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Plans (2) R 't T2oI9- ' ' '3 —� ECEIVED • mil. ,. ',R 12 ,2019 Ci a ' OF TIGARD M iTe kBUILDING DIVISION MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL 14-121 UP Fax 916/676-1909 3D 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:R41832602 thru R41832612 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. 0 PR D,\�¢- g NGINE � 87022 yN '' N �Aj, OREGON r O./ 'p0 'MBER 11 OS A. HEP` ‘''' 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. M iTe k 101, MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-121 UP Fax 916/676-1909 3D 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: R41832602 thru R41832612 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. 0'ONIO , 05 O�WASp,, 14, A� 49639 w4 °44, 4GIST O SSS • EAG / � ,. . • 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 3D R41832602 PL14-121_UP F01 Floor 17 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:54 2014 Page 1 ID:SygD?CTgSFZSjSNcS 1 ttlDzR3Xv-dj DAkdT?Wq 1 gR6Aiu2whqSrzALaeplNpCinHGlzOORB I zso I 10-10-2 ii 1-2-0 I I0-11-2 1 Scale=1:32.8 1.5x3 I I 3x6 = 1.5x3 I I 3x4= 1.5x3 I I 3x4 = 3x4= 1.5x3 II 3x6= 1.5x3 1 2 3 4 5 6 7 8 9 10 • o _ • _a _ e_ e_ _ •_ 4 /_ \ r:,' O o o O 17 16 15 14 13 12 3x4 = 3x8= 3x6= 1.5x3 I I 1.5x3 II 3x8= 3x4= 12-6-2 I 11-4-2 1I1-11-21 I 18-9-12 I 11-4-2 U-7-0 0-7-0 6-3-10 Plate Offsets(X,Y): 16:0-1-8,Edael,f7:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 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. 10NIO 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 0% O4\VASI-In 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, G �Q W 7-12=-756/0 ATft, �p d NOTES1)Unbalanced floor live loads have been considered for this design. ' 2)Refer to girder(s)for truss to truss connections. 7. r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �'.p 49639 w4 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 0Ais 'v, be attached to walls at their outer ends or restrained by other means. t0 LOAD CASE(S) Standard sSJ0NAL EAG ,(nEO PROFFS c,\ NGINEFq Ls/64,VC 87022PE / y Aj OREGO ti�i A. 9On FMBER \\' S A. HE �P EXPIRES: 06/30/2015 April 22,2014 f __ f A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE F411-7473 reli 1/29/2014 REV/REUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. f, 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/T911 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern Pine(SPI lumber is specified,the design values are those effective 06/01/2013 by ALS( Job Truss Truss Type Qty Ply 3D R41832603 PL14-121_UP F02 FLOOR 5 1 Job Reference(ootionall Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:56 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-Z6Kw9JVF2RIOhQK40Ty9vtxLZ8PkHIx6f0G0KAzOQR9 I 2-6-0 I 1-9-8 II 1-2-0 I I 1-6-0 11 1-1-12 I 1 2-5-8 I I 1-2-0 I I 2-0-8 I11� Scale=1:37.5 1.5x3 II 1.5x3 I 1 1.5x3 I I 3x6= 1.5x3 I I 3x8 FP= 1.5x3 1 2 3 4 5 6 7 8 9 10 11 12 13 .4I a 0 0 . N \�� \ N 23 22 21 20 19 18 17 16 15 14 1.5x3 II 3x5= 3x6 FP= 1.5x3 II 3x8=- 3x8 3x8= 12-7-4 I 8-8-12 I 11-5.42-0-4II I 17-4-12 I 21-5-12 I 8-8-12 2.8-8 7-00.7-0 4-9-8 4-1-0 Plate Offsets(XX): 14:0-1-8,Edael,17:0-1-8,Edgel,116:0-1-8,Edael.122:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl L/d 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/TPI2007 (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=0-7-0,15=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) 01pNIO 6, FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. OCj Ov WAS./b% 4tI, 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, (J w 'it' 9-10=0/571,10-11=0/571,11-12=0/566 , ' �Q`S lO d 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, . ' cc N 15-16=-22/297,14-15=286/61 WEBS 6-19=-504/0,2-23=705/0,4-20=-540/0,7-19=-642/0,9-15=821/0,12-14=-66/308, 00./ 12-15=-457/0,6-20=0/535 ;,r NOTES "0 + 4963969 q4 1)Unbalanced floor live loads have been considered for this design. +f GIST 2)All plates are 3x4 MT20 unless otherwise indicated. �s`VONAL VBG 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 3-10d(0.131"X 3")nails. Strongbacks to "<(''S\° P R 0FFss be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. ��Co ANG I N EF9 /02 LOAD CASE(S) Standard9 870 2PE y �Aj, OREGO /rye Q<v/ 9O F41BER 1N On A. HEik EXPIRES:06/30/2015 April 22,2014 f a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MILER REFERENCE RAGE 1.111-7473 rex 1/29/2014 BEFOREUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/T911 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 M Southern Pine ISP)lumber is specified,the design values are those effective 06/01/2013 by ALSO Jab Truss Truss Type QtyPly3D R41832604 PL14-121_UP F03 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:41:57 2014 Page 1 ID:SygD?CTq S FZSj SNcS 1 ttlDzR3Xv-21uIMfVupIQFIZvHZATOR4TWSYngOmzFug?xtdzOQR8 I 2-5-4 1 1 1-2-0 I I 2-0-8I 2-6-0I I 1-44 1 Scale=1:22.2 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 e e o e o e e o I o N N o- e e `� ® �o 1 E 11 10 9 8 3x4= 1.5x3 H 3x4= 3x8 = 3x4= 3-11-12 1 2-8-4 13-34 13-10.4 8-7-12 12-9-0 2-8-4 0-7-0 0-7-0 0-1-k 4-8-0 0-1-k 3-11-12 Plate Offsets(X,Y): [2:0-1-8,Edae),(10:0-1-8,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 0.22 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.05 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:58 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:8-9. REACTIONS (lb/size) 12=317/0-2-8 (min.0-1-8),8=55/Mechanical,9=738/0-5-8 (min.0-1-8) Max Uplifts=-66(LC 3) Max Gray 12=321(LC 3),8=143(LC 7),9=753(LC 8) TONIO . - FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. O% O4 VASIttr,1C W TOP CHORD 2-3=-565/0,3-4=-565/0,4-5=0/538,5-6=0/533 CJ ,SSV `N 11, BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 , ti� f - ��p� VI WEBS 2-12=-610/0,4-9=-841/0,6-8=-123/255,6-9=-444/0 , ' r N NOTES / 1)Unbalanced floor live loads have been considered for this design. !t<r 2)Refer to girder(s)for truss to truss connections. �� 49639 9 W4 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. Q.4, ECISTERti 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8. �S 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. SjOIVALF 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:44;.. <c,.. NEED o ' 87022PE 9f yN N �'0), OREG•N q5)OAC/ l'O FMBERV\• OS A. H Ep`\\P EXPIRES:06/30/2015 April 22,2014 11 Q WARNING-Verify design parameters and READ MOTES ON THIS AND INCLUDED MUM REFERENCE PAGE HU-7473 rex 1/29/2014 BEFORE USE __ Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. M' Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,D5B-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine ISPI lumber is spec wed,the design values are those effective 06/01/2013 by ALSO Job Truss Truss Type Qty Ply 3D R41832605 PL14-121_UP F04 FLOOR 4 1 Job Reference(ootional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:58 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttlDzR3Xv-VWSga?WVVa3Y6w(UT7u d I0i3y711EmO6KIUP3zOQR7 I 1-9-0 I I 1.6.4 I I 2-4-12 1 1 7-2-0 1 1 1-4-4 1 1-3-0 1 Scale=1.21.0 1.5x3 II 3x4= 1.5x3 I I 3x6 = 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 • o e e o-71 N.0 N rV o e o e e e 14 13 11 10 9 3x4= 3x5= 3x6= 1.5x3 I I 3x4= 3x4= I 5-2-0 I 12-0-12 I 5-2-0 6-10-12 Plate Offsets(X,Y): 15:0-1-8,Edael,110:0-1.8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 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!nor YES WB 0.19 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:57 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:12-13. REACTIONS (lb/size) 14=200/Mechanical,12=588/0-5-8 (min.0-1-8),9=262/Mechanical Max Gray 14=234(LC 8),12=588(LC 1),9=268(LC 4) TONIO FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-285/20,3-4=-285/20,5-6=-390/0,6-7=-390/0 OC" OV WASItZ BOT CHORD 13-14=0/285,11-12=0/390,10-11=0/390,9-10=0/275 (J Q, ►Gid i, WEBS 4-12=-387/0,2-14=-328/0,5-12=541/0,4-13=0/368,7-9=-351/01 , . d NOTES / _ N 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 1''r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. X16 49639 Lq 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. Strong backs to Q,{,41464 G/s1E�� be attached to walls at their outer ends or restrained by other means. Lv 5)CAUTION,Do not erect truss backwards. s`s1ONALV�G LOAD CASE(S) Standard ,N-' NGF FF,9 `r20 2 87022PE 9. Ncv yGAJ, DREG•N 90 4ti 9O FM8ER .\\ p OS A. HEY' EXPIRES:06/30/2015 April 22,2014 I r Q WARNING-Verify design parameters and READ MJIES ON THIS AM)IMIUOED M1IEK REFEREACE PAGE 141I.1413 yew 1/19/2OId BEFORE USE me... 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 M ilek' 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/H.11 Quality Criteria,DSB-89 and ICS!Building Component 7777 Greenback Lane,Sute 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP)timber is specified,the design values are those effective 06/01/2013 by ALSO Jab Truss Truss Type Qty Ply 3D R41832606 PL14-121_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 15:41:59 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv_h02nLX8KMgzYt3fhbVsXVZoIMMDUehYL_U2xVzOQR6 I 2-3-12 1 1 1-2-0-- 1 1 1-0-0 1 2-6-0 I Scale=1:21.9 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 6 7 e cr e o a N A/ N e `I o e o 12 11 10 9 8 3x4= 1.5x3 II 3x4= 3x6= 3x4= I 12-7-4 I 12-7-4 Plate Offsets(X,Y): 12:0-1-8,Edael.I10:0-1-8.Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.14 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.50 Vert(TL) -0.21 9-10 >707 360 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/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. ' ONIO TOP CHORD 2-3=-1204/0,3-4=-1204/0,4-5=-1646/0,5-6=-1646/0 5 WASIN, , BOT CHORD 11-12=0/1204,10-11=0/1204,9-10=0/1560,8.9=0/1109 O ()VIN, W WEBS 3-10=0/263,2-12=1310/0,6-8=1198/0,6-9=0/579,4-10=-545/0 NOTES : .'9Q)::::%N1)Unbalanced floor live loads have been considered for this design.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 1.4)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 I4161:14:3[4(;Thr 9 ' be attached to walls at their outer ends or restrained by other means. vRti LOAD CASE(S) Standard SSIONALE�G ,N,�� ,NGl EF9 rSio 2 44 87022PE 9r / yN ,� N �-j, OREGO rye OCU 9O AMBER '\1' 4 OS A. HEY` EXPIRES: 06/30/2015 April 22,2014 II A WARNING-Verify design parameters and READ MOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 see 1/29/1014 BEFOREUSE Design valid for use only with M1ek connectors.This design is based only upon parameters shown,and is for an individual building component. ' Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown _ is for lateral support of individual web members only.Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Cdteda,DSI-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety InformatIon available from Truss Plate Institute,781 N.Lee Street.Suite 312 Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine IMP}lumber is specified,the design values are those effective 06/01/2013 by ALSC Job Truss Truss Type Qty Ply 3D - R41832607 PL14-121_UP F07 Floor 6 1 Job Reference footionall Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:42:00 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv-StaR?hYm5gog91esFJ053j51emmFD7ehaeEbTxzOQR5 I 2-6-0 1 1-9-8 1 1-2-0 1 1 1-3-4 1 1-60 1 1 2-5-8 I I 1-2-0 I I 1-11-0 1 Scale=1:25.7 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 • • e l... 1 e o o e V - ... — ••••••••••00180 t4l (44 s IL r e e e ®e e " 16 15 14 Fl 12 11 3x8= 1.5x3 II 1.5x3 I I I 4-6-8 1 5-1-8 15-8.8 1 8-8-12 1 11-5-4 112-0-4112-7-4 I 14-9-4 1 4-6-8 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): f7:0-1-8,Edael,f8:0-1-8,Edael.f14:0-1-8,Edqel,f15:0-1-8.Edae] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.04 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.09 15-16 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:67 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=357/Mechanical,13=706/0-3-8 (min.0-1-8),10=225/0-2-4 (min.0-1-8) Max Gray 16=375(LC 10),13=706(LC 1),10=240(LC 7) ZONIO 44, FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=740/0,3-4=-740/0,4-5=-740/0,7-8=-324/0 0% OV VIAS j, 4 BOT CHORD 15-16=0/675,14-15=0/740,13-14=0/449,12-13=0/324,11-12=0/324,10-11=0/324 CJ Q �V WEBS 2-16=-729/0,5-13=-594/0,5-14=0/446,7-13=-499/0,8-10=-364/0 AT' /..,-., 0,),11, C''. d VI NOTES G" N 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. i`'l�,f 3)Refer to girder(s)for truss to truss connections. 49639 ,c4' 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. Q �� 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. +{'�, CIS 1 ru 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 sGIONAL G be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard t`,E� PR OFF. ,�� NGINFF9 siO29 87022PE r ' y �Aj, OREG N ryeO ,pOn SMB BER 1\• OS A. HO\ EXPIRES: 06/30/2015 April 22,2014 I Q WARNING-Verify design parameters and READ NOTES ON THIS AND MIMED MITER REFERENCE PAGEANT-1413 re r.1/29/2014 BEFORE USE �— Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. MI 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/TP11 Quality Criteria,DSB-89 and ICSI Building Component 7777 Greenback Lane,Suite 109 Safely Informaton available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP)lumber is specified,the design values are those effective 06/01/2013 by ALSC Job Truss Truss Type Qty Ply 3D R41832608 PL14-121_UP F08 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 15:42:01 2014 Page 1 ID:SygD?CTgSFZSj SNcS 1 ttl DzR3Xv-w48pCOYOs_whnBD2o0YKcwe9A9z3yTvrplz900zOQR4 I 2-6-0 I 1 1-0-10 ii 1-2-0 110-11-2 1 Scale=1:33.2 1.5x3 I I 3x6 = 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 e • e _ : -' o o N A 1T 16 15 14 13 12 3x4 = 3x8 = 3x6= 1.5x3 II 1.5x3 II 3x8= 3x4 = 12-8-10 I 11-6-10 1F-1-101I 19-0-4 11-6-10 0-7-0 0-7-0 6-3-10 Plate Offsets(X,Y): 16:0-1-8,Edoel,17:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 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 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=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. TONIO 44, TOP CHORD 2-3=-3020/0,3-4=-3020/0,4-5=-3781/0,5-6=-3781/0,6-7=-3451/0,7-8=-2988/0,8-9=-2988/0 BOT CHORD 16-17=0/1795,15-16=0/3655,14-15=0/3451,13-14=0/3451,12-13=0/3451,11-12=0/1798 0% CS 81jASflr, 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, (./ 44 C 7-12=-786/0 �Q 4;- (. /, i NOTES y N I1)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. 11 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 16 49639�c1 V .4 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to L1 �4b/ST ew be attached to walls at their outer ends or restrained by other means. . SSIONAL EAG LOAD CASE(S) Standard .\�9EO P R Opp �� �NGlNE9 /029 `t- 87022PE 1.-- / .'/ y �A?, OR EGO tic)Qfv -PO FMBER \\ OS A.A- HEC)' EXPIRES:06/30/2015 April 22,2014 t t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 lea 1/23/2014 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. hill Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and 8C51 Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 If Southern Pine(SPI lumber is specified,the design values are those effective 06/01/2013 try ALSO Job Truss Truss Type Qty Ply 3D ,. R41832609 PL14-121_UP F09 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 a Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:42:02 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-OGiBQMZOdH2YPLnEMj3Z88BKvZJHhw8_1 yjYgzOQR3 I 2-6-0 1 1 1-0-14 II 7-2-0 110-11-2 1 Scale=1:33.2 1.5x3 I I 3x6 = 1.5x3 I I 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 II 3x6 = 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 • •N e / e / e e\e _ E N 1 18 15 14 13 12 I 3x4= 3x8= 3x6 = 1.5x3 II 1.5x3 I I 3x8= 3x4 = 12-8-14 I 11-6-14 12-1-141 1 19-0-8 I 11-6-14 0-7-0 0-7-0 6-3-10 Plate Offsets(X,Y): 16:0-1-8,Edae1,17:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.31 15 >735 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 >468 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/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. 'VONIO t 6, 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 QJ 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 0% OF WASH. 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, (.) Q W 14, 7-12=789/0 �� �,, .�A C,,CI 4, N r 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. �r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. A 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 �'� �F 496390tq be attached to walls at their outer ends or restrained by other means. '{ CIST ER LOAD CASE(S) Standard �sSIGNAL EOG r...-1, 6 P ROFFssNGiN�F9 /"270 2PE 9r" yN tN t<\-$, OREG N ryeALN 9O AMBER 11 r On /1. HE•Ck EXPIRES:06/30/2015 April 22,2014 1 , 0 WARNING-Verify design paramelen and READ M7 TES ON THIS AND IM2UDED NITER REFERENCE PAGE 14I1-7473 rev.1/29/2014 BEFORE USE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the M iTek 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 ANSVTPI1 Qualify Criteda,DSB-89 and BCSI Bolding Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights.CA,95610 If Southern Pine ISP)lumber is specified,the design values are those effective 06/01/2013 by ALSC g Job Truss Truss Type Qty Ply 3D R41832610 PL14-121_UP F10 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego.Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:42:03 2014 Page 1 ID:SygD?CTgSFZSjSNcS 1 ttlDzR3Xv-5SFZdiaeObAPOUMQwRaohLjY2zoGQPi8GcSF4GzOQR2 I 1-2-4 I I t-2-12 I 2-6-0I 1 t-2-0 I I 1-3-0 1-6-0 I Scale=1:21.2 1.5x3 I I 3x6= 3x5= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 e '' a0/0 0 0. N y e o o -e e Z • I'' 14 T 1 12 11 10 3x4= 3x6= 3x6 = 1.5x3 Il 3x4= 3x4= I 1-5-4 I 8-0-8 1 8-7-8 1 9-2-8 1 12-2-8 I 1-5-4 6-7-4 0-7-0 0-7-0 3-0-0 Plate Offsets(X,Y): f5:0-1-8,Edgel,f10:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.05 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.24 Vert(TL) -0.07 11-12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.00 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 6-0-0 oc bracing. REACTIONS (lb/size) 14=-585/Mechanical,13=1259/0-5-8 (min.0-1-8),9=388/0-3-4 (min.0-1-8) Max Uplift 14=-628(LC 4) Max Gray 13=1259(LC 1),9=388(LC 4) 1ON10 .,p FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. CIC 0V WASH N TOP CHORD 2-3=0/824,3-4=-647/0,4-5=-647/0,5-6=-791/0,6-7=-791/0 G 4, W BOT CHORD 13-14=-824/0,11-12=0/791,10-11=0/791,9-10=0/494 1 FT jc, C'• d WEBS 2-13=-738/0,2-14=0/1034,3-12=0/892,3-13=-815/0,7-9=-594/0,7-10=0/389 va `2, - NOTES / 1)Unbalanced floor live loads have been considered for this design. 4;r 2)Refer to girder(s)for truss to truss connections. It49639 4) 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)14=628. (),, �kr TE. 9 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 s`'IONAL''14G be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard /' Gl ,,0 PRsNE-R /O�'p 87022PE 1--- / '/ Ncv N y �Aj, OREGO tip Qcv .541 EMBER 1'" ' `s A. HECk EXPIRES:06/30/2015 April 22,2014 BB A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIIEK REFERENCE PAGE MII-7473 rev.1/28/201d BfFDREUSE __ Design valid for use only with MITek connectors.This design is based only upon parameters shown,and is for an individual building component. 111' Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek'erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine{SPI lumber is specified,the design values are those effective 06/01/2013 by ALSO Job Truss Truss Type Qty Ply 3D R41832611 PL14-121_UP F11 Floor 3 1 ' Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:42:04 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-Kepxg2bH9vlGeexdU851 EZGjhNAJ9xiHVGCpcjzOQR1 I 2-5-4 I I 1-2-0 1 1 2-0-8 I 2-6-0 1 1 1-5-0 I Scale=1:22.3 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4 II 3x4= 1.5x3 II 1 2 3 4 5 8 7 Y • b • _ e 4 I _ 44044044— o N — N a e e e e 1i 11 10 3x4= 1.5x3 II 3x4= 3x8= 3x4= 3-11-12 12-8-4 3-3-4 3-10-4 8-7-12 8 12-9-12 2-8-4 1 0-7-0 10- 7-0 0-4- 0 4-8-0 0- -- 4-0-8 Plate Offsets(X.Y): f2:0-1-8,Edoel,r10:0-1-8.Edael LOADING(pst) SPACING 1-7-3 CSI DEFL in (lot) Udefl Ltd 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 OF 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) layTONMO FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. OO ii WAS TOP CHORD 2-3=-565/0,3-4=-565/0,4-5=0/538,5-6=0/533 BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 �� ��0 WEBS 2-12=-610/0,4-9=-841/0,6-9=-452/0 y , NOTES 1)Unbalanced floor live loads have been considered for this design. ,1r 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. ' 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8. C?t ��49639 'c GjSTal , 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 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 SSIONAL c, v. be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard ��c� D P R press co\a �cNGiNFF9 /Ov ct- 870 2PE v- ycP N �A/s, OREG N ryC <v/V 'AO EMBER ,1. \- OS A. HECk EXPIRES: 06/30/2015 April 22,2014 1 1 Q WARM D-Verity Design parameter and READ M71ES ON MIS AND f1R1l/DED M17EK REFERENCE PAGE Nil-7473 rex 1/29/1014 BEFORE USE y Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. . Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Mnet(' fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPIl Quality Criteria,DSB-89 and ICSI 8ul(1ln0 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(SP)lumber is specified,the design values are those effective 06/01/2013 by ALSO e Job Truss Truss Type Qty Ply 3D R41832612 PL14-121_UP F12 Floor 1 1 Job Reference(optiona) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:42:05 2014 Page 1 I D:SygD?CTgSFZSjSNcS 1 ttIDzR3Xv-prNK2OcvwCQ6GoWp1 scGmmpuonTQuNNQkwxM99zOQR0 2-6-0 I 1-9-8 I I 1-2-0 I I 1-3-4 I 1-6-0 I Scale=1:16.5 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 e e e- •e 0 0 <•1 ---5-'..----- ---„,,..„...„. N ee e e e e 10 9 8 3x4= 3x4= 3x4= 3x4 = I 4-68 1 5-1-8 1 5-8-8 1 8-8-12 I 4-6-8 0-7-0 0-7-0 3-0-4 Plate Offsets(X,Y): 18:0-1-8,Edgel,19:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 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 Ina YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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. '(ONIO TOP CHORD 2-3=-757/0,3-4=-757/0,4-5=-757/0 p BOT CHORD 9-10=0/684,8-9=0/757,7-8=0/476 oS 0�VWAS./. W WEBS 2-10=-738/0,5-7=-572/0,5-8=0/382 G ,s x �� Q T d NOTES co) �� - 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 111. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7. i�e,1 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. �, 49639 <y� 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 Off, 4EGisTs0 be attached to walls at their outer ends or restrained by other means. -v LOAD CASE(S) Standard S''ONAL EAG ,<<- G PN, 4 `rj0 2 `rte 870 2PE 9�' yN N �'O), OREG N rp O44// 'PO EMBER '\'‘' Or, A. HE?'- 3' EXPIRES:06/30/2015 April 22,2014 II A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.1413 rev.//29/2014&TORE USF __ Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. 1 Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern Pine(SP)lumber is specked,the design values are those effective 06/01/2013 by ALSC System Numbering y Failure to Follown Cause Property Symbols Damage or Personal TION b-4-8 dimensions shown intem,e.g. ORIENTATION (Drawing for truss syr PLATE LOCATION ANDis nays required. See BCSI. plate on joint unless x,y 1. Additional stability bracing Center 3 diagonal or X-bracing. engineer.For ged re an eng elves 0 /4 offsets are indicated. sixteenths. 2 2. Truss bracing must be design gm Dimensions are CHORDS wide truss spacing,individual lateral braces therm later to both sides of truss TOP C require bracing,or alternative Tor 1 �� Apply plates teeth. \ may �� and fully embedbracing should be considered. ll WEBS � design loading shown and never 3. Never exceed inadequately braced trusses. O= stack materials then to the building 1/16 cell, AI les of this truss design = russ d,prot th owner and rl q• Provide coP U O desi nec erection sup _ 9 artier. MIL a. all other interested p Otightly against each other. Willaillp r— CHORDS err to bear tig Y BOTTOM 5 5. Cut members b plates on each face of truss at each oini For 4 x 2 orientation i date 8 � 6. Mace Knots ANSI/TPI e at j plates 0-'ria' fromISE joint and embed fully.d by edge of truss. locations are reg protected from 7. o Design ronment umes regulated with TPIA1. 1. JOpUNDRHETRUSSSTANN BA7TH/E JOINTDFAROESWO AR This symbol indicates the THE LEFT. required direction of slots m 8. Unless otherwise noted, content of lumber later. shall not exceed 19%at time of fabrication.applicable for Connector pWIIIIIIIIIIIII• CHORDS AND WEBS ARE IDENTIFIED BY END JOINT noted,moisturethis design is not app reen lumber. NUMBERS/LETTERS. expressly reservativetreated,org iiek 20/20 9. Unless exp use with fire retardant,p *Plate location dont iiquest ilable in M CODE APPROVALStor. practiceis to software or P PRODUCT 10.Camber is a of iotedruss abn non-structural is not and is the ES Reports: responsibility ICC- camber for dead load deflection. on PLATE SIZE ESR-1311,ESR 1352,ESR1988 11 indicated type,size,eminimumplatingrequirremen requirements.The firstelength dimension isto plate i ate typ are minimum o speciescand size,width measured perpendicular ER 3907,ESR 2362•ESR-1397,ESR 3282 I 4 x 412.Lumber used shallal to obe of hbete ter than that to slots.Second dimension is I parallel to slots. in all respects,equal the LOCATION p speber used ze, at I nations are as follows: puffins provided CATION Southern Pine lumber designations 13.Top chords must be sheathed or � BRACING LO SYP represents values asp spacing indicated on design. spacing, LATERALby AWC in the 2005/2012 NDS values at 10 ft. p and/orapproved/new chords require lateral bracing se noted. symbol shown Sp represents ALSO 14.Bottom is installed,unless otherwise IF Indicated by Y section of the with effective date of June 1,2013 or less,if no ceiling responsibility of others. by text in the bracing 15.Connections not shown are the resp plate without prior output. Use T or I bracing if indicated. 16.Do not cut or alter truss iemember or approval of an engineer. unless indicated otherwise. BEARING ©2012 Meek®All Rights Reserved 17.Install and load vertically pose unacceptable Indicates location where bearings 1B.Use of greenperformance risks.Consult with or treated lumber may isupports)occur. Icons vary bit tat enOlect engineer before e reaction section indicates ccnr. project engineer,... 1.10"-114 number where bearing onlypictures alone portions of this design(front,back,words 19.Review pictures)before use.Reviewing Min size shown is for crushing and is not sufficient. ►� 20.Design assumes manufacture in accordance with Industry Standards: n Specification for Metal �� ANSIAPI 1 Quality Criteria. ANSI/TPII: National Dect P ���� Plate Connected Wood Truss Construction. Design Standard fo+Bracing. a ety Information, _• _,.kers-7a73 rev.01/29/2013 g RECEIVED muAR 1 2 2019 MiTek� BUILDING VON MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 3-D PATIO -NH- ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA, Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K5511586 thru K5511625 My license renewal date for the state of Oregon is December 31,2019. CEO P R OFF ��NGINEFR 502 89200PE 4,REGONN� 44, <0 ' i4, ZQ �.� MFRRIIA- --4, -- U . .•_" ' . December 14,2018 Baxter, David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. mn„ MiTeV MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 3-D PATIO -NH- ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K5511586 thru K5511625 My license renewal date for the state of Washington is May 16,2019. oRRILL 4���0� `-'•k•k�, CIST'ER%� • December 14,2018 Baxter, David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. This design prepared from computer input by Pacific Lumber and Truss-BC - LUMBER SPECIFICATIONS 41-00-00 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2-14=1-1640) 5491 14- 3=( 0) 200 2x6 KDDF 1168TR T2, T3 2- 3=(-6334) 1973 14-15=1-1644) 5489 3-15=1 -306) 243 BC: 2x6 KDDF#16BTR LOADING 3- 4=1-6221) 2152 15-16=(-2605) 7338 15- 4=( -441) 1714 WEBS: 2x4 KDDF STAND LL= 25 PSF Ground Snow (Pg) 4- 5=1 0) 0 16-17=(-2821) 7852 15- 6=(-2321) 1071 . TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 0.0" V 4- 6=(-5528) 1960 17-18=(-2605) 7338 6-16=1 -70) 668 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 10'- 0.0" TO 31'- 0.0" V 6- 7=(-7586) 2804 18-19=1-1644) 5489 16- 7=( -420) 324 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF IL( 50.0)+DL( 14.0)= 64.0 PLF 31'- 0.0" TO 41'- 0.0" V 7- 8=(-7588) 2804 19-12=1-1640) 5491 7-17=1 -420) 324 BC UNIF LL( 0.0)+DLI 40.0)= 40.0 PLF 0'- 0.0" TO 41'- 0.0" V 8-10=(-5528) 1960 17- 8=1 -70) 668 9-10=( 0) 0 8-18-(-2321) 1071 NOTE: 2x4 BRACING AT 24"OC DON. FOR TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 10'- 0.0" 10-11=(-6221) 2152 10-18=1 -441) 1714 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 31'- 0.0" 11-12=1-6334) 1973 18-11=( -307) 242 12-13-1 0) 84 11-19=1 0) 200 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 20.0^ 20.0" REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) JT 2, 12: Heel to plate corner = 1.50" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -1049/ 3527V -117/ 117H 5.50^ 5.64 KDDF ( 625) 41'- 0.0" -1049/ 3527V 0/ OH 5.50^ 5.64 KDDF ( 625) NOTE:TRUSS MUST BE ANCHORED FOR UPLIFTS SHOWN. PROJECT ENGINEER MUST APPROVE ADEQUACY PRIOR GOND. 2: Design checked for net1-5 psf) uplift at 24 ^oc spacing. TO FABRICATION OF TRUSS. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/160 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL DEFL = 0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = -0.436" @ 20'- 6.0" Allowed = 2.004" MAX TL DEFL = -0.722" @ 20'- 6.0" Allowed - 2.672" MAX LL DEFL = 0.022" @ 42'- 8.0" Allowed = 0.167" MAX TL DEFL = 0.021" @ 42'- 8.0" Allowed = 0.222" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.130" @ 40'- 6.5" MAX HORIZ. TL DEFL = 0.214" @ DD40'- 6.5" Design conforms to t as system and compon-� A of-_`G- 4//���•••aaa 0-06-08 0-06-08 Wind: 140 mph, h=21.7 = T'Ii=6�`0 . 7 (All Heights), ed, at.2, Exp.B, MW 7r '� '� load duration •=1.6, 9-11-11 21-00-10 9-11-11 1892()()P E Truss design:• r wind 5-01-03 4-04 4-11-15 5-06-06 5-06-06 4-11-15 4-04 5-01-03 in the plane truss only. '1 T '(' 533.30# T T 1' 4433.308 T 1' 12 12 84-7x8(S)6.00 M-5x12 5 M-3x8 0.25" M-3x8 9 M-5x12 4 6.00 J OREGON C(/ 12 w,,, 7 y T i �� OREGON 1'` M-3x9 -3x9 o y 14, .- ��.r 3 Allki 1 MR R I LL• M-9x12 ' T __ T� M-4x12 ▪ � e _ ��, � EXPIRES: 12-31-2019 „„10e.' 2 19 15 16 4 17 18 19 \3O M-1.5x3 M-4x10 0.25" 0.25" M-4x10 M-1.5x3 1 O 0 M18HS-7x14(S) M18HS-7x14(5) ,Jr y 1 )' )' l J' 1 4-11-07 4-04 7-06-04 7-04-08 7-06-04 4-04 4-11-07 y y l ' ORRILL 8 1-08 41-00 1-08 ,4 ) of W T JOB NAME : 3-D PATIO -NH- - Al 0 i fs"'oo IA Scale: 0.1511 WARNINGS: GENERAL NOTES, unless otherwise noted: -i� I.Builder and erection contractor should be advised of all General Notes 1.This design a based only upon the parameters shown and is for an individual Truss: Al and Warnings before construction commences. building component.Appliwbfley of design parameters and proper -Q/ ].244 compression web bracing mud be inA II d where shown+ incorporation of component is the responsibility of the building designer. r�',. 3.AddBbnaltemporarybcingtoinsurestabilitydudigconsimction 2.Design assumes the top and bottom chords lobelaterally Nacedat MO 4:4'�y4e is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10 o.c.respectively unless braced throughout their length by4,b51398.0.., l` DATE: 12/14/2018 the overall stmaure is the responsibility of the building de continuo.sheathing such as plywood sheathing(TC)athing(TO)andror drywae(BC). On . 0/ST'Elt• .[♦Ctt1 spo y 9 signer. 3.2s Impact bridging lateral bracing required where shown•• Y+- U++'- SEQ.: K5 5115 8 6 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibify of the respective conkedor. fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used n a non-conoave environment, SS1'ONAL � TRANS I D: LINK design bads be applied to any component. 6.Design nd are for dry condition- f ai supports shown.Shim or wedgef 5.Campurrus has no control over and assumes no responsibility for the u assumes g opo i y. fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. 6.TNs design is bmished subject to the limitations sal Mahe), 8.Plies shall be hosted on both faces of truss,and plated so their center December 14,2 18 TPIWFCA in SCSI,copies of wheh will be furnished upon request. lines coindde won joint center lines. 9.Digits indicate sue of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 41'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(-1158) 2709 14- 3=1 0) 136 2x6 KDDF#16BTR T2, T3 SPACED 24.0" O.C. 2- 3=(-3153) 1499 14-15=(-1160) 2708 3-15=( -151) 109 BC: 2x6 KDDF #168TR 3- 4=(-2923) 1500 15-16=(-1484) 3432 15- 4=( -326) 934 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 16-17=(-1575) 3699 15- 6=(-1122) 557 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4- 6=(-2558) 1381 17-18=(-1566) 3432 6-16=( -13) 367 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PIF 6- 7=(-3560) 1764 18-19=(-1264) 2708 16- 7=( -230) 137 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-3560) 1764 19-12=(-1262) 2709 7-17=( -230) 137 8-10=(-2558) 1381 17- 8=( -13) 367 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 8-18=(-1122) 557 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=(-2923) 1500 10-18=( -326) 934 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-3153) 1498 18-11=( -152) 107 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 12-13=( 0) 84 11-19=( 0) 136 OVERHANGS: 20.0" 20.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural 0'- 0.0" -388/ 1912V -118/ 118H 5.50" 3.06 KDDF ( 625) 41'- 0.0" -388/ 1912V 0/ OH 5.50" 3.06 KDDF ( 625) vertical members (lion). ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL DEFL = 0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.240" @ 20'- 6.0" Allowed = 2.004" MAX TL DEFL = -0.343" @ 20'- 6.0" Allowed = 2.672" MAX LL DEFL = 0.022" @ 42'- 8.0" Allowed = 0.167" MAX TL DEFL = 0.021" @ 42'- 8.0" Allowed = 0.222" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.070" @ 40'- 6.5" MAX HORIZ. TL DEFL = 0.102" @ 40'- 6.5" Design conforms to system and coupon- -o �,`G E Wind: 140 mph, h=22. �A • Y_B-CDI=6.'0, (All Heights),f�rhCti ed, at.2, Exp.B, MW ' Ir 13-03-11 14-04-10 13-03-11 load duration `�c ••=1.6, 1: f 1 f f Truss design:. r wind 1 9200 P E 5-01-03 4-04 3-05-092-00-14 5-06-06 5-06-06 2-00-143-05-09 4-04 5-01-03 in the plane • ,e truss only. T T T T T f T T T T T 12 5 9 12 6.00 M-7x8(S) Q6.00 M-4x6 M-3x4 0.25" M-3x4 M-9x6 OREGON t.' �tt/� --T2 „ 7 Ti M-3x9 y M-3x9 �i- 4.1 O R 4 t N t.' 3, 1 MFR R 1 t�- ;e EXPIRES: 12-31-2019 19 15 16 17 18 19 \3 0 1 M-3x8 M-1.5x3 M-3x8 0.25" 0.25" M-3x8 M-1.5x3 M-3x8 1 0 0 M-7x8(S) M-7x8(S) y l b 1 ). b J' 1 4-11-07 4-04 7-06-04 7-04-08 7-06-04 4-04 4=11-07 J' l 1 l 4.P WASE.4`tf1, 1-08 41-00 1-08 �`GY JOB NAME : 3-D PATIO -NH- - A2 Scale: 0.1511 �• _���_ c$ `75 WARNINGS: GENERAL NOTES, unless otherwise noted: ���' ate•• - ' 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: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper Or 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. I 3.Additional temporarybracingto Insure stability during T Design assumes the top and bottom chords to be laterally braced at eft 51398 'QCV f y g construction l9 is the responsibility of the erector.Additional permanent bracing of To.c.and sheathings.respectively unless braced throughout their length by DATE: 12/14/2018 the overall structure is me responsibility of the building deli continuous such as plywood sheathing(TC)and/or drywall(SC). O panni ty g gner. 3.2s Impact bridging or lateral bracing required where shown++ �n 4.GISTER SEQ.: K5511587 4.No load should be applied to any component until after all bracing and 4.Installation of truss:sthe nesponsibiftty Of the raspechve contractor. 'Cs StIC 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, SiONAL TRANS ID: LINK design bads be applied to any component. and are for^drvconddiariofcase. 5.CampuTrus has no control over and assumes no responsibility for the 6.Design assumes full be04-0enng at all supports shown.Shim or wedge if fabdcatian,handling,shipmentcomponents. scery. - totheellaaomssatf ta. T.Pe=renhallbelctedonbothte fageiotrusis,anded. December 14,2018 8.This design Is furnished subject to the limitations set forth by e.Plates shop be located on bath faces of truss,and placed so their center TP WJTCA In SCSI.copies of which wall be furnished upon request. lines“inside with joint center lines. 9.Diggs Indicate see of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connedor plate design values see ESR-1311,ESR-1988(MRek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 41'- D.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(-928) 2668 3-14=1-164) 209 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3079) 1188 14-15=(-768) 2930 14- 4=1 -43) 351 WEBS: 2x9 KDDF STAND 3- 4=(-2873) 1151 15-16=(-581) 2095 4-15=1-524) 366 LOADING 4- 5=(-2321) 1029 16-17=(-818) 2383 15- 5=)-264) 722 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 17-12=(-978) 2623 15- 7=1-227) 169 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2006) 1001 7-16=1-226) 169 TOTAL LOAD = 42.0 PSF 7- 9=(-2006) 1001 9-16=1-264) 722 8- 9=( 0) 0 16-10=1-524) 366 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2321) 1029 10-17=1 -43) 351 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2873) 1151 17-11=(-169) 204 BOTTOM CHORD CHECKED FOR A 20 USF LIMITED STORAGE 11-12=(-3079) 1188 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 12-13=( 0) 84 OVERHANGS: 20.0" 20.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -303/ 1912V -199/ 194H 5.50" 3.06 KDDF ( 625) 41'- 0.0" -303/ 1912V 0/ OH 5.50" 3.06 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 = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL DEFL = 0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.171" @ 20'- 6.0" Allowed = 2.009" MAX TL DEFL = -0.277" @ 20'- 6.0" Allowed = 2.672" MAX LL DEFL = 0.022" @ 42'- 8.0" Allowed = 0.167" MAX TL DEFL = 0.021" @ 42'- 8.0" Allowed = 0.222" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.074" @ 40'- 6.5" MAX HORIZ. TL DEFL = 0.123" @ 40'- 6.5" 16-07-11 7-08-10 16-07-11 D 'f 'I' 1' 1' Design conforms to II, xE 5-02-03 0-04-08 3-10-05 5-05-11 5-07-06 system and compos- yltl'. -- ' i 5-07-06 1. ' 5-05-11 Pi 3-10-05 '' 0-011{08 1' 5-02-03 T T ph, _ t�.. �y��� �F l 1. 1 1 1l f II 1' 1 Wind: (All mHeights), • ed,'Cat.2,�LExp.B, `MW r 12 12 load duration 1.6, 1J' 6.00[7 M-4x6 M-4x6 ' 6.00 Truss design:• r•wind 189200 P E �' 6 M-3x4 g 5 in the plane • ,e truss only. M-Sx6(S) . M1 ! 14-.5766(S) 0.25" 0.25" Q w9G ,�OREG ,, � + 1' 7-°1‘ A-, M-1.5x33 M-1.5x3 /O T 741 `� MFR 141-2:172:19 11-x-�' 17\ __ EXPIRES: 12-31-2019 I- 4. •00.---.- 19 14= .� 16 17 •.••\3 IIM-3x8 M-3x4 0.25" 0.25" M-3x4 M-3x8 i M-5x8(S) M-5x8(S) 1 1 1 1 1 1 1 1 8-04-03 7-09-04 8-09-01 7-09-04 8-04-03 1 1 vs.sliltILL 1-08 41-00 1-08 8 JOB NAME : 3-D PATIO -NH- - A3 ^� 14)4 Scale: 0.1511 4.'.. ' . WARNINGS: GENERAL NOTES, unless otherwise noted: fir./ 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: A3 and Warnings before construction commences. building component.Applicability of design parameters and properf,x , 2.2a4 compression web bracing must be installed where shown+, incorporation of componar is the responsibility of the building designer. /s' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at A'1 51398 44' 3. by is the responsibility of the erector.Additional permanent bracing of 2'continuous and at ea hin0.respectively unless braced Throughout their length). {� DATE: 12/14/2018 the overall structure is me responsibility of building desi conlinuousshgingor wchasptywooduired sheathing(TC) Orywall(BC). OA L�'(�+IS,I,�gY', sponsi ty o g goer. 3.2x Impact bridging or lateral bracing required where shown++ Y•' SEQ.: K55115 8 8 4.No wad should be applied to any component until after all biasing and 4.Installation of truss N the responsibility of the respective contractor. qsy fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, S jONAL G TRANS ID: LINK der,ignloads beapplied toany component. and are for dry ontlibonofuee. 5.CompuTrus has no control over and assumes no responsibility for the 6.Deignassumes NII bearing at al supports shown.Shim or wedge if necemay. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. December 1 4,201 8 8.This design Is Nmished subject to the limitations set forth by 8.Plates shat be located on both faces of truss,and placed so their center TPNMCA in BCM,copies of which will be furnished upon request. lines coincide wet joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-7988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS TRUSS SPAN 40'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-13=(-1235) 2645 3-13=(-165) 188 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-3058) 1533 13-14=(-1090) 2406 13- 4=( -30) 352 WEBS: 2x4 KDDF STAND; 3- 4=(-2852) 1500 14-15=(-1004) 2070 4-14=(-524) 304 2x4 DF STAND A LOADING 4- 5=(-2299) 1405 15-16=(-1102) 2327 14- 5=(-356) 725 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=1 0) 0 16-12=(-1243) 2498 14- 7=(-230) 289 TC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD= 10.0 PSF 5- 7=(-1986) 1311 7-15=(-250) 289 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 9=(-1975) 1285 9-15=(-365) 720 8- 9=( 0) 0 15-10=(-492) 292 LL - 25 PSF Ground Snow (P9) 9-10=(-2287) 1377 10-16=) -66) 313 NOTE: 2x4 BRACING AT 24"OC DON. FOR 10-11=(-2785) 1492 16-11=) -98) 231 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-2969) 1541 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 20.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -426/ 1908V -179/ 189H 5.50" 3.05 KDDF ( 625) M-1.5x4 or equal at non-structural 40'- 9.0" -356/ 1711V 0/ OH 5.50" 2.74 KDDF ( 625) • vertical members (uon). ** For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL DEFL = 0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.207" @ 20'- 6.0" Allowed = 1.992" MAX TL DEFL = -0.267" @ 20'- 6.0" Allowed = 2.656" SEASONED LUMBER IN DRY SERVICE CONDITIONS 0-11-04 MAX HORIZ. LL DEFL= -0.085" @ 40'- 3.5" '-'f MAX HORIZ. TL DEFL= 0.120" @ 40'- 3.5" 0-11-04 f--f Design conforms to main windforce-resisting 19-11-11 1-00-10 19-08-11 system and components and claddin. criteria. f f f T 5-07-06 5-02-03 5-05-11 3-03-09 3-03-09 5-05-11 5-02-03 5-04-06 Wind: 140 mph, h=24.2ft, T ' =41Q,1r e - -10, f f +ri f f f f f f (All duration aEg545 N .:, .� i Dir), 12 M-3x4 12 load duration fa -_` E 6.00 6 8 ' 16.00 Truth designed 0 - 1\ �'9 a'* in the plane o �� , usVonly. M-4x6 M-4x6 892O0PE 9v'* M-5x6(5) 6, M-5x6(5) • 0.25" 0.25" +7 9,6 yL ,f,OREGON�� <I M-1.5x3 /*14-1.5x3 i0 y 14, i° �"�3 MER R 1 L�- M-9x6 m \ 15 A EXPIRES: 12-31-2019 = 13 19 't 15 16 a*12 1 M-3x8 M-3x4 0.25" 0.25" M-3x4 o 01 M-5x8(S) M-5x8(S) l l y l ) y y 8-04-03 7-09-04 8-09-01 7-09-04 8-01-03 yOR'RT`LL 1-08 40-09 8 JOB NAME : 3-D PATIO -NH- - A4 A,,y,-„,�i' 0 �1A Scale: 0.1553 WARNINGS: GENERAL NOTES, unless otherwise noted: ,-./ : 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual Truss: A4 and Warnings before construction commenus. building component.Applicability of design parameters and proper fir 2.2x4 compression web bracing must be inctafed where shown o. incorporation of component is the responsibility of the building designer. �'; 44. 3.Additional temporary braang to insure stability dung construction 2.Design assumesnO o n top and bottom charas to be laterally braced at �# 51398 k,) is the responsibility olihe erector.Additional permanent bracing of 7 o.c.and Clat la o.c.respectively unless braced throughout their length by rev, " DATE: 12/14/2018 the Owren swaure is the responsibility of building de continuous sheathing such as plywood sheathing(Tc)and/or drywall(BC). 94'), � F(�+IS••ri' epon iy o 9 signer. 3.2a 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 to responsibility of the respective contractor. �o5 NAL G SEQ.: K5511589 5.Datrusses are to be used na non-corrosive envitonment, S'40 fasteners are complete and et no time should any bads greater than sgr assumesor"dry design bads be applied to any component. and are for"dry condition'or use. TRANS I D: LINK S.CompuT us has no control over and assumes no responsibility ler the e.Desgn assumes NII bearing et all supports shown.Shim or wedge If fabrication,handling,shipment and Installation of components. necessary. . ismen pohey 7.Pltesstra besaded oneoface is truss, December 14,2018 8.This design a furnished subject to the limaations set forth by 8.Plates shay be boated on both faces of truss,and placed so their center TPLWrCA in BCSI,copes of which will be fumiahed upon request. lines coincide weh joint center lines. 9.Digits indicate sac of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(114-E t0.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 90'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #163TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 89 2- 9=(-969) 2760 3- 9=(-295) 291 BC: 2x9 KDDF #1&13TR SPACED 29.0" O.C. 2- 3=(-3056) 1179 9-10=(-737) 2328 9- 9=(-209) 552 WEBS: 2x9 KDDF STAND; 3- 4=(-2909) 1238 10-11=(-408) 1699 9-10=(-679) 516 2x9 DF STAND A LOADING 9- 5=(-2367) 1159 11-12=(-706) 2169 10- 5=(-432) 1059 + LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2357) 1171 12- 8=(-975) 2527 5-11=(-921) 1039 TC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PIE 6- 7=(-2852) 1304 11- 6=(-652) 507 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF 7- 8=(-2991) 1237 6-12=(-260) 995 12- 7=(-293) 332 OVERHANGS: 20.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ". For hanger specs. - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 0'- 0.0" -321/ 1908V -227/ 237H 5.50" 3.05 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 90'- 9.0" -298/ 1711V 0/ OH 5.50" 2.74 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL DEFL = 0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.179" @ 15'- 11.0" Allowed = 1.992" • MAX TL DEFL = -0.278" @ 15'- 11.0" Allowed = 2.656" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.070" @ 40'- 3.5" MAX HORIZ. TL DEFL = 0.114" @ 40'- 3.5" • Design conforms to main windforce-resisting system and components and cladding criteria. 20-06 20-03 ,f Wind: 190 mph, h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-01-07 6-08-04 6-08-04 6-08-04 6-08-04 6-10-07 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1' 1 f 1' .l f ,1' load duration factor=1.6, Truss designed for wind to-•- 12 12 in the plane of the tr StY6.00 p 64 6 ."7.16.00 G*.S. PR s a M-5x8(S) 3� M-5:6(S) i. �� �� GI NE R % 89200PE 9I 0.25" 0.25'. 9 JJ �� 1vi > x3 / /141111111111,111p:M-1.5x3 72. 4 AOREGON .14REGON 2°1 +.AA, MFR R Il-k- M-9x6 Arn EXPIRES: 12-31-2019 9 D 1 . . 1 12 .`' I 1 8 of M-3x8 M-3x4 0.25" 0.25" M-3x4 of 0 M-5x8(S) M-5x8(5) l 1 1 l l 1 1 l 8-05-08 7-05-08 9-02 7-05-08 8-02-08 y -0.011:1LL 1-08 40-09 40 of wAski471-1), JOB NAME : 3-D PATIO -NH- - A5 _ ra `14 6_, Scale: 0.1553 0 WARNINGS: GENERAL NOTES, unless otherwise noted. ` .. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4/ Truss: A5 and Warnings before construction commences. building component.Applicability of design parameters and proper �/ 2.2v4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. / '�I 3.Additional temporary bracing to insure stability during construction 2.Design assumes the[op and bottom chords to be laterally braced at >�� 51398 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 [}, DATE: 12/14/2018 the overall structure is the responsibility f the building desi continuous sheathing such as plywood sheat where and/or tlrywall(BC). Off, �+GI�.,,�,raQ'� _Sy spor. ty o g finer. 3.2a Impact bridging sheath or lateral bracing required where shown r d 1 E l .♦R,: SEQ.: K5 5115 9 0 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. �y fasteners are complete and at no time should any baits greater than 5.Design assumes trusses are to be used Ina non.ns"o,lve environment, S tONAL G TRANS ID' LINK design loads be applied to any component. and are for"dry condition"of use. 8.D 5.CompuTms has no control over and assumes no responsibility for the sig assumes NII bearing at all supports shown.Shim or wedge if necessary. febncatNn,handling,shipment and installation of components. T.Owren assumes adequate drainage is provided. December 14,2018 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 TPlNJrCA in BCSI,copes of which will be fumished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MIA USA,IncJCompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 84 2- 9=(-969) 2760 3- 9=1-295) 291 BC: 2x4 KDDF (116BTR SPACED 24.0" O.C. 2- 3=1-3056) 1179 9-10=(-737) 2328 9- 4=1-209) 552 WEBS: 2x4 KDDF STAND; 3- 4=1-2909) 1238 10-11=(-408) 1699 4-10=1-679) 516 2x4 DF STAND A LOADING 4- 5=(-2367) 1159 11-12=(-706) 2169 10- 5=(-432) 1059 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2357) 1171 12- 8=(-975) 2527 5-11=1-421) 1034 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2852) 1304 11- 6=(-652) 507 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PIE 7- 8=(-2991) 1237 6-12=(-260) 495 12- 7=(-243) 332 OVERHANGS: 20.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) •' For hanger specs. - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 0'- 0.0" -321/ 1908V -227/ 237H 5.50" 3.05 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 40'- 9.0" -248/ 1711V 0/ OH 5.50" 2.74 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL DEFL = 0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.179" @ 15'- 11.0" Allowed = 1.992" MAX TL DEFL = -0.278" @ 15'- 11.0" Allowed = 2.656" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.070" @ 40'- 3.5" MAX HORIZ. TL DEFL = 0.114" @ 40'- 3.5" Design conforms to main windforce-resisting system and components and cladding criteria. 20-06 20-03 f ' f Wind: 140 mph, h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-01-07 6-08-04 6-08-04 6-08-04 6-08-04 6-10-07 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f ' I '1 ,( a load duration factor=l.6, Truss designed for wind 1•--- 12 12 in the plane of the tr 6.00 M-4x6 ''': 16.00 (� ���,u r(kR�`06-6,_0 �r- 5 9 .(\_GI'v' (� ia"!� V -T M-5x8(S) a M-5:6(S) -9 �' 89200PE 0.25" 0.25" 9 ♦r. tX \\Ipr M-1.5x3 1,(1\ .5x3M4x6ri / r' ii A ;B EXPIRES: 12-31-2019 . M-3x8 M-3x4 0.25" 0.25" M-3x4 o 0l M-5x8(S) M-5x8(S) l l l I. 1 is y y 8-05-08 7-05-08 9-02 7-05-08 8-02-08 y ,o Dir>• 1-08 40-09 49 WAS s4), JOB NAME : 3-D PATIO -NH- - A6 Scale: 0.1553 .-4c 0 . r. WARNINGS: GENERAL NOTES, unless otherwise noted'. h 1.Builder and erection contractor should be advised of all General Nates 1.This design is based only upon the parameters shown and Is for an individual Truss: A6 and Wamings before construction commences. building component.Applicebilty of design parameters and proper s7, 2.ma compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 7. �- 3.Additional temporary bracing to insure stabildy during construction 2.Design assumes the lop and bottom chorda to be aterelty braved al 4� 51398 k,� is the respondbility of the erector.Additional permanent bracing of 7 o.c.and at 10 o.c.respectively unless braced throughout their length by }� DATE: 12/14/2018 the overall structure is the responsibility of the building designer. continuous sheathinginor later as plywood required uA a vAlers ownand/•drywa11181). OA Q' ISTeeQ� Po N 9 �Bne 3.2x I pad bridging lateral bradng q res where shown.. Yv- I D 1 G s- 4.Nabad should be applied to any component until alter al bracing and 4.Installation of truss is the responsibility of the respective contractor.SEQ.: K5511591 5.De„ be used in anon-conasiveenvironment. ss)ONAL G fasteners are complete and at no time should any loads greaten than Design assumes trusses are to TRANS I D• LINK design loads be applied to any component. and are for"dry condition"of use. sign a 5.ComWTms has no control over and assumes no responsibility for the a ease mimes NII bearing at al supports shorn.Shim or wedge If necessary fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. December 14,2018 - 8.This design is furnished subject to the limitations set forth by S.Plates shat be located on both faces of Imss,and placed so their center TPIAARCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(10-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 90'- 9.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 ROOF #1613TR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 89 2-14=(-1901) 9033 19- 3=1 -395) 988 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2- 3=1-4660) 2269 19-15=(-1768) 3720 3-15=1 -848) 970 WEBS: 2x9 KDDF STAND 3- 4=1-3291) 1661 15-17=(-1306) 2870 15- 9=( -1) 372 LOADING 4- 5=1-2633) 1515 16-18=1 0) 0 9-17=1 -719) 341 . TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=1-2195) 1932 17-18=(-1066) 2366 5-17=1 -922) 1068 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=1 0) 0 18-19=1-1012) 2067 5-18=1-1082) 506 TOTAL LOAD- 42.0 PSF 6- 8=1-1977) 1329 19-20=(-1105) 2329 18- 6=( -402) 705 8-10=1-1980) 1286 20-13=1-1295) 2996 18- 8=1 -289) 278 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL - 25 PSF Ground Snow (Pg) 9-10=( 0) 0 8-19=( -196) 302 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2292) 1378 10-19=( -369) 705 BOTTOM CHORD CHECKED FOR A 20 PSE LIMITED STORAGE 11-12=(-2789) 1995 19-11=( -986) 299 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 12-13=(-2967) 1599 11-20=( -69) 300 OVERHANGS: 20.0" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 20-12=( -98) 231 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x9 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0.0" -427/ 1908V -179/ 189H 5.50" 3.05 KDDF ( 625) 90'- 9.0" -356/ 1711V 0/ OH 5.50" 2.74 KDDF ( 625) ** For hanger specs. - See approved plans ICOND. 2: Design checked for net1-5 psf) uplift at 24 "oc spacing. 0-11-04 f--1 VERTICAL DEFLECTION LIMITS: 1,1=1/290, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" 19-11-11 1-00-10 19-08-11 MAX TL DEFL - 0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.268" @ 14'- 2.0" Allowed = 1.992" 3- 00-08 5-06-12 5-06-12 2-01 3-03-12 3-03-12 5-05-10 5-02-02 5-04-05 MAX TL DEFL - -0.357" @ 14'- 2.0" Allowed = 2.656" • l I f f ` f f f f f f f SEASONED LUMBER IN DRY SERVICE CONDITIONS • 16-06-08I 0-1,7�1-09 16-03-08 MAX HORIZ. LL DEFL = -0.135" @ 90'- 3.5" I 4' 4' MAX HORIZ. TL DEFL = 0.189" @ 90'- 3.5" M-3x4 12y 12 6.00 Q 6.00 Design conforms to main windfo -resisting M-4x6 M-4x6 system and components a •`r -..� . - ia. M-3x4 6 8 , M-5x6(5) Wind: 190 mph, h=29.2ft, 'L'' • -• I/ .n 0, M-5x6(5) 5 (All Heights), E.�Isc- ..cm ri .^,---(.'r), 0.25" load duration f `S3 l7 �Y ) /V'1 0.25" 1 Truss designe. f,Fu d .ads ,7 ai !y in the plane •f - truss only. 9 4 89200P r zM-1.5x3 M-3x5 /\ M-4x6 fl Z rAlijihhh..114\+ ` L� ,�,OREGON e At./ mom " 15 .. w: _ to A l� 0 1 2 M-3x4 2 16 18 19 20 **13 0 2-C)'\ (1` �� I M-3x10 1 M-5x16 0.25" M-3x4 1 O ," 'LV o M-5x8 o M-5x10 0 14, ty M-3x4+ 2.19 v M-5x8(S) fiR11-\- M-3x4+ V 12 0 2.75 k-7L' 12 y y y 1-),oQ y y y ..1, EXPIRES: 12-31-2019 2-09 5-06-12 4-10-04 1-03-11 9-05-01 7-09-02 8-01-01 J. b J. 1 l J. 1-08 2-09 11-05 2-01-11 24-05-05 b 1 1' J• y 13-02 27-07 y ORRILL 4, 1-08 40-09 4.0 Q °l' JOB NAME : 3-D PATIO -NH- - A7 ,- O. Scale: 0.1416 .710, --41.1:'-'''.... / WARNINGS: GENERAL NOTES, unless otherwise noted. i 1.Builder and erection contractor should be advised of all General Notes 1.This desgn is based only upon the parameters shown and is for an individual Truss: A7 and Warnings before construction commences. building component.Applicability of design parameters and proper -�r 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 4', 3.AddRionaitemporarybracingtoinsurestabilRydunngoonstoot 2.Design assumes the top and bottom chords to be laterally braced at 3'I� 51398 .k. by is the responsibility of the erector.Additional permanent bracing of 2'oand a1 ea hin respectivelysucaunless braced)TC)and/ut or diylerll(S). /� DATE: 12/14/2018 the overall structure is the responsibility of the buildingdesigner. continuousxImp sheathing later l b esrq replywood uirewhere s own 0 drywall(BC). Q.k �'G.I$„S ,� sponsi ty 3.2x Impact bridging or lateral bracing required shown++ SEQ.: K55115 92 4.No load should be applied to any component until after all bracing and 4. S fasteners are complete and at no time should any loads greater man 5.Design assumes trusses are to be used m a non-corrosive environment, s IONAL G TRANS I D: LINK design loads be applied to any component. and are or dry condition"oras.. 5.CompuTrus has no control over and assumes no responsil:Ay for the 8.Des assumes full bearing at all supports shown.Shim or wedge if ssary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 1 4,20 l 8 8.This design is furnished subject to the limitations set forth by 8.Plates shall be Boated on both faces of truss,and placed so their center TPI/WTCA in SCSI,copies of which will be furnished upon request. lees coindde with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)'E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 15-00-00 HIP SETBACK 3-06-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF #16BTR; 15-00-00 GIRDER SUPPORTING 40-09-00 1- 2=(-7762) 1944 1- 9=(-1274) 5136 9- 2=( -62) 384 6-13=(-936) 3872 206 KDDF #15BTR T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-7438) 1918 9-10=(-1272) 5122 2-10=( -388) 1478 13- 7=(-390) 1474 BC: 206 KDDF #16BTR 3- 4=(-5874) 1532 10-11=(-2262) 8812 10- 3=( -944) 3896 7-14=( -62) 388 WEBS: 2x4 KDDF STAND; LOADING 4- 5=(-9094) 2392 11-12=(-2296) 8954 10- 4=(-3924) 1070 2x6 DF SS A LL = 25 PSF Ground Snow (Pg) 5- 6=(-5874) 1534 12-13=(-2296) 8954 4-11=( -506) 2412 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 3'- 6.0"V 6- 7=(-7436) 1918 13-14=(-1272) 5122 11- 5=( -42) 188 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 68.8)+DL( 19.21= 88.0 PLF 3'- 6.0" TO 11'- 6.0" V 7- 8=(-7762) 1944 14- 8=(-1274) 5136 12- 5=( -472) 2314 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.01= 64.0 PLF 11'- 6.0" TO 15'- 0.0" V 5-13=(-4026) 1092 BC UNIF LL( 0.0)+DL( 27.5)= 27.5 PLF 0'- 0.0" TO 15'- 0.0" V BC UNIF LL( 484.4)+DL( 329.4)= 813.8 PLF 0'- 0.0" TO 15'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24'•OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 72.9)+DL( 20.41= 93.3 LBS @ 3'- 6.0" 0'- 0.0" -1724/ 6979V -56/ 56H 5.50" 11.17 KDDF ( 625) -- TC CONC LL( 72.9)+DL( 20.4)= 93.3 LBS @ 11'- 6.0" 15'- 0.0" -1724/ 6979V 0/ OH 5.50" 11.17 KDDF ( 625) J,_ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. Attach 2 ply with 3"5.131 DIA GUN VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 nails staggered: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.069" @ 8'- 11.7" Allowed = 0.709" \A/ 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.117" @ 8'- 11.7" Allowed = 0.939" /X)( 9" oc in 2 row(s) throughout 2x6 top chords, 5" oc in 2 row(s) throughout 2x6 bottom chords, SEASONED LUMBER IN DRY SERVICE CONDITIONS 9" oc in 1 row(s) throughout 2x4 webs. NOTE:TRUSS MUST BE ANCHORED FOR UPLIFTS SHOWN. MAX HORIZ. LL DEFL = 0.025" @ 14'- 6.5" • PROJECT ENGINEER MUST APPROVE ADEQUACY PRIOR MAX HORIZ. TL DEFL = 0.043" @ 14'- 6.5" •• TO FABRICATION OF TRUSS. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3-05-11 8-00-10 3-05-11 load duration factor=l.6, f f 4' 4' Truss designed for wind loads in the plane of the truss only. 1-10-08 1-07-03 2-09-19 3-01-02 2-06-10 1-07-03 1-10-08 T 12 T 4,93.30# T f 493.30# T 12 f QED PROP 10.00 M-9x8 M 3x6 M-3x10 M-9x8 N10.00 �� `tL NGINE��(31 �, 4_ T2 _6_ � 89200PE if.... M-3x5zz/z - -� 7 N, M-3x5 7 M-5x10 -7L A_ OREGON �� M-5x10 ,NN .a'J m k\- - '� � � -/--- 10, ili Y 1'1 c' JRR1�c � U � , 1 .. 9 10 11 12 13 14 8 I M-3x6 M-6x8 M-9x8 M-3x8 M-6x8 14-3x6 EXPIRES: 12-31-2019 l J• J. l 1 l J. l 1-08-12 1-09-03 3-01-02 2-09-10 2-11-06 1-09-03 1-08-12 y 15-00 J• 4 '> Lt, ii, JOB NAME : 3-D PATIO -NH- - B1 �`"co• c� c,� Scale: 0.4008 ` �,!-TS".+,r 0. I WARNINGS: GENERAL NOTES, unless otherwise noted: `y�a� 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: B1 and Wamings before construction commences. building component.Applicability of design parameters and proper '$, 2.2e4 compression web bracing must be installed where shown 0. incorporation of component is the responsibility of the building designer. 4 4V 3.Addcnnal temporary bracing to Insure stability dung construction 2.Design assumes Me top and bosom chords to be laterally braces at '1 p51398 A is me responsibility of the erector.Additional permanent biting of 7 o.c.and at 1o.o.c.respectively unless braced throughout their length by ,,,, " DATE: 12/19/2018 the overall structure Is the responsibility of the building designer. a Impact us edging or such as plywood uired where s angor arywan(BC). F(1+1s'r -"' Po NY 9 B 3.2e Imp d bshe g lateral bracing required where shown•r d SEQ.: K5 5115 9 3 4.No loadt should be applied to any component until after al bracing and 4.Installation of truss is e responstbtlly of the respective contractor. .REft 9. CI fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment design baits be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 5.CompuT us has no control over and assumes no responsibility for the1100¢86.Design assumes NII bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and installation or components. 1.Design ssumes adequate drainage is provided. December 14,2018 8.This design is lumtshed subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI1WTCA in BCSI,copies of which well be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sue of plate in taches. MTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see E5R-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0^ IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=10) 0 BC: 2x4 KDDF IfluBTR SPACED 24.0^ O.C. 2-3=1-68) 41 TC LATERAL SUPPORT <= 12^OC. UON. LOADING • BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -54/ 292V -23/ 810 5.50" 0.97 KDDF ( 625) 1'- 10.9" -61/ 60V 0/ OH 1.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 6.0" 0/ 30V 0/ OH 5.50" 0.05 KDDF 1 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND INC 2015 NOT BEING MET. I,, 'PROVIDE FULL BEARING;Jts:2,3,4I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.053" MAX BC PANEL LL DEFL= 0.009" @ 1'- 7.6" Allowed = 0.129" MAX BC PANEL TL DEFL = -0.009" @ 1'- 9.0" Allowed = 0.172" MAX BC PANEL TL DEFL = -0.003" @ 1'- 11.8" Allowed = 0.172" SEASONED LUMBER IN DRY SERVICE CONDITIONS 1-11-11 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" f MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 12 Design conforms to main windforce-resisting 10.00 system and components and cladding criteria. Wind: 190 mph, h=20ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, - (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss on. Ep PROF cri o o 89200PE Nin f3x4i [ /Q qY 14, r?- 4 MFRRIL -� EXPIRES: 12-31-2019 1 1 l . 1-00 3-06 I oRRILL 40 pf W' tt,.g÷.l JOB NAME : 3-D PATIO -NH- - BJ1Sale: 0.6822 iiir0'' coo WARNINGS: GENERAL NOTES, unless otherwise noted: ' � '�•• J 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is ler an individual Truss: 13J1and Wamirgs before construction commences. buildingcomponent.Applicability of design parameters and proper \ 2.254 compression web bracing must be installed where shown. incorporation of component is the responsibility of the building designer. /l 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced al 4Yfl 51398 w4y is me responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OA A S`,y,, DATE: 12/14/2018 the overall sWdure is the responsibility of the building designer. 3.lel Impact hedging or lateral bracing required where shown.. '�'� Cl$y ur s� 4.No bad should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the re cfwe contrador. ♦♦- SEQ.: K5511599 e °.o S fasteners are complete and at no lime should any loads greater then 5.and assumesyondino are to be used m.nantadddve environment, SjONAL TRANS ID• LINK design loads be applied to any component. and ere far-dry cendftien'of 9ase. 5.CompuTrus has no control over and assumes no respondbilhy for the 8 necessary. sign assumes lull beating at a1 supports shown.Shim or wedge if fabrication,handing, ry edipmlectto andiedamatinsf rth by 7.Design So located oneoti face is truss,an December 14,2018 ' 8.This design is furnished subject to the limitations set forth by S.Plates 5851 De bested on both races of Truss,and placed so their tamer TP WVTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs indicate size of plate in inches. MITek USA,InciCompuTros Software 7.6.8(10-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 41'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-15=(-1456) 4059 15- 3=( -293) 993 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4710) 1760 15-16=(-1355) 3743 3-16=( -850) 414 WEBS: 2x4 KDDF STAND 3- 4=(-3315) 1267 16-18=( -949) 2891 16- 4=( 0) 372 LOADING 4- 5=(-2656) 1126 17-19=( 0) 0 4-18=( -720) 340 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2217) 1089 18-19=( -696) 2388 5-16=( -328) 1073 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 19-20=( -588) 2092 5-19=(-1085) 537 TOTAL LOAD = 42.0 PSF 6- 8=(-1996) 1012 20-21=( -821) 2384 19- 6=( -325) 714 6-10=(-2011) 1002 21-13=( -982) 2621 19- 8=( -281) 159 NOTE: 2x4 BRACING AT 24"OC VON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 8-20=( -173) 181 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2326) 1031 10-20=( -263) 707 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-2872) 1156 20-11=( -518) 368 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 12-13=(-3077) 1192 11-21=( -46) 338 OVERHANGS: 20.0" 20.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14=( 0) 84 21-12=( -164) 203 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -304/ 1912V -194/ 194H 5.50" 3.06 KDDF ( 625) 41'- 0.0" -304/ 1912V 0/ OH 5.50" 3.06 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 16-07-11 7-08-10 16-07-11 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL DEFL = 0.021" @ -1'- 8.0" Allowed = 0.222" 5-06-12 2-01 3-10-05 0-09-11 5-02-02 MAX LL DEFL = 0.226" @ 14'- 2.0" Allowed = 2.004" MAX TL DEFL = -0.366" @ 14'- 2.0" Allowed = 2.672" 3-00-08'r 'r 5-06-12 '' 0-O' 11 '3-10-05 115-05-10 'r ' 5-07-05 MAX LL DEFL = 0.022" @ 42'- 8.0" Allowed = 0.167" / / I I ,( f ff f (,I ,f f ,. MAX TL DEFL = 0.021" @ 42'- 8.0" Allowed = 0.222" SEASONED LUMBER IN DRY SERVICE CONDITIONS 16-06-08 16-06-08 f ' '1 ' MAX HORIZ. LL DEFL = 0.115" @ 40'- 6.5" 12 M-4x6 M-4x6 12 MAX HORIZ. TL DEFL = 0.193" ' 6.5" 6.00 67 M-3x4 •D M-3x4 8 M-5x6(5) ' 6•0S QEp PROF S Design conforms t• Id y M-5x6(S) 0.25" system and compo('•�� l�jL.Y' :Ec•.R �,A- 0.25" tk Wind: 140 mph, h=23 }a DL=4.2,BCDL=6.0, ASCE �7py (All Heights) sed, j,� MWFR TjY/ load duration •r=1.6, C� f�E /*M-1.5x3 Truss design • • wind loo s M-3x5 in the plane of the truss only. 3 ti II -_ o 1 2;� `,; M-3x9 p I7_•=19 2 21 i 4o OREGON 40 II M-3x10 o M-5x10 M-5x16 0.25" M-3x4 M-3x8 to r M-5x8 `\ ��i4�q 14 20� P-�1 M-3x4+ 2.14 v M-5x8(S) 111 RR'I-`"• 12 a 2.75 M-3x4+ .1,-412 1-00 EXPIRES: 12-31-2019 J. J. l l J• 1 1 J, J, 2-09 5-06-12 4-10-04 1-03-11 9-05-01 7-09-02 8-04-01 1-08y y 2-09 11-05 2-01-11 24-08-05 1-08 • 13-02 27-10 J. J. y y ORR'`i'r`'L • 1-08 41-00 1-08 44) ,, w. 8'f, JOB NAME : 3-D PATIO -NH- - A8 ��' �'.� 745 Scale: 0.1382 / 4,74;..,,.„ 0' O 4 WARNINGS: GENERAL NOTES, unless otherwise noted: lk1 - 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: A8 and Warnings before construction commences. bidding component.Applicability of design parameters and proper , 2.2a4 compression web bracing must be installed where shown+. incorporation of component s the responsibility of the building designer. 3.Additional temporary bracing to insure lability during construction 2.Design assumes the top and bottom chords to be laterally braced at .0� CV 51398 'wi is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10.o.c.respectively unkss braced throughout their length by continuous sheathing such as plywood aired ng(TC)and/or drywall(BC). Q DATE: 12/14/2018 the overall structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ r+), FG.ts�1 P.v s- - 4.No load should be applied to any component until after all bracing end 4.Installation of W.is the responsibility of the respective contractor. C • SEQ.: K5511595 5.DesigntobeuseedInanootorrodveenvironment, SSIONAL fasteners are complete and at no lime should any beds greater manare assumes fosses are TRANS I D• LINK design loads be applied to any component. • and ora ror"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge g fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided 6.This design a furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center December 14,2018 - • TPVWfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.MiTek USA,Inc./Com uTrus Software 7.6.8 iL-E o For b indicaten saeofp plate in inches.values P ( ) 10.For basic connector plate design values see ESR-1311,ESR-7988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1sBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF 9l&BTR SPACED 24.0" O.C. 2-3=(-110) 68 3-4=( -34) 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 PST DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 5.7" TOTAL LOAD= 42.0 PST LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 313V -43/ 139H 5.50" 0.50 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 3'- 3.2" 0/ 42V 0/ OH 5.50" 0.07 KDDF ( 625) 3'- 6.0" -97/ 132V 0/ OH 1.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,5,3 I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= -0.000" @ 3'- 11.7" Allowed = 0.047" MAX TL DEFL- -0.000" @ 3'- 11.7" Allowed = 0.063" MAX TC PANEL LL DEFL = 0.021" @ 2'- 2.0" Allowed = 0.264" MAX TC PANEL TL DEFL = 0.020" @ 2'- 2.0" Allowed = 0.396" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 4 -7 MAX HORIZ. LL DEFL = -0.001" @ 3'- 5.2" 10.007 MAX HORIZ. TL DEFL = -0.001" @ 3'- 5.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind 10-• in the plane of the����nlPRO C F �� �NGINE4 �'/O'� M 89200PE 9r 4,/OREGON�� ��� 5► /O All' 14 2- Q-1- o M-3x4 MRRILA-6 EXPIRES: 12-31-2019 ), 1 ,, l 1-00 3-06 0-05-11 L to 44) o w`�ss141,1f)t JOB NAME : 3-D PATIO -NH- - BJ2 - //�--,--,- opo p. Scale: 0.6325 (�+`t� WARNINGS: GENERAL NOTES, unless othenMsenoted: ` Ike ��� - 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: BJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper ,af, 2.2a4 compression web bracing must be installed where shown•. incorporation of component is the responsibility of the building designer. I t{r' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at A�0 P 51398 't4 is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at la Ac.respectively unless braced throughout their length by DATE: 12/14/2018 the overall structure is the responsibility ohne building designer. continuous us sheathing such as plywood sheathing(TC)anchor drywan(BC). %STEIi D° y 9 signs 3.2a Impact bridg g lateral bracing required where Mown•• 4.No bad should be applied to any component until after al bracing ash 4.Installation of truss is the responsibilly of the respective centrader. S G SEQ.: K5511596 5.assumestrussesaretobeuaedinanon-corrosiveemironmem, S raatenere are complete and m no rime should any loads greater roan apo a IpNAL design bads be applied to any component. and are for"dry condition"11eoor use. TRANS ID: LINK B.Design assumes lull bearing at al supports Mown.Shim or wedge if 5.CompuTrus has no control over ash assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 1 4,201 8 8.This design is famished subject to the limdatbns set forth by 8.Plates shall be located on both faces of truss,and placed so Meir center TPLWTCA 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,Int./CompuTrus Software 7.6.8(1L)-E 10.For bash connector plate design values see ESR-1311,ESR-7988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 41'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2-15=(-1874) 4382 2- 3=(-5014) 2280 11-22=(-279) 900 2x6 KDDF #1&BTA T2, T3 SPACED 24.0" O.C. 2- 3=(-5014) 2280 15-16=(-1730) 4021 15- 3=( -412) 1085 22-12=(-114) 177 BC: 2x6 KDDF #1&BTR 3- 4=(-3635) 1741 16-17=(-1341) 3202 3-16=( -837) 403 WEBS: 2x4 KDDF STAND; LOADING 4- 5=(-3261) 1655 17-19=(-1661) 3854 16- 4=( -60) 260 2x6 KDDF #2 A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 18-20=( 0) 0 4-17=( -356) 173 DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2888) 1517 20-21=(-1525) 3594 17- 5=( -420) 1086 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PIF 7- 8=(-3892) 1981 21-22=(-1619) 3638 17- 7=(-1280) 621 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-3645) 1826 22-13=(-1313) 2688 7-19=( -176) 696 LL = 25 PSF Ground Snow (Pg) 9-11=(-2565) 1369 19-20=(-1578) 3719 10-11=( 0) 0 19- 8=( -339) 551 NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-2929) 1484 20- 8=( -888) 438 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 12-13=(-3129) 1557 8-21=( -98) 138 13-14=( 0) 84 21- 9=( 0) 278 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9-22=(-1258) 606 OVERHANGS: 20.0" 20.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x9 or equal at non-structural 0'- 0.0" -386/ 1914V -118/ 118H 5.50" 3.06 KDDF ( 625) vertical members (uon). 41'- 0.0" -390/ 1910V 0/ OH 5.50" 3.06 KDDF ( 625) {:OND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL DEFL = 0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.275" @ 16'- 7.3" Allowed = 2.004" MAX TL DEFL = -0.400" @ 16'- 7.3" Allowed = 2.672" MAX LL DEFL = 0.022" @ 42'- 8.0" Allowed = 0.167" MAX TL DEFL = 0.021" @ 42'- 8.0" Allowed = 0.222" • 0-11-12 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.103" @ 40'- 6.5" 13-03-11 / 14-04-10 / 13-03-11 / MAX HORIZ. TL DEFL = 0.153" . '0'- 6.5" I I 2-10-12 3-04 3-02-04 3-05-12 2-08-12 7-08-08 3-09-08 3-05-12 4-03-15 5-01-01 � . p it F, . f f f f f f f f 1 f f f Design conforms to orce- 9-10-08 9-10-08 system and compo-- ! ..q 1. r / T f I T Wind: 140 mph, h=22 f, 'aLj .2,BCDL=6.0,l C'+ 12 M-3x6 12 (All Heights) 4tr •sed, Cat.2, Exp.B, MWF 6.00 6 M-7x8(5) 10 '7.16.0° load duratio ert •r=1.6 M-5x6 0 25" M-3x4 Truss desig -d fo wind Sda��00PE 5/7 8 ), 9 1 M-4x6 in the plan- • e truss only. M-3x4 T9 t(. Ti . ' 4 M-1.5x3 M-3x103 © + TO 2 Mlatls-3x18f . i _ 19 ,oo �OREGON �X �� 800° 15 16 17 ) I y 2.° PIN o 1 2 -J M-3x4 0 18 20 21 22 T1 4 p /O -/k 1 4, I ^ ' I M-3x4+ M-3x8 ; 0.25" M-3x81 I {Vh 0 o M-8x10 M-3x8 Fn m o- M-3x4+ M-6x8 M-6x8 M-7x8(S) 2.75 0-1 0 12 4 EXPIRES: 12-31-2019 1 1 J. J. J, J, 1 l J. 1 2-09 J.3-02-04 3-04 3-10-12 2-04-04 7-06-12 7-08-08 9-03-04 J. J. 1 J. 1-08 2-09 10-051 1 27-10 1-08 J.J. J. 14-02 1-00 26-10 1 1 1�a1 RILL 4.9 1-08 41-00 1-08 44. 0�4'� Its 4). JOB NAME : 3-D PATIO -NH- - A9 OR °- ''.: AI Scale: 0.1261 111:111e* WARNINGS: GENERAL NOTES, unless otherwise noted, A. P/ A9 .Truss: and Warnings before construction commences. building component.Applicability of design parameters and proper - 1Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual - , 2.2a4 compression web brass must be Installed where shown.. incorporation of component is the responsibility of the building designer. ', 2.Design assumes the top and bottom chords to be laterally braced at n'fl 51398 '0 3.Additional temporary bracing to insure stability during construction t is me responsibility of the erector.Additional permanent bating of ti T o.c.and at 19'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .14{11., !r p,ten'. DATE: 12/14/2018 the overall structure Is the responsibility of the building designer. 3.28 Impact bdtlging or leterel bredng required where shown.. �vlq!T+a' SEQ.: K5511597 4.No bad should be applied to any component until after ae bracing and 4.Installation Ohms Is the responsibility of the respective contractor. u.1�y G fasteners are complete and at no lime should any loads greater then 5.Design assumes trusses are to be used in a noncorrosive environment, 47.lONAL TRANS ID• LINK design loads be applied toany component. .ndararordry ontlition'of um. 5.CompuTrus has no control over and assumes no responsibility for Me 6.Design assumes full bearing al al supports shown.Shim or wedge 11 fabrication,handling, sssry shipment and installation of components. 7.Dsignassumes adequate drainage is provided. December 14,2018 8.This design N furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center - TPWVECA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate;n inches. MiTek USA,Inc./CompuTrus Software+7.6.9(1 L)-E 1o.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by • Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cid=1.00 TC: 2x9 KDDF#163TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x9 KDDF#1BBTR SPACED 29.0" O.C. 2-3=(-224) 187 3-9=( -64) 38 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -16/ 309V -66/ 185H 5.50" 0.99 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 3.2" 0/ 37V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 5.2" -146/ 220V 0/ OH 1.50" 0.28 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -43/ 67V 0/ OH 1.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'PROVIDE FULL BEARING;Jts:2,5,3,4 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 6 MAX TC PANEL LL DEFL = 0.007" @ 1'- 8.7" Allowed = 0.269" MAX TC PANEL TL DEFL = 0.006" @ 1'- 8.7" Allowed = 0.396" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 10.00 MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 o (All Heights), Enclosed, Cat.2, Exp.B, MW£RS(Dir), I load duration factor=l.6, o Truss designed for wind loads h in the plane of the tru ��003 rtiOPe �� �GNGINEF9 /q29 � 89200PE r 1.11111 t ► 5 � , OREGON�tx A, 1 M-3x4 /Q 'Q}' 14y 20 Q+ MFR R I Lt-6 EXPIRES: 12-31-2019 l 1 ), l 1-00 3-06 2-05-11 OltR1 44) or fir1, ). JOB NAME : 3-D PATIO -NH- - BJ3 010A:w. Q. ' /AScale: 0.5173 , / ,y.�;� WARNINGS: GENERAL NOTES, unless otherwise noted: -/J 1.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown arid is for an individual 4 Truss: BJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper TT 2.2x4 compression web bracing must be Instated where shown+. mcorpontion of component is the responsibility of the building designer. /V', 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bosom coarcts to be laterally braced at �� 5 ��� �i� is the responsibility of the erector.Additional permanent bracing of 2 oh.and at 10'o.c.respectively unless braced throughout their length by ycv1 DATE: 12/14/2018 the overall structure is meremit of building ae continuous sheathing sato as plywood aneatning(Tc)andor arywen(8c). q 5 �'G+ISTEg" responsibility o g signer. 3.2x Impact badging or lateral bracing required where shown++ 4.No bad should be applied m any component until after al bracing and 4.Inetallation of truss is the responsibility of the respective contractor. uS G SEQ.: K5 5115 9 8 5.Design trusses are to be used in a non-corrosive environment, S fasteners are complete and al no bine should any bads greater than ren assumes r0NAL TRANS ID: LINK design bads be applied to any component. 6 �aremran llboad�fue.esu supports d S.CompuTrus has no control over and assumes no responsibility for the Design assumes bearing at ppo age' ry fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 1 4,201 8 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINJTCA In SCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,InciCompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values sea ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 41-00-00 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF#16BTR; LOAD DURATION INCREASE= 1.15 (Non-Rep) 1- 2=( 0) 84 2-15=1-2496) 8743 2- 3=(-9968) 2924 11-22=(-372) 1640 2x6 KDDF#1613TR T2, T3 2- 3=(-9968) 2924 15-16=1-2308) 8022 15- 3=( -528) 2165 22-12=(-142) 355 BC: 2x6 KDDF#16BTR LOADING 3- 4=(-7459) 2388 16-17=1-2039) 6616 3-16=(-1437) 299 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-6973) 2417 17-19=(-2888) 8271 16- 4=( 0) 451 2x6 KDDF#16BTR A TC UNIF LL) 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 0.0" V 5- 6=( 0) 0 18-20=( 0) 0 4-17=1 -429) 231 TC UNIF LL( 100.01+DL( 28.0)= 128.0 PLF 10'- 0.0" TO 31'- 0.0" V 5- 7=(-6240) 2197 20-21=1-2744) 7650 17- 5=1 -570) 2033 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 31'- 0.0" TO 41'- 0.0" V 7- 8=(-8346) 3088 21-22=(-2772) 7755 17- 7=1-2691) 1159 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 41'- 0.0" V 8- 9=(-7769) 2936 22-13=(-1740) 5444 7-19=1 -455) 1378 9-11=1-5543) 1942 19-20=1-2840) 7916 TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 10'- 0.0" 10-11=1 0) 0 19- 8=1 -310) 1286 NOTE: 2x4 BRACING AT 24"OC CON. FOR TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 31'- 0.0" 11-12=(-6234) 2130 20- 8=(-1899) 795 ALL FLAT TOP CHORD AREAS NOT SHEATHED 12-13=1-6281) 2087 8-21=1 -42) 140 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13-14=1 0) 84 21- 9=( 0) 412 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 9-22=(-2595) 1200 OVERHANGS: 20.0" 20.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) JT 13: Heel to plate corner = 1.50" 0,- 0.0" -1048/ 3530V -117/ 117H 5.50" 5.65 KDDF ( 625) 41'- 0.0" -1052/ 3524V 0/ OH 5.50" 5.64 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: 1,1=1/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL DEFL = 0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = -0.504" @ 16'- 7.3" Allowed = 2.004" MAX TL DEFL = -0.833" @ 16'- 7.3" Allowed = 2.672" MAX LL DEFL = 0.022" @ 42'- 8.0" Allowed = 0.167" MAX TL DEFL = 0.021" @ 42'- 8.0" Allowed = 0.222" SEASONED LUMBER IN DRY SERVICE CONDITIONS 9-11-11 21-00-10 9-11-11 MAX HORIZ. LL DEFL= 0.191" @ 40'- 6.5" .1 ,f MAX HORIZ. TL DEFL = 0.316" @ 40'- 6.5" 3-04 0-06-11 2-08-12 6-08-09 4-03-15 pp pp 'f '-02-04f-f3-10-13 'f 'f 'f 1 'f Design conforms to -'p 'OfPR 2-10-12 7-08-08 0-A� 11 5-01-01 f ' ff i' 1' 1 f-1 . i' system and compo€,--.9C -• • - -•` -PI �.�Q,• �11p% 9-10-08 9-10-08 Wind: �400lmph, Heights �Hf� •`sed, . CDL=xi e! C'- ni. ), T 533.30# 533.30# T ( 9 12 M-4x6 M-7x8(5) 12 load ddesig, Bj , owin. ()OPE 6.00 M18HS-5x16 Truss desig.e• wind v 5 6 7 0.28" -M-6x6 1%M-5x12 Q 6.00 in the pia - • he truss on y. M-3x9 __ ��y T �`� 4� M-1.5x3 M-9x12 2 Q .. Cr. 3 OREGON tCi .-. ___ N ac,A T� M-9x12 ti �G /� 1' 2 �/` 4, 5 16 17 fp r ` 1P /O Xl7 14 °Q� o / M-7x18 M-4x10 0 18 20 21 22 �° 0 1 11 0.25" M-4x10 1 MERRIL�- M-12x19 o M18H5-7x19 M-3x5 0 -M-10x10 0 M-3x9+ M-3x4+ M18HS-7x14(S) 2.75 ,L--,1' 12 0-11-04 EXPIRES: 12-31-2019 2-09 3-02-04 3-04 3-10-12 2-04-04 7-06-12 7-08-08 9-03-04 ), l l 1 J. l 1-08 2-09 10-05 y y 27-10 1-08 J• l 14-02 1-00 26-10 1' l 101tRILL4 1-08 41-00 1-08 44 O4 w k% t)5 JOB NAME : 3-D PATIO -NH- - Al0 �y7 ►: c� - Scale: 0.1261 .,� .t `'b , WARNINGS: GENERAL NOTES, unless othervdsa noted / 1.Builder and erection contractor should be advised of all General Notes 1.This design s based only upon the parameter&shown and Is for an individual Truss: Al0 - and Warnings before construction commences. building component Applicability of design parameters and proper .. 2.2x4 compression web bracing must be Inas N d where shown+. incorporation of component is the responsibility of the building designer. 'fr 3.Additional temporary bracing to Insure stability during construction 2.Design of 1 assumes the top and bottom chards to be laterally braced at .' 51398 'w� is Me responsibility of the erecter.Additional permanent bracing of 2'o.c,and at 1g ox.respectively unless braced throughout their length by DATE: 12/14/2018 the overall structure is the responsibility or the building designer. continuous shging sheathing such as plywoodsnwherec)anm&r drywan(Bc>. Off, �'`+IS,...e:QYi" sPo ty 9 ill 3.2x Impact ci bddg B lateral bracingrequired where shown++ 1 +_ SEQ.: K5 5115 9 9 4.No load should be applied to any component until eller a1 bracing and 4.Installation of truss is the responsibility or the respective contractor. C711G 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, IONAL TRANS I D: LINK design loads be applied to any component. and a tln onaida�of use. 5.CumpuTrhas no control over and assumes no responsibility ler the fi.Despasumes NII bearing at a1 supports shown.Shim or wedge g us mcessary. fabs desig,handling,shpmenl and installation of components. T.Despn assumes adequate drainage is provided. December 1 4,201 8 - 8.This design is Nmished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPVW1CA 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,lnc/Corripulrus Software+7.6.9(1L)-E to.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 4.9" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-301) 260 3-4=( -95) 68 TC LATERAL SUPPORT <= 12"OC. VON. LOADING • BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -9/ 290V -82/ 223H 5.50" 0.46 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 3.2" 0/ 32V 0/ OH 5.50" 0.05 KDDF ( 625) 3'- 5.2" -200/ 293V 0/ OH 1.50" 0.38 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 4.9" -72/ 111V 0/ OH 1.50" 0.18 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP 'PROVIDE FULL BEARING;Jts:2,5,3,4 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.007" @ 1'- 11.4" Allowed = 0.264" 0 MAX TC PANEL TL DEFL = 0.007" @ 2'- 2.0" Allowed = 0.396" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.003" @ 7'- 4.2" 12 MAX HORIZ. TL DEFL = -0.003" @ 7'- 4.2" 10.00 • Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, in 1-1 Truss designed for wind loads I in the plane of the tru y �EpPROp 0 ����9 GI NE6c��' • /D2 ' 89200PE 9r cr �L 4 OREGON � ,lci o 'O '9 y 14 2-°\ P-C" I ►_� 5�- /�/ p 1 M-3x9 "1`rIRIt-\" EXPIRES: 12-31-2019 l 1 y l 1-00 3-06 3-10-15 . o+`R'+4 .wAs '-fl, JOB NAME : 3-D PATIO -NH- - BJ4i � Is 0.4416 `' WARNINGS: GENERAL NOTES, unless otherwise noted: J- ' r.74'. 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 indNidual Truss: BJ4 and Warnings before construction commences. building component Applicability of design parameters and proper 7/ 2.2x4 compression web bracing must be installed where shown v. Incorporation of component is the recponstbilay of the building designer. 3.Additional temporary bracing to insure stability Munn&construction 2.Design assumes the top and bottom chords to be laterally braced at �Y/J 51398 wow is Me responsibility of the erector. st nal permanent bracing of T o.c.and at 10'o.c.respectively unless braced throughout their length by �,cs DATE: 12/14/2018 the overall structure is me responsibility f the building de continuous&teething such as plywood sheathing(TC)and/or drywall(BC). O ''�+ .a.1�" aponw lily o g signer. a 2e Impact bridging or lateral bracing required where shown.. IS 1 s' 4.No bad should be applied to any component until after es bracing and 4.Installation of truss is the responsibility of the respective contractor. o SEQ.: K5 51160 0 5.Desito be used in a non-corrosive enwrenmer. SIGNAL fasteners are complete and at no time should any leant greater than are assumes trusses are design bads be applied to any component. lint are assumesor"dry condition'of use. TRANS I D: LINK 5.CompuT us has o control over and assumes no responsibility ler me S.Design full basing at al supports shown.SNm or wedge if necessary. fabrication,handling,shipment and installation of components. '.Design halbelcaedgonaoth`face`otrass, December 14,2018 S.This design is furnished subject to 1M limitations set forth by 8.Plates shah be located on both faces of truss,and placed so their center TPIMrTCA in BCS',copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sire of plate in inches. MiTek USA,InciCompuTrus Software 7.6.8(10-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS CORNER GIRDER DUAL SETBACK 6-0-0 FROM END WALL LOAD DURATION INCREASE: 1.15 CHORDS: TRUSSES SPACED AT 29^oc 2X9-2 KDDF #1OBTR TOP CHORD LL = 25psf TOP CHORD DL = 7psf TOTAL LOAD = 32psf 12 5.19 17 M-3x6(5) M 5x8 ** M-3x6- a PROVIDE SUPPORT @ 98. O.C. AND AT END y 12-02-11 PRQFF �<�cs M-3x6- 0NGINEFs%2v� 05 M-3x6+ , 89200PE M-3x6— Q CC- M-3x8 0 yrn G 47 OREGON t„ ,`� �O �y 14, `Z° "1' P MFRRI�L e' EXPIRES: 12-31-2019 l l 1 2-02-08 11-06-15 L JP of wAS4 ` lith JOB NAME : 3-D PATIO —NH— — AR Scale: 0.3578 �1 f; %i j�=• :C� .� - WARNINGS: GENERAL NOTES, unless otherwise noted'. $WW/ 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: AR and Warnings before construction commences. building component.Applicability of design parameters and proper ' 2.204 compregssion web bracing must be inhaled where shown+. - incorporation of component is the responsibility of the building designer. ,ir;/ 3.Additional temporary bracing to insure stabile during cunsbudwn 2.De ign assumes the top and bottom chords to be laterally braced et 51398 'w4 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at o.c.mspedisplywood ly unless braced throughout their length by # • continuous sheathinginor such l b plywg re uir a where abhor drywell(BC). OA u OI�;..et .. DATE: 12/14/2018 the overatl sirudura is the responsibiYly of the building designer. 3.24 Impact bridging or lateral bracing required where shown•• e'CTp 1 D�� SEQ.: K5 5 11 6 0 1 4.No load should be applied to any component until alter all bracing and 4.Installation oftruse Is the responsibility of the respective contractor. 4 G fasteners are complete and at no lee should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment V`ONALY TRANS ID: LINK design wads be applied to any component. 8. are for"dry condition" gel ai supports Shim or we d 5.CompuTrus has no control over and assumes no responsibility for the si9sse assumes bearing ppo riga' necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 1 4,201 8 - 6.This design is famished suWed to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPVWfCA in BCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,IeciCempaeTeas Software 6.2.3(1 L)-Z 10.For basic connector plate design values see ESP-1311.ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(-23) 94 6-5=( 0) 17 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-113) 0 6-7=( 0) 0 5-3=( 0) 55 WEBS: 2x9 KDDF STAND 3-9=( -17) 31 5-8=(-34) 59 3-8=(-61) 35 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0,0" 0'- 0.0" -44/ 299V -27/ 91H 5.50" 0.48 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 3.6" -123/ 87V 0/ OH 1.50" 0.14 KDDF ( 625) 6'- 0.0" 0/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,9,8 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 2-04-05 MAX LL DEFL = -0.001" @ 1'- 7.9" Allowed = 0.089" 4' ,( MAX LL DEFL = 0.000" @ 5'- 6.3" Allowed = 0.159" MAX TC PANEL TL DEFL = 0.004" @ 0'- 11.5" Allowed = 0.195" 12 MAX BC PANEL TL DEFL = -0.008" @ 3'- 5.1" Allowed = 0.220" SEASONED LUMBER IN DRY SERVICE CONDITIONS 10.00 7 MAX HORIZ. LL DEFL = 0.002" @ 5'- 6.3" MAX HORIZ. TL DEFL = 0.002" @ 5'- 6.3" 9 -/ M-4x6 Design conforms to main windforce-resisting �' system and components and cladding criteria. �O ' o Wind: 190 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Io (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, !� Truss designed for wind in the plane of the IIIIMOOMINIMMIMMEMMIN ��yy�p E1,.PnO�et, __ rV 11!}IIIIIIIIIIIIIIIIIIIIwem..-__ 8 ►�. �NGriNEF9 it?t MUM o M-1.5x4 �� 89200PE 9r I ► Mi-3x4 7 0 1 M-3x4 M-3x5 47.OREGON � �lV� y 'O -11' 14, 2-°.\ �,4 l l y ��R 3I0-Q' 1-07-04 4-04-12 y 1-00 y 1-09 y 4-03 y EXPIRES: 12-31-2019 l l l ), 2-09 1-00 3-03 l 1 6-00 1 RRILL J;5> (jv WA ,Rid JOB NAME : 3-D PATIO -NH- - CJ2 - ,fir ;_ r.. `f- Scale: 0.5787 �7 �.. i< 0+ WARNINGS: GENERAL NOTES, unless otherwise noted: ��---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 IndNidual Truss: CJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2v4 compression web bracing must be instated where shown 4. 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 cQ� 51398 �� is the responsibility of the erector.Additional permanent bracing of Y o.c.and at 1Q o.c.respectNNeN unless braced throughout their length by DATE: 12/14/2018 the overall structure is the responsibility r the building designer. continuous sheathing such as plywood bracing re aired where s anmar drywan(Bc). O '6'v+(v '9 ponsi ty o g 3.2x Impact bridging or lateral bracing required where shown++ IU� SEQ.: K5 5116 0 2 4.No load should be applied to any component until after all bracing end 4.Installation of truss is to responsibility of the respective contractor. 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, SS, IONAL TRANS I D• LINK design bads be applied to any component. and are kr"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6. necessary fabrication,handling,shipment and installation of comp . 7.Design assumes adequate drainage is provided. December 14,2018 6.This design Is furnished subject to the limitations set forthrthby by B.Plates shal be located on both faces of truss,and placed so their center TP WVTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sSe of plate in Inches. MiTek USA,Inc.lCompuTrus Software 7.6.8(1 L)E 10.For basic connector plate design values see ESR-1311,ESR-7988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(-51) 85 6-5=( 0) 21 BC: 2x4 KDDF#16BTR SPACED 24.0" O.C. 2-3=(-169) 27 5-7=(-68) 110 5-3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=( -15) 33 3-7=(-127) 78 LOADING TC LATERAL SUPPORT <= 12^OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -44/ 345V -40/ 1220 5.50" 0.55 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 6.2" -91/ 61V 0/ OH 1.50" 0.10 KDDF ( 625) 6'- 0.0" 0/ 96V 0/ OH 5.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. PROVIDE FULL BEARING;Jts:2,4,7 I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 3-06-15 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 f f MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12 MAX LL DEFL= 0.004" @ 2'- 7.3" Allowed = 0.150" MAX TL DEFL = -0.005" @ 2'- 7.3" Allowed = 0.200" 10.00 I[ -/ MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.098" MAX BC PANEL TL DEFL = -0.005" @ 3'- 7.3" Allowed = 0.174" M-4x6 SEASONED LUMBER IN DRY SERVICE CONDITIONS 0 MAX HORIZ. LL DEFL = -0.005" @ 5'- 8.2" MAX HORIZ. TL DEFL = 0.006" @ 5'- 8.2" 41° v Design conforms to main windforce-resisting hillikl111.11e... system and components and cladding criteria- 0 rsi I Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heihts), Enlsed, Cat.2, Exp-B, MWFRS(Dir), load duration faco=l.6, Truss designed for win• in the plane of the��Sq�p l,.PR pF�ss A111111111.11_ �;5 �NG�N�F,, /0,2 d m o M-1.5x3 �7 ,„....."4./ 89200PE �V Of i ► 6 0 M-3x4 M-3x5 M-3x4 �� 47 OREGON�� 40 /0 q y 14, 2° P"}- l ), y MFR R I Lk- e' 2-07-04 3-04-12 ; y y y EXPIRES: 12-31-2019 1-00 2-09 6-00 3-03 101tRILL 4, JOB NAME: 3-D PAT IO -NH- - CJ3 �� /��/'y� ., coo Scale: 0.5925 /�" ,/- _ WARNINGS: GENERAL NOTES, unless otherwise noted: '•� •'�•• I I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Truss: CJ3 and Warnings before construction commences. building component Applicability of design parameters and proper O. 2 2x4 compression web bracing must be installed where shown 0, incorporation of component is the responsibility of the building designer. �', 3,Additional temporary bracing to insure stability during construction 2.Design assumes the[op and bottom chards to be laterally braced at :VA 51398 'w�� is the responsibility of the erector.Additional permanent bracing of 2'c.c.and at 10'o,c,respectively unless braced throughout their length by ,,�Q DATE: 12/14/2018 the overall structure is the rebi of building de continuousactsheathing such as plywood aired where s ownand/•tlrywan(BC). 4CISTSR'' 1' aponu Ny o g signer. 3.2x Impact bridging or lateral brodng required whero shown • SEQ.: K5 5116 0 3 4.No load should be appl ed to any component until after all bracing and 4.Installation of truss is the responsibility of respectWe contractor. p festenem are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, S ZONALSIA TRANS ID•• LINK design bads be applied to any component. and.re ror•ay condition'.or use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Da egsnssaswmes full bearing at al supports shorn.Shim or wedge if ry fabrication.hendgrq,shipment andohe lint ation of components. 7.Design assumes adequate drainage is truss, . December 1 4,201 8 6.This design M Nm'shed subject to the limitation set form by 8.Plates shag be located on both faces of truss,and placed so their center TPNMCA in BCSI,copies of which:ill be lumtshed upon request. lines coinade with joint center lines. 9.Digits indkate see of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 72 2-6=( -86) 120 6-5=( 0) 21 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-209) 37 5-7=(-113) 155 5-3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=( -50) 93 3-7=(-179) 131 LOADING . TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -31/ 377V -53/ 153H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 8.6" -79/ 78V 0/ OH 1.50" 0.12 KDDF ( 625) 6'- 0.0" -6/ 122V 0/ OH 5.50" 0.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,9,7 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP II__ AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4-09-05 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" '1 'f MAX TL DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" 4 --/ MAX LL DEFL= 0.006" @ 2'- 7.3" Allowed = 0.210" MAX TL DEFL= -0.006" @ 2'- 7.3" Allowed = 0.280" 12 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.038" MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.051" 10.00 7 0 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.008" @ 5'- 8.2" MAX HORIZ. TL DEFL = 0.009" @ 5'- 8.2" M-4x6 Design conforms to main windforce-resisting o system and components and cladding criteria. I C I Wind: 190 mph, h=21.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, M (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for win• in the plane of the�� t t,.P R pPe-n �� �NGINEE9 /Q,29 g� 89200PE r I . M-1.5x3 o L of M-3x4 I ► 6 p o M-3x9 M-3x5 7 2!OREGON�� <¢ <0q)' 14. 2° P+ MER R i1- - y l l 2-07-04 3-04-12 EXPIRES: 12-31-2019 J, J. l JO 1-00 2-09 6-00 3-03 11tRILL. 4) of was ,1>, JOB NAME : 3-D PATIO -NH- - CJ4szi �o � Scale: 0.5300 9�V':, • WARNINGS: GENERAL NOTES, unless otherwise noted. e 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 Truss: CJ4 and Warnings before construction commences. building component.Applicability or design parameters and proper 'II 2.204 compression web brsdng must be metaled where mown.. Incorporation of component is the responsibility or the building designer. i 4' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4Y/J 51398 ' ' is me responsibility or the erector.Additional permanent bracing of 7 c.c.and at 10'o.c.respectively unlau braced throughout their length by DATE: 12/14/2018 the overall structure is the responsibility t the building ae continuous sheathing such as plywood sheathing(TC)andror drywan(BC). C).6%, . GISTER� sponsi ty o g signer. 3.2x Impact bridging or lateral bracing required where shown.. SEQ.: K5511609 4.No bad should be applied to any component until age,al bracing and 4.Installation ofbuss is the responsibility of the reapectNe contractor. a. 5.Desbe used in anon-corrosiveenvironment. SSXONAL' a3 fasteners are complete and at no time should any bads greater than and are assumes trusses are to TRANS ID: LINK design bads be applied to any component. 6 are ss.dry condition' ortilaisa nit show,,Shim d 5.CompuTus has no control over and assumes no responsibility for the e assumes g a supports wedge ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 14,2018 6.This design hi furnished subject to the limitations set forth by s.Plates shag be bested on both faces of truss,and plowed so their center TPIIWTCA in SCSI,copies of which MITI be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,InciCompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1088(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(-134) 158 6-5=( 0) 21 BC: 2x4 KDDF#1&BTA SPACED 24.0" O.C. 2-3=(-246) 54 5-7=(-176) 205 5-3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=( -80) 61 3-7=(-237) 203 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 POE' BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -34/ 399V -66/ 185H 5.50" 0.64 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 8.2" -26/ 149V 0/ OH 5.50" 0.24 KDDF ( 625) 5'- 11.7" -64/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,7,4 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 5-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 f ,f MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" -, MAX LL DEFL = 0.008" @ 2'- 7.3" Allowed = 0.254" MAX TL DEFL = -0.008" @ 2'- 7.3" Allowed = 0.339" 6' SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 ''' MAX HORIZ. LL DEFL = -0.012" @ 5'- 8.2" 10.00 7 MAX HORIZ. TL DEFL = 0.012" @ 5'- 8.2" Design conforms to main windforce-resisting system and components and cladding criteria. d. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4X6 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, 0 3 .-I Truss designed for wind loads d, in the plane of the truss only. ir 0 P R Open Ns � � 29 ' r'� 8N9C2I00EP9 /O Al1110 w in I o 111.-- 1 -/ BIo M-1.5x3 6 o M-3x4 Q OREGON ��} M-3x9 M-3x5 �G��-e'/�� 4 a 4 MFR R 11-x-e' y 2-07-04 y 3-04-12 ' EXPIRES: 12-31-2019 1, J' ), 1 1-00 2-09 6-00 3-03 L 40 of was. 1f>, JOB NAME •. 3-D PATIO -NH- - CJ5 4)Nr ,o. w, co to Scale: 0.4705 r r ' '1, WARNINGS: GENERAL NOTES, unless otherwise noted: , 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual \/ Truss: CJ5 and Warnings before construction commences. building component.Applicability of design parameters and proper ,✓Jr 2.Oct compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. r�'� 2.Design assumes the top and bottom chords to be Nterally braced at YO 3.Additions temporary bracingto insure it '� I po ry stabl y during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 51398 4p lathe responsibility of the erector.Additional permanent bracing of �(" ,Qr DATE: 12/14/2018 the overall structure is the responsibility of the building deli n r, 2x Impact sheathing oor such as plywood athin ere s ownand/+drywell(BC). �A FGISTBR �Y P ly 9 g e 3.In p ctotrbridging laterelbradngrequired whereshown++ V U S 4.No load ahoum be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. SEQ.: K5 5116 0 5 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment pT T TRANS ID: LINK design bads be applied to any component. and are for"dry holt tion-of use. SjONAL 5.CompuTrus has no control over and assumes no responsibility mr the 8.Decessa ssumes full bearing at eN supports shown.Shim or wedge d fabrication,handling,shipment and installation of components. ry. T.Pletes5.1bassumes adequate othfceiotruss,an December 14,2018 - 6.This design is furnished subject to the limitations set forth by 8.plates shag be located on both trees of truss,and placed so their center TPVWTCA In BCS',copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits indicate sOc of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(10-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-7=(-101) 157 7-6=( 0) 21 BC: 2x4 KDDF #160TH SPACED 24.0" O.C. 2-3=(-247) 54 6-8=(-133) 204 6-3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=(-174) 81 3-8=(-236) 153 LOADING 4-5=( -85) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 19.1" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -34/ 385V -74/ 233H 5.50" 0.62 KDDF ( 625) 5'- 8.2" -20/ 147V 0/ OH 5.50" 0.24 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -167/ 265V 0/ OH 1.50" 0.34 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'PROVIDE FULL BEARING;Jts:2,8,4 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 7-02-01 ICOND._2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1' VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 5 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.007" @ 2'- 7.3" Allowed = 0.254" MAX TL DEFL = -0.008" @ 2'- 7.3" Allowed = 0.339" MAX LL DEFL = -0.005" @ 7'- 2.1" Allowed = 0.117" 4 MAX TL DEFL = -0.006" @ 7'- 2.1" Allowed = 0.157" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 10.00 V �( MAX HORIZ. LL DEFL = -0.010" @ 5'- 8.2" MAX HORIZ. TL DEFL = 0.012" @ 5'- 8.2" Design conforms to main windforce-resisting o system and components and cladding criteria. I 0 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-9x6 u, (All Heights), Enclosed, Cat ... , MWFRS(Dir), 8 load duration factor=l.- Truss designed for w40:4 P R pFN 5b �� in the plane of ,�'�� - GINE�R /0� iiii...... 89200PE 9r IMIIIII ,... 8 o m M-1.5x3 Q 7 o M-3x4 y OREGON lv , 7 1 M-3x4 M-3x5 4. ", 4' 2�Ni�A' P MFR R ILS- 1 J. l 2-07-04 3-04-12 EXPIRES: 12-31-2019 1 1 ) b 1-00 ,, 2-09 4-05-01 l l 6-00 1-02-01 oltRILL 44 WAS $I, JOB NAME : 3-D PATIO -NH- - CJ6 (- 07,9. ..' 'Ac) .41 Scale: 0.4041 WARNINGS: GENERAL NOTES, unless otherwise noted: van.,/ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual I Truss: CJ6 and Warnings before construction commences. building component.Applicability of design parameters and proper . 2.2x4 compression web brad mull be installed where shown+, incorporation of component is the responsibility of the building designer. „1=; 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at �v�,l 51398 �{/ is the recponsibiliry of the erector.Atltlitbnal Pennanen[bracing of 2'o.c.and at 10•o.c.respectively unless braced throughout their length by DATE: 12/14/2 018 the overall structure is the res onsibili f the buildin desi continuous shgingior later l b acinplywg re aired sheathing(TC)s and' drywell(BC). O 'O .s.S'? responsibility o g goer. 3.2x Impact bridging or lateral bracing required where shown++ � I.S 1 Y SEQ.: K5 5116 0 6 4.No load should be applied to any component until after al bradng and 4.Installation of truss is the responsibility of the respective contractor. S4ST G 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, ZONAL TRANS ID: LINK design wads be applied to any component. and are for"dry full bearing use. 5.CompuTrus has no control over and assumes no responsibility for the 6.nDecessary. assumes bearing et all suppods shown.Shim or wedge if ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 1 A'-F,2O 1 8 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed Sc their center V TPINJICA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate she of plate in inches. Muck USA,Inc./CompuTrus Software 7.6.6(1 L)-E /0.For basic connector plate design values see EOR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-70) 99 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0^ 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0^ -114/ 305V -15/ 61H 5.50" 0.49 KDDF ( 625) 1'- 1.4" -60/ 128V 0/ OH 1.50" 0.20 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) • • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,3,4 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.001" @ 0'- 8.8" Allowed = 0.060" 1-02-02 MAX TC PANEL TL DEFL - -0.001" @ 0'- 8.8" Allowed = 0.091" f f MAX BC PANEL LL DEFL= 0.006" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL= -0.013" @ 3'- 3.8" Allowed = 0.339" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 10.00 7 MAX HORIZ. LL DEFL = -0.000" @ 1'- 1.4" MAX HORIZ. TL DEFL = 0.000" @ 1'- 1.4" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 -, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads �� I in the plane of th�al A:ii.t .PROpen P o 4NGINEFR /a2 rilAill=111.111111.11=. 44./..j 9 ►:� ►z�4 89200PE r M-3x4 47 OREGON t,, <Q /O '1r)' 14, rP f.- MFR R 1I-k- 1 1 1 1-00 6-00 EXPIRES: 12-31-2019 touutz 44) ow y ._ JOB NAME: 3-D PATI 0 -NH- - J1 `.t, p � _�...3 �4 Scale: 0.6912 ,, �.r,.., ...•. WARNINGS: GENERAL NOTES, unless otherwise noted'. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss: Jl and Warnings before construction commences. building component.Applicability of design parameters and proper 1r 2.294 compression web bracing must be instated where shown«, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability dung construction 2.Design assumes the top and bonen chords to be laterally braced at t A 51398 '�{)� is the responsibility of the erector.Additional permanent bracing of 2'oc.and at 10'o.c.respectively unless braced throughout their length by . DATE: 12/14/2018 the overall structure is the responsibility of building designer. continuous sheathing sten as plywood aired mg(Tc)homer drywaH(ec). O 'GisisgL� sponsi N o g signer. 3.z9 Impact bringing or lateral bracing required where mown«« 4.No load should be applied to any component until alter al bracing and 4.Installation of buss is to responsibility of the respective contractor. o5 G SEQ.: K5 5116 0 7 5.Design 'msses are to be used in a non-corrosive environment, 4:9 4ONAL fasteners are complete and at no lime should any loads greater Menare assumes design loads be applied to any component. and aro far"dry condition"of use. TRANS I D: LINK 5.CompuTrus has no control over and assumes no responsibility for thenews8.Design assumes NII bearing at all supports shown.Shim or wedge If fabncaion.handling,shipment and installation - narcompenents. 7.Design ssumes adequate drainage is provided. December 14,2018 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 TPHWfCA in BCSI,copies of which will be furnished upon request lines coincide with Joint center lines. 9.Digits indicate size of plate in Mcttes. MTek USA.Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF#16BTR SPACED 24.0" O.C. 2-3=(-60) 58 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 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 303V -27/ 918 5.50" 0.49 KDDF ( 625) 2'- 3.8" -125/ 112V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 50V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,3,4 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL- -0.002" @ -1'- 0.0" Allowed = 0.100" 2-04-08 MAX TC MAX TL DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" PANEL LL DEFL= -0.004" @ 1'- 5.6" Allowed = 0.166" 1' '( MAX TC PANEL TL DEFL = -0.007" @ 1'- 3.7" Allowed = 0.249" MAX BC PANEL LL DEFL = 0.008" @ 2'- 8.6" Allowed = 0.254" 12 MAX BC PANEL TL DEFL - -0.016" @ 3'- 3.8" Allowed = 0.339" SEASONED LUMBER IN DRY SERVICE CONDITIONS 10.00 7 MAX HORIZ. LL DEFL = 0.000" @ 2'- 3.8" MAX HORIZ. TL DEFL = 0.000" @ 2'- 3.8" Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, ON Truss designed for wind loads I in the plane of the tr��•Dyo P R O " ,, 0NGINEF•6'> sfi 0PIAAMIIIIIIIIIMIE rn' [ 4' 89200PE 9r 0 M-3x9 7t. ,7 OREGON b, <t �O 4}" 14, 2e ± 'kRRIL--BP y 1-00 6-00 y EXPIRES: 12-31-2019 L ov wAsr 1f� JOB NAME : 3-D PATIO -NH- - J2 �` i� �o`t'_ Scale: 0.6537 _Op WARNINGS: GENERAL NOTES, unless otherwise noted: / l,7"/ .1+ 1.Builder and erection contractor should be advised or all General Notes 1.This design is based only upon the parameters shown and is for an Individual - Ns Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper ,17 2.2s4 compression web bracing must be installed where shown.. Incorporation of component s 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 �� 51398 w� is the responsibility of the erector.Additional permanent bracing of T o.c.and at 1g pc.respectively unless braced throughout their length by DATE: 12/14/2018 the overall structure is the responsibility f the building t b continuous sheathing such as plywood sheathing(TC)and/or drywati(6c). O ' 'r aponsi y o 9 sgner. 3.2a Impact bridging or lateral bracing required where shown.. 1$1 Gs' 4.No load should be applied to any component until aver all bracing and 4.Installation or truss is the responsbikty of the respective contractor. SEQ.: x55116085.Designtrusses are to be used in anon<erosiveenvironment. SSIONALand G fasteners are complete and at no time should any loads greater than .or-dry TRANS ID: LINK design loads be applied to any component. 8 are for-dry condition- O Eeahnf ul alw rte shown.shim or wedge f 5.CompuTrus has no control over and assumes no responsibility for the gn assumes g e supports tie necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. December 1 4,201 8 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center TP WJICA in SCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits indicate sole of plate in inches. MiTek USA,Ina./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #l&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #l&BTR SPACED 24.0" O.C. 2-3=(-82) 76 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0,0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -29/ 335V -40/ 122H 5.50" 0.54 KDDF ( 625) 3'- 6.2" -127/ 129V 0/ OH 1.50" 0.21 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 56V 0/ OH 5.50" 0.09 KDDF ( 625) • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,3,4 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" 3-06-15 MAX LL DEFL= 0.000" @ 0'- 0.0" Allowed = 0.098" 1 f MAX TL DEFL - 0.000" @ 0'- 0.0" Allowed - 0.131" MAX TC PANEL LL DEFL = 0.017" @ 1'- 11.8" Allowed = 0.271" 12 MAX BC PANEL TL DEFL = -0.023" @ 3'- 1.4" Allowed = 0.339" 10.00 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 3'- 6.2" MAX HORIZ. TL DEFL = 0.000" @ 3'- 6.2" Design conforms to main windforce-resisting Oggg°°4 system and components and cladding criteria. °°°°°°°°°°°°°°°°°° Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o, load duration factor=1.6, 0 I Truss designed for wind loads oP in the plane of the�c�t P R Op M ��� �NG1NEF9 1029 ` 89200PE r' 1 1k 0 M-3x4 7 4 OREGON'\'' �Zi,/ -O �Y 14, 2° P± MFR R 11-k-e' y y ), EXPIRES: 12-31-2019 1-00 6-00 8 J4) ov WAS414,14), JOB NAME : 3-D PATIO -NH- - J3Scale: 0.6035 ���?``-- coo 141V----, WARNINGS: GENERAL NOTES, unlessotherwlae noted'. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper 7, 2.204 compression web bracing must be installed where shown.), incorporation of component is the responsibility of the building designer. �'. �s,, 3.Additional temporary bracing to insure stability during construction 2.Design asaumec the top and bottom chorda to be laterally braced at .0� 51398 Q2~ is the responsibility of the erector.Additional permanent bracing of T oc.and at 10'o.c.respectivelyunkcc braced throughout their length by �(� continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). O^jAi� AC �"i� DATE: 12/14/2018 the overall structure is the responsibility of the building designer. 3.Tx Impact bridging or lateral bracing required where shown i i C 1S 1 E's_ 4.No load should be applied to any component until after as bracing and 4.Installation of truss is the responsibility of the respective contractor. '[: SEQ.: K5511609 assumes s'S j.' fasteners are complete and at no lime should any loads greeter than 5.Design• _•trusses are to be used in•noncomosiva environment, TONAL+' TRANS I D: LINK design loads be applied to any component. and are kr-dry cpndigont of use. 5.CompuTrus has no control over and assumes no responsibility lir the 6.Design assumes NII bearing al al supports shown.Shim or wedge t ry. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 1 4,201 8 6.This design Is furnished subject to the limitations set forth by B.Plates mal be located on both faces of truss,and placed so their center- TPVNTCA in BC51,copes of which will be fumished upon request. Ines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MITek USA,Inc./CompsTnls Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-9=(0) 0 BC: 2x9 KDDF #1613TR SPACED 29.0" O.C. 2-3=(-109) 95 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSI' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -29/ 370V -53/ 153H 5.50" 0.59 KDDF ( 625) 4'- 8.6" -118/ 148V 0/ OH 1.50" 0.24 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,3,4 I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing._ i AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" ' MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 4-09-05 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.038" ,f ,f MAX TL DEFL = 0.000" @ 0'- 0,0" Allowed = 0.051" MAX TC PANEL LL DEFL = 0.055" @ 2'- 8.9" Allowed = 0.375" 3 -/ MAX TC PANEL TL DEFL = -0.056" @ 2'- 9.0" Allowed = 0.562" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 10.00 7 0 MAX HORIZ. LL DEFL = -0.001" @ 4'- 8.6" MAX HORIZ. TL DEFL = -0.001" @ 4'- 8.6" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o' load duration factor=1.6, o I Truss designed for wind loads <o ,' in the plane of the��R�0y.P Rop��� �� IN �NGELc9 /a�9 89200PE r M-3x4 ' ,�OREGON . 1 1O xi)' 14, 20 V`- • MRR11 -0 EXPIRES: 12-31-2019 l ), ), 1-00 6-00 R.RILL, 4 WAS `7>, JOB NAME : 3-D PATIO -NH- - J4 •. di • A. Scale: 0.5452 WARNINGS: GENERAL NOTES, unless otherwise noted: / 1.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and is for an individual Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper d/ 2.2x4 compression web bracing must be installed where shown+. incorporation of component b the responsibility of the building designer. '; 3.Additional temporary bracing to Insure stability dung construction 2.Design assumes the top and bottom chords 10 be laterally braced at '�� 513^� �.4 is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10'o.c.respectively unless braced throughout their length by 9 DATE: 12/14/2018 the overall Structure is therebili of building de continuoussheatgi or laterlbch as acing required TC)andbr drywall(BC). 'M responsibility a g signer. 3.2s Impact bridging or lateral bracing required where shown++ GIS'Mit' SEQ.: K5511610 4.No bad should be applied to any component un Sl alter all bracing ant 4.Installation of truss is the responsibility of the respecthador. Sy fasteners are complete and at no tee should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment TONAL TRANS I D. LINK design bads be applied to any componed and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Deegnassumes rail bearing at all supports shown.Shim or wedge if cessarY. rT .t p fabrication,handing, .tng,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 1 4,20 1 8 8.This design is furnished subject to the limitations set forth by 8.Pbtes shall be located on both faces of truss,and placed so their center TP VWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joie center lines. 9.Digits indicate size of plate in inches. MiTek USA,InoiCornpuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-7311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS CORNER GIRDER SETBACK 3-6-0 FROM END WALL LOAD DURATION INCREASE: 1.15 CHORDS: TRUSSES SPACED AT 24"oc 254-2 KDDF #16BTR TOP CHORD LL = 25psf TOP CHORD DL = 7psf TOTAL LOAD = 32psf 12 7.07 7 M-5x8 M-3x6- � � �• • PROVIDE SUPPORT @ 98" O.C. AND AT END M-3x6 5-07-08# :.. °\ED PROFFs ., < (NGINEF6 cS/g-ift. 0 (. 89200PE ,t M-3x8 — ,�ORE GON�� ��� a � x — ,o gy14a2o + MFR R I lk-e' EXPIRES: 12-31-2019 l ), l 1-07-02 4-11-01 10,1tRILL 44) ow ., JOB NAME : 3-D PATIO -NH- - BR r.� 90.,;„„„-:,,,2.,..,,�,15 Scale: 0.6720 .x WARNINGS: GENERAL NOTES, unless otherwise noted'. /`�, •• 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss: BR and Warnings before construction commences. building component.Appliwbilhy of design parameters and proper -<fr 2.2x4 compression web bradng must be installed where shown e. incorporation of component lathe responsibility of the building designer. �', �y,. 3.Additional temporary bracing to insure stadlfty during construction 2.Design assumes the top and bottom chords to be laterally braced at 54 51398�,�•T X4:4 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.reapedNety unless braced throughout their length by A �r DATE: 12/14/2018 the overall structure is the responsibility f the building tlesi continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). Or., GISTES- p h o 9 gner. 3.2x Impact bridging or lateral bracing required where shown 4 4 SEQ.: K55I 1611 4.No load should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respective contractor, ',NY/. 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 ONAL 1 G TRANS ID• LINK design loads be applied to any component. and are for"dry condition'of use. D 5.CompuTrus has no control over and assumes no responsibilfty for the 6.necesse ssumes NII bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. ry. - T.Design assumes adequate drainage is provided. December 14,2018 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 TPINJICA In BCSI,copies of which will be fumished upon request. Ines coincide with joint center lines. 9.Digits indicate sise of plate in inches. MiTek USA,Inc./CompuTrus Software 6.2.3(IL)-Z to.For basic connector plate design values see ESR-1311,ESR-1960(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 72 2-4-(0) 0 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-137) 115 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD- 42.0 PSF 0'- 0.0" -34/ 402V -66/ 185H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 77V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -106/ 168V 0/ OH 1.50" 0.27 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. I- [PROVIDE FULL BEARING;Jts:2,4,3 BOTTOM CHORD CHECKED FOR LOPS£LIVE LOAD. TOP FOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL = 0.161" @ 3'- 7.2" Allowed = 0.479" 5-11-11 MAX TC PANEL TL DEFL = -0.145" @ 3'- 4.9" Allowed = 0.718" 4 f SEASONED LUMBER IN DRY SERVICE CONDITIONS 3 -I MAX HORIZ. LL DEFL - -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" 12 ° Design conforms to main windforce-resisting 10.00 7 system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. m o ���cO PR OF�ss • 89200PE r • 41 OREGON • X44, • , 4 p q Y q y 2��P-�- 1 M-3x9 MFRRII-k- EXPIRES: 12-31-2019 1' . l 1-00 6-00 ORRILL, 449 df wASIA`1f>, JOB NAME : 3-D PATIO -NH- - J5 0410 ,94"•`:,- -'-or- Scale: t `;0.4743 ee - " WARNINGS: GENERAL NOTES, unless stherse noted: b. '' wi 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: J5 and Wamings before construction commences. building component.Applicability of design parameters and properincorporationC e, 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 4Y=, 5 1398 k,� 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of A p.w.a� DATE: 12/14/2018 the overall structure is the res onsibil f the building designer. continuous sheathing such as acing rplywooequired uired n ere s ownand/+drywall(BCj. O`4 GIS y ' . P h o 93.2x Impact bridging or lateral bracing requiretl where shown++ 111��, SEQ.: K5511612 4.No bad should be applied to any component until after all brewing and 4.Installation cilium is the responsibility of the respective contractor. a�n 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. S IONAL TRANS ID: LINK design loads be applied to any component. and are or"dry contlitlonnof g use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Decsegassumes full bearing at al supports shown.Shim or wedge If ssary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center December 14,2018 TPIIWTCA in BCS[,copies of which will be furnished upon request. lines coincide with joint comer litres. 9.Diggs indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Weir) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.1" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-217) 192 3-4=(-115) 65 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PST DL ON BOTTOM CHORD = 10.0 PST BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PST LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 377V -80/ 216H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -241/ 397V 0/ OH 1.50" 0.51 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 2.1" -106/ 57V 0/ OH 1.50" 0.09 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP (PROVIDE FULL BEARING;Jts:2,5,3,4 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 4 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.074" @ 2'- 9.2" Allowed = 0.481" / MAX TC PANEL TL DEFL = -0.073" @ 2'- 11.9" Allowed = 0.722" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.003" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 5'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o I Truss designed for wind loads o in the plane of the��.)`° PROF&F ��� 1: ^t /0i9 89200PE �' 7 ,�OREGONox 4,4 /O qy 14, 2° "V" Q. /�^FiRit Q} EXPIRES: 112E-31-2019 l l J. l 1-00 6-00 1-02-02 40 di xiy JOB NAME : 3-D PATIO -NH- - J6 .1 .. c, A Scale: 0.4596 t' �►t]��.. • WARNINGS: GENERALNOTES, unlessolherwise noted: le. mir/ 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: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper 1T 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 al 4 51398 '�� 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 DATE: 12/14/2018 the overall structure is me re (bili f the building deli continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Q 'O p' 9'' aporia IY o 9 9ner. 3.20 Impact bridging or lateral bracing required where shown++ IU Telt - SEQ.: K5 511613 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibilty of the respective contredor. fasteners are complete and at no gee should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, SSIG ONAL TRANS ID• LINK design baits be applied to any component. and are far"dry contlRion"of guse. 5.CompuTrus has no control over and assumes no responsibility for the 6.Des assumes lull bearing at all supports shown.Shim or wedge if fabrication.handling,shipment and installation of components. ry. .Plates hagbelced"onboth'fage'o trussded., December 14,2018 8.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIN,ICA in ECU,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 7.6.8(10-E 10.For basic connector plate design values see 8512-1 311,ESR-1566(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 9.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-266) 237 3-4=( -90) 38 TC LATERAL SUPPORT <= 12"OC. UON. LOADING • BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD= 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 378V -93/ 249H 5.50" 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 69V 0/ 011 5.50" 0.11 KDDF ( 625) 5'- 11.2" -226/ 355V 0/ OH 1.50" 0.95 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 9.5" -19/ 22V 0/ OH 1.50" 0.09 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP (PROVIDE FULL BEARING;Jts:2,5,3,9 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 4 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.118" @ 2'- 11.7" Allowed = 0.981" MAX TC PANEL TL DEFL = 0.105" @ 2'- 11.7" Allowed = 0.722" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.003" @ 8'- 3.8" MAX HORIZ. TL DEFL = -0.003" @ 8'- 3.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=22.7ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o, Truss designed for wind loads o 1 in the plane of the�('��Oy.PROp?„0Q'� 1NGINE�c9 /Q,s89200PE r7 ,�OREGON�� �4J /0 '9y y4, 20 v., 541, RRll.�- O 1tel/°1111±-,-.. M-3x4 EXPIRES: 12-31-2019 l b y 1 1-00 6-00 2-04-08 ORRILL 40 �A >, JOB NAME : 3-D PATIO -NH- - J7 Scale: 0.4132 411,�-- WARNINGS: GENERAL NOTES, unless otherwise noted l \... ; 1.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and is for an individual late , Truss: J7 and Warnings before construction commences. building component.Applicability of design parameters and propere/( 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. / '�I 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at A� 51398 6{44. / is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at in'o.c.respectively unless braced throughout their length by A [4" DATE: 12/14/2018 the overall structure is the responsibility of building desi wntlnuous sheathing such as acing rplywood aired here s an dl tlrywell(BC). y'O ,.,...�Q' ty por. ty o g goer. 3.2a Impact sheatg or lateral bracing rd she required where shown.+ IS 1 G s' .c1T• SEQ.: K5 511614 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. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, s TONAL TRANS I D• LINK design loads be applied to any component. and are or"dry contlitlon"of use. 5.CompuTrus has no control over and assumes no responsibility kr the 0 esig "/assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. 7.Design hatlbassumes adequate drainage'apmss,an December 14,2018 6.This design a furnished subject to the limitations set forth by 6.Plates shell be located on both laces of truss,and placed no their center TPVWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MITek USA,Inc./CompoTrus Software 7.6.8(IL)-E 10.For basic connector plate design values see ES12-1311,E512-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.9" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-319) 286 3-4=(-102) 45 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 376V -107/ 284H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -250/ 379V 0/ OH 1.50" 0.49 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 6.9" -53/ 77V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'PROVIDE FULL BEARING;Jts:2,5,3,4 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" '/ MAX TL DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.067" @ 3'- 4.9" Allowed = 0.481" j� MAX TC PANEL TL DEFL = -0.075" @ 3'- 2.4" Allowed = 0.722" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.004" @ 9'- 6.2" MAX HORIZ. TL DEFL = -0.004" @ 9'- 6.2" 12 Design conforms to main windforce-resisting 10.00 system and components and cladding criteria. 3 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 0 Truss designed for wind loads Oh in the plane of the tru f. ��o �Eo PROFFss �� �NGINEF,9 w9i, cr 89200PE r 174. 4 OREGON �4,,� /O ��' 1a, 2��Q4 5 ERRt M-3x4 EXPIRES: 12-31-2019 l b J' l 1-00 6-00 3-06-15 vs.V.,RRILL ii JOB NAME : 3-D PATIO -NH- J8 Scale: 0.3707 16 ', 4,./....-i7.:7.. x�o WARNINGS: GENERAL NOTES, unless otherwise noted, 'I 1.Builder and erection contractor should be advised of all General Notes 1.This design s based only upon the parameters shovm and is for an individual Truss: J8 and Warnings before construction commences. building component.Applicability of design parameters and proper �/ 2.204 compression web bracing must be instated where shown+. incorporation of component is the responsibility of the building designer. /�=r/ �y 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �• 51398 k/~ 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 /IA DATE: 12/14/2018 the overall structure is the responsibility of building designer. continuous sheathinginor later as acing rplywood aired here s and/or drywall(BC). Q 5 AGISTB3� p H o g goer. 3.2x Impact bridging or lateral bracing required where shown++ Y+' U 1 Y SEQ.: K5 511615 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. ay fasteners are complete and et no time should any mads greater Man 5.Design assumes trusses are to be used in a non-corrosive environment, S IONAL G TRANS ID• LINK design loads be applied to any component. and are for oil bet muse. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes roll bearing et all supports shown.Shim or wedge 11 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. - B.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 December 14,2018 TPV WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate she of plate in inches. MTek USA,IncJCompuTrus Software 7.6.8(IL)E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF#1&BTR SPACED 29.0" O.C. 2-3=(-379) 309 3-9=(-193) 57 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -56) 0 ' BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 9.3" TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 376V -117/ 331H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -258/ 391V 0/ OH 1.50" 0.50 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 10'- 0.0" -129/ 192V 0/ OH 1.50" 0.25 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. I' (PROVIDE FULL BEARING;Sts:2,6,3,4 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 5 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 4 MAX LL DEFL = -0.001" @ 10'- 9.3" Allowed = 0.078" MAX TL DEFL = -0.001" @ 10'- 9.3" Allowed = 0.103" IV MAX TC PANEL LL DEFL = 0.069" @ 3'- 9.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.072" @ 3`- 2.9" Allowed = 0.722" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.006" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.006" @ 9'- 11.2" 12 10.00 Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 190 mph, h=23.7ft, TCDL=4.2 _ ASCE 7-10, cn (All Heights), Enclose. ih2, � r,FRS(Dir), ii0 Truss designed fo in the plane of Sae!NEE`say, 'rte 89200PE 9r cr %Rtuv- , OREGON t,,, oto 4, 2° P-} M " 6 1 M-3x4 EXPIRES: 12-31-2019 l ,6 b l 1-00 6-00 4-09-05 BRILL 44) ov cam `4> JOB NAME : 3-D PATIO -NH- - J9 /' :w._ coo c� Scale: 0.3407 /j v :, WARNINGS: GENERAL NOTES, unless otherwise noted: /.. "I li 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameter:shown and is for an individual 4 Truss: J9 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be installed where shown+. incorporation of component is the responsibility of the building designer. /417r r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4Y fll 51398 q,� 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of //�� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). V �Gv ,.,�.'Q' DATE: 12/14/2018 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ IS 1 P+- SEQ.: K5 511616 4.Na load should be applied to any component until after as bracing and 4.Installation of truss is the responsibility of the respective contractor. ay fasteners are complete and al no time should any loads greater man 5.Design assumes trusses are to be used in a noncorrosive environment. S iONAL (' TRANS ID: LINK design loads be applied to any component. end are or"dry condition.'of use. 5.Compuhus has no control over and assumes no responsibility for the 6.Des e ssumes NII bearing at all supports shown.Shim or wedge if ty fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shell be boated on both faces of trues,and placed so their center December 14,2018 TPVWrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-411) 381 3-4=(-192) 190 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -55) 29 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 376V -139/ 356H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -261/ 380V 0/ OH 1.50" 0.99 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 9'- 11.2" -137/ 194V 0/ OH 1.50" 0.25 KDDF ( 625) 11'- 11.7" -30/ 49V 0/ OH 1.50" 0.08 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'PROVIDE FULL BEARING;Jts:2,6,3,9,5 5 -7 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 /M-3x4 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.067" @ 3'- 9.9" Allowed = 0.981" MAX TC PANEL TL DEFL = -0.075" @ 3'- 2.4" Allowed = 0.722" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.007" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.007" @ 11'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat • • , MWFRS(Dir), 7load duration factor=l.. o Truss designed for w' yt PROFessin the plane of t�o �5 �NGiNEF9 ,a2989200PE ry ,,OREGON I AQ1O 9y14. 2 n.PMRRILLo EXPIRES: 12-31-2019 1 1 .1, 1 1-00 6-00 5-11-11 .(�OPLL, y.�� „,\Y• 1-0/Aste t?,, JOB NAME : 3-D PATIO -NH- - J10 r jF , No �- Scale: 0.3198 WARNINGS: GENERAL NOSES, unless otherwise noted: ,'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 indNidual Truss: J10 and Wamings before construction commences. building component.Applicability of design parameters and proper compression webbracing must incorporation of component is the responsibility of the building designer. I 2.2s4 corn be installed where shown•. 2.Design assumes the top and bobom Morris to be IalemlN braced at 1116 I .4 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 0 51398 , is me responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(SC). �r.'O s'r?a' 'j DATE: 12/14/2018 the overall structure is the responsibility of the building designer. 3.24 Impact bridging or lateral bradlg required where shown•• t I.S 1 s%1"SEQ.: K5 511617 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4S1eS'oNAL IC' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, U VI TRANS ID' LINK design loads be applied to any component. and arero arycondition"or ase. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 14,2018 6.This design is furnished subject to the limitations set font by 8.Plates shall be located on both faces of Truss,and placed so their center TPVWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate site of plate in inches. Mick USA,IncJCompuTnts Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 89 2-4=(0) 0 BC: 2x9 KDDF #14BTR SPACED 24.0" O.C. 2-3=(-74) 28 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 BOG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0" 0.0" TOTAL LOAD = 92.0 PIP 0'- 0.0" -91/ 441V -12/ 79H 5.50" 0.71 KDDF ( 625) 3'- 3.2" -7/ 40V 0/ OH 5.50" 0.06 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 6.0" -37/ 87V 0/ OH 1.50" 0.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,4,3 I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.019" @ -1'- 8.0" Allowed = 0.167" MAX TL DEFL = -0.020" @ -1'- 8.0" Allowed = 0.222" MAX BC PANEL LL DEFL = 0.009" @ 1'- 7.6" Allowed = 0.129" MAX BC PANEL TL DEFL = -0.008" @ 1'- 9.0" Allowed = 0.172" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 3'- 5.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 5.2" 3 -f Design conforms to main windforce-resisting system and components and cladding criteria. 12 '' 6.00 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads or in the plane of the truss only. 0 �� 001 NE -9CO* x(29 � 89200PE r' 2r1 9�1 M-3x9 7 ..., 4„OREGON tx 4/ 'o ly14, 2°N -V-/MFR R11.-\-41 EXPIRES: 12-31-2019 l 1 b 1-08 3-06 ORRTII, e o WAS44,11), 1), JOB NAME : 3-D PATIO -NH- - P1 - ,fir s-,_ Ga teiiii0 Scale: 0.8018 H�f.. �I/ WARNINGS: GENERAL NOTES, unless otherwise noted' ` �� /• + ' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameter:shown and is for an individual Truss: P1 and Wamings 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. ,i7 3.Additional temporary bracing to insure stability during construction 2.Design assumescc.the top and bottom chords to be laterally ttheirbraceat �x,1 51398 t„' is Me responsibility of the erector.Adtlalonal permanent bracing of T o.c,and at 10'o.c,respectively unless braced throughout their length by '1 DATE: 12/14/2018 the overall structure is the responsibility f the building designer. continuousxIps sheathing or such as plywood re quire ere s and/own+drywell(BC). �A L''G _ 1 P ty o 9 9 3.2x Impact bridging or lateral bracing required where shown++ VIS 1 s- .Cir SEQ.: K5 511618 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. n l 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, S r0N A T j1 TTRANS ID: LINK design loads be applied to any component. and are for conditionor use. AL 8.De S CompuTrus has no control over and assumes no responsibility for the eselg assumes lull bearing et all supports shown.Shim or wedge If ry. I.. .I �T p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. DeCem bei 14,20.I 10 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 TP9WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate in inches. MiTek USA,Inc.lCompuTrus Software 7.6.8(11.)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS CORNER GIRDER SETBACK 3-6-0 FROM END WALL LOAD DURATION INCREASE: 1.15 CHORDS: TRUSSES SPACED AT 29"oc 2X9 KDDF #1&BTR TOP CHORD LL = 25psf TOP CHORD DL = 7psf TOTAL LOAD = 32psf 12 5.19 17 M-3x6— 000 a M-3x6 10. M-3x8 0-02-01 m i PIM ��Eo PROFFs o I �� ��\�� ANGINEF9 s/O?�9 89200PE -7 4i OREGON , &(4 l )., l MFR R I LA- 2-02-08 3-09-10 EXPIRES: 12-31-2019 J4 01 f�rr�8 ), JOB NAME : 3—D PATIO —NH— — PR IA Scale: 0.6367 /t E ��° (Op iirTfe..'—.j` WARNINGS: GENERAL NOTES, unless otherwise noted: wI 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: PR and Warnings before construction commences. building component.Applicatilkyofdesign parameters and properr. .. 2.204 compression web bracing must be installed where shown•. incorporation of component is the responsibility of the building designs 3.Additional temporary bracing to insure stability during construction 2.Design assumes M top and bottom bends to be laterally braced at �, 51398 'w4 is the responsibility of the erector.Additional permanent bracing of 7 o.c,and at 10 o.c.respectively unless braced throughout their krrgM by 4 `., continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). O L'aISTBR� y DATE: 12/14/2018 the overall structure is the responsibility of the building designer. 3.rax Impact bridging or lateral bracing required where shown•• S 1J /: . SEQ.: K5511619 4.No load should be applied to any component until after al bracing and 4.Installation of truss Is the responsibility of the respective contractor. V v fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, SIGNAL are for"dryTRANS I D: LINK design loads be applied to any component. G Design andtin assumes"dim^ use. �e d 5.Compurmscary. s has no control over and assumes no responsibility for the ets lull bearing f 1 supports shown.Shim or we fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. December 14,2018 • 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 TPWVrCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint centerlines. 9.Digits indicate woe of plate in inches. MiTek USA,IBcICompuTrus Software 7.6.6(11}Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-96) 46 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -92/ 327V -15/ 61H 5.50" 0.52 KDDF ( 625) 1'- 1.4" -69/ 15V 0/ OH 1.50" 0.02 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 0.0" -29/ 29V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,3,4 1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= 0.000" @ 0'- 0.0" Allowed = 0.018" MAX BC PANEL LL DEFL= -0.001" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" MAX BC PANEL TL DEFL = -0.000" @ 1'- 2.7" Allowed = 0.072" 1-02-02 SEASONED LUMBER IN DRY SERVICE CONDITIONS I 1 MAX HORIZ. LL DEFL = -0.000" @ 1'- 1.4" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 1.4" 10.007 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 3 in the plane of the�uQEDy.PR Ore (i GVV`�`NG I IVE4,9•6'(9/01.. et 89200PE 9r ►-� ►=4 OREGON /Q M-3x9 �i A_ �� ��V l i0 xi}' 14, 2a 0.- 4,1ERRIV -'(' EXPIRES: 12-31-2019 l l 1 1-00 2-00 ORRILL, 4 oV wAs 1, JOB NAME : 3-D PATIO -NH- - PSJ1 Scale: 0.7468 ��! =n-.o�o0 WARNINGS: GENERAL NOTES, unless otherwise noted '' • ! / 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual les Truss: PS J1 and Warnings before construction commences. building component.Applicability of design parameters and proper .• r 2.2x4 compression web bracing coup be installed where Chown r, 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 al 4 51398 �{l4 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 continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). Q �C ,�,�Q DATE: 12/14/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.. �'�{ 1rS 1 C's- a.No load should be applied to any component emit after al bracing and 4.Installation or truss is the responsibility of respective contractor. SICI SEQ.: K5 51162 0 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. SSIONAL design ruses be applied to any component, and are for'An/condition-of use. TRANS I D: LINK bearing et all supports shown.Shi 6.Design assumes fu 5.CompuT us hes no control over and assumes no responsibility for the ll Shim or wedge if wry. fabrication,handing,shipment and installation of components. T.Design assumes adequate drainage is provided. December 14,2018 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 TPINJTCA in SCSI,copies of which will be furnished upon request. linea coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 3.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 89 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-69) 26 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: 20.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -132/ 978V -12/ 82H 5.50" 0.77 KDDF ( 625) 1'- 9.2" -86/ 45V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 3.7" -36/ 77V 0/ OH 1.50" 0.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,4,3 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.019" @ -1'- 8.0" Allowed = 0.167" MAX TL DEFL = -0.020" @ -1'- 8.0" Allowed = 0.222" MAX TC PANEL LL DEFL = 0.004" @ 1'- 5.5" Allowed = 0.204" MAX TC PANEL TL DEFL = 0.004" @ 1'- 9.3" Allowed = 0.306" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 3'- 2.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 2.9" 12 i 6.00 1;7' -9 Design conforms to main windforce-resisting system and components and cladding criteria. • Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 ���Eo PROFFss " �� �`yGINEc9 X029 c` 89200PE r o , 2 4'� , M-3x4 1 Cr 13-74. ,fi OREGON,\tx 44, '''C' -9y 14, 20 Q+ MRRIL\- EXPIRES: 12-31-2019 J, b l ), 1-08 2-00 1-03-11 xoltRILL, J° OF WASH, `7,). JOB NAME : 3-D PATIO -NH- - SJ1 g • /w., C'p P Scale: 0.8162 ., _ WARNINGS: GENERAL NOTES, unless otherwise rated: 1-..e.,;; , - 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individualt Truss: SJ1 and Warnings before construction commences. building component.Applkabbty of design parameters and proper ITI 2.204 compression web bracing must be installed where mown.. incorporation of component is the responsibility of the building designer. 4a.; 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chortle to be laterally braced at �� 51398 k1� la the responsibility of the erector.Additional permanent bracing of 2•continuous and at 10'o.c.respectively anises bawd throughout their length by ). ,.(� DATE: 12/14/2018 the overall structure is the responsibility f the building des continuous sdgathing later l b acing relywood uired in ere s and/or drywell(BC). (3'44+, 40 pp,y.e't• . c sponsi ty o g Igner. 3.2s Impact bdtlging or lateral bracing required where shown++ IU 11' SEQ.: K5 5 11 621 4.No load should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respective contractor, ey fasteners are compete and at no time should any wads greater than 5.Design assumes trusses are to be used m a non-corrosive environment. S IONAL TRANS ID: LINK design loads be applied m any component. and are for condition" use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing al al supports shown.Shim or wedge if rY. t, ,t .l p truss, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 14,2018 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of trand placed so their center TPIM?CA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs indicate see of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)E 10.For basic connector plate design values see ESR-1311•ESR-1988(MTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 7.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-5=(0) 0 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2-3=1-137) 59 3-4=( -56) 26 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 20.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -97/ 466V -25/ 134H 5.50" 0.75 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) l'- 9.2" -98/ 51V 0/ OH 5.50" 0.08 KDDF ( 625) 3'- 2.9" -108/ 233V 0/ OH 1.50" 0.30 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 7.7" -43/ 95V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP [PROVIDE FULL BEARING;Jts:2,5,3,4 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL = 0.019" @ -1'- 8.0" Allowed = 0.167" MAX TL DEFL = -0.020" @ -1'- 8.0" Allowed = 0.222" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.072" 12 4 SEASONED LUMBER IN DRY SERVICE CONDITIONS 6.00 MAX HORIZ. LL DEFL = -0.001" @ 6'- 6.9" '' MAX HORIZ. TL DEFL = -0.001" @ 6'- 6.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 0 load duration factor=1.6, Truss designed for wind loads in the plane of the tru, y r) o 9 eREO PROP �� k. �NGI N�� sial 2' 89200PE 9r 2► 5► - M-3x9 9 ,�OREGON�� l t �O 9y 14, 2 P MFR R 11.V-v y y ), ), EXPIRES: 12-31-2019 1-08 2-00 4-07-11 VORILL .6. $ t. 'It?, WAS JOB NAME : 3-D PATIO -NH- - SJ2 ' . f. ; `16A Scale: 0.5754 WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: SJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper -"0 2.2x4 compression web bracing must be instated where shown i. incorporation of component is the responsibility of the building designer. !ij', 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced at �Qit �� 398 �,�.' is the responsibility of the erector.Additional permanent bradng of 2'n.c.and at 10'a.c.respectively unless braced Throughout their length by DATE: 12/14/2018 the overall structure is the responsibility f the building deal continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). O spona ty o g gner. 3.2x Impact bridging or lateral bracing required where shown.. GIS 1�i- SEQ.: K5 5 11 62 2 4.No load should be applied to any component until alter al bracing antl. 4.Installation of truss is the responsibility of the respective contractor. VS fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, yli40NAL 1 TRANS ID• LINK design bads be applied to any component. and are for"dry contltion"of guse. 5.CampuTrus has no control over and assumes no responsibility kr Me a n5 ecessa ssumes lull bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. ry. T.Designlasshall b assumes adequate obath drainage is provided. December 14,2018 6.This design is furnished subject to the limitations set kith by e.Plates shall be located on both faces of truss,and placed so their center TP W1?CA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate In inches. MiTek USA,IncJCotnpuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Muck) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-64) 38 TC LATERAL SUPPORT <= 12"OC. UON. LOADING ' BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -68/ 301V -23/ 81H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -32/ 28V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -24/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,4,3 ' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.196" SEASONED LUMBER IN DRY SERVICE CONDITIONS 1-11-11 MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 12 10.00 V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 -, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. <C�Eo P�ofiFss o 0NG� NER '02 I 44.4 89200PE fir' r, i 'M-3x4 4 7 2, OREGON�Ix ALV/ 1 /0 �y14a2° Q+ gRR10- EXPIRES: 12-31-2019 1 ) ) 1-00 2-00 ..ILL, JOB NAME : 3-D PATIO -NH- - SJ3 !r... o., '`1 t�-- o Scale: 0.6822 -.. ����., - WARNINGS: GENERAL NOTES, unless otherwise noted: / 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual • Truss: SJ3 and Wamirgs before construction commences. building component.ApplicaNlky of design parameters and proper '"'f/ 2.2x4 compression web bracing must be installed where shown.. • incorporation of component is the responsibility of the building designer. /�',I • 2.Design assumes the top and bonom chorda to be laterally braced at �Y f1 51398 i. 3.Additional bracing to mean stability during construction '� is the responsibility of the erector.Additional permanent bracing of 7 o.c,and al 70'o.c.respectively anises braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). O �s�v,�.sy9, DATE: 12/14/2018 the overall structure is the responsibility of the bolding designer. 3.28 Impact bit lateral bracing (red where shown•• '431STO'bridging or g requ • SEQ.: K5 51162 3 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. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment S IONAL TRANS ID• LINK design loads be applied to any component. • and aremr"dry onaibon Dass. 5.CompuTrus has no control over and assumes no responsibility for the fi.Design assumes full bearing al el supports shown.Shim or wedge if mcesfabrication,handling,shipment ponen nary smenc and installation of etis. 7.Designshall b el adequateobot drainage is trusise December 1 4,201 8 _ 6.This design rs famished subject k the limitations set forth by 8.Plates shay be located on both feces of truss,and placed so Meir center TPNN1CA in SCSI,copies of which will be fumished upon request. lines coincide with joint center lines. es. MTek USA,Inc./ComuTms Software 7.6.8(1L-E o Digits connectorindicatesizeofplatedesignign values) 1.For basic fesizplate ininvalues see ESR-1311,ESR-1988(MITek) I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-47) 62 3-5=(-233) 167 BC: 2x9 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-97) 82 WEBS: 2x9 KDDF STAND 3-4=) -7) 3 LOADING ,- TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -80/ 453V -32/ 96H 5.50" 0.72 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 6.0" -36/ 307V 0/ OH 5.50" 0.49 KDDF ( 625) M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.195" @ 3'- 9.5" Allowed = 0.438" MAX TC PANEL TL DEFL = -0.250" @ 3'- 9.7" Allowed = 0.656" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.001" @ 7'- 2.2" 7-02-04 0-03-12 MAX HORIZ. TL DEFL = 0.001" @ 7'- 2.2" I f f 12 Design conforms to main windforce-resisting 9.00 system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3X6 ;ir. -/ load duration factor=l.6, End vertical(y) are exposed to wind, Truss designed for wind loads 11in the plane of the truss only. Truss designed for • oui314 2x9 let-ins M-1.5X9 of the same si - -.�.1d E.. . al top chord. Insur- i� - ... 'et-in. t I outmookers RC•L` /1 mal, , Per 'ssib co.;tei. �n.. G .•!lac fly .V Y 0,1 ,7 A M-3x6 4t-44,/ 89200P 9r Y M 2►i ►.. O Cr M-3x4 M-1.5X3 yL ,�OREGONtK �(� /O 14, 2°\ 4 MER R 10- EXPIRES: 12-31-2019 1 1 1 7-02-04 0-03-12 1 1 1 1-00 7-06 ORRILL, 4P of WASS `�f> JOB NAME : 3-D PATIO -NH- - Z1 `0 ,�+' , �� `{T Scale: 0.5829 e�/ Wit' I WARNINGS: GENERAL NOTES, unless otherwise noted: `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 Ia Truss: Z 1 and Warnings before constmclion commences. building component.Applicability of design parameters and proper -Or 2.1x4 compression web bracing must be Metaled where shown.. incorporation or component is the responsibility of the building designer. '/a, S Additional temporary bracing to insure stability during construction 2.Deagn assumes the top and bottom chorda to be laterally braced at 4VA 51398 'cyf4 by is the responslbilily of the erector.Additional permanent bracing of 2•continuous dna at ea hino.crespectivelycawood s braced(TC) df their length). '1-4' DATE: 12/14/2018 the overall structure is me rebit f the building de Dr I mpacts shgingiog such l b acre re air el where s own+tlrywall(BC). QG g� eppnsi lye a signer. 3.zalmpadbriagmgorlaterslbredrgregtiredwnereahawn.. •�' ISTF. 4.No ad should be applied to any mponent until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. a� SEQ.: K5 51162 9 bcoVS/ fasteners are complete and at no time should any bath greater than 5.Design assumes trusses are to be used in a noncorrosive environment V V`ONALand � TRANS ID: LINK design bads be applied bany component. 6 are b dry la condition' supports n 5.CompuTrus has no control over and assumes no responsibility for the sti assumes g e ppo age ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is Mmkhed subject to the limitations set forth by 8.Plates shag be bceled on both faces of truss,and pieced so their center December 14,2018 TPINVICA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs indicate sae of plate in inches. MiTek USA,Ina./ColnpuTrus Software 7.6.8(10-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-47) 62 3-5=(-233) 167 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-97) 82 WEBS: 2x9 KDDF STAND 3-9=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSI LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -66/ 453V -30/ 89H 5.50" 0.72 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 6.0" -36/ 307V 0/ OH 5.50" 0.99 KDDF ( 625) *e For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEET - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.195" @ 3'- 9.5" Allowed = 0.938" MAX TC PANEL TL DEFL = -0.250" @ 3'- 9.7" Allowed = 0.656" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.001" @ 7'- 2.2" MAX HORIZ. TL DEFL = 0.001" @ 7'- 2.2" 7-02-04 0-03-12 Design conforms to main windforce-resisting 12 9.00 D system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 1 M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9 load duration factor=1.6, 3 -1 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. �9,EO PROF�ss ��`� �NGI NE -41. �0,� " 89200PE 9�' ri lli .111111111111111.1111.11111111111 2=� 5 001 OREGON t,+lvo M-3x4 M-1.5x3 / ,� O\ & O k14, Q. MFFIR l os.e' EXPIRES: 12-31-2019 J. J. 7-02-04 0-03-12 1 1 1 1-00 7-06 ORRILL 8 4) .F vas �� JOB NAME : 3-D PATIO -NH- - Z2 •' 4: 1. Scale: 0.5709 WARNINGS: GENERAL NOTES, unless otherwise noted: - / I.Builder and erection contractor Mould be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: Z2 and Warnings before construction commences. building component.Applicability of design parameters and proper eI 2.2a4 compression web bracing must be installed where shown e. incorporation of component a the responsibility of the building designer. '� 44. 3.Additional temporary bating to insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced at t40 ie 51398 .S is the responsibility of the erector.Additional permanent bating of T 0.0.and at 10'o.c.rsuch as ly unless braced throughout their length by continuous sheathing such as plywood required ng(TC)and/or drywall(BC). Q - DATE: 12/14/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where Mown+. 4 �GISTOt 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the re dive contactor. SEQ.: K5511625 s.Des to beuseedinanon-corrosiveenvironment. SSIONAL 16146 raatenea are complete and at no time mould any loans greater Design assumes mases are TRANS ID: LINK design bads be applied to any component. and are for"dry condition"af use. 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing et FM supports shown.Shim or wedge if net snary. fabrication,handling,shipment and installation of components. 6.This desifurnished 7.Designhall on truss,d. December 14,2018 Is 1 n 0.Platess Meldee located center faces ofimss,and placed so their center TP WV(CA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,Inc./CompuTfuo Software 7.6.8(1 L)-E tO.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4" Center plate on joint unless x,y I 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property offsets are indicated. Damage or Personal Injury Dimensions are in ft-in-sixteenths. lino‘, Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS �� 2. t 0'1116 4 wideTruss trussbracing spacingmus,individualbedesigned lateralbyan bracesengineer.themselvesFor i may require bracing,or alternative Tor I ❑ bracing should be considered. O3. Never exceed the designloading shown and never OLliiii11 ,:i 1 011...111111p U stack materials on inadequately braced trusses. p 4. Provide copies of this truss design to the building C7-8 C6-7 C5-6 For 4 x 2 orientation,locate � designer,erection supervisor,property owner and plates 0- ',d'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that / Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC inthe 05/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Il Alp Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. #11 MIMI 1.r reaction section indicates jointWm&ill MN 17.Install and load verticallyunless indicated otherwise. number where bearings occur. Min size shown is for crushing only. MIO_,k, 18.Use of green or treated lumber may pose unacceptable ;.i environmental,health or performance risks.Consult with Industry Standards: ANSI/TPI1: National Design Specification for MetalWI project engineer before use. 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. lu BCSI: Building Component Safety Information, MiTek 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 PL14-121 4-14-14 J3 MAIN RECEIVED 3a11t ROSEBURG loft CS Beam4.605 kmBeamEngine 4.6026 MAR 12.2019 Materials Database 1476 Member Data CITY OF flGARD Description: Member Type:Joist Application: FlocPUILDING DIVI,RInk# Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection:Glued&Nailed Filename: Beam1 1h 11 it / / / 13 8 4 12 11 8 9 m 26 7 12 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 474# -- 2 13' 8.250" Wall DFL Plate(625psi) 3.500" 3.500" 1364# -- 3 26' 7.750" Wall DFL Plate(625psi) 3.500" 1.750" 448# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 376#(235plf) 99#(62plf) 2 1049#(656p1f) 315#(197p1f) 3 358#(224plf) 90#(56p1f) Design spans 13' 5.625" 12' 8.875" Product: 9 1/2" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1348.'# 2820.'# 47% 5.61' Odd Spans D+L Negative Moment 1790.'# 2820.'# 63% 13.69' Total Load D+L Shear 692.# 1220.# 56% 13.68' Total Load D+L End Reaction 474.# 1151.# 41% 0' Odd Spans D+L Int.Reaction 1364.# 1775.# 76% 13.69' Total Load D+L TL Deflection 0.2062" 0.6734" L/783 6.28' Odd Spans D+L LL Deflection 0.1730" 0.3367" L/934 6.28' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L.HENDERSON � M EWP MANAGER Strcak Copyright(C)2013 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS —Passing o defined as when the member,Floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design LAKE OS W EGO,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-479-3317 f I J5 MAIN 5-30-17 4Roseburg 8:56am A Forest Products Compare 1 of 1 CS Beam 2016.11.3.1 kmBeamEngine 2016.9.0.3 Materials Database 1558 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued & Nailed Filename: Beam1 mow,_.... . ._.. __ . 11' 1-1 11` / / --/ 1380 1300 0 0 2680 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 395# -- 2 13' 8.000" Wall DFL Plate(625psi) 3.500" 3.500" 1137# -- 3 26' 8.000" Wall DFL Plate(625psi) 3.500" 1.750" 375# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 313#(234p1f) 82#(61plf) 2 875#(656p1f) 262#(197p1f) 3 299#(224p1f) 75#(56p1f) Design spans 13' 5.375" 12' 9.375" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1120.'# 2820.'# 39% 5.6' Odd Spans D+L Negative Moment 1493.'# 2820.W 52% 13.67' Total Load D+L Shear 577.# 1220.# 47% 13.66' Total Load D+L End Reaction 395.# 1151.# 34% 0' Odd Spans D+L Int.Reaction 1137.# 1775.# 64% 13.67' Total Load D+L TL Deflection 0.1744" 0.6724" U925 6.27' Odd Spans D+L LL Deflection 0.1465" 0.3362" U999+ 6.27' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=12S% Wind=160% SIMPSON All product names are trademarks of their respective owners Kam i L.Henderson EWP Manager Strong-le Copyright(C)2010 by Simpson Strong-lie Company Inc.ALL RIGHTS RESERVED. Pacific Lumber&Truss "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The Beaverton,Oregon design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications.