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 T 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" T 1 1 1 T T NOTE:Design assumes moisture content does 12 12 not exceed 19N at time of manufacture. 7.00 IM-4x 7.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 4 4h( �`` Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-50(S)(S) + 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �I c load duration factor=1.6, q.25° M-1,5x4 Truss designed for wind loads in the plane of the truss only. 4 M-5x6(S) "+ 0.25" M-1,5x4 Aillithb +I�I M-3x6 c M-5x6AILti m; ;�I M 4x6 0 O '* `w1 13 N- 14 15-7:4141141.'-' O M-3x4 10.25" M-1125x4 o M-3x4 M-5x6 e • 0 M-5x10(S) M-6x8 **2X WEDGE 3.75 W/(2) M-3X4 TYP. J' y )' J' y > 12y y 9-09-12 9-09-08 5-06-08 , 6-04-12 5-09 ?-05-0p , y 23-03-08 12-00 2-05-0$1-08,, 39-09 yy1-08 vo JOB NAME : POLYGON PLAN 34 NH - D4 -�, �' 7Nk. , (> Scale: 0.1458 <3,cJ Ill al WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and rection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 921 it PE lc- Truss: rD4 and Warns s before construction commences. building component.Applicability of design parameters and proper 2.2x4 compr sion web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional orary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the resp Ibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,1'r41111V 1 ' DATE: 9/4/2014 responsibilitybuilding designer. continuous sheathing such as plywoodrequired sheathing(TC)and/or drywall(BC). / the overall ructure is the res onsibili of the 3,2x Impact bridging or lateral bracing where shown+♦ # OREGON !,it � SEQ. C 4.No load sh be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ^err ^x! As SEW. : 6049764 ' fasteners a complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ;�,. Y a t:+ TRANS I D: 407427 design loa be applied to any component. and are for"dry condition"of use. / 5.CompuTrud s no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V1 4, fabrication,: andling,shipment and installation of components. necessary. A. �iVP 7. `r! 5Design assumes adequate drainage is provided. .LL 6.This desig furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IN VIII VIII VIII VIII VIII I III IIII IIII TPI/VI/TCA BCSI,copies of which will be furnished upon request. lines coincide with joint center linea 9.Digits indicate size of plate in inches. MiTek US Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1 31 1,ESR-1988(MiTek) PIRE ry fG 1 rye/ /201 Cn RC CV IIIIIIIIIIIIII 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 TC: 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 IC LATERAL SUPPORT <= 12"OC. 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=1 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,CNI8 (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 SQ.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) , ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.t 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 MAX LL DEFL = -0.017" @ 41'- 8.0" Allowed = 0.167" 20-00 T 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 2-07-04 MAX HORIZ. LL DEFL = 0.098" @ 39'- 6.5^ T T f i T '( T T '1 MAX HORIZ. TL DEFL = 0.164" @ 39'- 6.5" 12 M-4x6 Q 7 00 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. i 4.0" Design conforms to main windforce-resisting 5 system and components and cladding criteria. 12 M-5x6(S) )111111111 Wind: 140 mphh=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 7.00/ /// M 1.5x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, ' Truss M-5x6(5) inthedplaneeoffthewotrussonly. 0.25" i5x414f Aii 3x6 0 IAIIIIIIIhb_t _ iii, M-4x8 0 � „� ^i14 15 16 :� to o /r^, 11 1 .25° 13 M-6x8 0o M 3x4 M-5x6 9 0 0 o M-3x6 M-3x4 M-5x10(S) M-1.5x4 *+2X WEDGE 3.75f-- W/(2) M-3X4 TYP. 12 y ), y y * y y 10-00-12 9-09-08 5-06-08 , 6-04-12 5-09 -05-06 J, 1-088 25-06-08 12-00 2-05-06 , 1-08 I 40-00 1-08 ) PRc, JOB NAME : POLYGON PLAN 3A NH - D3 Scale: 0.1407 WARNINGS: GENERAL NOTES,unless otherwise noted: *{�'LJ' ,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 Truss: D3 and Warnings before construalbn 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 0r�e DES. BY: LJ responsibilityof the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /+almn is the 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++ f (� SEQ. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. " t,,SEW. : 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, design loads be applied to any component. and are for"dry condition"of use. t�, TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 8.Design e Signa assumes full bearing at all supports shown.Shim or wedge if 144.1: ry''i " fabrication,handling,shipment and installation of components. ry. fi R V 1.•," p P 7.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 VIII 11111 VIII VIII 111111111111111111 TPIM?CA in BCSI,copies of which will be furnished upon request. git coincideictwith joint center linche. 9.Digitssinsize of platein inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1981(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII 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 TC: 2x4 KDDF #188TR; 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- 5=(-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 IC 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 d 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=1 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. M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -424/ 1870V -169/ 169H 5.50" 2.99 KDDF ( 625) Connector plate prefix designators: 40'- 0.0" -424/ 1870V 0/ OH 5.50" 2.99 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 osf) uplift at 24 floc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.017" @ -1'- 8.0" Allowed = 0.167" 15-11-11 8-00-10 15-11-11 MAX TL CREEP DEFL = -0.021" @ -1'• 8.0" Allowed = 0.222" 5-05 0-04 08 4-10-12 3 10-03 4-03-14 f MAX LL DEFL = 0.204' @ 24'- 7.3" Allowed = 1.954" MAX TL CREEP DEFL = -0.319" @ 24'. 7.3" Allowed = 2.606" 5-11-12 T T 3 10 3-10-12 T 0-04-04 fT 4-03 14 T T 2-09 MAX LL DEFL = -0.017" @ 41'- 8.0" Allowed = 0.167" T T T i, TT 1 1f 1 1 1 MAX TL CREEP DEFL = -0.021" @ 41'- 8.0" Allowed = 0.222" 11-09-08 11-09-08 MAX HORIZ. LL DEFL = -0.098' @ 39'- 6.5" T li MAX HORIZ. TL DEFL = 0.134° @ 39'- 6.5° 12 M-3x M-3x4 12 NOTE:Design assumes moisture content does 7.00 7.00 not exceed 19% at time of manufacture. M-4x6 M-4x6 Design conforms to main windforce-resisting M-3x8,i41 9 0 system and components and cladding criteria. M-5x6(S) M-5x6(S) It = Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0.25" 0.25' (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. M-3x6 2 cp 19 �_ _ M 3x8 0 T � Ill = 22 23 24 '* `.., 15 1 17 18 20 21 '9)M-3x8 M-3x4 • 1 4 o C. / M-3x10 M-1.5x4 06,28" M-3x4 M-6x8 M-7x8 o M-6x8 0 M-7x8(5) M-1.5x4 **2X WEDGE 3.75t - W/(2) M-3X4 TYP. 12 y y W y y 0-11 1 �04 , )' )- ,j y y 5-10 5-05 4s03-04 4-01-08 4-11-08 , 3-02-07 4-05-10 4-03-14 2-05-09 , 1-08, 2449 y y 12-09-08 2-05-0$I-08 y y 25-MI6-08 0-09-08 14-05-08 1-08 40-00 y y 1-08 JOB NAME : POLYGON PLAN 3A NH - D2 Scale: 0.1406 `` R 01 �('�jj�N `'s WARNINGS: GENERAL NOTES,unless otherwise noted: CCI rry+r rC�( -f7 1.Builder an erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual '•21 0 T'E. r Truss: D2 and Warn' before construction commences. building component.Applicability of design parameters and proper 2.2x4 comp ion web bracing must be installed where shown v, incorporation of component is the responsibility of the building designer. ""T , 3.Additional mporary bracing to insure stability during construction 2.Design assumes the top and bottom to be laterally braced at r DES. BY: LJ is the res ibilityof the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1 yeas permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall BC. 1" DATE: 9/4/2014 the overall ructure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ( ) -110 It SEQ. : 4. No load s be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 OREGON ,( S EQ. : 6049766 fasteners complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, f '�' fl\ShAs design ton be applied to any component. and are for"dry condition"of use. /,,rr�� 4 h TRANS I D: 407427 5.CompuTru has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if *J 14, ,v,... fabrication handling,shipment and installation of components. necessary. it '1:#1:41k-k- 8. l R{ 7.Design assumes adequate drainage is provided. ��/ t 8.This desig is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII I III II I IIII TPI/WTCAI�I BCSI,copies of which will be furnished upon request. lines coincide with joint center linea 9.Digits indicate size of plate In inches. prt MiTek USAy Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES: (L'31/2 U1 J IIIIIIIIIIIIIIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 1 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 k1&BTR T2 2- 3=(-5477) 1562 15-16=(-1211) 4534 3.16=( -395) 270 23.12=(-1347) 230 BC: 2x6 KDDF Al&BTR LOADING 3- 4=(-5115) 1716 16.17=(-1618) 5102 16- 4=( -409) 1586 12.24=( -508) 2413 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4. 5=( 0) 0 17-18=(•1732) 5404 16- 6=(-1445) 678 2x4 DF 2400F A; TC UNIF 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=) -101) 563 2x4 KDDF @t&BTR B; IC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 12'- 0.0" TO 28'- 0.0" V 6- 7=(-5127) 1866 20-21=( 0) 0 17- 7=( •535) 238 2x4 KDDF STUD C TC UNIF 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 UNIF 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"0C. 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 TC 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,M20HS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 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 0-0 14 MAX TL CREEP DEFL = -0.630" @ 24'• 7.3" Allowed = 2.606" 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" T '1' i T T MAX HORIZ. LL DEFL = 0.159" @ 39'. 6.5" 5-11-12 5-05 3-03-01 4-03-1:14 5-03 3-03-05 4-03-14 4-03-14 2-09 MAX HORIZ. TL DEFL = 0.263" @ 39'- 6.5" f 640# ! T 640# NOTE:Design assumes moisture content does 11-09-08 11-09-08 not exceed 19% at time of manufacture. 12 M-4 12 . Design conforms to main windforce-resisting M- x4 M- x8 M- x4 0 5x10 12 system and components and cladding criteria. 7.00 L/ ./ 1 .� \7.00 Wind: 140 mph, h=22.ift, TCDL=4.2,RCDL=6.0, ASCE 7-10, �� M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 1 load duration factor=l.6, + + Truss designed for wind loads A M 4x8 in the plane of the truss only. 0 M-4x10 m M18HS-3x18 0 ON e s ee�� "' Ed r- 22 23 24. , ti:)2 15 s 17 1 20 21 QM-3x8 =M-4x4 1 4 0 0 O M-1.5x4 .25" M-3x4 M-6x8 M-7x10 O M18HS-7x14 O M-1.5X4 **2X WEDGE M-7x8(S) W/(2) M-3X4 TYP. 3.75 12 y y y y 0-11104 y y py ), y y 5-10 5-05 4-03-04 4-01.08 4-11-08 1, 3-02-07 4-05-10 4-03-14 y-05-0� 1-0 24-09 1, 1, 12-09-08 2-05-0 25-06-08 0-09-08 14-05-08 y y y y 1-08 40-00 1-0890 PRO/ , JOB NAME : POLYGON PLAN 3A NH - D1 Scale: 0.1305 ' . ' jig `'© WARNINGS: GENERAL NOTES,unless otherwise noted: 4t. s•2 a a P E t•" 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: D1 1 and Warnings before constrijrdlon commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracingmust be installed where shown+, incorporation of component is the responsibility of the building designer. .. 3.Additional temporary bracinto insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4� 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 lr p Y Q continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). fY.. DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ "•` SEQ. : 6049767 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_OREGON �,.. d, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, -°7 �ir 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 8.Design assumes full bearing at all supports shown.Shim or wedge if AII necessary. i7 �i �.�,. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 1 1 '1,�F?A B.This design is furnished subject to the Iinlhatlons set forth by B.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111 TPI WfCA in BCSI,copies of which will be furnished upon request. lines coincideitwithzjointcenterinches.9. Digitssidsize of platein lines. CVr�I❑❑❑tp �Fo 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) Cht-IC.]: tl o112v1 IIIIIIIIIIIII 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" 0.C. 2-3=(-139) 127 2-6=(•220) 238 WEBS: 2x4 KDDF STAND 3.4=( 0) 0 6-3=(-150) 157 LOADING TO 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 BAG 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 M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, ICOND, 2: Design checked for net(-5 Osfl uplift at 24 "oc spacino.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF 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" 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 MAXi, 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. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 07111111111111111111.111°M-3x4 in the plane of the truss only. mi o v to 411111111 0 C") 0 Cd 1111 M A- 5t=� ►,46 M-1.5x4 M-3x4 y ), y 1-08 4-01 RSD PR OpS.. JOB NAME : POLYGON PLAN 3 1 NH - E2 Scale: 0.4901 Co (r�,t est, JOB WARNINGS: GENERAL NOTES,unless otherwise noted: ' art f "f+ C 1.Builder awdl''',erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 1 t PE C' Truss: E 2 and Wamir es before construction commences. building component.Applicability of design parameters and proper 2.2x4 comprififtsion web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional orery bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the resp sibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by tj�.^ continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). +� DATE: 9/4/2014 the overall ructure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ^x 1:C.I� 4, No load sh Id be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. f OREGON s, SEW. : 6049768 fasteners complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, '' design loa be applied to any component, and are for"dry condition"of use. .?,�+, -7}f rL(�j*"' �.... TRANS I D: 407427 5.CompuTru Aas no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if £✓ 14, fabrication,h andling,shipment and installation of components. necessary. )� li R 1 i k- 7.Design assumes adequate drainage is provided 4- 6.This desigll Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I VIII VIII IIII VIII IIII VIII I III IIII IIIITPIM?CA illBCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. 10. �7 MiTek USA,IDC./COmpuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:a 12/rat/2015 n IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 1 I TRUSS SPAN 4'- 1.0° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF @1&BTR I LOAD DURATION INCREASE = 1.15 1.2=( -3) 118 5.6=(-261) 253 5-2=(-404) 214 BC: 2x4 KDDF @1&BTR I 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"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.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 psf) uplift at 24 "oc spacing.) M,M2OHS,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 10PSF 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" MAX TC PANEL LL DEFL = 0.025" @ 2'- 1.0" Allowed = 0.246" T 3 09-04 0-03-12 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 4 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 A system and components and cladding criteria. 7.00 V. 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 in the plane of the truss only. M-3x4 t; /- o 4 Co CO Co 16111 cm I ee M-1.5x4 M-3x4 1-08 4-11, PR Qp JOB NAME : POLYGON PLAN 3A NH -I E3Scale: 0.4901 ` /l ` G WARNINGS: GENERAL NOTES,unless otherwise noted: tf •w�7,! 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 G Truss: E3 and Warnings before constru]llbn commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracint Must be installed where shown+. incorporation of component is the responsibility of the building designer. moi. 3.Additional temporary bracing lo',insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 40Ie ,"'.. 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 +a1" , po Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ., n /,� DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ v E 1 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. ;P1 �p_O tx SEQ. : 6049769 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-� ;.7, design loads be applied to any component. and are for"dry condition"of use. 14 �'' 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"f, `ts R I1 `.' P 7.Design assumes adequate drainage is provided. �7 RIO.' Y.- 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 11111 VIII VIII 11111 VIII Nil IIII(III TPI WfCA in BCSI,copies of which wml be tarnished upon request. git coincideictwith joint tecenter nche. 9.Digitssindsize 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 1E1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 1.0° COND. 2: Design checked for net -5 rsf uplift at 24 "oc sracinr. TC: 2x4 KDDF Al&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. IC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria, 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,BCDL=6.0, ASCE 7-10, 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=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. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. 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 TO ONE FACE. 9 j 12 7.00 I. o 11111111 cl u7 1 0 C0 EN 3 4 )' J. y 1-08 4-01 4 ,0 PROPS. JOB NAME : POLYGON PLAN 34 NH - El scale: D.B153 ,r�1' a. r `'a WARNINGS: t GENERAL NOTES,unless otherwise noted: . .y,tPE 144 { C 1.Builder snit 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 Truss: E 1 and Warni s before construction commences. building component.Applicability of design parameters and proper r 2.204 compr ion web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,r 3.Additional mporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at � �1. DES. BY• LJis the res ibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their length by rr.*�m �"" continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -40 tr n f�r� DATE: 9/4/2014 the overall mcture Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ vREtav /�� 4. No load s be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7!f ^c! SEQ. : 6049770 fasteners complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, f A. \�_t design los be applied to any component. and are for"dry condition"of use. {�.. -7 7 4 2, 't" TRANS I D: 407427 5.CompuT has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if {y P cessary. fabricationt andling,shipment and Installation of components, ne Design ass t-y IR ` VV 7. laesassumes adequateedodthl ace isprovided.truss,a r'F rl l." B.This desig 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 VIII VIII I I I IIII VIII VIII IIII IIII TPI WTCA BCSI,copies of which will be furnished upon request. git coincide with jointches 9.Digits inasize of tplate in inches.li . MiTek US Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1e88(MiTek) EXPIRES:12/31/2015 fl 4 it IIIIIIIIIIII 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 kt&BTR SPACED 24.0" O.C. 2.3=(-559) 495 3.4=(-137) 87 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 50.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. '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 = -0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC 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 19% 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,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), 0 load duration factor=l.6, Truss designed for wind loads oo in the plane of the truss only. cq O7/- in �� o� - .=. -f 0 •�M 3x4 5 0-10 6-00 3-11-03 'PROVIDE FULL BEARING:Jts:2,5,3,4t 0 P R OF JOB NAME: POLYGON PLAN 3A NH - DJ 10 �, rJ ." Scale: 0.2986 N.C' 1� /// WARNINGS: GENERAL NOTES,unless otherwise noted: kr (drryy i'.^ 'T'1,, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual =92 1 I Ir�E Truss: DJ 10 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 t0 insure stabwey during construction 2.Design assumes the top and bottom chords to be laterally braced at �� r DES. BY: LJ is the responsibility of the erector.Additionalbracing 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Ia " po ypermanent of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „..004,0,0,,, ry.. 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 n ��v`''„ 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. '"? vR EGON -.y SEQ. : 6049771 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, +rp A design loads be applied to any component. and are for"dry condition"of use. /1, }e 1 r1�(} -.}.. TRANS I D: 40742 7 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if +J fabrication,handling,shipment and installation of components. necessary. 4*Fi RIO- 6. 7.Designlatesassumes adequate ne dthifaa Is o truss, 1 5.� 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 111111111111111111 TPIMlrCA in BCSI,copies of which will be furnished upon request. git coincideictwith jointcenterche. 9. Digits indicate size of plate in inches. MiTek USA,Ina/CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1088(MiTek) EXPIRES:12/31/2015 1 IIIllllMIIII) 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: 204 KDDF 01&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF M1&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 BRG 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,CN1B (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 CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.f 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 12 not exceed 19� at time of manufacture. 14.00 Design conforms to main windforce-resisting system and components and cladding criteria. //: ---/ Cr) Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T load duration factor=1.6, N Truss designed for wind loads in the plane of the truss only. 0 intl 16" cs M-3x4 1 , 1, y ), 0-10 6-00 14-08-03 IPOOVIDE FULL BEARING:Jts:2,6,3.41 JOB NAME : POLYGON PLAN 3 NH - J11 � � fN ,� Scale: 0.2849 G "..t 4/! (24 WARNINGS: 1 GENERAL NOTES,unless otherwise noteds 92 am .y 1.Builder ani rection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 9 Truss: J11 and Wamiis before construction commences. building component.Applicability of design parameters and proper 2.2x4 compro�sslon web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional Mmporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r DES. BY• LJ is the resp ability of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by rlrry �" continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). itDATE: 9/4/2014 the overall' ructure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /`� 4.No load s be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 74 iie OREGON t, SEQ. : 6049772 fasteners complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4i design boa be applied to any component. and are for"dry condition"of use. /, -.7/' 1 4 `2.0 4 TRANS I D: 407427 5.CompuTru has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if pi Q fabrication andlin shipment and installation of components. D • necessary. l�: nS 1 V s P P 7.Design assumes adequate drainage is provided. . . L- 8.This desig Is furnished subject to the Limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII I III III III I VIII III)MI III TPI/WTCA SCSI,copies of which will be furnished upon request. lines coincide with jointcenterinches.9.lines indicate size of plate in inches. n MiTek USA",Inc./CompuTrus Software 7.6,6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1a88(MiTek) EXPIRES:12/31/2015 EXPIRES: aI 1E 1111IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.9" IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 TC: 2x4 KDDF N1&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 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 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 SQ.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,C18,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 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" PA MAX TL CREEP DEFL = -0,001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.145" @ 3'- 4.8" Allowed = 0.576" 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. Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Q, load duration factor=1.6, • o Truss designed for wind loads in the plane of the truss only. c cm0 u7 //i4.00 o� 5-_�o 0-10 6-00 3-11-15 (PROVIDE FULL BEARING;Jts:2,5,3,4F OSI PRo JOB NAME : POLYGON PLAN 3A NH - II J10 S Scale: 0.2963 c.;.' !NE' WARNINGS: I GENERAL NOTES,unless otherwise noted: ++--,y 1.Builder and erection contracts should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =-92.OPE Truss: J10 and Warnings before construc ion 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 stabNNy during construction 1 Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'n.c.and at 10'o.c.respectively unless braced throughout their length by �+ 4�i/r" is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). yr-+ " �y.. 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 �-5, 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„ ,,qq''OREGON 1T i'(,/ 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, ic++ .7 +y design loads be applied to any component. and are for"dry condition"of use. f,) 'I), 14,e 20 4- TRANS I D: 40742 7 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if VV A` fabrication,handling,shipment and installation of components. necessary. 'YJ, r..,R 1 0y 7.Designassumesadequateonedthi ae is truss, C:!^f 1. 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 111131111111111111110.TPIM?CA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. N.Digits indicate size of plate in Inches. Cc+ MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 1E111111 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 #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF Al&BTR SPACED 24.0" O.C. 2-3=(-480) 429 3.4=(-112) 49 TC LATERAL SUPPORT <= 12"0C, UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.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.) 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 = 0.154" @ 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. 12 Design conforms to main windforce-resisting system and components and cladding criteria. 14.00 7 0 Wind: 140 mph, h=23.9ft, TCDL=4,2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 03 o load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 0 u7 �� .0„,_ = 5.--....o M-3x4 1, ), > J, 0-10 6-00 2-11-15 IPkOVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : POLYGON PLAN 3l NH - J9 1n� , Scale: 0.3198 41/1 r 141 WARNINGS: GENERAL NOTES,unless otherwise noted: pp��33 r-�c.- 1.Builder an rection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ='92 6 6 t�E s Truss: J9 and Warn' s before construction commences. building component.Applicability of design parameters and proper 2.2x4 comp ion web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional porary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at err DES. BY: LJ Is the res ibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,�, �"" continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). fy. DATE: 9/4/2014 the overall ructure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON l'��^a'',. 4. No load sh be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ", ` i}_ 1.4 SEQ. : 6049774 fasteners complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,G� '47 fl� design loa be applied to any component. and are for"dry condition"of use. '4 ' TRANS I D: 40742 7 5.CompuTru$has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge f AI {� c- tio necessary. *. 1p ` V fabrication, andling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R n 11.- 8.This desigq furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II II VIII VIII III I IIII IIII VIII IIII IIIITPIM?CA:'. SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek US Inc./CoropuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1 EXPIRES: fI IIIIIIIIIIIIII 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 IC: 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=(-419) 363 3-4=(-107) 44 IC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.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,C18,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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 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 IC PANEL LL DEFL = 0,199" @ 2'- 11.6" Allowed = 0.576" MAX IC 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 ji Design conforms to main windforce-resisting 14.00 V system and components and cladding criteria. Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), rn load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. at 0 o �� 1■ O M-3x4 ), y y 1, 0-10 6-00 1-11-15 [PROVIDE FULL BEARING:Jts:2,5,3,4] 0} PROpe� JOB NAME : POLYGON PLAN 3A NH - J8 Lr11�Jk1 ' Scale: 0.3473 "k, fi -//l ,p i WARNINGS: GENERAL NOTES,unless otherwise noted: 92 �r E 5'I,,,,, 2.2x4 arerection web bracingTip should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual , 1.Builder and contractor Truss: J8 and Warnings before construc ioh commences. building component.Applicability of design parameters and proper compression st be installed where shown+, incorporation of component is the responsibility of the building designee i 3.Additional temporary bracing to insure stablity during construction 2.Design assumes the top and bottom chords to be laterally braced at 1.�r�m�r DES. BY: LJ is the responsibility of the erector.Additionalbracing 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �t wm�" po y permanent of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). { r..� 'CC DATE: 9/4/2014 the overall structure is the resdonsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r r t''•5 4.No load should be applied to any component until after alt bracing and 4.Installation of truss is the responsibility of the respective contractor. '37,,, OREGON t. l,/ 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, -.4/ ty; , design loads be applied to any component. and are for"dry condition"of use. / .. }� 1'4.s n4(} -,- TRANS I D: 40742 7 5.CompuTrus has no control over end assumes no responsibility for the e•Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and instafaBon of components. necessary. "" R I` 7.Designlaesassumes adequateodrainageh isprovided.truss, L I t» 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111 TPIM/TCA in SCSI,copies of which will be furnished upon request. git coincideictwith jointain che. 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-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII) 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= = BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. ( 0) 72 2-5 (0) 0 2.3=(-338) 186 TC LATERAL SUPPORT <= 12"0C. UON, LOADING 3-4=( -86) 0 BC LATERAL SUPPORT <= 12"OC. UON, 1 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" 11.9" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ"IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -34/ 368V -130/ 313H 5.50" 0.59 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 5'• 9.2" 0/ 146V 0/ OH 5.50" 0.23 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 6'- 0.0" -288/ 278V 0/ OH 1.50" 0.36 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinn.I 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" 7 MAX HORIZ. LL DEFL = -0.006' @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.006" @ 5'- 11.2" 12 NOTE:Design assumes moisture content does 14.00 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 0)o Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oload duration factor=1.6, Truss designed for wind loads co in the plane of the truss only. 0 Lo c),,,_ _ O 5 � -/ M-3x4 ./ ), ), ) 0-10 6-00 0-11-15 'PROVIDE FULL BEARING:JO:2,5.3I JOB NAME : POLYGON PLAN 3 NH - - �' �ip ' s' J 7 Scale: 0.3817 '17.7 4/1,9 /- Scale: WARNINGS: GENERAL NOTES,unless otherwise noted: 4J r�/r���f pi- -y%„ 1.Builder and rection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual .92I 11P E Truss: J7 and Warnl before construction commences. building component.Applicability of design parameters and proper 2.2x4 comp Ion web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. f 3.Additional mporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ Is the res ibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1r jr� continuous sheathing such as plywooding(TC)and/or drywall(BC). l �. DATE: 9/4/2014 the overall acture is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredaired where shown++ J,� 4.No load sh Id be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ^g4 4,OREGON\t ^x.+ SEQ. : 6049776 fasteners ' complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loa be applied to any component. and are for"dry condition"of use. /„+� 'q� 1 4 (} TRANS I D: 40742 7 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V ,e), ,,± fabrication. andling,shipment and installation of components. necessary.Design as '"+P A ti 7. assumes adequate ne dthi fac a is truss, f t.- 6.This tlesigd s furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center I IIIIII VIII III I VIII VIII VIII VIII II I IIIITPI/WfCA BCSI,copies of which will be furnished upon request. lines coincide withjoint center linea 9. Digits indicate size of plate in inches. MiTek USA IDC./CompuTrus Software 7.6,6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:1 2/31/2015 r n C !J G 1111111011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FDRCES 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' 0.C. 2-3=(-224) 185 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 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,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ICOND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing,) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 5-11-15 MAX LL DEFL = -0.001" @ 0'--10,0" Allowed = 0.083" 1' T MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" 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" 11 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 Design conforms to main windforce-resisting 14.007 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=1.6, Truss designed for wind loads 0) in the plane of the truss only. 0 0 N 0 �� o� -/ 0 =� 4►� M-3x4 y ), y 0-10 6-00 (PROVIDE FULL BEARING;Jts:2,4,3I - PROP JOB NAME : POLYGON PLAN 3A NH J6 3cale: D.4,26 ,tcyNE, 'v WARNINGS: GENERAL NOTES,unless otherwise noted: �Cfv`J. s•'S t P' '9,^^" 1.Builder and erection contractx should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual G Truss: J6 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'lo insure stablity during construction 2.Design assumes the top and bottom chords to be laterally braced at WIPP. DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /+am' �" is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /•+� Tr-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 E�avN �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. V GO t, `c! SEQ. : 6049777 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, /� 1 d design loads be applied to any component. and are for"dry condition"of use. 2- t4 TRANS I D: 40742 7 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full bearing at all supports shown.Shim or wedge if �}, ri fabrication,handling,shipment and installation of components. necessary. 't"!, R MI- 13. �1 V. V P P 7.Design assumes adequate drainage is provided. �'i rl S« e.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 11111111131111111 TPINYfCA in BCS(,copies o/which will be furnished upon request. it coincide with jointfcenter nche. 9.Digits oinci a size of platein inches. EXPIRES: qq/ MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1 2/01/2015. IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC "s 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 1 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-181) 158 I TC LATERAL SUPPORT 4= 12"OC. UON. LOADING BC LATERAL SUPPORT x. 12"OC. UON. of 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" -22/ 352V -98/ 217H 5.50" 0.56 KDDF ( 625) Connectorplate prefix designators: 4'• 11.2" -166/ 179V 0/ OH 1.50" 0.29 KDDF ( 625) g LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 71V 0/ OH 5.50" 0.11 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. �COND. 2: Design checked for net(-5 nsf) 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" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" 4o11-15 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.027" T T 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" 0MAX 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. 14.00F Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.5ft, TCDL=4.2,BCOL=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 oin the plane of the truss only. m 0 r/- 11) pm o/- M-3x4 y 1, y 0-10 6-00 PROVIDE FULL BEAR II ;Jts:2,3,4I 90 PR OFp, JOB NAME : POLYGON PLAN 3A NH - J5 Scale: 0.4405 ��Jy(J�j(111y��/y+6 �p WARNINGS: GENERAL NOTES,unless otherwise noted: '4J `r rryry r f/ ��f' ' C 1.Builder an erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual C' =92•I r E t Truss: J5 and Wami gs before construction commences. building component.Applicability of design parameters and proper 2.2x4 comp,sion web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ; ^ 3.Additional mporary 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 1 r continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / ry. DATE: 9/4/2014 the overallttmcture is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �s,c•„ 4. No load sf$uld be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 QR EGO 1 ^cf SEQ. : 6049778 fasteners complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, [ design lo be applied to any component. and are for"dry condition"of use. /�,+", �}f ,� f r�fl -..r TRANS I D: 407427 5.CompuTnhas no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if ib fabrication)handling,shipment and installation of components. necessary. li R 11- 7.Design assumes adequate drainage is Irons, rl 6.This desigIs furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center VIII VIII III VIII VIII VIII VIII(III(III TPI WfC BCSI,copies of which will be furnished upon request. lines coincideInctwith jointcenterche. 9. Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) EXPIRES:.12/31/2015 ,I EXPIRES: G IIIIII IIIIII 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 i LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR I SPACED 24.0" O.C. 2-3=(-134) 132 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 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,M1'8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'GOND, 2: Design checked for net(-5 osf) 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" 3-11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" 1' '"1 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.077" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.103" -/ MAX IC PANEL LL DEFL = 0.056" @ 2'- 2.3" Allowed = 0.371" MAX BC PANEL TL DEFL = -0.037" @ 3'- 1.4" Allowed = 0.339" 4 MAX HORIZ. LL DEFL = -0.002" @ 3'- 11.2" 12 r MAX HORIZ. TL DEFL = -0.002" @ 3'- 11.2" 14.00 V NOTE:Design assumes moisture content does not exceed 1998 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=1.6, o Truss designed for wind loads in the plane of the truss only. in0 L �� 0 0 �� 002744 -f M-3x4 I y 1, y 0-10 i6-00 'PROVIDE FULL BEARING:Jts:20,4I � k,g) PR Or ' iS JOB NAME : POLYGON PLAN 3A NH - J4 Scale: 0.5097 �` ' N `�t> 14CWARNINGS: GENERAL NOTES,unless otherwise noted: �„®21/y re q_- (- Truss: .' 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 GG V['i� Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper r 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stablity 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 Via, n1" P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). f„ ' DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ lid 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 A.OREGON W SEQ. : 6049779 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- °7t nfl+�yQ` �. design loads be applied to any component. and are for"dry condition"of use. ,o 14 a 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. rV/.;_-y A 1 t V p P 7.Design assumes adequate drainage is provided. �'7!-1 4.- 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 111111111111111111 TPI WfCA in BCSI,copies of which will be furnished upon request. Digit coincideI ctwith jointcenter nche. 9.Digits ini dsize of t plate in inches. EXPIRES: .t p.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) EX PI RES: 122/3.1/2015 1E11111 This design prepared from computer input by PACIFIC LUMBER-BC 11 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=(-B2) 107 IC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. I 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 50.IN. (SPECIES) OVERHANGS: 10.0" 0.0' d TOTAL LOAD = 42.0 PSF 0'- 0.0" 0/ 292V -60/ 144H 5.50" 0.47 KDDF ( 625) Connector plate prefix designators: 2'- 11.2" -162/ 143V 0/ OH 1.50" 0.23 KDDF ( 625) g LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 53V 0/ OH 5.50" 0.09 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. !COND. 2: Design checked for net(-5 psfl 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" ' 2-11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" T 'f MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.127" MAX BC PANEL LL DEFL = -0.009' @ 2'- 8.6' Allowed = 0.254" 12 j -/ MAX TC PANEL TL DEFL = -0.017" @ 1'- 8.4" Allowed = 0.402" MAX BC PANEL TL DEFL = -0.031" @ 3'- 1.4" Allowed = 0.339" 14.00 1 ,I MAX HORIZ. LL DEFL = -0.001' @ 2'- 11.2" r, MAX HORIZ. TL DEFL = 0.001' @ 2'- 11.2" I NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting j 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, c, Truss designed for wind loads in the plane of the truss only. o/- 0 FAimommilmonsimmi 0 c, p.----_;.. ��4 -/ M-3x4 I y ), y 0-10 (PROVIDE F LL BEARING;Jts:2,3,41 6-00 0r� JOB NAME : POLYGON PLAN 31 NH - J3 Scale: 0.5914 s..3 5 WARNINGS: GENERAL NOTES,unless otherwise noted: (�ry �1/1 1-57 1.Builder an erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92.11 i'E Truss: J3 and Warn' s before construction commences. building component.Applicability of design parameters and proper 2.204 comp stun web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional mporary 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 }'r */imrrw"'- is the res ability of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalt(BC). r'" -4/81 h+ DATE: 9/4/2014 the overa ructure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON /,i� 4.No load s uld be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ", ,r ,gam V REGON �* w SEQ. : 6049780 fasteners complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-coenvironment, Z! �, design lou be applied to any component. and are for"dry condition"of use. /,n, -7}f 7 t r(} �^�.- TRANS I D: 407427 5.CompuT has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabricatio handling,shipment and installation of components. necessary. "1T 1` 7.Passumes adequate one hdrainage isprovided.tru , C 4- 8.This desig is furnished subject to the limitations set forth by 8.Plates shall be located both faces of truss,and placed so their center 1111111111111111111111 TPIAA TCp n BCSI,copies of which will be furnished upon request. git coincideictwith joint ate in inches 9. Digits indicate size of plate in Inches. MiTek US.Ii, Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 l sl IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS I TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF k1&BTR I LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR I SPACED 24.0" O.C. 2-3=(-53) 85 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 BEARING MAX VERT MAX HORZ BAG 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" -17/ 263V -421 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 KOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 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° 1-11-15 MAX TC PANEL LL DEFL = 0.004" @ 1'- 3.1" Allowed = 0.166" T T 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 V 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. A. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads N in the plane of the truss only. � o Lo 0 ��MIIMI 8/- ► ►�4 M-3x4 1, y I y 0-10 'PROVIDE FULL BEARING;Jts:2.3.41 6-00 Rop JOB NAME : POLYGON PLAN 3A NH - J2 Sale: 0,6406 ,�' P Q 0- WARNINGS: GENERAL NOTES,unless otherwise noted: 1'<.t �y7cl ,� 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 'QC t,92 4 11 P ca Truss: J2 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 stabily during construction 2.Design assumes the top and bottom chords to be laterally braced at ,rp 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 tlimla �""" P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). CCDATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ii 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. ",P SEQ. : 6049781 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, ac--- -.7 ��y�` design loads be applied to any component. and are for"dry condition"of use. u. }r AN 14 "' 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 R,,,- fabrication,handling,shipment and installation of components. necessary. 'R A t` . VV P P 7.Designlaesassumes adequate drainage is truss, +l t.- 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 -- 1111111111111111111111 TPI VJfCA in BCSI,copies of which will be tarnished upon request. it coincide at with jointcenterche. 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-1988(MiTek) EXPIRES:12131/2015 , 1E11111111 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=(-54) 119 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 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 KODF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) C,CN,CI8,CN1B (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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacina.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" 0:,11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10,0" Allowed = 0.111" T T MAX IC 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" 1, 14.00 7 y MAX HORIZ. LL DEFL = -0.001" @ 0'- 11.2" MAX HORIZ. TL DEFL = 0.000" @ 0'- 11.2" 1 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. �5! Wind: 140 mph, h=19.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), II//it °' 0 load duration factor=1.6, Truss designed for wind loads ^o in the plane of the truss only. o/- T is u7 FA11111111111111. 0 of �-/ ►�4 -3x4 111 J, 1, y 0-10 I OVIDE FULL BEARING:dts:2,3,41 6-00 ��; 0 PR(?PSS JOB NAME : POLYGON PLAN 3"p• NH - J1 lff��I Scale: 0.7112 44? {G�`74//1i cS'�a' WARNINGS: GENERAL NOTES,unless otherwise noted: 7(ryryI�!PE "" 1.Builder a erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual �-`�92$!t"t_ r' Truss: J1 and Warn before construction commences. building component.Applicability of design parameters and proper 2.2x4 comp' ion web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional mporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• LJ is the res sibilit of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by !�' y permanent bracing of continuous sheathing such as plywood sheathing(TC)andfor drywall(BC). y AMP DATE: 9/4/2014 the overall ructure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+o OREGON /`'�t� 4.No load s kl be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'yJ, I% W SEQ. : 6049782 fasteners complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, r� � O+5. AN design Ioa be applied to any component. and are for"dry condition"of use. }'' /4 2" P. TRANS I D: 407427 5.CompuTr has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if p� necessary. 41`1iAt1.-�" V fabrication‘handling,shipment and installation of components. 7. necessary. gsassumes adequate drainage is provided. C 6.This desig is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111 TPINVECp n BCSI,copies of which will be furnished upon request. git coincide with joint ate inr lines. 9. Digits indicate size of plate in inches. C p 1 MiTek US Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:I RCS:12/31!2015 C f R I 11IIIIIII 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 IC: 2x4 KDDF #1&BTR I LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-7=(-102) 130 7.6=( 0) 18 BC: 2x4 KDDF #1&BTR I 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-B=(-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 BRG 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,C18,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 10PSF LIVE LOAD. TOP COND. 2: Desitn checked for net -5 •sf u.l ft at 24 "oc s.acint. 6-11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T f 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 = 0.000" @ 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 TO 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" 14.00 7 0 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 M-4x6 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, p11111116. Truss designed for wind loads in the plane of the truss only. 1.1111111111/11. 0 immimmmimmOki 6 -/ oma _r‘Ao M-1.6x4 o M-3x4 M 73x4 c, M-3x6 2-03-12 3-08-04 0-10 2-05-08 4-06-07 y y 0-11''-15 6-11-15 'PROVIDE FULL BEARING:Jts:2,4,8I _ ,,ti) PRO/%C JOB NAME : POLYGON PLAN 3A NH - CJ7' Scale: 0.3032 co,co ) `/G' o, .. WARNINGS: GENERAL NOTES,unless otherwise noted: 444 9�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 4t.. s 92 S-t`E c- Truss: CJ 7 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. Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 3, DES. BY• LJ - is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'c.c,respectively unless braced throughout their length by P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „.004/1111/0, ...- DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*.i. �'^'�• 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. GON b* 44/ SEQ. : 6049783 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component, and are for"dry condition"of use. . . 1 , ' " TRANS I D: 40742 7 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 fabrication,handling,shipment end installation of components. necessary. �f:�..y `. P P 7.Designlaesassumes atedadequate draothi face is truss, a +:l'7 t 8.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 110111111111111111111H I II IVIIIVIIII IIIII)IIIIII III (III TPI MCA in SCSI,copies of which will be furnished upon request. git coincide with joint acenter 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-198e(MiTek) EXPIRES:12/31/2015 __. i IIIIIIIIIIIIII 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=(-123) 142 7-6=( 0) 18 BC: 2x4 KDDF k1&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 IC LATERAL SUPPORT <= 12"OC. UON. 3 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" -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 M M20HS M18HS M16 Mire r'I ( 625) k MT series REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I 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" a MAX TL CREEP DEFL = 0.000" @ 0'• 0.0" Allowed = 0.036" tl MAX HORIZ. LL DEFL = -0.016" @ 5'- 8.6" MAX HORIZ. TL DEFL = 0.016" @ 5'- 8.6" 12 a 0 NOTE:Design assumes moisture content does 14.00 V not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 0 o Wind: 140 mph, h=22.1ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, M-4x6 T (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. w. c, maw o 11 I ;f M-1.5x4 • cD M-3x4 M13x4 a M-3x6 y ), y 2-03-12 3-08-04 y ), y .i 0-10 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING:Jt42,4,8I %c.O P R O,iz's JOB NAME : POLYGON PLAN 3 NH - CJ6 Scale: 0.3741 ' t /1 `/0 WARNINGS: GENERAL NOTES,unless otherwise noted: 9!t2�1 E-� "��,,, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ..2 il f€' Truss: CJ 6 and Wamips before construction commences. building component.Applicability of design parameters and proper ,r „Ai 2.2x4 comprrsston web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 4/"- 3.Additional Wmporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ Is the res ibilit of the erector.Additionalbracing 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �er pFts y permanent of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). > " `" DATE: 9/4/2014 the overax wructure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ he^ 4. No load shsutd be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor, vRE'�i01� ((� SEQ. : 6049784 fasteners sire complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ... 1�AN �� design lows be applied to any component. and are for"dry condition"of use. / 'g}r 2.0 i TRANS I D: 407427 5.CompuT u(t has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 16 fabrication)handling,shipment and installation of components. necessary. /� A t IA- ,. 5 t 7.Design assumes adequate drainage is provided. 4 .• 8.This desigg6h Is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111 TPIANTC 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:1 G/31/2015 W Cn G 111111 11 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 I LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.6=(-123) 142 6.5=( 0) 18 BC: 2x4 KDDF #1&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)+OL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12°OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4-11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ 0'--1D.0" Allowed = 0,083" 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" 0 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 14.00 not Eexxceedn19%satotimeof moisture manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 0 Wind: 140 mph, h=21.5ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), rn load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. MI1111116. 4,.. o IN C - 1 �� �� M-3x4 I M-1.5x4 c, o 6 0 M-3x4 M-3x6 y > y 2-03-12 3.08-04 y ), y 0-10 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING:dts:2,4.71 rIPR JOB NAME : POLYGON PLAN 3A NH CJ5 scale: D.4212 5 c�, s ` I(� 1 ' .' WARNINGS: GENERAL NOTES,unless otherwise noted: ( a•2 e d-• �" 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual G 4_ Truss: CJ 5 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 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 h0 DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'c.c.respectively unless braced throughout their length by �y.� P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "*t. 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 14" 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. ,�F" OREGON SEQ. : 6049785 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, f O S and are for"dry condition"of use. '2. l' design loads be applied to any component. 8.Design assumes full bearing at all supports shown.Shim or wedge if 1 i f},�^. TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, n i fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. ' r'f 1l 1 4-k"" 8.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both feces of truss,and placed so their center 11111111111111111111 TPI/VJfCA in BCSI,copies of which AI be furnished upon request. git coincide with jointfcenterinches.9. Digits oincde size of platein lines. PtC n 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 'r IIIIIIIIIIIII 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 2.7=(-55) 74 7.6=( 0) 18 BC: 2x4 KDDF #1&BTRISPACED 24.0' O.C. 2-3=(-144) 0 6-8=(-71) 95 6-3=( 0) 52 WEBS: 2x4 KDDF STAND 3.4=( -14) 39 3.8=(-113) 85 LOADING 4.5=( 0) 0 TC LATERAL SUPPORT <= 12"0C. UON. 'I LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT r_ 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,M20HS,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 psf) uplift at 24 "oc spacing.] 3-11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 l' "( 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" 12 MAX BC PANEL TL DEFL = -0.009" @ 3'- 9.3" Allowed = 0.199" 14.00 7MAX HORIZ. LL DEFL = -0.007' @ 5'- 8.6" MAX HORIZ. TL DEFL = 0.008" @ 5'- 8.6 1-4x6 NOTE:Design assumes moisture content does 4 not exceed 19% at time of manufacture. o Design conforms to main windforce-resisting o system and components and cladding criteria. v 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=1.6, , Truss designed for wind loads in the plane of the truss only. 6111 'y 8 o� II M-3x6 -� 2 3 li�� L.:,... M 1.5x4 o 7 0 M-3x4 M-3x4 ), ), 1, 2-03-12 3-08-04 y , y 0-10 2-05-08 ! 6-00 3-06-08 PROVIDE FULL B A NG' ts: 4 8 JOB NAME : POLYGON PLAN 3A NH - CJ4 Scale: 0.4823 ",� {� ISP �/ WARNINGS: " GENERAL NOTES,unless otherwise noted: r^f��33 ��ti- �f,,. 1.Builder an erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual =92•t r i_ Truss: CJ 4 and Warni s before construction commences. building component.Applicability of design parameters and proper 2.2x4 comp ion web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional mporary bracing to 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 /r."" is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). rillft/M-31'} OREGON ry.. DATE: 9/4/2014 the overallstructure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ `4. 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. t (J SEQ. : 6049786 fasteners Aro complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4- design load be applied to any component. and are for"dry condition"of use, �!� s` •� 2.° �4- TRANS I D: 407427 5.CompuTrt$has no control over and assumes no responsibility for the e,Design assumes full bearing at all supports shown.Shim or wedge if fabdcationf handling,shipment and installation of components. Design essary. P R 7.Design assumes adequate drainage Is twos, 1l 8.This desig 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 III III I II II(IIII IIII III IIII TPI WrCp BCSI,copies of which will be furnished upon request. lines coincide with jointcenterinches. 10. Digits indicate size of plate in Inches. EXPIRES: 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 " n C V 1111E11111 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 2-6=(-55) 74 6-5=( 0) 18 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.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/ 2980 -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,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND, 2: Design checked for net(-5 osf) 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' I 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 7 M-4x64 MAX BC PANEL TL DEFL = -0,009" @ 3'- 9.3" Allowed = 0,199" V MAX HORIZ. LL DEFL = -0.007" @ 5'- 8.6" MAX HORIZ. TL DEFL = 0.008" @ 5'- 8.6" le , _ NIIIIIIIIIIIIIIIIIIIIPIII%h. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 0 Design conforms to main win dforce-resisting o V) system and components and cladding criteria. %) Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. A 1111111111111111111111111111 o� II M-3x4 0 t� ,�� �J M-1.5x4 o c, M MM 6 M-3x4 M-3x6 J, y y 2-03-12 3-08-04 y y y y 0-10 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING;Jts:2,4,7I `..G RR°, JOB NAME : POLYGON PLAN 3A NH - CJ3 + / Scale: 0.5594 4)EA9 (3' WARNINGS: GENERAL NOTES,unless otherwise noted: „ [�Irrl yy C37C' yam. 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 21.i tD 1_ Truss: CJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracingmust be Installed where shown+. incorporation of component is the responsibility of the building designer. ,,++'� *y✓-" 3.Additional temporary bracing to Insure stabmty 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 by041011°' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). • fy., DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r `i 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ",7 ,g_OREGON t„ tr f SEQ. : 6049787 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, h- 4' , �, design loads be applied to any component. and are for"dry condition"of use. /",n"" -7}� 14, r�,(} �^- TRANS I D: 40742 7 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at alt supports shown.Shim or wedge if CJ fabrication,handling,shipment and installation of components. necessary. /�' •n,A�` 4 7.Design assumes adequate drainage is twos, . !^{ 4-5.» 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 VIII VIII II I VIII II II VIII VIII III(IIITPI/WTCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. e. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 111E011 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 #19BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(-31) 43 6.5=( -3) 16 BC: 2x4 KDDF p1&BTR SPACED 24.0" 0.1. 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 <= 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 BAG REQUIRED BAG AREA 'i 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 KDDF ( 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" 14.00 MAX TLMAXEEP 0. LL DEFL = 0.001" @ I'- 13.7' 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" MI4x6 MAX BC PANEL TL DEFL = -0.012" @ 3'- 3.6" Allowed = 0.208" i ' MAX HORIZ. LL DEFL = -0.002' @ 5'- 3.5" 400.4. 0 MAX HORIZ. TL DEFL = 0.003' @ 5'- 3.5" N walimisass..._ , NOTE:Design assumes moisture content does Illi not exceed 1996 at time of manufacture. N Design conforms to main windforce-resisting system and components and cladding criteria. 0 11B Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o I 0 8 MSZEN -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,_/---, load duration factor=1.6, N- M-1.5x4 Truss designed for wind loads o� �� oo in the plane of the truss only. o 0-3x4 7 M-3x4 '-3x6 1-03-12 di 3-11-12 0-08-08 ) J, 1 1, 0-10 1-05-0$ 4-06-08 J., 1- 1, y 2=05-08 1-00 3-06-08 J, y 'PROVIDE FULL BEARING;Jts:2,4,8] 6-00 0 PRO JOB NAME : POLYGON PLAN 3A NH - CJ2 rs Scale: 0.5781 "F,, j�/J WARNINGS: GENERAL NOTES,unless otherwise noted: .92«i /� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual 92 i.-. t.- Truss: CJ 2 and Warni s before construction commences. building component.Applicability of design parameters and proper 2.2x4 comp ion web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. r 3.Additional mporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at • DES. BY: LJ is the res sibilit of the erector.Additionalpermanent bracing of 2'c.c.and at 10'o.c.respectively unless braced throughout their length by /ar Y 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). n (�. DATE: 9/4/2014 the overal ructure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ v11 `.. 4.No load s'old be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ' ! `",, SEQ. : 6049788 fasteners. complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4 �lq 0 .i.. design loa be applied to any component. and are for"dry condition"of use. i 4, ,. c TRANS I D: 407427 5.CompuT has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if (3 q fabricatio handling,shipment and installation of components. necessary. hR R t i t Y rr s. P P 7.Passumesadequateon eh drainage isprovided.tru , t t•- 8.This tlesig is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111 TPINJTCl9 n SCSI,copies of which will be furnished upon request. git coincide with jointche. e.Digitssoinc ae size of tplate In Inches. oE MiTek US1 Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12 12/31/2015 kl IIIIIIIIIIIIII 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 til&BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 95 2.4=(0) 0 BC: 2x4 KDDF #1&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 BOG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.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 ssf) uplift at 24 "oc spacing.) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,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 10PSF LIVE LOAD, TOP MAX LL DEFL = 0.021" @ -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 = -0.000" @ 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 % 7.00 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 IE, in the plane of the truss only. to r L' . ** 0 0 2' 4 M-:x4 1 ), > y 1-08 1-01 JOB NAME : POLYGON PLAN 3A NH - F10 ox 6', Scale: 1.0553 (\ f- // -- WARNINGS: GENERAL NOTES,unless otherwise noted: =s .92 y t� p 9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 1'1 r E Truss: I C l 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: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by mrr" is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) ordrywall(BC).DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2z impact bridging or lateral bracing required where shown++ i „ �`' 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. -7 OREGON "qy SEQQ N. A. TRANS I D: 40742 7design loads be applied to any component. and afire for"dry condition"ot use. pD wedge (} 5.CompuTrus has no control over nod assumes no responsibility for the 6.Desi n assumes full bearingat all supports shown.Shim or if / } �1 4, <60- necessary. fabrication,handling,shipment and installation of components. necessary. li Flt 7.Designlaesassumes adequate ne dthinac a is truss, 1. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII 11111 VIII 11111 1111 11111 VIII III TPIM/rCA in BCSI,copies of which will be famished upon request. lines coincide withizjoint center lines, 9.Digits indicate size of plate in inches. C .r n MIT 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:RES: 1 2/31/2015 1 ,,, n O t IIIIIIIIIIIIIIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 1.3" al IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR j LOAD DURATION INCREASE = 1.15 1-2=) 0) 114 2-4=(0) 0 BC: 2x4 KDDF M1&BTR SPACED 24.0" O.C. 2.3=(-92) 49 WEBS: 2x4 DF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. 1 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0'PSF 0'- 0.0" -157/ 578V -31/ 120H 5.50' 0.93 KDDF ( 625) OVERHANGS: 24.0" 0.0" d 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 ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) M,M2OHS,M18HS,M16 = MiTek MT series 1 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 y 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 TC 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 1915 at time of manufacture. Design conforms to main windforce-resisting to system and components and cladding criteria. 0 0 Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), w load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0, _ 0 o� 2� 4 M-3x6 1 . y , 1, y y 1-08 2-00 2-01-05 [PROVIDE FULL BEARING;Jts:2,4,31 's ofril E,9 6>[0 JOB NAME : POLYGON PLAN 3 NH - SJ1 Scale: 0.7432 �`' WARNINGS: GENERAL NOTES,unless otherwise noted: t-.92$ L+ 1.Builder an 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: SJ 1 and Warnl before construction commences. building component.Applicability of design parameters and proper 2.2x4 compr sion web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional mporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at / DES. BY: LJ Is the res 'bilit of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r�+ammm!. Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/4/2014 the overall cture is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � ^ !, SEW. : 6049790 4.No load s Id be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ff A- a�y�-V fasteners complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, Y- _t9„�J fl T' design loa be applied to any component. and are for"dry condbion"of use. " 1 4.., T' TRANS I D: 407427 5.CompuTru has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �y 1 t T fabrication handling,shipment and installation of components. ry. "•r'1 I-1 f 0 � p P 7.Design assumes adequate drainage Is provided. 6.This desig(t Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPINJfC n BCSI,copies of which will be furnished upon request. git coincide with jointfcenter linche. 9.Digitssoncde size oplatein[lines. EXPIRES: n MiTek US),,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 8'- 1.3" IBC 2012 MAX MEMBER 4WR/DDF/Cul 00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15Q BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3_( 0) 95 2-4=(0) 0 WEBS: 2x4 DF STAND (•1611) 92 LOADING IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -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 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 spacin0.1 VERTICAL DEFLECTION LIMITS: LL=L(240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF 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" 12 ` MAX HORIZ. TL DEFL = -0.001" @ 8'- 0.6" 7.001/ 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=l.6, Truss designed for wind loads - csi in the plane of the truss only. 0 u) o dd ' U) ��, cp I o� 2► 4 11=9111 -V M-3x6 y y y y 1-08 2-00 1 6-01-05 'PROVIDE FULL BEARI.IQ:Jts:2,4.31 „,to PR OFSt JOB NAME : POLYGON PLAN 3A NH - SJ2 Scale: 0.5170 - t7(,/pj(f71c��7Jy�y , WARNINGS: GENERAL NOTES,unless otherwise noted: +C! �Ir�t !f.tC�l -�y. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual «:72 6 61�E r Truss: SJ 2 and Warnings before construct on commences. building component.Applicability of design parameters and proper 2.204 compression web bracing ujst be installed where shown+, incorporation of component is the responsibility of the building designer. 414 3.Additional temporary bracing t insure slebaily during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the ere r.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by sr ' continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). l DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4SEQ. : 6049791 .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 ((, shouldfasteners are complete and at no time any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 2aAs design loads be applied to any component. and are for"dry condition"of use. /" .{ TRANS I D: 40742 7 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 /44, fabrication,handling,shipment and Installation of components. ne . r"F A t t--\''' 7.Design assumes atedadequate drainageciso sed. 6.This design is furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center I VIII'VIII VIII VIII VIII VIII VIII'III'III TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide withzjoint center lines. 9. Digits indicate size of plate in inches. CC q r rynn 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:12/31/20 1)