The URL can be used to link to this page

Plans (80) 3Tff 'cL s-v' - )'-\ s- (Zi kI. , -0' LA.....dc-AcL V- 16'4" C4 - —,---4---r- p- ... „...E? p..2? 85 as 6:12 2(11) \ C 1-----N, , .. I -- D3 (2) 1 I 1 4 i___, 6:12 M \ A1 5:1 ...__E? WI 6:12 co GARAGE , . .1__(.. CONFORMS11-0 DESIGN CONCH,- _ _ D1 El CONFORMS TO DESIGN CONCEPT WITH 14'-? 0 CONFORMS TO DESIGN CONCEPT REVISIONS AS SHOWN i". i Mr 1 DCROEVNITIORNMSSNTOOTEDDESIGN CONCEPT WITH 251-66 El NON-CONFORMING-REV*AND RESUBMIT -I 1T-31/2" El NON-CONFORMING—REVISE&RESUBMIT THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE I , .=SIT14,4=TBEA,E;E,A=D E,S0VE%,;:F.S14;=ZE:M4 1 EADRICATCPA,ENDOR Cf RES,CSISIEILITE roR CONFORNONCE WITH DESIGN WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE DRAWINGS S,ECIEICAT IONS, J,IEI.NP,LINABLE CODES.4a oF,,m,G,,itG,A FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE ,RESESTYOGERTHEDRAMNG DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY By Alexia F Likui Date 9/22/14 OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. MILBRANDT ARCHITECTS By: Todd R. Eaton Date; September 19, 2014 CT ENGINEERING INC 0 Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 07/25/1,4 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND 4 ENGINEERED STRUCTURAL ...0 b PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER PLAN 3B INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD i CI um er RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING 3- CHECKED BY:B / DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL & T R U,C S - otym PAW( DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. ❑X CONFORMS TO DESIGN CONCEPT r CONFORMS TO DESIGN CONCEPT CONFORMS TO DESIGN CONCEPT WITH ❑REVISIONS NOTED E CONFORMS TO DESIGN CONCEPT WITH NON-CONFORMING—REVISE&RESUBMIT REVISIONS AS SHOWN THIS SHR°PAWING HAS BEEN REVIEWED FOR GEJEPAL CONFORMANCE 37'4 ❑ NON-CONFORMING-REVISE A D RESUBMIT `MTH DESIGN CON E.T ONLY AND DOES NOT RELIEVE THE FABRICATORMENDOR OF RESPONSIBILITY FOR CONFORMANCE WOO DESIGN DRAWN7=IAT /S AND APPLICAKE CODES,ALLOFV0 RI-AVE .HIS SHOP DRAWING HAS BEEN RE'VIEk'sED FO. GENERAL CONFORMANCE PRIORITY OVER THIS SHOP DRAWING. WITH THE DESIGN CONCEPT ON Y AND DO NOT RELIEVE THE By Alexia Fukui Date 9/22/14 FABRICATOR/VENDOR OF RESPO SIWILT FOR CONFORMANCE WITH THE MILBRANDT ARCHITECTS DESIGN DRAWINGS AND SPECIFIC.AT /SALL OF WHICH HAVE PRIORITY V 16'x' OVER THIS SHOP DRAWING. COH HACTOR SHALL VERIFY ALL DIMENSIONS. By: Todd R. Eaton Date: September 19, 2014 C4 CT ENGINE� •ING INC NIL \ 11‘%%\1 \N.:I-\\:%11111: \ (8) 14411411L hili, \ 8.12 gr OS 815 8:12 C2(11) Cl B/6:12 12 b 2 D2 (3) / Wil _1_1_ D1 14'-2' 11'x' 251-fir 1T-31f' ®Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 07/25/14 PLACEMENTTRUSS CALCULATIONSLAND ENGINEERED STRUCTURAL E PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER PLAN 3B C . INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY' REVISION-2: TO TRUSS CONNECTIONS.BUILDING 118'..1;"1/4 um er 3-B / CHECKED BY DESIGNER/ENGINEER OF RECORD TO T R U-S S REVIEW AND APPROVE OF ALL V COMPANY DELIVERY LOCATION: SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. F • • 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. MiTek MiTek USA,Inc. 250 Klug Circle Corona,Ca.92880 Telephone 951/245-9525 Fax 951/273-0040 December 6, 2017 To Whom It May Concern: For those with existing designs, this letter is to inform you that my State of Oregon Civil Engineering License 89200PE has been renewed and extended to December 31, 2019. I hope that this does not cause any inconvenience. Very truly s, avid Baxter, P.E., S.E. Sr. Structural Engineer QED PROFF MiTek USA �NGINFFq`�/O� DB 4z" :9200PE r 11,:4 e,„1402 y4 ,,OREGON,‘t, ttr 4/' 14, 2° Q 12/06/2017 41/ RRI1-L Q' EXPIRES: 12-31-2019 MN INN MiTekg MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL 14-1 1 9_U P Fax 916/676-1909 3B 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:R41832580 thru R41832590 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. (1E) PRQFe`�'�S' 4C3 G I N fiA? /p `t" 870 2 P r F '0/N,OREGON "- &ER 4' 41 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. MIN MIMI mi 1 a MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL 14-1 19_U P Fax 916/676-1909 3B 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:R41832580 thru R41832590 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. :v4NAIs(4,,,44,4,1, A ,c)c" , , 4,,49639,-, , S < VCs 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 3B R41832580 PL14-119_UP F01 Floor 17 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:41:04 2014 Page 1 I D:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-56BGEXseHTkmRQ M5zY0yovnQnBWx5h?SixgeVBzOQRz 2-6-0 10-10-2 II 1-2-0 II0-11-2I Scale=1:32.8 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 I 13x4 = 3x4= 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 ® e • _ e o • a e q e 111111 e/, e 4 ''?I' 01101 go N • 17 16 15 14 13 12 "'f'r 3x4 = 3x8= 3x6= 1.5x3 II 1.5x3 II 3x8= 3x4 = 12-6-2 I 11-4-2 11-11-2I I 18-9-12 I 11-4-2 '0.7-o 0.7-0 6-3-10 Plate Offsets(X,Y): F6:0-1-8,Edoel,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. „1OIQ 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 °% 41A$kr, 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, W 7-12=756/0 IC'' J s '�' '6 NOTES --- �3 1)Unbalanced floor live loads have been considered for this design. ,, 2)Refer to girder(s)for truss to truss connections. i T 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ed ," 1 49639 ^v 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to (,) 9 be attached to walls at their outer ends or restrained by other means. . .,ks R LOAD CASE(S) Standard ZONAL' G. -14 ; 44- 870 2PE CP CV .5. fi � -q -o 0 tJREGQ , ,44.1 "POt24B EFi 1\ C\' Os. A. HER P EXPIRES:06/30/2015 April 22,2014 a t A WARNIN:-Verify design parametE5 aod READ MOTES ON WS AND DEUCED NITER REFERENCE PAGE M17-7413 resJ/29/2OJ4&FOREL/5E Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �a 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 'T�'`< 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 ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Informaton available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 it Southern Pme1591 lumber is specified,the designuatuex are these eteettxve06/02f1Oi3 txv MSC*. Job Truss Truss Type Qty Ply 38 R41832581 PL14-119_UP F02 FLOOR 5 1 Job Reference(optional) Paafic Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:41:06 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 to DzR3Xv-1 UJOfDuup4_UhkVT4z2QtKspB?L1 ZhZ19E9kZ4zOQRx I 2-6-0 1 1-9-8 II 1-2-0 II 1-6-0 11 1-1-12 1 1 2-5-8 11 1-2-0 II 2-0-8 I 1-4-0 I Scale=1:37.5 1.5x3 II 1.5x3 II 1.5x3 II 3x6= 1.5x3 II 3x6 FP= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 I I -L .:24.. eiN91,-e --elte-e VI 23 22 21 20 1 18 17 16 15 14 1.5x3 II 3x5= 3x6 FP= 1.5x3 II 3x8 = 3x6 = 12-7-4 1 8-8-12 1 11.5-41 1 17-4-12 I 21-5-12 1 2-0-4 8-8-12 2-8-8 7-Ob-7-0 4-9-8 4-1-0 Plate Offsets(X,Y): 14:0-1-8,Edoel,17:0-1-8,Edael,f16:0-1-8,Edael,122:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.04 22-23 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.23 Vert(TL) -0.09 22-23 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.01 15 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:99 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 Mechanical except(jt=length)19=0-5-8,15=0-5-8. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)14 Max Gray All reactions 250 lb or less at joint(s)14 except 23=366(LC 14),19=756(LC 3),15=752(LC 14) 4oNIQs, ' FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ,OC.' VdAS{,+r; jt TOP CHORD 2-3=-700/0,3-4=-700/0,4-5=-304/27,5-6=-304/27,7-8=468/0,8-9=-468/0, ( Fie 'W 9-10=0/571,10-11=0/571,11-12=0/566 '' /�I" �': '� BOT CHORD 22-23=0/653,21-22=0/700,20-21=0/700,18-19=0/468,17-18=0/468,16-17=0/468, j 1 N 15-16=-22/297,14-15=-286/61 .l WEBS 6-19=-504/0,2-23=-705/0,4-20=-540/0,6-20=0/535,7-19=-642/0,9-15=-821/0, 12-14=-66/308,12-15=-457/0 t �°� 49�a39 "19:141i �� NOTES ° ISi4 1)Unbalanced floor live loads have been considered for this design. - 2)All plates are 3x4 MT20 unless otherwise indicated. 41 OVAL 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)14. 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10c1(0.131"X 3")nails. Strongbacks to ED�, P R Op (� be attached to walls at their outer ends or restrained by other means. �, , 1 j 7)CAUTION,Do not erect truss backwards. ��`, �NGINE, . 04, LOAD CASE(S) Standard 87022P: r` y As OR GON c� 4�� 'o FrIj8ER 1\ Os. A. HSR EXPIRES:06730/2015 April 22,2014 A i a WARNTN3-ilea y design parameternand READ MOlESONTHEM DOMED MI7EKREFERENCE PAGEHIZ-1413 as.i,i'29/2014BEFORELia Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. �Q 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 responsibility of the '{ {�^ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding R fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 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 km(Std lumber is specified,the design values-are those effestive OSIOi/2423 by RISC Job Truss Truss Type Qty Ply 3B R41832582 PL14-119_UP F03 Floor 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:41:07 2014 Page 1 I D:SygD?CTgSFZSjSNcS1 ttl DzR3Xv-VhtOtZvWaO6LIu4gegafQXPz4Ojz19buOuul6WzOQ Rw I 2-5-4 I 1-2-0 I I 2-0-8 I 2-6-0 1 1 1-4-4 I Scale=1:22.2 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 ® o ° ° o e o 0 N e 1 11a 10 8 3x4= 1.5x3 I I 3x4= 3x8 = 3x4= 3-11-12 I 2-8-4 1 3-3-4 1 3- 10-4 1 8-7-12 8.9-$ 12-9-0 I 2-8-4 0-7-0 0-7-0 0-1-8 4-8-0 0-'1-$ 3-11-12 Plate Offsets(X,Y): 12:0-1-8,Edgel,(10:0-1-8,Edgel LOADING(pst) SPACING 1-7-3 CSI DEFL in (loc) 1/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=55/Mechanical,9=738/0-5-8 (min.0-1-8) Max Uplift8=-66(LC 3) Max Gray 12=321(LC 3),8=143(LC 7),9=753(LC 8) 01ONIO FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. flcV �v WASE TOP CHORD 2-3=-565/0,3-4=-565/0,4-5=0/538,5-6=0/533 ,u G ..7 BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 ,�„ !fixt0 WEBS 2-12=610/0,4-9=841/0,6-8=-123/255,6-9=-444/0 , 1 h : `t N NOTES 1)Unbalanced floor live loads have been considered for this design. "f(' 2)Refer to girder(s)for truss to truss connections. r'd 49639,,c 4b4xi 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. 1j+ 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8. ^� _IST - 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. SI -t,,O 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 <C Q P �F ss/ G 1 N J5) , `t' 8 8 2 P E ,.Vi rs' N i>CV go CCN fi^�j OREGO 2Q / O �l&ER 10• , © OS A` HE-C441- EXPIRES: E-R4PEXPIRES:06/30/2015 April 22,2014 i 8 AWARNIM<i-Verity desiyi pararnetarsandREAD NOTES ONTHISAMAIM3t/DEDMITEKREFERENCE PAGGEHII-1413rei 1/29/2014 BEMUSE 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 1de « erector.Additional permanent bracing of The overall structure is the responsibility of the building designer.For general guidance regarding IYI fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 1f Southern Pine SRI bomber is sposifind,the design settees are these effective G5J43./2O13 by Atm Job Truss Truss Type Qty Ply 3B R41832583 PL14-119 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 15:41:08 2014 Page 1 ID:SygD?CTgSFZSjSNcS 1 ttl DzR3Xv-ztRn4w8LhFCwl fsCO5uylx86o2Xl cal dYereyzOQRv 2-6-0 I 0-8-4 I 1-2-12 I I 1-6-0 I I 1-2-0 I I 1-4-4 I 1-3-0 Scale=1:18.3 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 3i� 4 5 6 7 8 e 0 tiNiN o e o 0 <C4 4 . e o o a e 14 12 11 103x4= 9 3x5= 1.5x3 I I 3x4= 3x6= 3x4= I 3-2-8 I 10-6-12 I 3-2-8 7-4-4 Plate Offsets(X,Y): 15:0-1-8,Edael.110:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in Qoc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.01 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.02 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:51 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=559/0-5-8 (min.0-1-8),14=81/Mechanical,9=278/Mechanical Max Uplift14=19(LC 4) Max Gray 13=559(LC 1),14=131(LC 8),9=282(LC 4) 0VONTO FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. d' 04 VIAS.{SIN, 4 TOP CHORD 2-3=0/260,5-6=-429/0,6-7=-429/0 (i C. 11, BOT CHORD 12-13=-260/0,11-12=0/429,10-11=0/429,9-10=0/291 �*E,z f , '''\ WEBS 3-13=-330/0,2-13=-306/0,5-12=-286/0,3-12=0/470,7-9=-372/0 ff aj � ; ', ttl NOTES 1)Unbalanced floor five loads have been considered for this design. r i(` 2)Refer to girder(s)for truss to truss connections. 49639 4� 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)14. '''',A,,? GIS R ' 4{ 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/I-PI 1. +y'C1 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 's'1QNA be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard `�v, [O P R oNAGf r c.tr1- NE `V> , 87022P/: t-- -p �'aj, OR GON 2a <tt Os & HE.: EXPIRES:0613012015 April 22,2014 i WARNIG-VerifydesignparamBetersartdREAD IESvNMIS AND IW211DEDWIEKREFERENCE PAGE MTh 7i13res.J/29/2014SWIM —_ 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 p�{ is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the fie k' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding M fabrtcation,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenbadc 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 Pifxe(SPI lumber is specifitd,the desire values are those effective 96/03./2919 txy ALSG Job Truss Truss Type Qty Ply 36 R41832584 PL14-119_UP F05 FLOOR 4 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc Mon Apr 21 15:41:08 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttl DzR3Xv-ztRn4vv8LhFCw1 fsCO5uylx4doyH1 a31 dYereyzOQ Rv I 2-3-12 1 1 1-2-0 1 1 1-0-0 1 2-6-0 1 Scale=1:21.9 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 6 7 e 9 ° 0 0 40 N e ° -, e o 12 11 10 9 8 3x4= 1.5x3 II 3x4= 3x6= 3x4= I 12-7-4 12-7-4 1 Plate Offsets(XX): 12:0-1-8,Edgel,110:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl LJd 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 Inc: YES WB 0.34 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:56 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 12=549/Mechanical,8=549/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. o"cONIO 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=0/11090 4j O SAS W4- EBS 3-10=0/263,2-12=1310/0,6-8=-1198/0,6-9=0/579,4-10=-545/0 NOTES ,= VI 1)Unbalanced floor live loads have been considered for this design. 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. rf 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to d• . ' Q r be attached to walls at their outer ends or restrained by other means. �9 ciS R ' LOAD CASE(S) Standard "...4--- O 'NAL .' � R°p� PROFA., c��c, �NOI N Fd9 w0 87022PE -r p fi',,,. OREG•N ri,z ,44, A. HER EXPIRES:06/30/2015 April 22,2014 S ! A WARNING-Verity design paiameternnod READ NOES ON THIS AND moo NI1EKREFERENCE PAGE MTI-1473 rex1f29/1D14WORE USE Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. �R 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'�Qt,. 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 ANSI/TPI1 Quality Criteria,OSB-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 CSouthern here 19P)lum&esisspecified,the design values are these effective 06/01/2013 by MSC Job Truss Truss Type Qty Ply 3B R41832585 PL14-119_UP F07 Floor 6 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:41:10 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-wGZXVaxPtJVw9LpFJp7M 1 At UfcjZVXGK4s7yirzOQRt 2.6-0 1 0-9-8 1 1 1-2-0 1 I 0-9-4 1 2-0-0 I I 2-5-8 1 1 1-2-0 1 i 1-11-0 I Scale:1/2"=1' 1.5x3 I I 1.5x3 II 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 e e e 0 0 e e e ► c'Ti \ — , -4111141111\414444, ee e o o e 16 15 14 12 11 3x8 = 1.5x3 II 1.5x3 II I 36-8 14-1-8 14-8-8 I 7-8-12 I 10-5-4 111-0-4 111-7-41 13-9-4 I 3-6-8 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,Edael,18:0-1-8,Edoel,114:0-1-8,Edoel.115:0-1-8,Eddel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.02 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.04 15-16 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:64 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) 16=307/Mechanical,13=670/0-3-8 (min.0-1-8),10=223/0-2-4 (min.0-1-8) Max Gray 16=328(LC 10),13=672(LC 9),10=236(LC 4) .4,vONIOpb FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. p* �� TOP CHORD 2-3=-570/0,3-4=-570/0,4-5=-570/0,7-8=-314/0 fly Ov w s ' 4,p BOT CHORD 15-16=0/567,14-15=0/570,13-14=0/466,12-13=0/314,11-12=0/314,10-11=0/314 '`4t v WEBS 2-16=612/0,5-13=595/0,5-14=0/291,7-13=-488/0,8-10=353/0 *i"it /r '''0 NOTES j 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 4 4k- 3)Refer to girder(s)for truss to truss connections. 49639 '' 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 0�, CJS ' '('{, 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. k 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 %ZONAL be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard Ly ��R`�,t3 PR ore, 1' `C' 87022Pj c' iCV 714/ '-0/x fiMOR GON c1,, q� O" S ER 1A'' '' EXPIRES:06/3012015 April 22,2014 A ARNING-VerifydesignpaaametarsandREADMESON 7dISANDI IDEDHl7ENREFERENCEPAGEM17-7473 rev,1/29/2014BEFORE USE N �� Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. �E, 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 ��IeM1e erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 14 fabrication,quality control,storage,delivery,erection and bracing,consul ANSI/TPlt 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 ft tcstttrerts Pine(SP)lumbers specified,the design values are Mace effective 0941j2013tyA S€ Job Truss Truss Type Qty Ply 3B R41832586 PL14-119_UP FO8 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc Mon Apr 21 15:41:11 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttl DzR3Xv-OS6viwyl ecdnnVORtWebaNZcoOvMErXUJ WsVFHzOQRs I 2-6-0 I1 1-0-10 II 1-2-0 II0-11-2I Scale=1:33.2 1.5x3 II 3x6 = 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 jr;,1,1-..._... _ -. ° - N / \ 1'7, O • • b e, 1� 16 15 14 13 12 3x4 = 3x8= 3x6= 1.5x3 II 1.5x3 II 3x8= 3x4 =- 12-8-10 12-8-10 I 11-6-10 1120--17-10010-7-0I 19-0-4 11-510 - 6-3-10 Plate Offsets(X,Y): f6:0-1-8,Edoe1,17:0-1-8,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 0.43 Vert(LL) -0.31 15 >738 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 >469 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:86 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=831/0-2-8 (min.0-1-8),11=831/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �.AIONIO 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 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 oCJ C7v'AS, 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, 7-12=786/0 � rrt ta NOTES ` 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. f.ir 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. "d 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 {� 49639y be attached to walls at their outer ends or restrained by other means. GIST , LOAD CASE(S) Standard OVAL _co pROFen -.I 'AO N E s/4 `z- 8 $ 2PE ,9� r -y S. �-9,, OREGO (f) N 0 4/BER \\ �� C):‘,9. A. HE EXPIRES:06/30/2015 April 22,2014 i ! A WARN1Ity -Verify design paaarnefernand READ WIESONTHIS AND INCLUDED HITENREFERENCEPAGGGERIII-1473 rest/29/25146ENOREUSE —_ Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �R Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Mi Tek' Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Arifig fabrication,quality control,storage,defvery,erection and bracing,consult ANSI/fP11 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 ft Southern Pine(SP)lumber is specified:,the design values are these etfecctra O0-JW./2013 by ALX Job Truss Truss Type Qty Ply 3B R41832587 PL14-119_UP F09 Floor 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:41:11 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-OS6viwyl ecdnnVORtWebaNZcnOvLErWUJ WsVFHzOQRs I 2-6-0 I 1 1-0-14 ii 1-2-0 110-11-21 Scale=1:33.2 1.5x3 II 3x6 = 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 II 3x6 = 1.5x3 Il 1 2 3 4 5 6 7 8 9 10 • / - e -41111 a/ •\oiii • N Q e o 0 0 o 1 16 15 14 13 12 3x4 = 3x8= 3x6 = 1.5x3 Il 1.5x3 II 3x8= 3x4 = 12-8-14 1 11-6-14 12-1-19 i 19-0-8 I 11-6-14 0-7-0 0-7-0 6-3-10 Plate Offsets(X,Y): f6:0-1-8,Edge1,17:0-1-8,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 Ina YES WB 0.67 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:86 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=832/0-2-12 (min.0-1-8),11=832/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. „y'tONIQ 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 �I, 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 ©CJ OV WASItt !y, WEBS 2-17=1940/0,2-16=0/1326,4-16=-687/0,4-15=25/297,5-15=265/0,6-15=69/600,9-11=1943/0,9-12=0/1287, (} A, x, G' 7-12=789/0 {+ / � 7t '6 VI NOTES , 1 �. N 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. "6 49639 �, 41 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 ' LS SSS .� be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard .v43'170 .5-1` 4cvcO PROp co GNV � v � � p_- 9Q87022PE < cv p )O REDO (-1,c)�4tr O BER ) \4 la A HES EXPIRES:06/30/2015 April 22,2014 1 d A WARNIW3-Verify design paratnewas and READ WITS ON THIS AND MUDDED MITER'REFERENCE PAGE t411-1473reRI/29/2014BEOREUSE n NI Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. '` Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the `p�T '`• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding BYI 1 At fabrication,quality control storage,delivery,erection and bracing,consult ANSI/7PI1 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,Alexandra,VA 22314. Citrus Heights,CA,95610 H Southern Pine/SP}lumber is specified,the desigzt value:are these elferthre 08/0112011 by ALSO Job Truss Truss Type Qty Ply 38 R41832588 PL14-119_UP F10 Floor 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:41:12 2014 Page 1 I D:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-segHwGyfPwlePfzdRD9g7b6p?PMBzOodYAc3njzOQRr I 2-6-0 I I 1-4-8 I I 1-2-0 I I 1-3-0 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 o' o- e o 0 0 0 CV IN e o o e 1- 11 10 9e3x4= 3x6 = 1.5x3 II 3x4= 3x4= I 6-9-0 1 7-4-0 1 7-11-0 1 10-11-0 I 6-9-0 0-7-0 0-7-0 3-0-0 Plate Offsets(X,Y): 14:0-1-8,Edgel,19:0-1-8,Edoe1 LOADING(psi) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.06 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.38 Vert(TL) -0.10 11-12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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 (lb/size) 12=475/0-4-8 (min.0-1-8),8=475/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. otONIO TOP CHORD 2-3=-1280/0,3-4=1280/0,4-5=-1062/0,5-6=1062/0 BOT CHORD 11-12=0/925,10-11=0/1062,9-10=0/1062,8-9=0/624 ©t' C7v wA,j „ - WEBS 2-12=-998/0,2-11=0/384,4-11=-21/333,6-8=-750/0,6-9=0/566 "4' NOTES , tit-- N 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. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. r i 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to "d be attached to walls at their outer ends or restrained by other means. '0 4, 49 9 G;� LOAD CASE(S) Standard IIV11iVC� K<(.,‘ l\cO PRQ OFA., fly 'cNG1NE�c /O 2 -r- rt- 8 0 2PE �t � N� i >" .ry 7 A)), OREGO 2zqtr � AMBER 1\• "4 0 f7s A HE.x- EXPIRES:06/30/2015 April 22,2014 c c AWARNIG-Verify design gamma tea and READ MIES ONMIS AMIM2IJDELNITER REFERENCE PAGE MII-7413arc 1/?fl/014BE-ORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �Q 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 responsibility of the !Ariel(' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern Pine{5M}lumber u spec Med,the design values are these ettettivettaminna by AL.SC Job Truss Truss Type Qty Ply 3B R41832589 PL14-119_UP F11 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:41:13 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-KgEg7czHAEtVOpYp_xh3fof?ZpmNis4nmgLcJAzOQRq I 2-5-4 I I 1-2-0 1 1 2-0-8 I 2-6.0 I I 1-5-0 I Scale=1:22.3 1.5x3 I I 3x4= 1.5x3 I I 3x4= 3x4 I I 3x4= 1.5x3 II 1 2 3 4 5 6 7 e e s e e e e r e a a e 1 11 10 3x4= 1.5x3 II 3x4= 3x8= 3x4= 3-11-12 I 2-8-4 1 3-3-4 1 3- 10-4 I 8.7-1z amt 12-9-12 I 2-8-4 0-7-0 0-7-0 0-4-t 4-8-0 0 -'1-g 4-0-8 Plate Offsets(X,Y): 12:0-1-8,Edgel,(10:0.1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Lid 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=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) o' oNro FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 43.4 �c7 v WAS,rr. TOP CHORD 2-3=-565/0,3-4=-565/0,4-5=0/538,5-6=0/533 () ' -'`�`V BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 q /1 J'.: '�' t� WEBS 2-12=-610/0,4-9=-841/0,6-9=-452/0 es /" • + �' O, it t4 NOTES ', 1)Unbalanced floor live loads have been considered for this design. ier 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. "d49639 ' ' 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8. { 4ell , (2 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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 , 1 ONAL be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard ��'RE(} PR OFe �c�g c )NEE�9 wo Q 870 2PE tet-- p -t>, CJREG td �� 1tii 90 4 BER \'`0,9 � A. He?' EXPIRES:06/30/2015 April 22,2014 % ®MUM-Verify design parameters and READ MIES ON7NISAle INCLUDED NITER REFERENCE PAGE NIT-7#73 rex 2/29/20L488F08EUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Id t Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/SPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Piste(SP}lumber is specified,the thet•igo woluez are tinzrse eiertive 0001/2013 by MSC Job Truss Truss Type Qty Ply 38 R41832590 PL14-119_UP F12 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 15:41:14 2014 Page 1 I D:SygD?CTgSFZSjSNcS1 ttl DzR3Xv-o1 o2Ly_vxX?Mey70YeCICOBAgD3URJlw?U59rczOQRp 2-6-0 1-9-8 I I 1-2-0 1 I 1-3-4 1 1-6-0 Scale=1:16.5 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 ti 0 e s -e. 0 re o ddi�ee , e e e ° e e 10 9 8 3x4= 354= 3x4= 3x4 = I 4-6-8 1 5-1-8 1 5-8-8 I 8-8-12 I 4-6-8 0-7-0 0-7-0 3-0-4 Plate Offsets(X,Y): 18:0-1-8,Edae1,19:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.09 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:39 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=378/Mechanical,7=378/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 01ONI0 TOP CHORD 2-3=-757/0,3-4=757/0,4-5=-757/0 BOT CHORD 9-10=0/684,8-9=0/757,7-8=0/476 CV V1A3 WEBS 2-10=738/0,5-7=572/0,5-8=0/382 s../ Z�Gy 9 NOTES ! '.: 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)7. r 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. K1 41;' c. 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 Q ('�rj 4 y� be attached to walls at their outer ends or restrained by other means. +� SIS T G' j LOAD CASE(S) Standard s`AONYAL "\ go- o 2 87022PE 9t— tv -y -0j, OREG N cp „sit/ O fi'1$ER AN ,�,� �`s A. HSC"-- - EXPIRES:06/30/2015 April 22,2014 c ®WARNING-Verify design parameters andREAO TES OMTHIS AMP INL(/0EDf41TEKREFEREACEPAGGEMIT-7473 FEL 1}29/1014 Of El/E a t Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. �i, 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 iVl�I�R� erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ! fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPlt 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 It SouthernPale(SPi iuretter is specified,the design values are those effective 06)101/2013 by MSC Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 3 " Center plate on joint unless x,y offsets are indicated. I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property /4 I (Drawings not to scale) Da age or Personal Injury r=m.= Dimensions are in ft-in-sixteenths. 11;10‘. Apply plates to both sides of truss 1 2 3 1. dditional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS .iagonal or X-bracing,is always required. See BCSI. 2. russ bracing must be designed by an engineer.For Q-1/16" 4 ide truss spacing,individual lateral braces themselves ay require bracing,or alternative Tor I IMEM p ..racing should be considered. ce O 3. ever exceed the design loading shown and never , U �� d -tack materials on inadequately braced trusses. a Pro ide ies of his ign to the For 4 x 2 orientation,locate O �$ c_6 �O 4 designer,erectiontsupervisorr,,sproperty ownerand plates 0-'i,d' from outside BOTTOM CHORDS at other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE jint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO I cations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. esign assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT he environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. nless otherwise noted,moisture content of lumber hall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. nless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR 1311,ESR 1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362, ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11. late type,size,orientation and location dimensions i dicated are minimum plating requirements. LATERAL BRACING LOCATION 12. umber used shall be of the species and size,and Southern Pine lumber designations are as follows: i all respects,equal to or better than that i� Indicated bysymbol shown and/or SYP represents values as published pecified. i� y by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13. op chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indlCated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTekO All Rights Reserved approval of an engineer. lk=110 reaction section indicates jointMI 11171111 number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. .—. 10111111111110 ;It 18.Use of green or treated lumber may pose unacceptable � environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPII: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. misreko BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 USA 7777 Greenback Lane,Suite 109 Citrus Heights,CA 95610 Telephone 916.676-1900 Fax 916.676-1909 February 22, 2018 Pacific Lumber& Truss Company 10515 SW Allen Blvd. Beaverton,OR To Whom It May Concern: 1, Marcos Hernandez and MiTek USA, Inc. will take responsibility for all scaled truss engineering provided for Pacific Lumber&Truss Company. Please be advised that if the effective date of the seals shown on the engineering has been expired,I will still be responsible for the sealed truss engineering that had been designed to meet the contemporary code requirements. My current expiration date for my Oregon civil engineering license is June 30, 2019. For future reference,please log onto the Oregon State Board web site: www.osbeels.org for current license updated renewal status. If you have any questions,please contact me at 800-772-5351. Sincerely, PRO, 44, 87022PE O €CON EXPIRES: . Marcos Hernandez, P.E. Senior Engineer Western Engineering Operations MiTek USA, Inc. / CompuTrus Software Warnings & Generai 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. Compulrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This 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). AV oat. -,...e- t , .lik `ci 01 � ,.< Ctr D '''iji EXPIRESd/� #� fit +l i r IIIIIIIIIIIII 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.' IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"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 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=20.9ft, TCDL=4,2,BCOL=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 loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. 1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 7-01 7-01 HM-4X4 3 I I 12 12 \1 6.00 6.00 I. -- M-3x4 /M-3x4 4 M-3x4 Cr) o� -/o a o� / //////////i///////////////i////////////iii////i///////////////i/////i////////////////////////////////////////i o 0 0 1 y ,1 y y 1-06 14-02 1-06 1wp PR 04, JOB NAME : POLYGON PLAN 3-B - Al Bcale: 0.5„5 .� ` 0 WARNINGS: GENERAL NOTES,unless otherwise noted: �y45) lZl /� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual .4' .970•.r E v Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing trust be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the eregtor.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). piptr DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be applied to Any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 ti::rr 'V SEQ. : 6035306 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,�� 2,0 .4 4, design loads be applied to any component, and are for"dry condition"of use. JJ 14, �, '4 TRANS I D: 406433 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 q- p Q fabrication,handling,shipment and installation of components. necessary. ��jy A 1 . 4+ P P 7.Designlatesassumes adequate ne dthi fac a is truss, r7 {.. 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 I II I I VIII IIII IIII TPIN7lrCA In BCSI,copies of which will be furnished upon request. lines coincideitwith jointain inches.9. Digits indicate size of plate in Inches. n MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1.3=(.805) 265 6-1=(-115) 48 3-7=(0) 305 2x6 KDDF#1&BTR T1 SPACED 24.0" O.C. 2-3=( 0) 0 1.7=(-229) 648 BC: 2x4 KDDF #1&BTR 3-4=(-818) 321 7-4=(-226) 651 WEBS: 2x4 KDDF STAND LOADING 4.5=( 0) 76 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 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24" OC UON. FOR LL = 25 PSF Ground Snow (Pg) 7'- 5.7" -26/ 28V -48/ 46H 0.00" 0.00 y9999 ( 0) ALL TOP CHORD AREAS NOT SHEATHED 11'- 4.4' -502/ 793V 0/ OH 141.50" 1.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 25'- 6.0" -196/ 793V 0/ OH 5.50" 1.27 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 18.0" 18.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. COND. 2: Desirn checked for net -5 rsf u.lift at 24 "oc s.acint. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M-1.5x4 or equal at non-structural MAX LL DEFL = 0.000" @ 11'- 4.0" Allowed = 0.150" vertical members (uon). MAX TL CREEP DEFL = 0.000" @ 11'- 4.0" Allowed = 0.200" MAX LL DEFL = 0.013" @ 27'- 0.0" Allowed = 0.150" Unbalanced live loads have been MAX TL CREEP DEFL = -0.014" @ 27'- 0.0" Allowed = 0.200" considered for this design. MAX TC PANEL LL DEFL = -0.028" @ 21'- 11.3" Allowed = 0.476" Connector plate prefix designators: MAX TC PANEL TL DEFL = 0.060" @ 14'- 10.1" Allowed = 0.697" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX HORIZ. LL DEFL = -0.007" @ 25'- 0.5" M,M2OHS,MI8HS,M16 = MiTek MT series MAX HORIZ. TL DEFL = 0.011" @ 25'- 0.5" Gable end truss on continuous bearing wall. C-1x2.6 or equal typical at stud verticals. NOTnotE:Desidnlassates timelofure content ncturedoes Refer to CompuTrus gable end detail for complete specifications. Design conforms to main windforce-resisting 12-09 12-09 system and components and cladding criteria. 12-09 iiM 4x4 + 5-08 7-01 '' Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T T load duration factor=1.6, /- 2 -/ Truss designed for wind loads M-3x57in the plane of the truss only. M O M-4x6 N M 12 -,,, 12 0 6.00 I/ Ole 6.00 co co o M-3x4+ a 0 4 /- Q N o w 6 1 7 00 M-3x6+(S) M-1.5x3 M-3x4 y ) y y 7-05 11-00 7-01 ,1 y > 1, 1-06 25-06 1-06 JOB NAME : POLYGON PLAN 3-6 - 61 Scale: D.247D , ' rp, ,,,,,,„ WARNINGS: GENERAL NOTES,unless otherwise noted: �y/ry / r 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 (t =7G 41 11 r E r- Truss: 61 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at wow"DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their length by r +'' , continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). (Z DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ EO� lid /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. 'moif ,,gg__ O 'V SEW. : 6035307 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., -,7,� \tx A, design loads be applied to any component. and are for"dry condition"of use. - 14 '2. t1om� TRANS I D: 406433 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 �} CAT` fabrication,handling,shipment and Installation of components. necessary. 'V/'fi R y 1 VV P P 7.Designassumes adequate ne dthi fac a is truss, 1l l.. 8.This design is furnished subject to the limitations set(aria by 8.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. Digit coincide at with joint tecenter lines. 9.Digits indicate size of plate in inches. a �1: n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-t311,ESR•1 ee8(MiTek) EXPIRES:1 2/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 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) 76 2.10=(-391) 2382 3.10=(-285) 195 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2755) 552 10.11=(-269) 1986 10- 4=( -19) 502 WEBS: 2x4 KDDF STAND 3- 4=(-2496) 522 11.12=(-291) 1965 4.11=(-712) 255 LOADING 4- 5=(-1761) 469 12- 8=(-433) 2352 11. 5=(-246) 1170 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1761) 469 11- 6=(-713) 255 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2496) 522 6.12=( -19) 502 TOTAL LOAD = 42.0 PSF 7- 8=(-2755) 552 12- 7=(-285) 185 OVERHANGS: 18.0" 18.0" 8- 9=( 0) 76 LL = 25 PSF Ground Snow (Pg) 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) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -279/ 1725V -213/ 213H 5.50" 2.76 KDDF ( 625) 37'- 0.0" -279/ 1725V 0/ OH 5.50" 2.76 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0' Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.138" @ 18'- 6.0" Allowed = 1.804" MAX TL CREEP DEFL = -0.279° @ 18'- 6.0° Allowed = 2.406" MAX LL DEFL = 0.013" @ 38'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 38'- 6.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.060" @ 36'- 6.5" 18-06 18-06 MAX HORIZ. TL DEFL = 0.099" @ 36'- 6.5" 6-06-05 5-11-13 5.11-13 5-11-13 5-11-13 6-06-05 NOTE:Design assumes moisture content does f f f f f f f not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 6.00 V M-4x6 Q 6.00 system and components and cladding criteria. 5 4.0" Wind: 140 mph, h=23.8ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, M-5x6(S) M-5X6(S) load Heighton,factoosld, Cat.2, Exp.B, MWFRS(Dir), 3.1' .6, Truss designed for wind loads 0.25" 0.25" in the plane of the truss only. vo, ft M-1.5x3 1°111°./f M•1.5x3 t . 0 C7 0 O 1.41 10 11 w 12 ^ . o o M-3x6 M-3x4 M-3x8 M-3x4 M-3x6 0 M-3x5(S) y y , 1, y y y 9-06-04 8-11-12 y 8-11-12 9-06-04 y y y 20-00 17-00 ), ), 1-06 37-00 1-06 (..9 ..0 PR o> "S JOB NAME : POLYGON PLAN 3-B - C2 GIN C� rrr''' ti Scale: 0.1596 + ` /411 (, WARNINGS: GENERAL NOTES,unless otherwise noted: 92 11 t,7q-' 1 �+rl 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual t 7G 1 0.['L r 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 temporary bracing to nsure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �1�. DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length byJr"' Is the responsibility of the erect r.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). - ry.. DATE: 8/21/2014 the overall structure Is the resp nsibility of the building designer. 3.2x Impact budging or lateral bracing required where shown++ OREGON 7`� 4.No load should be applied to a component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. " ,r ,,}'OREGt N 1T lid SEQ. : 6035308 fasteners are complete and at ob time should any loads greater than 5.Design assumes trusses are tube used in a non-corrosive environment, ,G" +y As design loads be applied to any Component. and are for"dry condition"of use. /6 -7 1' 14, 2.° .- TRANS I D: 406433 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 *J fabrication,handling,shipment and installation of components. necessary. 41 �rl 1 t y 7.Designlaesassumes adequate ne dthinac a istrus,provided. k-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 7PI/VJfCA in BCSI,copies of which will be furnished upon request. git coincideictwith jointcenterinches.8.Digits indicate size of plate In inches. i MiTek USA,Ir c./Cor puTfu3 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 37'- 0.0" 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) TC: 2x4 OF #1&BTR; LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does 2x4 KDDF #1&BTR T1, T4 SPACED 24.0" O.C. BC: 2x4 DF #1&BTR; not exceed 19% at time of manufacture. 2x4 KDDF #1&BTR B1 LOADING Design conforms to main windforce-resisting LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=23.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Connector plate prefix designators: LL (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),25 PSF Ground Snow (Pg) load duration factor=l.6, C,CN,CI8,CN1B (or no prefix) = CompuTrus, Inc Truss designed for wind loads M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 18-06 18-06 12-04-10 6-01-06 6-01-06 12-04-10 12 1IM-4x4 12 6.00 1/ 3 Q 6.00 41140 M-3x5(S) M-3x5(S) 44 %%%4%4%%% % rtiii CO CO 0 4 0 v o M-3x5(S) o M-3x4 M-3x4 J, J, y 20-00 17-00 I I I I 1-06 37-00 1-06 `tD PR OFFS JOB NAME: POLYGON PLAN 3-B — C4 Sale: D-22,9 �� WARNINGS: GENERAL NOTES,unless otherwise noted: ( w ry-'y•* 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 iL Truss: C4 end Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3,Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'ac.and at 10'o.c.respectively unless braced throughout their length by �rA r�Ir A"� P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON !�+� DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ v E+a�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. 7JJ ,y_v 'V SEQ. : 60353 09 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 " �N _�ft�^. design loads be applied to any component. and are for"dry condition"of use. Q 1 Q, �, ,, TRANS I D: 406433 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 ��}II {?�` fabrication,handling,shipment and installation of components. necessary. 'vJ y y-y I` V P P 7.Design assumes adequate drainage is provided. ��""1i rl L 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/VYfCA in BCSI,copies of which will be furnished upon request. git coincide with joint tecenter che. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111111111 I LUMBER SPECIFICATIONS TRUSS SPAN 38'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=(-309) 1509 8- 3=( 0) 266 2x6 KDDF #1&BTR T3 SPACED 24.0" O.C. 2- 3=(-1796) 544 8- 9=(-311) 1506 3- 9=(-541) 150 BC: 2x4 KDDF q1&BTR 3- 4=(•1248) 526 9-10=(-506) 1433 9- 4=(-183) 637 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 10.11=(-505) 1434 9- 6=(-469) 379 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(•1226) 475 6.10=( 0) 189 DL ON BOTTOM CHORD = 10.0 PSF 6-11=(-1706) 635 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 13- 7=( -975) 468 LL = 25 PSF Ground Snow (Pg) NOTE: 2x4 BRACING AT 24" OC UON. FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -300/ 1255V -107/ 116H 5.50" 2.01 KDDF ( 625) OVERHANGS: 18.0" 18.0" 25'- 0.5" 0/ 855V 0/ OH 143.50" 1.37 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 37'- 0.0" -618/ 277V 0/ OH 143.50' 0.44 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural vertical members (non). 'GOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector Connctopa (or no prefix) = CompuTrus, Inc MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" M,M20HS,M18HS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.014" @ •1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.057" @ 12'- 9.0" Allowed = 1.229" WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), A MAX TL CREEP DEFL = -0.115' @ 12'- 9.0" Allowed = 1.639" HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.150" GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATE AL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION MAX TL CREEP DEFL = 0.000' @ 0'• 0.0' Allowed = 0.200" POINT. THE TRUSS DESIGNER ASSUMES NO RESPONSIBILI Y FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION MAX HORIZ, LL DEFL = 0.028" @ 25'- 5.6" SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE STAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL MAX HORIZ. TL DEFL = 0.046' @ 25'- 5.6" BRACING TO THE HINGE TYPE CONNECTION. 18-06 18-06 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 7-08-11 10-09-05 7-05-13 0-10-01 10-02-03 Design conforms to main windforce-resisting 6-09-08 5-11-08 5-09 0-O' -08 ' 1' -03-08 system and components and cladding criteria. T f < TT T Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 =M-4x4+ M-3x4 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), /- 6.001/ 5 "----,1 6.00 \16.00 load duration factor=1.6, 0 Truss designed for wind loads in the plane of the truss only. `18-/- M 4x6 Gable end truss on continuous bearing wall. 4.4 M-3x5+(S) C-1x2.6 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. e, M-3x5(S) '' m M 3x s c, o 0 0 o M-3x4 M-1.8 5x3 M-3x8 0.25�Q 11 0 M-5x6(S) M-3x5 M-3x4+ 1, y yl y ), y y y 6-07-12 6-01-04 6-01-04 76-02-04 11-11-08 ), y 1-06 37-00 1-06 JOB NAME : POLYGON PLAN 3-B - Cl ;`"N 6' Scale: 0.1712 ; / � -57 41Z 9211WARNINGS: GENERAL NOTES,unless otherwise noted: `� i p ClE 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual "•,r' Truss: C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2n4 compression web bracing must be Installed where shown+- incorporation of component is the responsibility of the building designer. ' 3.Additional temporary bracing to"nsure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at l' DE S. BY: LJ is the responsibility of the erect r.Additional permanent bracing of 2 n continuousc.and at 1 a'o.c.nraespectively ly oodss braced sheathing(TC)throughout and/o their length by "�L OREGON �4.Cr xImpactsheathing such l bracing ewhere shown drywall(BC). DATE: 8/21/2014 the overall structure is the resp naibllity 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. /A ' }' 20 S SEQ. : 6035310 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� 14, design loads be applied to any component. and are for"dry condition"of use. '.f le TRANS I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ( R 11.- fabrication,handling,shipment and installation of components. necessary. 7.Designlaesassumes adequatead drainage isotruss,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 v tC o� 111111111111111111 TPInMCA in BCSI,copies of which will be furnished upon request. s coincideiictwith jointf ate inr lines. En PI RES:12/31/2015 9. Digits indicate size of late 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) 11 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 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) 76 2-11=(-376) 2333 3.11=1 -297) 196 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 2- 3=(-2738) 534 11-12=(-267) 1959 11. 4=( -45) 563 WEBS: 2x4 KDDF STAND; 3. 4=(-2513) 541 12-13=(-200) 1645 4-12=( -710) 250 2x4 KDDF STUD A LOADING 4- 5=(-1757) 469 13.14=(-458) 2787 12- 5=( -352) 1302 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1708) 506 14- 9=(-867) 4422 12- 6=( -676) 288 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1937) 494 6.13=( -111) 464 BC LATERAL SUPPORT <= 12"OC, UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4685) 890 13- 7=(-1489) 355 8- 9=(-4950) 999 7-14=( -360) 2427 OVERHANGS: 18.0" 18.0" LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 76 14- 8=( -154) 193 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012, BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -279/ 1725V -213/ 213H 5.50" 2.76 KDDF ( 625) 37'- 0.0" -279/ 1725V 0/ OH 5.50" 2.76 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.311" @ 28'- 8.0" Allowed = 1.804" MAX TL CREEP DEFL = -0.620" @ 28'- 8,0" Allowed = 2.406" MAX LL DEFL = 0.013" @ 38'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 38'- 6.0" Allowed = 0.200" 18-06 18-06 MAX HORIZ. LL DEFL = 0.165" @ 36'- 6,5" 7-03-08 5-02-11 5-11-13 �2-00 5-05-11 5-02-03 5-10-02 MAX HORIZ, TL DEFL = 0.273" @ 36'- 6.5" f T f '1 f f ' ' NOTE:Design assumes moisture content does 12 12 not exceed 19+r at time of manufacture. 6.00 1.----- M-4x6 \I6.o0 4.0" Design conforms to main windforce-resisting 5 4`,:z system and components and cladding criteria. M-5x6 S M-3x4 ( ) � Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, M-5x8(5) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0.25" load duration factor=1.6, Truss designed for wind loads 0.25" in the plane of the truss only. �� 7 v` M-1.5x3 if\ . M-1.5x3 \ •. • ee11 -- 14 o M-6x8 M-3x10 co o 1 _ .ii --'( 12 13 • 0 '0 o I M-3x6 �"25" M-3x8 M-5x6 C. M-5x8(S) - 3.00 3.00 12 12 y y y y y y J, y 9-05-06 9-00-10 2-03-0$ 7-10-08 y 8-04 y y y1-06y 20-09-08 y 7-10-08 8-04 y1-06y 1-06 37-00 1-06 JOB NAME : POLYGON PLAN 3-B - C3 -cs.- 6f Scale: 0.1596 '''1/!1/141Y fr /zl1 WARNINGS: GENERAL NOTES,unless otherwise noted: 44, s_72 e t PE 9f,.,;. /� 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: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by IIIb 1 P ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). . DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown e+ OREGON !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. ,7JJ .�gg__ 10 SEW. : 6035311 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.- "°7„Q N . A, design loads be applied to any component. and are for"dry condition"of use. I� 1 4 "„ TRANS I D: 406433 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 c3 fabrication,handling,shipment and installation of components. Dnesign as. M, R I O- L+ 7.Plates assumes adequateatedon drainage is truss, '� 1l 6.This design is furnished subject to the limitations set forth by B.Plates shall be located both faces of truss,and placed so their center IIIIII IIII II II VIII I III IIII VIII I II IIII TPI/WfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint tecenter lines. 9. Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 IC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=(-173) 931 3- 8=(-279) 219 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1121) 284 8- 6=(-218) 931 8- 4=( -44) 469 WEBS: 2x4 KDDF STAND 3. 4=( -839) 188 8- 5=(-279) 219 LOADING 4- 5=( -839) 188 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1121) 284 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 76 TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 18.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -150/ 904V -91/ 91H 5.50" 1.45 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 17'- 5.5" -150/ 904V 0/ OH 5.50" 1.45 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 ISO) uplift at 24 "oc spacing,' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.026' @ 8'- 8.8" Allowed = 0.827" MAX LL DEFL = 0.013" @ 18'- 11.5" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" 8 18'- 11.5" Allowed = 0.200" MAX BC PANEL TL DEFL = -0.061" @ 3'- 11.4" Allowed = 0.514" MAX HORIZ. LL DEFL = 0.012" @ 17'- 0.0" 8-08-12 8_08.12 MAX HORIZ. TL DEFL = 0.020" @ 17'- 0.0" T '' f NOTE:Design assumes moisture content does 4-06-12 4-02 4-02 4-06-12 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 V- HM-4X4 Q 6.00 4 Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �� load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 4041 lill M-1.5x3 M CO O O O 1 M-3x4 M-3x8 M-3x4 7 ), ; y 8-08-12 8-08-12 1, y > y 1-06 17-05-08 1-06 JOB NAME : POLYGON PLAN 3-B - D2 GIN t,0 `S Scale: 0.3117 4.?' { /27f Q WARNINGS: GENERAL NOTES,unless otherwise noted: �r^^s�yryry �7' 1,,, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual +:7G 1 I PE Truss: D2 end Warnings before construction commences. building component.Applicability of design parameters and proper �// 2.204 compression web bracing'rims'be installed where shown+, incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c,and at 10'o.c.respectively unless braced throughout their length by y /err is the responsibility of the erect r.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC) DATE: 8/21/2014p ybuilding designer. p bridging or P cinq g(re s and/or drywall(BC), , the overall structure Is the res nsibilit of the 3.2x Impact bdd in lateral bracingrequired where shown++ OREGON /,� 4. No load should be applied to a component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ' '} „y_OREGON -id SEQ. : 6035312 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, #� +y +Q *� design loads be applied to any component. and are for"dry condition"of use. fA "�j, 7 4, 20 - TRANS I D: 406433 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 V tSh fabrication,handling,shipment and installation of components, necessary. �t 7.Design assumes catedade quate h drainagecis sed. �F310- 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 VIII 11111 VIII VIII 11111 ICH IIII IIII TPI WfCA in BCSI,copies of which will be furnished upon request. git coincideictwith jointcenterinches.9.Digits indicate size of plate in inches. EXPIRES: p 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) .12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 5.5' ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24,0" D.C. NOTE:Design assumes moisture content does not exceed 19V at time of manufacture. TC LATERAL SUPPORT <= 12"0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"0C. UON, LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 140 mph, h=21,4ft, TL=4.2,BCDL=6.0, ASCE 7-10, C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc Wind: CD 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 loads 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. Refer to CompuTrus gable end detail for complete specifications. 8-08-12 8-08-12 T 12 IIM-4x4 12 6.00 I/ Q 6,00 3 i o/— 4 r> 0 0 1 0 M-3x4 M-3x4 ), J- L y 1-06 17-05-08 1-06 JOB NAME : POLYGON PLAN 3-B - D1 ,1o, s Scale: 0.4363 CO' 4/ WARNINGS: GENERAL NOTES,unless otherwise noted: *l(��+�'yy try 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 individualik- 7.:7L 11 IIC i.:_ Truss: D1 end Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES" BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length byira" is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). !�' tAMP 1Y. DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown++ OREGON y 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. '?" OREGON b, 44, SEQ. : 6035313fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, e, design loads be applied to any component. and are for"dry condition"of use. f r, 'l}f '4, /I TRANS I D: 406433 ..'{�, 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 CJ �s, fabrication,handling,shipment and Installation of components. 7.nDecessary. M, i egs assumes adequate drainage Is provided. PE 4- 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 TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. ' 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6 1 L-E 10.For basic connectorplate design values see ESR-1311 ESR-1988 iTek it 111111111111111111111 ( ) (M > EXPIRES:12/31/2015 1E110111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=) -5) 11 7-8=( -99) 146 7.2=(-496) 180 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-282) 108 8.5=(-129) 497 2.8=(•100) 351 WEBS: 2x4 KDDF STAND 3-4=(•320) 106 8-3=( 0) 143 LOADING 4-5=(-622) 171 8.4=(-314) 229 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5.6=( 0) 76 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 0.0" 18.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -56/ 476V •156/ 72H 5.50" 0.76 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 6.0" -127/ 680V 0/ OH 5.50" 1.09 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 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacin0.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 2-09-04 8-08-12 MAX LL DEFL = -0.010' @ 7'- 0.0" Allowed = 0.529" f T fMAX LL DEFL = 0.013" @ 13'- 0.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 13'- 0.0" Allowed = 0.200' 0-05-08 2-03-12 4-02 4-06-12 MAX BC PANEL TL DEFL = -0.079" @ 7'- 2.8" Allowed = 0.514' T 1 T . 1' 12 12 MAX HORIZ. LL DEFL = 0.004" @ 11'- 0.5" 6.001/ \I6.00 MAX HORIZ. TL DEFL = 0.005" @ 11'- 0.5' NOTE:Design assumes moisture content does IIM-4X4 not exceed 19e at time of manufacture. Design conforms to main windforce-resisting 3 n system and components and cladding criteria. AN Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 load duration factor=1.6, Truss designed for wind loads A- 1 in the plane of the truss only. 1[ M-1.5x3 LO M 0 C') CO I iii C7 O A- 7 ►� a M-1.5x3 M-3x8 M-3x4 • 0 y y ) 2-09-04 8-08-12 ) > ) 11-06 1-06 tO P13 Or Ok es, JOB NAME : POLYGON PLAN 3-B - D3 `�' Scale: 0.3840 `c, I I o 4,5 WARNINGS: GENERAL NOTES,unless otherwise noted ? N 1 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 -92!SPE rF Truss: D3 and Warnings before construc,kon commences. building component.Applicability of design parameters and proper 2.204 compression web bracing oust be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability dudng construction 2.Design assumes the top and bottom chords to be laterally braced at rii�r 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 + +ammr 4 """ continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 0 .y.. DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 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.f ,q�. -.ct SEQ. : 6035314 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-- ''7„ 20 Jr. 4, design loads be applied to any component. and are for"dry condition"of use. j" 1 ' 6 "'- TRAN S I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at an supports shown.Shim or wedge if � necessary. f r..,A�i t 1. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. !"( 4-1r 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 I VIII VIII II VIII 0111 I III III IIII TPIIVYfCA In BCSI,copies of which will be furnished upon request. lines dawith jointpcenterteches 9. Digits indicate size of plate In inches. +� MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1101111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-66) 15 2 -4=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -110/ 429V -7/ 54H 5.50" 0.69 KDDF ( 625) 1'- 9.2" -70/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 2'- 0.0° -20/ 43V 0/ OH 1.50" 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6.001/ REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX TC PANEL TL DEFL = 0.002' @ 1'- 0.2" Allowed = 0.148° 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. Design conforms to main windforce-resisting system and components and cladding criteria. 'I Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Mo (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII load duration factor=1.6, o Truss designed for wind loads T in the plane of the truss only. M/- 0 v 0 o� /11111112► 41111 -,; M-3x4 J, > y 1-06 2-00 [PROVIDE FULL BEARING;Jts 2 4 314 3 JOB NAME : POLYGON PLAN 3-B - El :‹c o Scale: 0.9632 *. ` �I17 ' -v WARNINGS: GENERAL NOTES,unless otherwise noted: »' h�1�7 lJ-,' '` ''„ 1.Bulkier and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual '*7G 0 9 t� Truss: E 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. '. . 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of o.c.and at 10'o.c.respectively unless braced throughout their length by continuous / continuous sheathing such as plywood ing(TC)and/or drywall(BC). ! DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredaired where shown++ w ! 4. No load should be applied to any component until aver all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7f jR EGON 1„J SEQ. : 6035315fasteners 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. .�.3f 2 \Qt� design loads be applied to any component. and are for"dry condition"of use. / -7}+' 0 TRANS I D: 406433 5.CompuTrus hes no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 4 14, �Q, nfabrication,handling,shipment and installation of components. Design assumes adequate drainage is provided. 4- 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 I VIII[VIII VIII VIII VIII VIII VIII I II[IIITPI/WfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center linea B. Digits indicate size of plate in Inches. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015.