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Plans (13) (955i sq) I1t o st I4 T2 (9 0033 lo t RECEIVED MAR 1 2. 2019 TIGARD M f l k BU CITY DN S ON MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL 14-1 18_U P Fax 916/676-1909 3A The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal: R41832568 thru R41832579 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. � NGiNEFR ��2 ct 87 2PE �r h y �Aj, OREGON 99 O<v� �M$ER 11 OS A. Heck EXPIRES:06/30/2015 April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-1 1 8 UP Fax 916/676-1909 3A The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal: R41832568 thru R41832579 My license renewal date for the state of Washington is January 2,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 01ONIO OS OV WASIr, W 'W l,J 1O 4,,496399 cq GISTER ss ONALE�;' April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply 3A R41832568 PL14-118 UP F01 Floor 17 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:41 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-GgIZQgaDiPr1 Bu5g6D6ZM2KUbwgZCHJ3PsbwCOzOQSK 1 2-6-0 I 10-10-2 11 1-2-0 I I 0-11-2 1 Scale=1:32.8 1.5x3 11 3x6= 1.5x3 11 3x4= 1.5x3 I 13x4= 3x4= 1.5x3 11 3x6= 1.5x3 11 1 2 3 4 5 6 7 8 9 10 s s \\ o o/• •\o .0000 .1. s o o, pXo A. 17 16 15 14 13 12 Tf 3x4 = 3x8= 3x6= 1.5x3 I I 1.5x3 I I 3x8= 3x4 = 12-6-2 1 11-4-2 1p-11-2 I 18-9-12 I 11-4-2 b-7-o o0--0 6-3-10 Plate Offsets(X,Y): 16:0-1-8,Edue1.(7:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl 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 OF 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. *TONIO 46, 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 QJ 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% ov WASI-r.. '4 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 {y 7-12=-756/0 I 6.E ��9 d NOTES �I N 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. Ar 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. A� 4963 � 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to O� �� ISTER be attached to walls at their outer ends or restrained by other means. ,tvs LOAD CASE(S) Standard sS'ONALIt;Cidt• #_�0 P R OPk-0 �,\,- �NGIN�F9 20 `• � 870 2PE cli -7 N�4?, OREGO /o Olir -2O AMBER .\1• Oka A. H .# EXPIRES:06/30/2015 April 22,2014 4 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1111-7473 rut,.1/29/2014 BEFORE USE MEM 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 responsibility of the MiTek. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and 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{SP1 tumber is specified,the design values are those effective 06/01/2013 by ALSO Job Truss Truss Type Qty Ply 3A R41832565 PL14-118_UP F02 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:43 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttl DzR3Xv-C3Q Kg LcTE051QC F2Ee81 RTPs6jRAgHTMt940GvzOQSI 1 2-6-0 1 I 14 -4 II 1-2'0 I I 2-0-0 I:R I 2-5-8 ii 1-2-0 ii 2-0-8 1 1 14-4 1 Scale=1:41.3 1.5x3 II 1.5x3 I I 1.5x3 I I 3x6= 1.5x3 I I 3x8 FP= 1.5x3 I I 1 2 3 4 5 6Q 7 8 : >'10 11 12 14 I,c4sj 10.7.1.11 o ICA 25 24 23 22 21 20 19 18 17 16 15 3x6 FP= 1.5x3 II 3x5=3x6= 1.5x3 I I 3x8= 3x8= 1.5x3 I I 7-10-12 14-9-8 I 6x12 7r3-121 1 10-11-0 I 13-7-8 114-2-& 1 19-7-0 1 23-8-4 6-8-12 0.7-0 3-0-4 2-8-8 7-0 4-9-8 4-1-4 0-7-0 0-7-0 Plate Offsets(XX): 14:0-1-8,EdueL F5:0-1-8.Edael.18:0-1-8,Edgel,117:0-1-8,Eduel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.29 Vert(LL) -0.06 22-24 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.10 24-25 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.30 Horz(TL) 0.01 16 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS All bearings 0-5-8 except(jt=length)15=Mechanical,25=0-4-4. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)15 Max Gray All reactions 250 lb or less at joint(s)15 except 25=449(LC 14),19=877(LC 3),16=745(LC 14) 1000 4,p, FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. oN S OV WAShrr, `�{� TOP CHORD 2-3=-1159/0,3-4=-1159/0,4-5=-892/0,7-8=0/400,8-9=-423/83,9-10=-423/83, C) ,s�p ` Q 10-11=0/603,11-12=0/603,12-13=0/597 ti'. - _ '�0 s BOT CHORD 24-25=0/863,23-24=0/892,22-23=0/892,21-22=0/892,20-21=0/892,19-20=-400/0, J N 18-19=-83/423,17-18=-83/423,16-17=-93/268,15-16=-304/44 WEBS 7-19=-590/0,2-25=-932/0,2-24=0/319,4-24=0/403,5-20=-964/0,8-19=-694/0, 10-16=802/0,13-15=47/329,13-16=-475/0,7-20=0/586 4fr NOTES .06 It 49639 k� 1)Unbalanced floor live loads have been considered for this design. v 'ISTER�9 2)All plates are 3x4 MT20 unless otherwise indicated. S'IONAL ./4C5 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)15. 5)This truss is designed in accordance with 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 p P R OFF be attached to walls at their outer ends or restrained by other means. <C5)\ s 7)CAUTION,Do not erect truss backwards. �\Gj.\ ANG)N EF,4 ,s> LOAD CASE(S) Standard 9 870 2PE ' f yN rN ,$, OREGON cP Q�✓� 9O �M8ER \1' �`S A. H ERCP EXPIRES:06/30/2015 April 22,2014 I 5 A WARNING-Venty design paramers and READ NOTES ON IRIS AND INCLUDED MITEK REFERENCE PAGE MII-1473 rev.1/29/2014 BEFORE USE n Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. li - 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/T9I1 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 spec ifted,the design values are those effective 06/01/2013 by ALSC Job Truss Truss Type Qty Ply 3A R41832570 PL14-118_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 15:40:44 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-gF_i2hd5?KDc2LgFoLfG_hy2t7sbPluV5pgapLzOQSH I 2-5-4 I I 1-2-0 I I 2-0-8 I 2-6-0 I I 1-4.4 I Scale=1:22.2 1.5x3 II 3x4= 1.5x3 I I 3x4= 3x4 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 7 • • 0 0 _ • _ • : 111111 o - o N V '7 A - 111111 B •a L 1:$1 11 10 8 3x4= 1.5x3 I I 3x4= 3x8 = 3x4= 3-11-12 I 2-8-4 13 3 0 l 3-1 a 4 8-7-12 12-9-0 I 2-8-0 0-7-0 0-7-0 o-1-fie 4-8-0 0-'1-8 3-11-12 Plate Offsets(X,Y): 12:0-1-8,Edgel,110:0-1-8,Edgel LOADING(pct) SPACING 1-7-3 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.05 9-10 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.22 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:58 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:8-9. REACTIONS (lb/size) 12=317/0-2-8 (min.0-1-8),8=55/Mechanical,9=738/0-5-8 (min.0-1-8) Max Uplift8=-66(LC 3) Max Gray 12=321(LC 3),8=143(LC 7),9=753(LC 8) 01ONIO . FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. OP OV WAS4tt/ TOP CHORD 2-3=-565/0,3-4=-565/0,4-5=0/538,5-6=0/533 G C��, BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 Q- j WEBS 2-12=-610/0,4-9-841/0,6-8=-123/255,6-9=-444/0 c, J" �`� N NOTES './ 1)Unbalanced floor live loads have been considered for this design. r 2)Refer to girder(s)for truss to truss connections. ' 49639 ,Crw �' 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. �.�,:6; GISTO 1'4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8.5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. S4IVALO 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard ��� D PR OFEss ,.\a �NGINEFR /o7'y `� 87022PE t' g• <1\ SAT OREG•N (19 Q<C/ 9Or,AMBER \\ S A. HECk \-4P EXPIRES:06/30/2015 April 22,2014 I t A WARNING-Verify design parameters and READ NOTES ON MIS AND INCLUDED MITER REFERENCE PAGE NII-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. ��- 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,qualify control,storage,delivery,erection and bracing,consult ANSI/M11 Quality Criteria.DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Informaflon 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 3A R4183257i PL14-118_UP F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:44 2014 Page 1 ID:SygD?CTgS FZSj S NcS 1 ttI DzR3Xv-gF_i2hd5?KDc2LgFoLfG_hy2f7r?P IoV5pgapLzOQS H 1-9-0 I I 1-6-12 I I 1-2-12 I I 1-6-0 I I 1-2-0 I I 2-7-4 Scale=1:21.8 1.5x3 I I 3x4= 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 73x4 = 8 e a 0o e 'o e e 0 0 NNit_ — 7.. N ii i- 15 14 ;1 12 11 10 9 3x4= 3x5= 3x4 II 3x5= 1.5x3 I I 1.5x3 I I 3x4= I 5-2-8-_. - — I 12-6-12 I 5-2-8 7-4-4 Plate Offsets(X,Y): f6:0-1-8,Edgel,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 0.24 Vert(LL) -0.02 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.16 Vert(TL) -0.03 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:60 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 13=608/0-5-8 (min.0-1-8),15=202/Mechanical,9=284/Mechanical Max Gray 13=621(LC 7),15=236(LC 8),9=291(LC 4) 010NIO FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ,{�' TOP CHORD 2-3=-290/6,3-4=-290/6,6-7=-476/0 OS OV WASIJr, `�(' BOT CHORD 14-15=0/287,13-14=-286/18,12-13=-292/15, J 11-12=0/476,10-11=0/476,9-10=0/476 I t4 W WEBS 4-13=-606/0,2-15=-331/0,4-14=0/426,6-12=-302/0,4-12=0/447,7-9=-510/0 6�� -. ��0 Yj 1, tll NOTES -' N 1)Unbalanced floor live loads have been considered for this design. Ilia / 2)Refer to girder(s)for truss to truss connections. 4 � 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Alta 49639 (1 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 0f{ �.CISTE¢v~ be attached to walls at their outer ends or restrained by other means. ,fit 5)CAUTION,Do not erect truss backwards. SSIONALEG LOAD CASE(S) Standard 1F111 ��� Ep P R OFFS 44/ 17 87022PE r-- // N --7 SAT OREGO ro o�N �O 11/1 On 11' \- ‘..2 A.. HE ' EXPIRES:06/30/2015 April 22,2014 t t Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFEREICE PAGE M71-1413 rev.7/29/2014 9fFGREUSE nem Design valid for use only with Mick 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/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 N Southern Pine ISPt lumber is specified,the design values are those effective 06/01/2013 by ALSO • Job Truss Truss Type Qty Ply 3A R41832572 PL14-118_UP F05 FLOOR 4 1 Job Reference(ootiooall Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:45 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-8SY4F 1 ejmdLTfVPRL2AVXuV9QX6v8AMfk:TZ7LozOQSG I 2-3-12 I I t-2-0 11 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 I I 1 2 3 4 5 6 7 e e - * 0 O o0 9 ee v -, O a 0 12 11 10 9 8 3x4= 1.5x3 I I 3x4= 3x6= 3x4= I 12-7-4 I 12-7-4 Plate Offsets(XX): f2:0-1-8,Edgel,f10:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TOLL 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. tONIO p TOP CHORD 2-3=1204/0,3-4=-1204/0,4-5=-1646/0,5-6=-1646/0 QJ BOT CHORD 11-12=0/1204,10-11=0/1204,9-10=0/1560,8-9=0/1109 05 OV V'1AS141 WEBS 3-10=0/263,2-12=-1310/0,6-8=-1198/0,6-9=0/579,4-10=-545/0 �Ft4 ,�, C � i NOTES h4.- 6.. 1, tt 1)Unbalanced floor live loads have been considered for this design. — N 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. • 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 ,.‘trti 49639 ty� be attached to walls at their outer ends or restrained by other means. Q4� .6b/STERE t<{� LOAD CASE(S) Standard ' 'ONAL`- G ��,i0 PR Qp �� �NGINFF� /0^7 `r 87022PE f N ,N tv 7 % OREG•N rt3 „,41../9or,AMBER \\' \' `., A. H ERCP EXPIRES:06/30/2015 April 22,2014 1 1 A WARNING-Verify design parameters and READ NOTES ON TNIS AND INCLUDED MUEK REFERENCE PAGE MIF-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. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and 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 ISP)Lumber Is specified,the design values are those effective 06/01/2013 by ALSC Job Truss Truss Type Qty Ply 3A R41832571 PL14-118_UP F06 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:40:45 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv-8SY4F1 ejmdLTfVPRL2AVXuVFfXC48EofKTZ7LozOQSG I 1-6-0 I 1-4-0 I I 1-2-0 I I 1-1-8 I Scale=1:13.6 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 2 3x4= 3 4 5 3x4= 6 t....v.„v„......„.„_„7„.....7„,...___/ ee e 04 NN O e 4 3x4= 10 9 8 7 3x4= 3x4= 3x4= I 3-1-0 1 3-8-0 1 4-3-0 1 7-1-8 I 3-1-0 0-7-0 0-7-0 2-10-8 Plate Offsets(X,Y): 18:0-1-8,EdoeI 19:0-1-8,Edee) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.09 Vert(LL) -0.01 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.11 Vert(TL) -0.02 9-10 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.12 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:33 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=308/0-2-8 (min.0-1-8),7=308/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. y'ONIO 46, TOP CHORD 2-3=510/0,3-4=-510/0,4-5=-510/0 BOT CHORD 9-10=0/369,8-9=0/510,7-8=0/369 o5 OV VIASfr.. �,p ('yr, WEBS 2-10=-443/0,5-7=-443/0 G fit{, C Z^ NOTES rq ,``�' �, t� 1)Unbalanced floor live loads have been considered for this design. N 2)Refer to girder(s)for truss to truss connections. %., / 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. \ 1' 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. r 6 \49639 4.) 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to Q4, ��GISTEO�� be attached to walls at their outer ends or restrained by other means. vs,, 1 LOAD CASE(S) Standard sSIONALt � rFP R pressGINEFR /0297022P� r" I CV y CC\-$, OR GON rp 4 // 9O FMBER \\, 'p n`s A. H ERCP EXPIRES:06/30/2015 April 22,2014 it a A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1/29/2014 BEFORE USE is- Design valid for use only with Wel connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Mile k' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 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 H Southern Pine 15P)lumber is specified,the design values are those effective 06/01/2013 by ALSO Job Truss Truss Type Qty Ply 3A * R41832574 PL14-118_UP F07 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:46 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv-de6STNeLXxTKHf dvmik361PxxY4tgFoZ7PubEzOQSF I 2-6-0 10-7-8 I I 1-2-0 I I 1-3-4 1 1-6-0 I I 2-5-8 1 1 1-2-0 I I 1-11-0 I Scale=1:23.7 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 e e • e o a e -e (i \ — 4/-- ___ ••••••0000000001110 :._ o — o e e e a eV e e p 16 15 14 rpt 12 11 3x8= 1.5x3 I I 1.5x3 I I I 3-4-8 13-11-8 1 4-6-8 1 7-6-12 10-3-4 i10-10-4111-5-4 1 13-7-4 I 3-4-8 0-7-0 0-7-0 3-0-4 2-8-8 0-7-0 0-7-0 2-2-0 Plate Offsets(X,Y): 17:0-1-8,Eduel,18:0-1-8,Edaej,114:0-1-8,Edae1.115:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.19 Vert(LL) -0.02 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 15-16 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:63 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:13-14. REACTIONS (lb/size) 16=298/Mechanical,13=668/0-3-8 (min.0-1-8),10=219/0-2-4 (min,0-1-8) Max Gray 16=318(LC 10),13=670(LC 9),10=235(LC 4) otONIO FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-539/0,3-4=-539/0,4-5=-539/0,5-6=0/262,6-7=0/268,7-8=-312/0 Oc7 O1 WAS �4 BOT CHORD 15-16=0/547,14-15=0/539,13-14=-15/347,12-13=0/312,11-12=0/312,10-11=0/312 C ,s� ,. . WG WEBS 2-16=-590/0, A 5-13=-508/0,5-14=0/328,7-13=-504/0,8-10=-350/0 — k O N NOTES 1)Unbalanced floor live loads have been considered for this design. \` 2)All plates are 3x4 MT20 unless otherwise indicated. r 3)Refer to girder(s)for truss to truss connections. �It 49639 4, 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. ��� ��GfSTEg�9 ' 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 SSIONAL O be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard ��EO PRQp < _ .,V‘GIN ,9 ,O2 'r 870 2PE v y N�Aj, OREGO ti O4ti 90 `AMBER \° Or, A. H -0 EXPIRES:06/30/2015 April 22,2014 I t A WARNING-Verify Resign parameters and READ 5019505 THIS AND INCLUDED HUES REFEREhCF PAGE MTI-7473 reit L/29/2014 BEFOREUSE ith 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 iVliTek° 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,DSI-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 ISP}lumber is specified,the design values are those effective 06/01/2013 by At.SC Job Truss Truss Type Qty Ply 3A R41832575' PL14-118_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 15:40:47 2014 Page 1 ID:SygD?CTgSFZSjSNcS 1 ttIDzR3Xv-Sggggjfzl FbBvpYgTTDzcJaWsKjlc?byon2EPgzOQSE I 2-6-0 I 1 1-0-10 1 I 1-2-0 1 1 0-11-2 I Scale=1:33.2 1.5x3 I I 3x6 = 1.5x3 H 3x4= 1.5x3 I I 3x4= 3x4= 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 e e • _ o ® a • o N .00000.......... 44444444444411%44. \ 6 9 O N 1 16 15 14 13 12 �T'f 3x4= 3x8 = 3x6= 1.5x3 I I 1.5x3 I I 3x8= 3x4 = 12-8-10 I 11-8-10 1R-1-101 I 19-0-4 I 11-8-10 0-7-0 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) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.31 15 >738 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 >469 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:86 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=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(lb)or less except when shown. 'TONIO 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 QJ 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 05 OV WAS,k.W 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, O (4 7-12=786/0 — ��O d ' V ick. 7, N 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. Afi 49639 '', 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 0� ��GISTE �9 be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard SSIONAL— SIn ,. �NG)NEF9 /O--9 870 2PE y(P />N 'oj, OREGO q, QQ./ 9O AMBER 11' �`S A. HER EXPIRES:06/30/2015 April 22,2014 1 f A WARMING-Verify design parameters and READ hi)TES ON THIS AND TWJJJDED MIIEK REFERENCE PAGE WI-1423 rek I/29/2014 8EF0REUSE i� --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 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,055-89 and SCSI Bulding Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine 4SP)lumber is specified,the design values are those effective 06/01/2013 by AI.SC Job Truss Truss Type Qty Ply 3A • R41832576 PL14-118_UP F09 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:47 2014 Page 1 ID:SygD?CTgSFZSjSNcS 1 ttIDzR3Xv-5ggggjfzlFbBvpYqTTDzcJaWrKjkc?ayon2EPgzOQSE I 2-6-0 I 11-0.14 I I 1-2-0 I D11-z I Scale=1:33.2 1.5x3 I I 3x6 = 1.5x3 II 3x4= 1.5x3 I I 3x4= 3x4= 1.5x3 II 3x6 = 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 o e / ,- A -\e N eo 1 16 15 14 13 12 3x4 = 3x8= 3x6 = 1.5x3 II 1.5x3 I I 3x8= 3x4 = 12-8-14 I 11-6-14 12-1,1,6 �•0-8 I 11-6-14 0-7-0 0-7-0 6-3-10 Plate Offsets(X,V): (6:0-1-8,Edoel,f7:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.31 15 >735 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 >468 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:86 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=832/0-2-12 (min.0-1-8),11=832/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 0,SONIO 46, TOP CHORD 2-3=3025/0,3-4=-3025/0,4-5=-3791/0,5-6=-3791/0,6-7=-3457/0,7-8=-2992/0,8-9=-2992/0 BOT CHORD 16-17=0/1797,15-16=0/3661,14-15=0/3457,13-14=0/3457,12-13=0/3457,11-12=0/1800 0% �v WASpr, kr 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, G ���{ 3L 0� 7-12=-789/0 NOTESF. — N 1)Unbalanced floor live loads have been considered for this design. n i 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)17. i< 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 `p� �F 49539�� <y be attached to walls at their outer ends or restrained by other means. A�, NAL LOAD CASE(S) Standard ssIONAL��G1` `. - <(,... .4 N EF9 i0, 87022PE f . 'V y �Aj, OREG•N r k/ 9C 'MBER 11 .O OS A. HeCk EXPIRES:06/30/2015 April 22,2014 I I A WARNING-Verify design parameters and READ NOTES ON MIS AND INCLUDED MIEFI(REFERENCE PAGE MII.1473 rev.1/29/2314 BEFORE USE Design valid for use only with Wei(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 ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Budding 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 ISP)lumber is specified,the design values are those effective 06/01/2033 by ALSO Job Truss Truss Type Qty Ply 3A R41832577` PL14-118_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 15:40:48 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv-Z1 DDu3gc3Yj2Xz701BkC8X6k2kCgLV350Rony6zOQSD I 1-8-4 11 1-2-12 1 2-6-0 I 1 1-2-0 I1 1-3-0 I t-6-0 I Scale=1:22.1 1.5x3 I I 3x6= 3x5= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 8 7 8 e o- o- o • N -I' _ _ - N o e e e e p 14 12 11 10 3x4= 3x6= 3x6 = 1.5x3 II 3x4= 3x4= I 1-11-4 I 8-6-8 1 9-1-8 1 9-8-8 1 12-8-8 I 1-11-4 6-7-4 0-7-0 0-7-0 3-0-0 Plate Offsets(XX): f5:0-1-8,Edael,f10:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) -0.05 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.24 Vert(TL) -0.07 11-12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:59 Ib FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 14=-381/Mechanical,13=1097/0-5-8 (min.0-1-8),9=390/0-2-8 (min.0-1-8) Max Uplift 14=-438(LC 4) Max Gray 13=1097(LC 1),9=390(LC 4) .TONIO ,. FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. O% 04 WASkr, yr� TOP CHORD 2-3=0/802,3-4=-661/0,4-5=-661/0,5-6=-799/0,6-7=-799/0 G �� G' "L BOT CHORD 13-14=802/0,11-12=0/799,10-11=0/799,9-10=0/497 �� 1'_ �O ,- WEBS 2-13=-588/0,2-14=0/918,3-12=0/891,3-13=-810/0,7-9=-598/0,7-10=0/393 , c' taJ NOTES f 1)Unbalanced floor live loads have been considered for this design. ; 2)Refer to girder(s)for truss to truss connections. A� 49j.kit., c ' 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. Q ��'Or 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b)14=438. ,45 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 'SA, r'' 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 -��NG P E-,6-/o c' 870 2PE 9f cP > y � �Aj, OREG N tis OIL/ 9O AMBER .\ _ OSA HE � EXPIRES:06/30/2015 April 22,2014 • t A WARNING-Verify design paramefnrt and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MTI-1473 rex 1/21/2314 RFR)RE115E m11.... Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. ,. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the 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 N Soatltern Pine ISP)lumber is specified,the design values are those effective 05/01/2013 by ALSC Job Truss Truss Type Qty Ply 3A R41832578 PL14-118_UP F11 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:49 2014 Page 1 ID:SygD?CTgSFZSjSNcS 1 ttIDzR3Xv-1 Dnb5PhEgsrv87iCauFRhkfvc8Zm408EF5XLUZzOQSC I 2-5-4 II 1-2-0 11 2-0-8 I 2-6-0 I I 1-5-0 I Scale=1:22.3 1.5x3 II 3x4= 1.5x3 II 3x4 T. 3x4 II 3x4= 1.5x3 II 1 2 3 4 5 8 7 e e Y - iijji oI — oN WIPAIIIIIIII N o e e e 0 1K 11 10 3x4= 1.5x3 I I 3x4 = 3x8= 3x4= 3-11-12 2-8-4 3-3-4 3-10d 8-7-12 8 129-12 I 2-8-4 1 0-7-0 l 0-7-0 0-4-� 4-8-0 0-h 4-0-8 Plate Offsets(XX): 12:0-1-8,Edgel,110:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.05 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:58 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:8-9. REACTIONS (lb/size) 12=317/0-2-8 (min.0-1-8),8=60/0-2-12 (min.0-1-8),9=739/0-5-8 (min.0-1-8) Max Uplift 8=-64(LC 3) Max Gray 12=321(LC 3),8=146(LC 7),9=754(LC 8) orcONIO A,,Qp,' FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 05 OV WASp., �y TOP CHORD 2-3=-565/0,3-4=-565/0,4-5=0/538,5-6=0/533 G ��� eWW 5 ��BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370WEBS 2-12=-610/0,4-9=-841/0,6-9=-452/0 rq �I, ttl tt NOTES !I 1)Unbalanced floor live loads have been considered for this design. `'r 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. ��+ 49639 w' 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8. ����CISTE��� 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 `sSIONAL��G be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard �\c�<-.'s PR � s/o <w 870 2PE 9f 0 cv yc<`Aj, OREG N 99 wti -P s/1,�QER 1\• ,s..) EXPIRES:06/30/2015 April 22,2014 I t A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7413;ea 1/29/2014 BEFOREUSE Design valid for use only with Mirek 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 ANSI/TPI1 Quality Cdteda,DSB-89 and SCSI Buiding 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 N Southern Pine fSP)lumber is specified,the design values ars those effective 06/01/2013 by ALSO Job Truss Truss Type Qty Ply 3A R41832579' PL14-118_UP F12 Floor 1 1 Job Reference(ootionall Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:49 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttl DzR3Xv-1 Dnb5PhEgsrv87iCauFRhkfur8Vg4?6EF5XLUZzOQSC I 2-6-0 I I 1-44 I I 1-2-0 I I 1-3-4 I 1-6-0 I Scale=1:18.9 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 d --7-- o,,,,T e izzi., ....„....,:_o_ CT, N e e a e e 111 10 9e3x4= 3x6 = 1.5x3 II 3x4= 3x4= I 6-8-12 1 7-3-12 1 7-10-12 1 10-11-0 I 6-8-12 0-7-0 0-7-0 3-0-4 Plate Offsets(X,Y): f4:0-1-8,Edaef,f9:0-1-8,Edge) LOADING(psi) SPACING 1-7-3 CSI DEFL in (loc) Weft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.06 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.38 Vert(TL) -0.10 11-12 >999 360 BCLL 0.0 Rep Stress Incl YES WB 0.29 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:50 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 12=475/0-4-4 (min.0-1-8),8=475/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. otONIO TOP CHORD 2-3=1280/0,3-4=-1280/0,4-5=-1064/0,5-6=-1064/0 BOT CHORD 11-12=0/925,10-11=0/1064,9-10=0/1064,8-9=0/624 Ooj OV WASI" . WEBS 2-12=998/0,2-11=0/383,4-11=-22/331,6-8=-749/0,6-9=0/566 ( ��ti •=C- Cs NOTES i th s✓ - :' O� M1)Unbalanced floor live loads have been considered for this design. — 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. !iN 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/I-Pi t. i r 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to �,A 49639:q� be attached to walls at their outer ends or restrained by other means. �� ��GISTER�� LOAD CASE(S) Standard �S`YA NALV1\4G •\(<- - P R OFFS, �� VNG)NE9 /�L 8 f 2PE / 9{ yN / rNtv �A?, OREGO rt,O44/ 9Or,AMBER ..\\' \ S A. Hs?, EXPIRES:06/30/2015 April 22,2014 t A WARNING;-Verify design paramelers and READ NOTES ON MS AND INCLUDED MUEK REFERENCE PAGE HII-7473 re It 1/29/2074 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. 101111 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 Buiding 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 N Southern Pine ISP)lumber is spec ifed,the design values are those effective 06/01/2013 by ALSC Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 /4 3 " Center plate on joint unless x,y 6-4-8 dimensions (Drawinshowngsnot into ft-in-siscale)xteenths I Failure to Follow Could Cause Property Damageor Personal Injury offsets are indicated. ra= Dimensions are in ft-in-sixteenths. 111141k. Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 2. Truss bracing must be designed by aln engineer.For U-1/16" %1 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I _ Q bracing should be considered. _M I 3. Never exceed the design loading shown and never r stack materials on inadequately braced trusses. O L 4. ide copies of t truss design property to the rand building For 4 x 2 orientation,locate designer,erection supervisor,BOTTOM CHORDSz cs a all other interested parties. p y wn plates 0-'Ag' from outside 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. connectorplates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. "Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. 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. by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. V..., 15.Connections not shown are the responsibility of others. Indicates location where bearings 1 b.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. reaction section indicates joint ® ( number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. NMI_,Milh. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPII: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. MiTek:' is not sufficient. BCSI: BuildingComponent SafetyInformation, 20.Design assumes manufacture in accordance with GuidetoGood 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 • 1 HECEIVED MAR 1 . 2019 CITY OF TIGARD MiTek 3UILDING DIVISION MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 3-A 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: K5519453 thru K5519499 My license renewal date for the state of Oregon is December 31,2019. PR 04. 74GLNE4\F 89200PE OREGONNIx /O /)/ 14, 2Q M '�' lFR R 11.x-0 1_:�:1-.: se�c•�-2._. December 18,2018 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. r NM MIN MiTek® MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 3-A 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: K5519453 thru K5519499 My license renewal date for the state of Washington is May 16,2019. v,E,RRILL Jt0 Of WAStr., `T J, 4e�� ., coo ie r 51398)) �.c 4'GtsTE0 Gti December 18,2018 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 JP LUMBER SPECIFICATIONS TRUSS SPAN 19'— 2.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. g g system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=22.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1X2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 7-01 7-01 T T T 12 IIM-9x4 12 14.00 7 3 \14.00 41 • '\ '‘ 'DPR�FFss ��� NGIN��c� �a29 89200PE In 4,OREGON �� ��Q N �, �I 1 i IQ y 14, 2p exi'.� 1 M-6x6 72M-6x6 0 FRR1L\- EXPIRES: 12-31-2019 l ), 1 1-00 19-02 JOB NAME : 3-A PATIO -NH- Al 4 � �. Scale: 0.3089 An n �,� WARNINGS: GENERAL NOTES, unless otherwise noted: •il,< <, 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 • fillit2 Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown.. incorporation of component Is the responsibility of the building designer. i ' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �Y f! 51398 c{1� is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10•o.c.respectively unless braced throughout their length by [[[yyy` DATE: 12/18/2018 the overall structure is the responsibility f the building de ZS Impact sheathinginor such as plywood meed in ere s and/or dryvall(Bc). v&'O.. 4'i Sy sponsi ty o g signer. 3.2x Impact bridging or lateral bracing required where shown+� 1 1� .`R, SEQ.: K5519453 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respedNe contractor, ay fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used m a non-corrosive e�wironmem, . IONAL TRANS ID' LINK design loads be applied to any component. and are for"dry conadion•of gsae. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge d necessary. fabrication,handling,shipment and installation of components. 7. Design sahallbassumes ctedon drainage iotprovided.n December 18,2018 6.This assign is furnished subject to the limitations sal font by 8.Plates shall be located on both faces of truss,and passe w their center TPIMTCA in SCSI,copes 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(1 L)-E ru.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -26) 80 1-7=(-100) 365 1-2=(-634) 160 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-521) 200 7-6=( -60) 308 3-7=(-193) 231 WEBS: 2x4 KDDF STAND; 3-4=(-433) 255 7-4=)-255) 413 2x6 KDDF #2 A LOADING 4-5=(-448) 261 7-5=(-228) 246 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-580) 193 TC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT 0= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LETINS: 2-00-00 0-00-00 LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -75/ 585V -216/ 217H 5.50" 0.94 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 11.0" -84/ 584V 0/ OH 5.50" 0.93 KDDF ( 625) 0* For hanger specs. - See approved plans REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 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 = -0.014" @ 3'- 2.7" Allowed = 0.650" MAX TL DEFL = -0.023" @ 3'- 2.7" Allowed = 0.867" 6-10 7-01 SEASONED LUMBER IN DRY SERVICE CONDITIONS f 1' MAX HORIZ. LL DEFL = 0.004" @ 13'- 5.5" 1-05-09 1-10-07 3-06 3-06 3-07 MAX HORIZ. TL DEFL = 0.005" @ 13'- 5.5" T T T f T T 12 12 Design conforms to main windforce-resisting M-4x6 system and components and cladding criteria. 14.00 17 \14.00 4.0" Wind: 140 mph, h=22.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 Al (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), i oad duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 � 0NGINEq /O � L-s 9 89200PE % M-3x4 rf 9 OREGON�� �Q /O 9Y 14 20 ' cq P 1 MFR R IL\- I 1 x. 7 '�6 o M-3x6 M-3x8 M-3x4 o EXPIRES: 12-31-2019 l l .1 6-10 7-01 l l 13-11ORRIL '.. • 4§) L 8 � JOB NAME : 3-A PAT IO -NH- - A2 Scale: 0.2723 .�,/,,� N `AO S 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: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper -.1 2.294 compression web bracing must be installed where shown e. incoryorotbn of component is the responsibility of the building designer. i 4N CV 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced al is 51398 Qr is Me responsibility of the erector.Additional permanent bracing of Y o.c.and at 10'cc.respectively unless braced throughout their length by DATE: 12/18/2018 the overall structures the responsibility ofine baldingdesigner. 29 Imp continuous sheathinginsuch acing required rwhere a ownand/+Orywall(BC). Q �'CISTER� P tY3.29 Impact bridging or lateral as*coo where shown+a5 Na load should be applied to any component unhl after al bracing and 4.Installation of toss is the responsibiNry of the respective contractor. T SEQ.: K5 519 4 5 9 4.fasteners are complete and at no see should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, SLONAL TRANS I D• LINK design loads be applied to any component. and are for dry condition'.or use. 5.CompuTNs has no control over and assumes no responsibihhy for the 6.Design assumes Tull bearing al all supports shown.Shim or wedge If fabrication,handling,shipmentry cto thaahmtaonslet fsdh by T.Designassumesbe lc ed oneoth face ioiosse r December 18,2018 8.This design is furnished subject to the limitations set forth by e.Plates shall be located on both faces of buss,and placed so their center TPUWTCA in BCSI,copies of which will be famished upon request. Ines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ina./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-BC • LUMBER SPECIFICATIONS 13-11-00 GIRDER SUPPORTING 39-09-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-5618) 1256 1- 6=(-748) 3158 1- 2=(-5618) 1256 4- 8=( -606) 2842 BC: 2x6 KDDF#1&BTR 2- 3=(-3656) 934 6- 7=(-742) 3136 6- 2=( -580) 2708 4- 5=(-5648) 1264 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-3658) 934 7- 8=(-696) 3320 2- 7=(-1350) 432 2x4 KDDF STUD A LL = 25 PSF Ground Snow (Pg) 4- 5=(-5648) 1264 8- 5=(-700) 3342 7- 3=(-1346) 5224 TC UNIF LL) 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 13'- 11.0" V 7- 4=(-1656) 500 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 471.9)+DL( 340.9)= 812.8 PLF 0'- 0.0" TO 13'- 11.0" V BC LATERAL SUPPORT <= 12"OC. DON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 0'- 0.0" -1382/ 6101V -217/ 218H 5.50" 9.76 KDDF ( 625) ( 2 ) complete trusses required. 13'- 11.0" -1377/ 6101V 0/ OH 5.50" 9.76 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 1 row(s) throughout 2x9 top chords, ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 6" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. NOTE:TRU55 MUST BE ANCHORED FOR UPLIFTS SHOWN. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ** For hanger specs. - See approved plans PROJECT ENGINEER MUST APPROVE ADEQUACY PRIOR MAX LL DEFL = -0.039" @ 6'- 10.0" Allowed = 0.650" TO FABRICATION OF TRUSS. MAX TL DEFL = -0.065" @ 6'- 10.0" Allowed = 0.867" 6-10 7-01 SEASONED LUMBER IN DRY SERVICE CONDITIONS 3-07-08 3-02-08 3-02-08 3-10-08 MAX HORIZ. LL DEFL = 0.010" @ 13'- 5.5" MAX HORIZ. TL DEFL = 0.017" @ 13'- 5.5" 12 12 M-9x6 Design conforms to main windforce-resisting 14.00 P \14.00 system and components and cladding criteria. 39.0" Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Pp (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 load duration factor=1.6, Truss designed for wind loads • in the plane of the truss only. M-9x12 M-9x12 ��°�D r ROr`��1 �, A,� �ev� GGINj£,c- ,5.0. c9 /O?'T'c' 89200PE A M-1.5x3 CC 47 OREGON�Ix oto . II NWEila L114..... o IT^:� i1®� ® I� MFR R 1 LA- 0 l 1** 6 a 7 8 ,_..5 O M-3x10 M-3x8 M-7x8 M-3x8 IIM-6x6 0 EXPIRES: 12-31-2019 1 l JJ1 3-05-12 3-09-04 3-09-09 3-08-12 1 l 13-11OVARLL8 44'9 o' WAst44 mil, • JOB NAME : 3-A PATI O -NH- - A34 � r,e_�� ,.�� o * Scale: 0.2848 ,y e - �.e • ..416 . WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design 6 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 proper -,,'' • 2.2x4 compression web bracing must be installed where shown*, incorporation of component is the responsibllg8 of the building designer. •• 3.Additional tempoarybracing toinsure stability during construction 2.Oecignassumesthetopandbettomchordetobelalerallybracedat �� 51398 'w� 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 iik L'` • DATE: 12/18/2 018 the overall structure is the responsibility of the building de continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 944,', ``Q' '¢� _may spo ty 9 signer. 3.2x Impact Ridging lateral bracing required where shown.. IU cv 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. ,5 G • SEQ.: K5519455SIGNAL fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in anon-corrosive environment, • tlesign bads be applied to any component. act are for"dry condition"of use. TRANS I D: LINK 5.CompuTms has no control over and assumes no responsibility for the 8.Design assumes NII bearing at al supports shown.Shim or wedge if sssry fabrication,handling,shipment and installation of components, .Design Keiassumes b aded one drainage is fess, December 18,2018 8.This design is famished subject to the limitations sal forth by 8.Plates shall be located on both hoes of truss,and placed so their center TP WI'rCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc.ICompuTrus Software 7.6.8(1 L)-E t0.For basic connector plate design values see ESR-1311,ESR-1088(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 4.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 146 5-6=(-615) 671 5-2=1-463) 410 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=1-489) 516 2-6=1-519) 523 WEBS: 2x4 KDDF STAND; 3-4=( -20) 9 6-3=1-523) 482 2x4 KDDF #1&BTR A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -68/ 955V -256/ 370H 5.50" 0.73 RODE ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 6'- 9.7" -292/ 919V 0/ OH 5.50" 0.66 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1.5x9 or equal at non-structural REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. vertical members (uon). BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 • AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.519" @ 3'- 0.5" Allowed = 0.568" MAX TC PANEL TL DEFL = 0.485" @ 3'- 0.5" Allowed = 0.852" 6-01 0-03-12 SEASONED LUMBER IN DRY SERVICE CONDITIONS f 0(1' 12 MAX HORIZ. LL DEFL = 0.005" @ 5'- 11.2" M-1.5x3 9 MAX HORIZ. TL DEFL = 0.005" @ 5'- 11.2" 19.00 31, Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. „Ii, o PROFe �NG�NE �io,L `z� 89200PE 1--- M-3x9 1011 9/ ,�,O�EGON���+��� o 1.1141% . O y4, Q, co I MERRISL e' 5 - EXPIRES: 12-31-2019 M-1.5x3 M-3x4 J• l l 1-00 6-04-12 OltRat,43. 1'' JOB NAME : 3-A PATIO -NH- - B1 (--. -,:',.,,,,,% '� Scale: 0.3119 ` WARNINGS: GENERAL NOTES, unless otherwise naiad: -I0.`0 E0, . 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: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper i, 2.1x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 14,. S.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,'G di, 51398„0 39 ,Qr is the responsibility of the erector.Additional permanent bracing of T o.c.and at ler o.c,respectively unless braced throughout their length by VP DATE: 12/18/2018 the overall structure is me responsibility of the building designer, continuous sheathing such as plywood eheathing(TC)antllor drywall(BC). O Q 3.9r Impact bridging or lateral bracing required where shown++ <sj Ga'� 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. 'C SEQ.: K5 519 4 5 6 5.Des t be used in a non-corrosive environment, SSIONAL fasteners are complete and at no time mould any loses greater then are assumes ruses are o TRANS I D• LINK design leads be applied to any component. and are ror"dry cdndrcia�of use. S CompuTrus has no control over end assumes no responsibility for the 6.Design assumes lull bearing at a0 supports shown.Shim or wedge H fabrication,handling,shipmentmcespry and installation of components. 7.Design assumes adequate drainage is provided. December 1 8,20.l 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 so their center TPINJTCA in BCSI,copes of which will be fumished upon request. lines coincide with Joint center lines. 9.Digits indicate see 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-1988(MiTek) I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 4.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-449) 490 4-5=(-584) 647 4-1=(-407) 395 y BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( 0) 0 1-5=(-493) 490 WEBS: 2x4 KDDF STAND; 5-2=(-503) 451 2x4 KDDF#1&BTR A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 0'- 0.0" -68/ 387V -233/ 334H 5.50" 0.62 KDDF ( 625) 6'- 4.7" -269/ 404V 0/ OH 5.50" 0.65 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.526" @ 3'- 0.5" Allowed = 0.566" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFT. = 0.486" @ 3'- 0.5" Allowed = 0.652" • SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.005" @ 5'- 11.2" 6-01 0-03-12 MAX HORIZ. TL DEFL = 0.005" @ 5'- 11.2" 1 T 12 Design conforms to main windforce-resisting M-1.5x3 3 -i system and components and cladding criteria. 14.00 1-27 2 Wind: 140 mph, h=23.9f t, TCDL=4.2,BCDL=6.0, ASCE 7-10, i (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. � ° P R OFFss G1NEFR /a29r' 411111111 89200PE M-3x4 11 Cr 9� . , OREGON,... itr p Y 14, 2° -4- N RRIL UMEMMEMMMMMMEMEMMM 4'''''''' EXPIRES: 12-31-2019 M-1.5x3 M-3x4 6-04-12 ORRILL.6, 44 o WASrtq,1', JOB NAME : 3-A PATIO -NH- - B2 - >�....., opo t. Scale: 0.3119 WARNINGS: GENERAL NOTES, unless otherwise noted: /` I M e E-�Iw. 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 for an Individual %ee` Truss: B2 and Warnings before construction commences. building component.Applicability of design parameters and proper - 2.2x4 compression web bracing must be instale0 where shown v. incoryomtion of component is the responsibility of to building designer. f�', 3.Additional temporary bracing to insure Ns Nifty during construction 2.Design assumes the top and bottom chords to be laterally braced at A� 51398 k,'� is the responsibiliry of the erector.Additional permanent bating of 7'o.c.and at 10'o.c.respectively unless braced throughout their length by A DATE: 12/18/2018 the overall structure is the responsibility I the building tlesi continuous sheathing such as pryvrood sheathing(TC)and/or tlrywall(BC). Q :aQ ,9� p N o g gner. 3.2c Impad bridging or lateral bradng required where shown•• Y+' ry r 1 TL SE K5 519 4 5 7 4.Na load should be applied to any component until alter al bracing and 4.Installation of[ruse is the responsibility of the respective contractor. V4` St.16 4'' fasteners are complete and at no awe should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 5.CompuT us has w control over and assumes no responsibility for the necessary. 6.Design ssumes NII bearing M al supports shown.Shim or wedge 8 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design W furnished subject to the limitations set form by 8.Plates shall be located on both faces M truss,and placed so their center December 18,2018 TPLN TCA 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,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate deNgn values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 43-00-00 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 DF 2400F; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 114 2-14=(-1530) 5702 14- 3=( 0) 801 2x6 KDDF #16BTR T2, T3 2- 3=(-6865) 1962 14-15=(-1531) 5689 3-15=( -560) 181 BC: 2x6 KDDF SS LOADING 3- 4=(-6096) 2017 15-16=(-2037) 6285 15- 4=( -499) 1971 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow )Pg) 4- 5=( 0) 0 16-17=(-2146) 6572 15- 6=(-1745) 842 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 12'- 0.0" V 4- 6=(-5203) 1786 17-18=(-2037) 6285 6-16=( -54) 606 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 12'- 0.0" TO 31'- 0.0" V 6- 7=(-6426) 2297 18-19=(-1531) 5689 16- 7=( -321) 250 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DLI 14.0)= 64.0 PLF 31'- 0.0" TO 43'- 0.0" V 7- 8=(-6426) 2297 19-12=(-1530) 5702 7-17=( -321) 250 BC UNIF LL( 0.0)+DLI 40.0)= 40.0 PLF 0'- 0.0" TO 43'- 0.0" V 8-10=(-5203) 1786 17- 8=( -54) 606 9-10=( 0) 0 8-18=(-1745) 842 NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 12'- 0.0" 10-11=(-6096) 2017 10-18=( -499) 1971 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 500.0)+DL( 140.0)- 640.0 LBS @ 31'- 0.0" 11-12=(-6865) 1962 18-11=( -560) 181 ADDL: BC CONC LL+DL= 507.0 LBS @ 6'- 0.0" 12-13=( 0) 114 11-19=( 0) 801 ADDL: BC CONC LL+DL= 507.0 LBS @ 37'- 0.0" OVERHANGS: 24.0" 24.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -1166/ 4219V -171/ 171H 5.50" 6.75 KDDF ( 625) 43'- 0.0" -1166/ 4219V 0/ OH 5.50" 6.75 KDDF ( 625) NOTE:TRUSS MUST BE ANCHORED FOR UPLIFTS SHOWN. PROJECT ENGINEER MUST APPROVE ADEQUACY PRIOR ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. TO FABRICATION OF TRUSS. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.032" @ -2'- 0.0" Allowed = 0.200" MAX TL DEFL = -0.037" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.308" @ 21'- 6.0" Allowed = 2.104" MAX TL DEFL = -0.550" @ 21'- 6.0" Allowed = 2.806" MAX LL DEFL = -0.032" @ 45'- 0.0" Allowed = 0.200" MAX TL DEFL = -0.037" @ 45'- 0.0" Allowed = 0.267" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.106" @ 42'- 6.5" MAX HORIZ. TL DEFL = 0.194" @ 42'- 6.5" 0-06-11 0-06-11 as� '� Design conforms to Q system and comport- R 4F` i COSI 11-11-11 19-00-10 11-11-11 e . BD f I' 'Wind: 140 mph, h=22. B DL=6. c. 5-11-14 5-05-02 4-05-13 5-00-08 5-00-08 4-05-13 5-05-02 5-11-14 (All Heights), d, at.2, Exp.B, MW r 1' ' 1+6408 ' f 4 f640# f f load duration • =1.6, '9 12 12 Truss design:. r wind 1 9200 P E V 7.00 M-7x6(S) in the planee truss only. M-5512 -M 0.25" -M-4x4 9 -4x9M18HS-7x8 '77.00 6 7 y 8 r T2 . T3 0 OREGON (? M-3x4 M-3x4 -74. �� lav 3 \ , O ' y 4, 20 � Q'9' M-5x12 ��R9� R10-\"e. o M-5x12 EXPIRES: 12-31-2019 • o 14 15 16 17 18 19 4 0 o M-3x6 M-4x8 0.25" 0.25" M-4x8 M-3x6 `3 1 ',. o -M-8x8(S) =M-8x8(S) y *507# l , l 1 *507# l 5-10-02 5-05-02 6-10-07 6-08-11 6-10-07 5-05-02 5-10-02 y y y y Oxsuz z 8 2-00 43-00 2-00 ' )• 0Ak :+..ts, JOB NAME : 3-A PATIO -NH- - C1 � � �,,�' Scale: 0.1516 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: Cl and Warnings before construction commences. building component.Appliwbilily of design parameters and proper '� 2.2x4 compression web bracing must be installed where shown•. incorporation of component is the responsibility of building designer. ; , 3.Additional temporary bracing to insure liability during construction 2.Design assumes the top and bottom chop l to be laterally braced at ''0�� �A 11398 sy4' 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 DATE: 12/18/2018 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheaming(TC)and/or drywall(BC). 0 Oy 3.2x Impact bridging or lateral brasng required where shown•• A V 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility f the respective contractor. 'C SEQ.: K5519458 '0be1 used non-corrosive s`r147 ONAL G fasteners are complete and at no lime should any bads greater than 5.Design assumes trusses are to be in a noncorrosive emirenment TRANS ID: LINK design loads be applied to any component. and are for"dry condition.of use. 5.CompuTius has no control over and assumes no responsibility forme 6.Design assumes NII bearing at all supports shown.Shim or wedge if necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 18,2018 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 TPVN?CA in SCSI,copies olwhich will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc/CornpuTfus Software 7.6.8(1 L}E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) r This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 93'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2-14=(-817) 2989 3-14=(-140) 185 BC: 2x9 NODE#1&BTR SPACED 24.0" O.C. 2- 3=(-2898) 1108 19-15=(-682) 2325 19- 4=1 -38) 317 WEBS: 2x9 KDDF STAND 3- 9=(-2722) 1103 15-16=(-525) 2177 9-15=(-967) 356 LOADING 9- 5=(-2279) 1037 16-17=(-525) 2177 15- 5=(-298) 814 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1 0) 0 17-18=(-725) 2189 15- 7=(-457) 189 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1920) 988 18-12=(-859) 2394 16- 7=( 0) 298 TOTAL LOAD = 92.0 PSF 7- 9=(-1920) 988 7-17=(-457) 189 8- 9=( 0) 0 9-17=(-298) 814 NOTE: 2x9 BRACING AT 29"OC UON. FOR LL = 25 PIP Ground Snow (Pg) 9-10=(-2274) 1037 17-10=(-467) 356 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2722) 1103 10-18=1 -38) 317 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-2898) 1108 18-11=(-140) 185 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 12-13=( 0) 114 OVERHANGS: 29.0" 24.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA JT 2, 12: Heel to plate corner = 2.25" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -329/ 2034V -229/ 229H 5.50" 3.25 KDDF ( 625) 93'- 0.0" -329/ 2034V 0/ OH 5.50" 3.25 KDDF ( 625) ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL DEFL = -0.041" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.152" @ 21'- 6.0" Allowed = 2.104" MAX TL DEFL = -0.253" @ 21'- 6.0" Allowed = 2.806" MAX LL DEFL = -0.036" @ 45'- 0.0" Allowed = 0.200" MAX TL DEFL = -0.041" @ 45'- 0.0" Allowed = 0.267" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.074" @ 42'- 6.5" MAX HORIZ. TL DEFL = 0.121" @ 92'- 6.5" 15-11-11 11-00-10 15-11-11 ��� 1 1 1 '1 Design conforms to ��qg, jjj���• 5-00 0-04-15 5-06-05 5-03-08 5-03-04 system and compon-.R�F. i f{� 5-03-04 1 1 5-03-08 1'1 5-06-05 '' 0-0115 ' 5-00 T `,,40191111,=6§.'04_,U� Wind: 190 mph, h=23. '( 1 1 1f 1 'f'( 1 '1 (All Heights), • ed, .2, Exp.B, MW r 12 12 load duration ••=1.6, a9 M-4X6 M-4x6 Truss design=• r wind X9200 P E r 7.00 6 M-3x8 8 Q 7.00 5 7 ' in the plane • ,e truss only. M-5x6(S) 4' M-5x6(S) 4 0.25" 0.25" -$ 4/OREGON�b �1./ M-1.5x3 + + /*m_1.5x3 , Y 14� el�P� 3 RRI1.�- . \ / . EXPIRES: 12-31-2019 o 2! 19 15 'f 16 4. 17 18 IV " I M-3x8 M-3x4 0.25" M-1.5x3 0.25" M-3x4 M-3x8 Ir p 0 M-5x8(S) M-5x8(S) l l 1 1 1 1 l y y 7-11 7-05-15 6-01 6-01 7-05-15 7-11 y y ,D pTi� 2-00 43-00 2-00 O,W`•+•LA�,- �" JOB NAME : 3-A PATIO -NH- - C2 rte, � i ., :, t� Scale: 0.1395 'I e c- G.•,'•• WARNINGS: GENERAL NOTES, unless otherwise noted: �� 1 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: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper "of 2.2x4 compressor web bracing must be installed where shown+, incorporation of component k the responsibility of the building designer. ;�',/ 3.Additional temporary bracing to insure stability during construction 2.2'0.0.and alt)the top and bottomunless chords braceto be d laterally braced length �Yf! 51398 k,'� is the responsibility of the erector.Additional permanent bracing of co2'd.c. at 10'o.c.respectively unless braced throughout their by DATE: 12/18/2018 the overall structure is the responsibility of the building designer. ,Impact m a t ridging ogor suchrl sb plywood aired in ere s and/or tlrywall(BC). Q� �41T ,•.r+Q`j aPo ty g3.2x Imp C bridging lateral bracing required where)hewn++ l 1 Bs� SEQ.: K5 519 4 5 9 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. aeT fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses am to be used in a non-corrosive environment, �V l)NAL S. C3 TRANS ID: LINK design bads be applied to any component. and are or"tlry conditionr of use. I 5.CompuTius has no control over and assumes no responsibility for the 6.Des assumes NII 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 p p .l 18,2 Q.1 18 6.This design is famished subject to the limitations set forth by 8.Plates shalt be located on both faces of truss,and placed so their center TPVW1'CA in BCSI,copies of which will be furbished upon request. lines coincide 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 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 43'- 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) 114 2-14=1-1080) 2498 3-14=1-124) 180 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.1. 2- 3=1-2898) 1468 14-15=1 -986) 2339 14- 4=1 -33) 317 WEBS: 2x4 KDDF STAND 3- 4=(-2736) 1464 15-16=1 -994) 2181 4-15=1-467) 277 LOADING 4- 5=1-2288) 1414 16-17=1 -994) 2181 15- 5=1-404) 830 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1 0) 0 17-18=(-1031) 2189 15- 7=1-477) 335 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 5- 7=1-1933) 1284 18-12=1-1160) 2344 16- 7=( 0) 298 • TOTAL LOAD = 42.0 PSF 7- 9=(-1933) 1284 7-17=1-477) 335 8- 9=1 0) 0 9-17=1-404) 830 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2288) 1414 17-10=1-468) 277 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=1-2736) 1464 10-18=1 -32) 317 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=1-2898) 1468 18-11=(-124) 180 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 12-13=( 0) 114 OVERHANGS: 24.0" 24.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0.0" -483/ 2034V -232/ 232H 5.50" 3.25 KDDF ( 625) 43'- 0.0" -483/ 2034V 0/ OH 5.50" 3.25 KDDF ( 625) JT 2, 12: Heel to plate corner = 2.25" !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 = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL DEFL = -0.041" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.203" @ 27'- 2.3" Allowed = 2.104" MAX TL DEFL = -0.254" @ 21'- 6.0" Allowed = 2.806" MAX LL DEFL = -0.036" @ 45'- 0.0" Allowed = 0.200" MAX TL DEFL = -0.041" @ 45'- 0.0" Allowed = 0.267" SEASONED LUMBER IN DRY SERVICE CONDITIONS 19-11-11 3-00-10 19-11-11 MAX HORIZ. LL DEFL = -0.084" @ 42'- 6.5" ` MAX HORIZ. TL DEFL = 0.121" @ 42'- 6.5" 5-03-04 5-00 5-03-08 4-00-08 1-10-124-00-08 5-03-08 5-00 5-03-04I ^ 1 1 f f f T f 4' I 1' 1' Design conforms to ix rats/ p/+ i. 1-10-12 system and compon- „gri`1.��,\\GG 36e4/���111 12 6 8 12 Wind: 140 mph, h=24. •. ,BCD!=6. ,4 . 7 7.00 Q 7 00 te (All Heights), • ed, at.2, Exp.B, MW ' r load duration ••=1.6, M-4x6 % M-4x6 Truss design=• r wind X9200 P E ` 5 M-3x8 in the plane • .e truss only. M-5x6(S) -r7' M-5x6(S) 0.25" 0.25" CC 1\111000,4 7 4, tO'REGON�b, motet M-1.5x3 + + M-1.5x3 /O l r 14 Z°\ca: 34/\ MFRR11rL o \ . EXPIRES: 12-31-2019 2! 14 15 lar 9 16 41 9 17 18 r< I M-3x8 M-3x4 0.25" M-1.5x3 0.25" o M-3x9 M-3x8 l M-5x8(0) M-5x8(5) 1 l y l l l 7-11 7-05-15 6-01 6-01 7-05-15 7-11 ,Jr y y y .0 4 ire 2-00 43-00 2-00 40 O WAS '7>, JOB NAME : 3-A PATIO -NH- - C3 Op �- c., 16 Scale: 0.1395 ,, ,/'. "r'--. �. - 4111111111 WARNINGS: GENERAL NOTES. unless otherwise soled; ' -. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters end proper .: I 2.204 compression web bracing must be installed where shown•. incorporation of component is the responsibility of the building designer. : 2.Design assumes the top and bottom chards to be laterally braced al V":1t ,Q•• 3.Additional temporary bracing to insure stability during construction f+ 51398 k, 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is me responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /�) .a.�p DATE: 12/18/2018 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required corers shown•• 96%, .a' S y i No ad should be applied to any component until after all b bracing end 4.Installation of truss the responsibikty of the respective contractor. SEQ.: KS 519 4 6 0 4. b fasteners are complete and at no time should any mads greater man 5.Design assumes trusses are to be used in a noncorrosive envimnmeM, SS'ONAL Ci TRANS I D: LINK design bads be applied to any component. and are for"dry condition'of use. iarr 5.CompuTrus hes no control over and assumes no responsibility forme 6.Design assumes full bearing at act supports shown.Shim or wedge if newswty. fabrication,handling,shipment and installation of components. assumes 6.This des furnishedsub cttothelimitationssetforth 7.Pthllboded"naothfaceispruss,a December 18,2018 i9^la le by B.Plates cil be located on beth ices of truss,and placed so their center TPUWTCA in SCSI,copies of which will be furnished upon request. lines coincidewithhof pate center lines. 9.Figrtsort indicaten ect r pplatee inches.values USA,Int./CompUTfUs Software 7.6.8(1 L)-E 10.For basic connector plate design values see EBR-1371,ESR-7988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -63) 95 9-10=(-181) 1566 1- 9=( -96) 75 5-13=(-129) 609 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1827) 468 10-11=(-203) 1783 9- 2=(-2070) 419 13- 6=(-303) 236 WEBS: 2x4 KDDF STAND 3- 4=(-1877) 567 11-12=(-153) 1420 2-10=( 0) 482 LOADING 4- 5=(-2008) 577 12-13=(-226) 1846 10- 3=( -296) 107 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2593) 594 13- 7=(-363) 2195 3-11=( -383) 293 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2722) 510 11- 4=( -182) 753 TOTAL LOAD - 42.0 PSF 7- 8=( 0) 114 4-12=( -244) 1086 OVERHANGS: 0.0" 24.0" 12- 5=( -724) 347 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA JT 7: Heel to plate corner = 2.50" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 0'- 0.0" -254/ 1699V -346/ 291H 5.50" 2.72 KDDF ( 625) ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 9.0" -355/ 1913V 0/ OH 5.50" 3.06 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 = -0.120" @ 25'- 4.8" Allowed = 1.942" MAX TL DEFL = -0.194" @ 25'- 4.8" Allowed = 2.589" MAX LL DEFL = -0.036" @ 41'- 9.0" Allowed = 0.200" MAX TL DEFL = -0.041" @ 41'- 9.0" Allowed = 0.267" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.056" @ 39'- 3.5" MAX HORIZ. TL DEFL = 0.087" @ 39'- 3.5" 18-03 21-06 'r T f Design conforms to main windforce-resisting 4-01-03 7-00-14 7-00-14 7-00-14 7-00-14 7-04-03 system and components and cladding criteria. T f T T T T T 12 12 Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7 00 M-9x6 Q 7 00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 4.0" End vertical(s) are expose• 4 .hf Truss designed for wi • PR AN in the plane of the � y OF4 M-5x8(S) E M-5x8(5) �� ��G'NE �V�1/O� 0.25" 0 9 �e 89200PE v M-3x62 6-1.sx3 .C3 ,��1OREGON\� �tt� M-1.5x3 JO -7 4 f ����.� 1 fiR R 1 L�- O �, '" as EXPIRES: 12-31-2019 9** 10 11 12 13 o M-3x6 M-3x9 0.25" 0.25" M-3x9 M-3x6. o M-5x6(5) M-5x6(S) J. y l . )• y y 5-06-03 8-05-14 8-05-14 8-05-14 8-09-03 l yOR-RILL 39-09 2-00 44) `14l ' JOB NAME : 3-A PATIO -NH- - C5 /7 .. Q.,..1, c� Scale: 0.1430 �f NaP�+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: C5 end Warnings before construction commences. building component.Applicability of design parameters and proper -.7/ 2.2x4 compression web bracing must be installed whom shown*, incorporation of component is the responsibility of the building designer. IIT 3.Additional temporary bating to insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at 4Y1d 51398 44' is the recponsibiliry of the erector.Additional permanent bracing of ci 2'o.c.and at 10'o.c.respeIXrvely unless braced throughout their length by }� `,,, DATE: 12/18/2018 the overall structure is the rer.Ad of the building designer. ontinuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Qi ''Q Tei .may spa tY g3.continuous Impact bridging or lateral bracing required where shown** I$1 D s' .0♦C. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. s SEQ.: KS519461 5.Desicorrosive environment, VTQNAL fasteners are complete and at no time should any loads greater than lin assumes asses are to be used in a non dedgn loads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 5.CampuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. fabrication,handling,shipment and Installation of components. T.Design assumes adequate drainage is provided. December 18,2018 8.This design M Nrnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPUWTCA in SCSI,copies of which will be fumished upon request. lines 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 EBR-t311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1841) 617 12-13=1-181) 257 12- 1=1-1606) 573 17- 9=(-133) 133 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=1-1865) 771 13-14=1-424) 1646 1-13=1 -490) 1574 WEBS: 2x9 KDDF STAND 3- 4=1 0) 0 14-15=1-538) 1868 13- 2=( -423) 254 LOADING 3- 5=1-1520) 706 15-16=1-538) 1868 2-14=( -99) 107 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 7=1-1721) 758 16-17=1-560) 1993 14- 3=( -170) 612 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 0 17-10=1-645) 2163 14- 5=( -647) 258 TOTAL LOAD= 42.0 PSF 7- 8=1-2044) 830 15- 5=1 0) 316 8- 9=1-2505) 833 5-16=1 -318) 177 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=1-2678) 830 7-16=1 -189) 706 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=1 0) 114 16- 8=1 -483) 170. BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8-17=1 0) 325 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. OVERHANGS: 0.0" 24.0" 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" -392/ 1656V -264/ 208H 5.50" 2.65 KDDF ( 625) M-1.5x4 or equal at non-structural 39'- 9.0" -474/ 1919V 0/ OH 5.50" 3.07 KDDF ( 625) vertical members (uon). JT 10: Heel to plate corner = 2.50" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFT, = 0.116" @ 23'- 11.3" Allowed = 1.942" MAX TL DEFT, = -0.181" @ 23'- 11.3" Allowed = 2.589" MAX LL DEFL = -0.036" @ 41'- 9.0" Allowed = 0.200" MAX TL DEFL = -0.041" @ 41'- 9.0" Allowed = 0.267" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFT, = 0.049" @ 39'- 3.5" MAX HORIZ. TL DEFL = 0.081" @ 39'- 3.5" 16-08-11 3-00-05 20-00 1' ' f Design conforms to main windforce-resisting 6-03-10 6-00-02 4-00-08 1-10-121-06 4-05-04 5-03-08 5-00 5-03-04 system and components and cladding criteria. 12 -M-9x9+ 12 Wind: 140 mph, h=25.lft, TCDL - • CE 7-10, 7.00 p 4 M-3x8 6 .. 7.00 (All Heights), Enclose. l 2,•a^•®p 'S(Dir), load duration fact• , VV G. End verticals) - � - - Ill' Ss� M-4x6 M-4x6 Truss designed >� n' •- • ,"1 $. 0.1" in the plane o (I us oonnlyyfn C /� .... 5 M 5x6(0) 1� s� wa��syo v9� M-3x4+ M-2.504 or e ua non- i nal i ts. • • 0.25" M-3x4 2 + + OREGON 4Q M-1.5x3 9Gi0�9y 14 20� -4� M-3x5 • 1 + j A MFRRILk-P✓ 1 0 EXPIRES; 12-31-2019 12** 13 14 15 16 17 10 O M-1.5x3 M-3x8 0.25" M-1.5x3 0.25" M-3x4 M-3x6 0l M-5x8(S) M-5x8(S) l l l l ), . l 6-00-02 6-01-14 6-01 6-01 7-05-15 7-11 y y y >zRILL 8 39-09 2-00 JOB NAME •. 3-A PAT I O -NH- - C 6J�� ��WAS � Scale: 0.1587 /� 4 WARNINGS: GENERAL NOTES, unless otherwise noted: 'Si- A 1.Builder and erection connector should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: C6 and Warnings before construction commences. building component.Applbabilily of design parameters and proper - 2.204 compression web bracing must be instated where shown.. incorporation of component lathe responsibility of the building designer. ,(. 3.Additional tam bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced al �s 51398 Porary g Y g cons '1 Is me responsibility of the erector.Additional permanent bracing of 2'o.c.and at I a 0.c.respectively unless braced throughout their length by ,,98 .([��/ continuous sheathing such as ptywood aired here)and/or tlrywall(BG). Or., ��+ IS j�i`_ .(� DATE: 12/18/2018 the overall structure is the responaibilty of the barbing designer, 3.2r Impact bridging or lateral bracing required where shown++ At 0 `. 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. SEQ.: K5 519 4 625.Designbe used in a non-corrosive environment, sStONAL fasteners are complete and at no time shouts any nada greater thanare assumes"dry mases are to TRANS ID: LINK design loads be applied to any component. end arero dry condition"of see. 5.CompuTrus has no control over end assumes no responsibility for theneceB.Design assumes lull bearing at all supports shown.Shim or wedge i( fabrication,handling,shipmentspry. an installation components. 7.Design assumes adequate drainage is provided. December 18,2018 6.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 TP WJrCA 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./CompuTrus Software 7.6.8(1 L)-Z 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 39'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1841) 511 12-13=(-1B0) 256 12- 1=(-1606) 485 17- 9=(-139) 139 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1865) 636 13-14=(-330) 1622 1-13=) -394) 1574 WEBS: 2x9 KDDF STAND 3- 4=( 0) 0 14-15=(-409) 1835 13- 2=) -923) 220 LOADING 3- 5=(-1519) 597 15-16=(-409) 1835 2-14=( -131) 115 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 7=(-1741) 671 16-17=(-477) 1993 14- 3=( -176) 610 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=) 0) 0 17-10=(-568) 2163 14- 5=( -651) 239 TOTAL LOAD= 92.0 PSF 7- 8=(-2068) 730 15- 5=( 0) 316 8- 9=(-2528) 738 5-16=( -298) 104 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2681) 737 7-16=( -130) 691 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=1 0) 114 16- 8=( -481) 176 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8-17=( -1) 325 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. OVERHANGS: 0.0" 24.0" 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" -309/ 1656V -264/ 208H 5.50" 2.65 KDDF ( 625) JT 10: Heel to plate corner = 2.50" 39'- 9.0" -424/ 1919V 0/ OH 5.50" 3.07 KDDF ( 625) 0* 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 = 0.111" @ 23'- 11.3" Allowed = 1.992" MAX TL DEFL = -0.181" @ 23'- 11.3" Allowed = 2.589" MAX LL DEFL = -0.036" @ 41'- 9.0" Allowed = 0.200* MAX TL DEFL = -0.041" @ 41'- 9.0" Allowed = 0.267" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.048" @ 39'- 3.5" MAX HORIZ. TL DEFL = 0.080" @ 39'- 3.5" 12-08-11 7-00-05 20-00 '( 1 T '1 Design conforms to main windforce-resisting 6-03-10 6-00-02 0-04-15 5-06-05 1-06 4-05-04 5-03-08 5-00 5-03-04 system and components and cladding criteria. 12 2=M-4x4+ 12 Wind: 140 mph, h=25.lft, TCDL = ' CE 7-10, 7,00 M-3x8 6 '7:17.00 (All Heights), Enclos=., 1_ 2,•a�•OF� • •S(Dir), load duration fact•4n. `IJ (� End vertical s) ��[n. - 'c M-4x6 ��M-9x6 Truss designed ��n• Hilt. ��O y M-3x9+ in the plane o' us •nly. /� 3 v liar M-5x6(S) M-2.5x9 or e ua3P. s&29200RE,O 9� non- r nal i ts. 0.25" M-3x4 2 co + + 9 OREGON D, pi M-1.5x3 G� -�7q� oN M-3x5 + O 14, 2 i.k- 1 41ERR11.2Liio 0 I ce 0 $ W B Y I EXPIRES: 12-31-2019 12 i''' 13 14 'f 15 'r 16 17 lr o M-1.5x3 M-3x8 0.25" M-1.5x3 0.25" M-3x4 M-3x6 1 0 M-5x8(5) M-5x8(S) b l 1. 1 1, 1 1 6-00-02 6-01-14 6-01 6-01 7-05-15 7-11 y 39-09 y2-00-1 ��O 8g, � JOB NAME : 3-A PATIO -NH- - C7 Scale: 0.1587 �' ►�% ,-....i G:� -0 WARNINGS: GENERAL NOTES, unless otherwise noted: 41WWJ 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: C7 and Warnings before construction commences. building component.Applicability of design parameters and proper "13Tsr 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 construction2.Design assumes the top and badom chords to be laterally braced at �Y f! 598 k ' is the responcibilAy of the erector.Additional permanent bmcirg of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by centinucus sheathing such as plywood sheelhingRC)enNor drywell(BC). QA , .8 �yDATE: 12/18/2018 the overall structure is the responsibility of the building deagner. 3.2x Impact bridging or lateral braving required where shown++ Y+'- }� .[}<I SEQ.: K5 519 4 6 3 4.No load should be applied to any component until after all braying and 4.Installation of truss is the responsibifly of the respective contractor. pay fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, VUIONALEI TRANS ID• LINK design mads be applied to any component. and are for"dry condition"or use. 5.CompuTrus has no control over and assumes no responsibility for the ece 6 nDign assumes lull bearing at all supports shown.Shim or wedge if Y. p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 118 18,20 6.This design is furnished subject to the Ilmilatlons set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANrCA in SCSI,copes of which sill be furnished upon request. lines celnsde with joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,InelCompuTrus Software 7.6.8(1 L)'E 10.For bass connector plate design values see E5R-1311,ESR-1988(MITch) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2583) 554 1- 9=(-380) 2240 2- 9=(-221) 217 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2390) 553 9-10=(-229) 1927 9- 3=( -37) 992 WEBS: 2x9 KDDF STAND 3- 4=(-1694) 505 10-11=(-241) 1804 3-10=(-724) 289 LOADING 9- 5=(-1694) 491 11- 7=(-387) 2133 10- 9=(-312) 1292 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2380) 532 10- 5=(-748) 289 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2635) 534 5-11=1 -29) 528 TOTAL LOAD = 42.0 PSF 7- 8=1 0) 119 11- 6=(-257) 210 OVERHANGS: 0.0" 24.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 0'- 0.0" -257/ 1669V -287/ 274H 5.50" 2.67 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 9.0" -396/ 1906V 0/ OH 5.50" 3.05 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.124" @ 19'- 9.0" Allowed = 1.992" MAX TL DEFL = -0.208" @. 19'- 9.0" Allowed = 2.589" MAX LL DEFL = -0.036" @ 41'- 9.0" Allowed = 0.200" MAX TL DEFL = -0.091" @ 91'- 9.0" Allowed = 0.267" SEASONED LUMBER :1:FS:PRI VICE CONDITIONS MAX HORIZ. LL DEFL = 0.0 " '- 3.5"MAX HORIZ. TL DEFL = 0.0 " '- 3.5"19-09 20-00 'I' 1' if Design conforms to main wdcresisting6-06-10 6-06-05 6-08-01 6-08-01 6-06-05 6-09-10 system and components andlicriteria.T if if if T T T 12 12 Wind: 190 mph, h=25.1ft, TCDL=4 , L .0, ASCE 7-10, M-9x6 (All Heights), Enclosed, tp.B, MWFRS(Dir), 7.00 ' 7.00 load duration factor=l.6, 4.0" Truss designed for wind l - y \ n the plane of the,t�� OPM-5x6(S) 3.1 M-5x6(5) �� lNGINE9 sio2 o.zs" o.zs" �� V89200PE 9% 3 +e M-1.5x3 + + M-1.5x3 7 4/OREGON 0, 44/ <0 4k 14�riC)N • �RRIO- M-5x6 - _ EXPIRES; 12-31-2019 o 1** 9 10 11 7 0 to M-3x4 0.25" M-3x9 M-3x6" ' to M-5x8(5) o , , ). l 9-10-10 9-10-06 9-10-06 10-01-10 y 39-09 y2-00 l LL o wAsr `1f4 JOB NAME : 3-A PATIO -NH- - C8 af 1119.,; . Geo7. Scale: 0.1585 • 4/CC 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 individual , ' Truss: C8 and Warnings before construction commences. building component.Applicability of design parameters and proper 1 r 2.204 compression web bracing must be instaNed 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 4Yf! 51398 k,' ' Z c.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of DATE: 12/18/2018 the overall structure is the responsibility f the buildingdesigner. continuousxImsheathing such l b acplcog requirede sha where s ownand/+drywall(BC). OA ^ .a.� pons ty o g 3.2x Impact bridging or lateral bracing where shown++ � �QI�y y� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'C: SEQ.: K5 5194 64 5.Desbe used in a non-corrosive environmern, S-LONAL fasteners are complete and at no time should any loads greater then are assumes trusses are to TRANS ID: LINK design mads be applied to any component. and are assumesor"dry hillban'ar use. 5.CompuTms has no control over and assumes no responsibility for the 6.Design NII bearing at all supports shown.Shim or wedge N heFes.W. fabrication,handling,shipment and installation of components. 7.Design mea adequate drainage is provided. December 18,2018 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 TPNMCA in BCSI,copies of which 0.111 be fumished upon request. lines coincide with joint center lines. MiTek USA,InciCom uTrus Software 7.6.8(1L)-E 10.For bask indicateconnector ecplate pplatee inches.values P .Dios ue of pate in gc velues see ESR-1311,ESR-1988(MiTak) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2583) 559 1- 9=(-380) 2290 2- 9=(-221) 217 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2390) 553 9-10=(-229) 1927 9- 3=( -37) 492 WEBS: 2x9 KDDF STAND 3- 9=(-1694) 505 10-11=(-291) 1809 3-10=(-724) 289 LOADING 9- 5=(-1694) 991 11- 7=(-387) 2133 10- 9=(-312) 1292 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2380) 532 10- 5=(-798) 289 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2635) 539 5-11=( -29) 528 TOTAL LOAD = 92.0 PSF 7- 8=( 0) 119 11- 6=(-257) 210 OVERHANGS: 0.0" 29.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 0'- 0.0" -257/ 1669V -287/ 279H 5.50" 2.67 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 9.0" -346/ 1906V 0/ OH 5.50" 3.05 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 = -0.129" @ 19'- 9.0" Allowed = 1.992" MAX TL DEFL = -0.208" @ 19'- 9.0" Allowed = 2.589" MAX LL DEFL = -0.036" @ 41'- 9.0" Allowed = 0.200" MAX TL DEFL = -0.091" @ 91'- 9.0" Allowed = 0.267" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.061" @ 39'- 3.5" MAX HORIZ. TL DEFL = 0.098" @ 39'- 3.5" 19-09 20-00 .f .( v' Design conforms to main windforce-resisting 6-06-10 6-06-05 6-08-01 6-08-01 6-06-05 6-09-10 / system and components and cladding criteria. Wind: 190 mph, h=25.lft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 7.00 Q 7.00 load duration factor=l.6, 4.0" Truss designed for wind 10.•- D 9 .(-7( in the plane of the��'R', I�OFr�� M-5x6(S) 3.1 M-5x6(S) r ```iyewG1NnEERc /a 0.25" 0.25" V 3 `r` 89200PE 9I M-1.5x3 Ilfr\ + M-1.5x3 OREGON�� 144; /O qy 14, 2C) li MRRIL3- Mm-5,6w o N EXPIRES: 12-31-22 019 1** 9 10 11 v\ o I M-3x4 0.25" M-3x4 M-3x6 0l M-5x8(S) l 1 b 1 l 9-10-10 9-10-06 9-10-06 10-01-10 l y k ORRILZ, & 39-09 2-00 44) 'V W• ,y a, JOB NAME : 3-A PATIO -NH- - C9 1; ji Scale: 0.1585 Ir► -.`741'?)' WARNINGS: GENERAL NOTES, unless otherv.rse noted: - 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parametere shown and is for an individual Truss: C9 and Warnings before construction commences. building component.Applicability of design parameters and proper - / 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of Me building designer. I 3.Additional temporary bracing to insure stability during construction 2.Design assumes Me top and bottom chords to be laterally braced at A� 51398 'w� lathe responsibility of the erector.Additional permanent bracing of 7 o.c,and at 10'o.c.respectively unless braced throughout their length by `,e DATE: 12/18/2018 the overall structure is the responsibility f the buildingdesigner. 4 Imps us sheathing such l bs plywood required shown) +tlrywall(BC). Q �v1 ,�.+Q�j .(v pori ty o ing3.2a Impact bridging lateral bracing rd she tl where and/or d IS 1 moi .(1r SEQ.: K 5 519 4 6 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. AS:S �G fasteners are complete and at no time should any loads greater Man 5.Design assumes busses are to be used in a non-corrosive environment, UjONALE TRANS I D: LINK design loads be applied to any component. Designand a"dry condition"bearing use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at al supports shown.Shim or wedge If necessary. I.� �T p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. December.Ier 18,20.I8 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 TP W TCA In SCSI,copes of which will be furnished upon request. lines coincide won joint center lines. 9.Digits indicate Sue of plate in Inches. MiTek USA,InoiCompuTrus Software 7.6.8(7 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 39'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2585) 552 1-10=(-378) 2170 2-10=(-225) 219 6-15=( 0) 373 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2344) 556 10-11=(-230) 1834 10- 3=( -41) 520 15- 7=(-696) 249 WEBS: 2x4 KDDF STAND; 3- 4=(-1699) 509 11-12=( -8) 61 3-11=(-730) 284 7-16=(-134) 956 2x4 DF STAND A LOADING 4- 5=(-2266) 692 12-14=( 0) 0 11- 4=(-121) 681 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2256) 533 13-15=(-361) 2364 11-13=(-142) 1315 TC LATERAL SUPPORT <= 12"00. DON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2830) 555 15-16=(-603) 3056 4-13=(-372).1131 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF 7- 8=(-4065) 797 16- 8=(-652) 3342 12-13=( 0) 75 8- 9=( 0) 114 13- 5=(-400) 273 OVERHANGS: 0.0" 24.0" LL = 25 PSF Ground Snow (Pg) 13- 6=(-624) 170 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -246/ 1669V -285/ 272H 5.50" 2.67 KDDF ( 625) 39'- 9.0" -334/ 1906V 0/ OH 5.50" 3.05 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.164" @ 25'- 6.1" Allowed = 1.942" MAX TL DEFL = -0.272" @ 25'- 6.1" Allowed = 2.589" MAX LL DEFL = -0.036" @ 41'- 9.0" Allowed = 0.200" MAX TL DEFL = -0.041" @ 41'- 9.0" Allowed = 0.267" SEASONED LUMBER IN DRY SERVICE CONDITIONS 19-09 20-00 1' '1' 'f MAX HORIZ. LL DEFL = 0.092" @ 39'- 3.5" 6-07-03 6-06-14 6-08-10 5-06-08 5-08-08 5-06-12 3-00-08 MAX HORIZ. TL DEFL = 0.153" @ 39'- 3.5" T T T T T T T T 12 12 Design conforms to main windforce-resisting 7.00 M-6x8 Q 7.00 system and components and cladding criteria. 6.0" 4 ,f,( Wind: 140 mph, h=24.Sft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-Sx6(S) load duration factor=1.6 Truss designed for wi. R 0.25" M-1.5x3 in the plane of the 0 . •`Op`.^ 3 M-5x6(5) ��� NGINEFiQu`ri02 0.25" Q 89200PE �v M-1.5x3 M-3x5 Q cr ,c, M-5x6 _ M-5x6 o y` �J OREGON t4./ 15 15 ; \. 'O A9Y 14 2� P+ 1** l0 11 12 14 o M-3x4 to M-3x9 0.25" M-1,5x3 to M-5x6 I M-5x8 - M-3x4+ RR'L~ M-6x10(5) M-3x9+ 3.27 12 EXPIRES: 12-31-2019 J, b J, b l } l J. J. 9-09-12 9-11-04 5-08-04 1-yy 1-124-10-04 5-06-12 2-09 3. 3' J. 25-07 11-05 2-09 2-00 J. 3. l 3, J. 26-07 1-00 13-02 y 1RRILL 39-09 2-00 44)0 wAs `t> JOB NAME : 3-A PATIO -NH- - C10 f•�ji _,.,_ q� Nit Scale: 0.1335 /f_M; ,. O WARNINGS: GENERAL NOTES, unless otherwise noted: ` 'ECIV •.•• ' 1.Builder and erection contractor should be advised of all General Notes t.This design is based only upon the parameters shown and is for an individual 3 Truss: C 10 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2k4 corn b brawn incorporation of component is the responsibility of the building designer. pression web g muco be installed where shown+. 2,Design assumes the top and bottom chords to be Nterally braced at w5 1 3.Additional temporary bracing to insure stability during construction S 1398 40 is me responsibftlly of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by rse DATE: 12/18/2018 the overall structure is the res onsibiof the buddingdesi continuous sheathing such as plywood sheathing(TC)and/or drywall(81). Q ^ p ley designer. 3.2>t Impact bridging or lateral bradng required where shown•* AVI�Tip s�� .[� 4.No load should be applied to any component until after all bradng and 4.Installation of truss is the responsibility of the respective contractor. llYl--- SEQ.: K5519966m SS,- SLONAL fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in anon<anosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry contlftion"B use. S.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,shi ponen ssery pmecttotellCitatiossetf components. T. adequate December 18,2018 6.This design Is furnished subject to the limitations set forth by 6.Plates shall be located on both races of truss,and pieced so their center TPIMTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1LYE 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 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-6=(-32) 42 6-5=( -4) 16 - BC: 2x9 KDDF#1&BTR SPACED 29.0" O.C. 2-3=(-99) 0 6-7=1 0) 0 5-3=( 0) 53 WEBS: 2x9 KDDF STAND _ 3-9=(-39) 39 5-8=(-45) 57 3-8=(-59) 46 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 ERG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -33/ 289V -99/ 117H 5.50" 0.46 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.2" -141/ 98V 0/ OH 1.50" 0.16 KDDF ( 625) 6'- 0.0" 0/ 62V 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 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" 1-11-15 MAX LL DEFL = 0.001" @ 1'- 3.7" Allowed = 0.071" f 1 MAX LL DEFL = 0.000" @ 5'- 3.5" Allowed = 0.177" MAX TC PANEL TL DEFL = 0.004" @ 0'- 10.9" Allowed = 0.140" 12 MAX BC PANEL TL DEFL = -0.008" @ 3'- 3.6" Allowed = 0.208" 7 SEASONED LUMBER IN DRY SERVICE CONDITIONS 14.00 4 -/ MAX HORIZ. LL DEFL = -0.003" @ 5'- 3.5" MAX HORIZ. TL DEFL = 0.003" @ 5'- 3.5" M-4x6 4 Design conforms to main windforce-resisting 3 S' system and components and cladding criteria. o Wind: 190 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, i (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N o load duration factor=l.6, NTruss designed for wind lo,•- vr the plane of the���,pnipROpFAiltr''' �- �NGinr�F�sial o � o A Q M-1.5x3 4:t89200PE 9 6 7 M-3x4 M-3x4 M-3x5 -7GO OREGON t., ttti ? 9y 14 2� SFR R 11-1-�'Q. J. J. l k EXPIRES: 12-31-2019 1-03-12 3-11-12 0-08-08 l l 1 1-00 1-05-08 4-06-08 l l l l 2-09 1-03-08 3-03LL ORRI l 6-00 l 40WAS `1'f,* JOB NAME •. 3-A PAT IO -NH- - CJ2 Scale: 0-6238 4/05Y ' p j .- 'i'' A • WARNINGS: GENERAL NOTES, unless otherwise noted: /' • f• ./ . 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: and Wamings before construction commences. building component.Applicability of design parameters and proper r 2.2s4 compression web bracing must be instaNed 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 �Y`/ 51398 k1� is the responsibility of the erector.Additional permanent bracing of 2'o.s.and at 10'0.c.respectively unless braced throughout their length by `�,, xImcontinuous ridging or such as ph/wood required a where shownand/or dryvrsll(BC). O �G 6.rE r _may DATE: 12/18/2018 the overall structure is the responsibility of the bulWing designer. 3.2x Impact bridging or lateral bracing required where shown•• �� IS� .CLt- 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. S G SEQ.: KS 519 4 675.Desi trusses are to be used in a non-corrosive environment, SIGNAL fasteners are complete and at no time should any loads greater than Design assumes design loads be applied to any component and are for"dry condition'of use. TRANS I D: LINK 5.compurms nes no control over and assumes na responsibility for the 8.Design assumes NII bearing at eN supports shown.Shim or wedge If fabrication,handling, necessary edismeecto ieliethensset forth byt�. r.Designshallassumesaaedaonaothifceioprosis,an December 18,2018 8.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of(mss,and placed so Meir center TPVWfCA in BOSS copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate see of plate in inches. Mitek USA,IncJCompuTrus Software 7.6.8(114-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 6-00-00 MONO HIP-D SETBACK 6-00-DO FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTA; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 86 2- 7=(-175) 250 7- 6=( -26) 71 5-10=(-448) 238 2x6 KDDF#1&BTR T2 2- 3=(-49B) 105 6- 8=(-220) 315 6- 3=( -29) 69 BC: 2x4 KDDF #1&BTR LOADING 3- 4=(-411) 118 7- 9=( 0) 0 3- 8=(-114) 154 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=(-288) 109 8-10=( -47) 72 8- 4=(-152) 140 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 3'- 0.0" V 8- 5=(-133) 350 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 3'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 125.0)+DL( 35.0)= 160.0 LBS @ 3'- 0.0" 0'- 0.0" -141/ 603V -79/ 128H 5.50" 0.96 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR 6'- 0.0" -204/ 508V 0/ OH 5.50" 0.81 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 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. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/160 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" ** For hanger specs. - See approved plans MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.008" @ 1'- 7.3" Allowed = 0.254" MAX TL DEFL = -0.010" @ 3'- 1.1" Allowed = 0.339" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.013" @ 5'- 10.3" 2-11-15 3-00-01 MAX HORIZ. TL DEFL = 0.015" @ 5'- 10.3" 1-09 1-02-15 3-00-01 Design conforms to main windforce-resisting system and components and cladding criteria. T T 1F160# T Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 load duration factor=l.6, 12 5 End vertical(s) are exposed to wind, 4jj -, Truss designed for wind loads 14.00IIIEIIIMIIIj in the plane of the truss only. III 4Ii .. Inl� o, o /#M-3X418 m M-1.5x3 o C. o M-3x4 ' . OREGON M-3x8 ,`<(/� M-3x6 /0 y 14, 4r q + 11IRR10.6P 1-07-04 1-01-09 3-03-03 EXPIRES: 12-31-2019 1 1 1 1 1-00 1-09 4-03 1 1 1 J. 2-09 1-00 3-03 1 1 ta&1RRILt, 6 66-00 4.5P6cons .A JOB NAME : 3-A PATIO -NH- - CJ3 , 0.9069 /1,p j ;. coo 16 WARNINGS: GENERAL NOTES, unless otherwise noted: ' '1101,/ :• 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: CJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper r 2.2x4 compresssn web bracing must be installed where shown*. incorporation of component is the recponslbilily of the building designer. /�'/ 3.Additional temporary bracing to insure stability during conslrudion 2.Design assumes the lop and bottom chows to be laterally braced at r015„, 51398,40 �V ie 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: 12/18/2018 the overall structure is Me responsibility designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). QA G• T ponsi ty of the building 3.2x Impact bridging lateral bracing required where shown++ PCIS 1 y SEQ.: K5 5 19 4 6 8 4.No mad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4''49/0 Y G♦♦♦,,, fasteners are complete and at no 8me should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, S/0 NAL TRANS ID: LINK design loads be applied to any component. end are for"dry condition'of use. S CompuTrus has no control over and assumes no responsibility for the 8.Design assumes roll bearing at WI supports shown.Shim or wedge if • fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. December 18,2018 • 8.This design is furnished subject to the limitations set forth by 8.Plates shay be located on both faces of truss,and placed so their center TPIIWCCA 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,IncjCompaTfus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1985(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #15RTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 86 2- 7=(-63) 92 7- 6=( 0) 30 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-163) 0 7- 8=( 0) 0 6- 3=( 0) 63 WEBS: 2x9 KDDF STAND 3- 9=( -16) 43 6- 9=(-79) 104 3- 9=(-125) 88 LOADING 4- 5=( 0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+01( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -31/ 319V -63/ 154H 5.50" 0.51 KDDF ( 625) 2'- 11.2" -101/ 125V 0/ OH 1.50" 0.16 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" 0/ 88V 0/ OH 5.50" 0.19 ROOF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 'PROVIDE FULL BEARING;Jts:2,4,9 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/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TL DEFL = -0.004" @ 2'- 3.8" Allowed = 0.161" 3-11-15 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.127" MAX TC PANEL LL DEFL = 0.006" @ 1'- 2.4" Allowed = 0.196" f f MAX BC PANEL TL DEFL = -0.005" @ 3'- 9.3" Allowed = 0.199" 5 -/ SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.005" @ 5'- 8.6" MAX HORIZ. TL DEFL = 0.006" @ 5'- 8.6" 12 19.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. M-9x6 3 D Wind: 190 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, 'o Truss designed for w'-- sD All o O 9 I►�� ri I pl,AL.m. o M-1.5x3 o 'M-3x4 M-3x5 M 3x 90 y'''0 ,��OR EGO 4��+�tt 0 O 14, FRRILL-6P M 1 1 1 EXPIRES: 12-31-2019 2-03-12 3-08-04 1 1 1 1 1-00 2-05-08 3-06-08 1 11 1 2-09 0-03-08 3-03 1 1 ��loRRILL 4y. 6-00 T JOB NAME : 3-A PATIO -NH- - CJ4 �f/�^� �r�A Scale: 0.4228 „ 'r.7 �`., -. WARNINGS: GENERAL NOTES, unless otherwise noted: 1 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: CJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper ' 2.204 compression web brodng moat be instalbd where shown.. Incorporation of component is the responsibility of the building designer. V ' 3.Additional temporary bracing to insure stability during construction2.Design assumes the top and bottom chords to be laterally braced at 4ri 51398 �44' lathe responsibility of the erector.Additional permanent bracing of T o.c.and at 10'o.c.respecllely unless braced throughout their length by //�� p ,,,o} f, continuous sheathing such as plywood shealhing(TC)and1or drywall(BC). '''/%N r'Q1S1.C&T' (1`{.�C,! DATE: 12/18/2018 the overall structure is the responsibility of the building designer. 3.24 Impact bridging or lateral bradng required where shown+4 t 4.No load should be applied to any component until after el bracing and 4.Installation of buss is the responeibilly of the respective contractor. SEQ.: KS519469 5.Des tobeusedmanon-corrosiveenvironment ss ONAL fasteners are complete and at no time should any vasa greater mantin assumes trusses areI TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. a. 5.Campurrus has no control over and assumes no responsibility for the Design assumes necessary. fun nearing at en supports snown.snim or wage if p p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 18,20 18 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 TPWJTCA in SCSI,copies of which will be furnished upon request. lines coincide w5h joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,IncJCorllpuTnls Software 7.6.8(1 L)-Z 10.For basic connector plate design values see ESR-1311,658-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-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) 66 2-6=(-140) 162 6-5=( -11) 39 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-230) 39 6-7=( 0) 0 5-3=( 0) 73 WEBS: 2x4 KDDF STAND 3-4=(-102) 74 5-8=(-161) 164 3-8=(-220) 192 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT<= 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -25/ 381V -100/ 226H 5.50" 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 11.2" -104/ 105V 0/ OH 1.50" 0.17 KDDF ( 625) 6'- 0.0" -32/ 134V 0/ OH 5.50" 0.21 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:2,4,8 ' BOTTOM CHORD CHECKED FOR IOPSF 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" 4-11-15 MAX LL DEFL = 0.006" @ 2'- 3.8" Allowed = 0.221" MAX TL DEFL = -0.006" @ 2'- 3.8" Allowed = 0.299" f f MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.027" 4 -r' MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.036" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.011" @ 5'- 8.6" MAX HORIZ. TL DEFL = 0.011" @ 5'- 8.6" 12 Design conforms to main windforce-resisting 14.00 P system and components and cladding criteria. Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 oI load duration factor=l.6, 3 o Truss designed for wind to... �� N in the plane of t�����ynlPR°Fess 611111 ��� �NGINEF9 /- 89200PE r in • P� Irl M-1.5x3 o I 1� 6 7 © OREGON��+��? o A_ M-3x9 M-3x9 '�li/O�qY 7 4 O M-3x5 MFR RII-\-lei?' y y y 2-03-12 3-08-04 EXPIRES: 12-31-2019 )' ), ,i, l 1-00 2-05-08 3-06-08 ; ll 1 2-09 0-03-08 3-03 J. yRRrLL 8 6-00 JOB NAME : 3-A PATIO -NH- - CJ5 0.4) �,i�1►-�� �/4 Scale: 0.3770 .j'-t*'' � Y A 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 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. :417r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at MQ'0 398 44' is the responsibility of the erector,Additional permanent bracing of 2•u.c,and at 10'o.c.respectively unless braced throughout their length by DATE: 12/18/2018 is a resll structure is the res r continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Q �/y�)p'r '9 responsibility component of the building designer. 3.2x Impact bridging lateral bracing required where shown x. AV<U j T•`i z� SEQ.: K5 519 4 7 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. S 0 fasteners are complete and at no time should any bads greater than 5.Design assumes busses are to be used in a non-corrosive environment SIONAL TRANS ID' LINK design bads be applied to erg component. end are for ca ii beer'•ar us.. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes NII bearing at all supports shown.Shim or wedge if nece fabrication.handling,shipment and installation of components. saery. 7.Design assumes adequate drainage is provided. December 18,2018 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 TPINJICA In BCS',copes of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTsus Software 7.6.8(1 L)-Z 10.For bask connector plate design values sea ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 86 2- 7=(-140) 162 7- 6=( -11) 39 • BC: 2x9 KDDF#1&BTR SPACED 24.0" O.C. 2- 3=(-230) 39 7- 8=( 0) 0 6- 3=( 0) 73 WEBS: 2x9 KDDF STAND 3- 4=(-102) 74 6- 9=(-161) 189 3- 9=(-220) 192 LOADING 4- 5=( 0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) • LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -25/ 381V -101/ 228H 5.50" 0.61 KDDF ( 625) 9'- 11.2" -96/ 157V 0/ OH 1.50" 0.20 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -33/ 134V 0/ OH 5.50" 0.22 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Full height blocking is required at right bearing BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'PROVIDE FULL BEARING;Jts:2,4,9 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 5-11-15 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" T-- T MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5 MAX LL DEFL = 0.006" @ 2'- 3.8" Allowed = 0.221" MAX TL DEFL = -0.006" @ 2'- 3.8" Allowed = 0.294" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.027" MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.036" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - -0.011" @ 5'- 6.6" 12 MAX HORIZ. TL DEFL = 0.011" @ 5'- 6.6" 14.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. , O Wind: 140 mph, h=22.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, - •.B, MWFRS(Dir), M-4x6 ,---I load duration factor= 3 io Truss designed fo • aa 1sPROp in the plane of S �0 �� ANONE�9W0 89200PE r 38 2 m B M-1.5x3, 9 OREGON i? o 1,- M-3x4 M-3x? 9'Gi 4'9Y 14, 20A%.'��• M-3x5 � RR10- P l b 1 2-03-12 3-08-04 EXPIRES: 12-31-2019 b l 1 l 1-00 2-05-08 3-06-08 l J' )• 1 2-09 0-03-08 3-03 1 y L 6-00 J� O BA.� JOB NAME : 3-A PATIO -NH- - CJ6 Scale: D.3339 i, 1 �WAs4Q�`�7 WARNINGS: GENERAL NOTES, unless otherwise noted: l 5 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: CJ6 and Warnings before oonstmMion commences. balding component.Applicability of design parameters and proper :err 2,2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility Orme building designer. ^' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom unless braced to be laterally braced at "it, 4,�51398,6) A, by is the responsibility of the erector.Additional permanent bracing of T conttic.inuous and at ea hin respectively a ply braced throughout their length). DATE: 12/18/2018 the overall structure Is the responsibility t the buibin tle continuous rhgingior later as plywood re uir et where s and/or drywall(BC). O /yT ,�.�Q p ty o g sgner. 3.2a Impact bridging or lateral bracing required where shown++ V<�1 I'+a- SEQ.: K5519471 4.No bed should be applied to any component until after all bracing and 4.Installation of truss isthe responsibility ofthe respective contractor. alp fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, VO40NAL 7. G TRANS I D• LINK design bads be applied to any component and are for"dry condition"or use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. ry. '.Design sshallbassumes adedon drainage ioproshad. December 18,2018 6.This design is furnished subject to the limitations set forth by e.Plates shall be located on both bees of truss,end placed so their center TP W1?CA in BCS',copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate in inches. MiTek USA,Inc./CompuTrds Software 7.6.8(1 L)-Z to.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 CORNER GIRDER SETBACK 6-0-0 FROM END WALL , LOAD DURATION INCREASE: 1.15 CHORDS: TRUSSES SPACED AT 24"oc 2X4 KDDF k16BTR TOP CHORD LL = 25psf TOP CHORD DL = 7psf TOTAL LOAD = 32psf 12 6.26 p M-3x6(5) EO P R Op, oc� 8* co- -/ M-5x8 �� lvN 4J 'lp 0 89200PE I M-3x6 PROVIDE SUPPORT @ 48" O.C. AND AT END 10 M-3x6 17-03-15 M-3x6 � �y' y/�O�OREGON +�cV� M-3x8 O'' Q 14 o MFR R ILL 6P EXPIRES: 12-31-2019 00.111.111.11.11.1.1111 , b y l 2-06-09 6-07 ,oR.R1 ,. 8 JOB NAME : 3—A PATIO —NH— — CR ,-`9 oar- ktl,°do. 5 Scale: 0.3517 „ -' 0 : alai WARNINGS: GENERAL NOTES, unless otherwise noted: � 'f� I.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 1ss Truss: CR and Warnings before construction commences. building component.Applicability of design parameters and proper "vtf' 2.204 compression web bracing must be instaled where shown.. incorporation of component is the responsibility of the building designer. CV i�'. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chartls to be laterally braced at 51398 tr,i is the responsibility of the erector.Additional permanent bracing of 2•o.c.and at 10'u.c,respectively unless braced throughout their length by DATE: 12/18/2018 the overall structure is the responsibility f the buiklin des continuous sheathing such as acing required uired n ere s and/or dryoealSBC). Q. ' O*�,..Y.Q'0 P tit o c icier. 3.20 Impact bsheatg or lateral bracing plywood sheathing(TC) h atl where shown ! 1 D a� SEQ.: K5 519 4 7 2 4.No load should be applied to any component until after tabooing and 4.Installation of truss is the responsibility of the respective contractor. ay fasteners are complete and at no time should any loads greater than 5.Design assumes Busses are to be used Ina nen.corrosive environment, sSiONAL G TRANS I D: LINK design mads be applied to any component. end are far'Cry condition'.of use. 5.CompuTrus has no control over and assumes no responsibility for the 8 necessary. esign assumes lull bearing at al supports shown.Shim or wedge If fabrication,handling. ry .l 8 edipmeectothelmeetiosfcompthends. T.Pesisshallbeletledon othifaceiotrusisen December 18r20�8 6.This design is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center TPVWfCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate she of plate in inches. MiTek USA,Inc./CompuTnfs Software 6.2.3(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-f988(MiTek) - This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 93'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-12806) 2742 1-10=(-2186) 10580 10- 2=(-1340) 5912 19- 7=(-936) 282 • BC: 2x9 KDDF#1&BTR; SPACED 24.0" O.C. 2- 3=( -6774) 1372 10-11=(-2082) 10118 2-11=(-4860) 1190 7-15=( 0) 302 2x6 KDDF#1&BTR B1 3- 9=( -9012) 818 11-12=(-1004) 5698 11- 3=( -522) 2698 WEBS: 2x4 KDDF STAND; LOADING 4- 5=( -2656) 819 12-13=( -426) 3336 3-12=(-2796) 688 2x6 KDDF#2 A LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=( -2658) 788 13-14=) -424) 2662 12- 4=) -286) 1690 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -3209) 870 14-15=) -664) 3028 4-13=)-1854) 498 TC LATERAL SUPPORT <= 12"01. UON. TOTAL LOAD= 42.0 PSF 7- 8-) -3709) 910 15- 8=) -662) 3030 13- 5=) -480) 2182 BC LATERAL SUPPORT <= 12"01. UON. 8- 9=( 0) 114 13- 6=( -836) 520 LL = 25 PSF Ground Snow (Pg) 6-14=) -72) 462 OVERHANGS: 0.0" 24.0" ADDL: BC CONC LL+DL= 585.0 LBS @ 2'- 0.0" ADDL: BC CONC LL+DL= 6101.0 LBS @ 3'- 3.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) JT 1: Heel to plate corner - 2.50" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -1731/ 8066V -308/ 299H 5.50" 12.90 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 93'- 0.0" -461/ 2468V 0/ OH 5.50" 3.95 KDDF ( 625) ( 2 ) complete trusses required. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. Attach 2 ply with 3"x.131 DIA GUN nails staggered: _/ 9" oc in 1 row(s) throughout 2x4 top chords, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 9" oc in 2 row(s) throughout 2x8 bottom chords, NOTE:TRUSS MUST BE ANCHORED FOR UPLIFTS SHOWN. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 bottom chords, MAX LL DEFL = 0.108" @ 19'- 4.2" Allowed = 2.109" 1 ,s / 9" oc in 2 rows) throughout 2x6 webs, PROJECT ENGINEER MUST APPROVE ADEQUACY PRIOR \M\/ 9" oc in 1 row(s) throughout 2x9 webs. TO FABRICATION OF TRUSS. MAX TL DEFL = -0.245" @ 14'- 4.2" Allowed = 2.806" MAX LL DEFL = -0.009" @ 45'- 0.0" Allowed - 0.200" MAX TL DEFL - -0.010" @ 45'- 0.0" Allowed = 0.267" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.039" @ 42'- 6.5" MAX HORIZ. TL DEFL - 0.100" @ 42'- 6.5" 21-06 21-06 Design conforms to main windforce-resisting "' T f system and components and cladding criteria. 3-05-12 4-01-15 7-00 6-10-04 7-00-05 7-00-05 7-05-06 f f f f f f T T Wind: 190 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 p M-9X6 Q 7.00 load duration factor=1.6, Truss designed for wiT�SI PR Ope 9.0" in the plane of the �NNay 5 ` v� 0AGINE- - Via M-5x6(5) 3 1, M-5x6(5) �C1P 0.25" 0 25„ �w 89200PE r .7000, +I /0Cr ' Cr OREGON lV M-3x6 M-3x9 �1„ 3 7 <0 4 ,4 2°N� �� M-3x10 + + MFRRILk- 9'1'2 o M-4x12 1 A o EXPIRES: 12-31-2019 1 10 11 12'f 13 19 15 r8 • 0 of M-4x12 0.25" 0.25" M-3x8 0.25" M-1.5x3 M-3x5 0l +5859 =M-10x10(S) M-5x6(5) M-5x6(S) *61016 y 3-03 4-01-03 y 7-00 y 7-01-12 y 7-03-13 y 6-10-09 y 7-03-10 l y 43-00 2-00 ItRJLL�Q� 1'�WAS `1,1, JOB NAME : 3-A PATIO -NH- - C4GIRDA I Fes` Scale: 0.1921 ''. 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 ttie, Truss: C4GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper 9,8', 2.224 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 10 be aterally braced at 41)4, 51398 'w� is the real tem responsibility of the erector.Additional permanent bracing of Y o.c.and at 10'o.c.respectively unless braced throughout their length by .�(� DATE: 12/18/2018 the overall structure is the res IblN f the building des+ continuous us rhging or later l b aerg rplywooe uiredwhere)awn 4 tlrywell(BC). �G2)a, RYi� pons ty o g goer. 3.22 Impact bridging or lateral brodng required where shown** <9 �( 4.No bad should be applied to any component until after a bracing and 4.Installation of buss is Me responsibility of the respective contractor. lap a X`O SEQ.: K5 519 4 7 35.Des trusses are to be used in a non-corrosive environment, SIONAL- festeners are complete and at no time shook any kala greater man tin assumes aeNgn mads be applied to am component. and are for"dry condition"of use. TRANS ID: LINK 5.CompuT us has no control overall assumes no responsibility for me 6.Design assumes full bearing at aft supports shown.Shim or wedge if necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 1 8,201 8 6.This design is furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placed m their center TPIIWTCA 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./CumpuTrus Software 7.6.8(IL)-E 10.For basic connector plate design values see ESR-1317,ESR-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 1'- 1.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 114 2-4=(0) 0 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-251) 160 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 ERG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0,0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -333/ 1022V -11/ 63H 5.50" 1.63 KDDF ( 625) 0'- 10.2" -426/ 160V 0/ OH 5.50" 0.26 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 1.0" -277/ 90V 0/ OH 1.00" 0.14 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 "cc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.039" @ -2'- 0.0" Allowed = 0.200" 12 MAX TL DEFL = -0.041" @ -2'- 0.0" Allowed = 0.267" MAX BC PANEL LL DEFL = 0.000" @ 0'- 7.5" Allowed = 0.013" 7.00 MAX BC PANEL TL DEFL = 0.000" @ 0'- 7.5" Allowed = 0.017" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 1'- 0.5" MAX HORIZ. TL DEFL = -0.000" @ 1'- 0.5" Design conforms to main windforce-resisting anor system and components and cladding criteria. � o ti Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, /- o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o ��''��'' ti load duration factor=1.6, Ir= Truss designed for wind loads miam 'O in the plane of the truss only. 0 O 2► ► �(YEO PROP M- x9 �� �NCaINE$:9 ‹?0, 17 1 it 89200PE v..' 7 4/OREGON t,, mkt /O 9y 14, 2. Q`(" MFR R I Lk-6 EXPIRES: 12-31-2019 ). l ), 2-00 1-01 ALL �' 8 443 Of'WAS t jx JOB NAME : 3-A PATIO -NH- - Fl . r G� Scale: 1.0145 �,\W./ >�/.:/.., �. L VIII J WARNINGS: GENERAL NOTES, unless otherwise noted: ♦. I 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: F1 and Warnings before construction commences. building component.Applicability of design parameters and proper 7r incorporation f pression webgmu ncorporaon ocomponent is the responsibility of the building designer. 2.2x4 com bractn must be installed where shown e. l( 3.Additional tam bracing to insure stabil dodo 2.Design assumes the top and bottom chords to be laterally braced at MOO .11398 , is Me responsibilityryf the erector.Additional permanent bracing of T o.c,and at 10 o.c.respectively unless braced throughout their length by DATE: 12/18/2018 the overall structure Is the responsibility f the building desi continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Q • /yl TES sponsi ltyc g gner. 3.2x Impact bridging lateral bracing required where shown.. �vl�j)C'i s�� 4.No bait should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ♦♦♦��, SEQ.: KS 519 4 7 4 fasteners are complete and at no time should any loads greater than 5.Design assumes wase,are to be used in a non-corrosive environment, aS and are for"dry condition"of use. S'r�A]AL TRANS I D: LINK design bads be applied to any component. 6.Design assumes NII bearing et all supports shown.Shim or wedge H 5.CompuTrus has no control over and assumes no responsibility for the fabrication,handling, necessary. shipment ellmiatio of components. T.Design absumelcted oneoth face is truss, December 18,2018 e.This design is fumished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed as their center TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTekes. USA,Inc./ComuTrus Software 7.6.81L E 10.Digits connectorisdicoecoof ainign values( .For basic feReplate design inc values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 40-00-00 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 114 2-15=(-1368) 5318 15- 3=( 0) 816 11-23=( -40) 978 • 2x6 KDDF #1&BTR T2 2- 3=(-6408) 1768 15-16=(-1368) 5304 3-16=( -592) 176 23-12=(-1409) 234 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-5614) 1824 16-17=(-1736) 5606 16- 4=( -936) 1788 12-24=( -990) 2420 WEBS: 2X9 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 17-18=(-1818) 5836 16- 6=(-1444) 682 . 2x9 KDDF STUD A TC UNIF LL( 50.0)+DL( 19.0)= 64.0 PLF 0'- 0.0" TO 12'- 0.0" V 9- 6=(-9786) 1618 18-20=( -72) 230 6-17=( -24) 444 TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 12'- 0.0" TO 28'- 0.0" V 6- 7=(-5626) 1990 20-21=( 0) 0 17- 7-( -370) 172 TC LATERAL SUPPORT <= 12"OC. DON. TC UNIF LL( 50.0)+DLI 19.0)- 64.0 PLF 28'- 0.0" TO 40'- 0.0" V 7- 8=(-5946) 2070 19-22=(-1820) 5959 18- 7=( -966) 342 BC LATERAL SUPPORT <= 12•'01. UON. BC UNIF LL( 0.0)+DL( 40.0)= 90.0 PLF 0'- 0.0" TO 40'- 0.0" V 8-10=(-5272) 1760 22-23=(-1618) 6070 18-19=(-1758) 5646 9-10=( 0) 0 23-24=(-1830) 7476 7-19=( -52) 170 TC CONC LL( 500.0)+DL( 190.0)= 690.0 LBS @ 12'- 0.0" 10-11=(-6142) 1996 24-13=(-1996) 8216 20-19=( 0) 128 NOTE: 2x9 BRACING AT 24"OC UON. FOR TC CONC LL( 500.0)+DL( 190.0)- 640.0 LBS @ 28'- 0.0" 11-12=(-7134) 2036 19- 8=( -162) 692 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 508.0 LBS @ 6'- 0.0" 12-13=(-9810) 2502 8-22=(-1594) 739 ADDL: BC CONC LL+DL= 508.0 LBS @ 34'- 0.0" 13-19-) 0) 119 10-22=( -628) 2200 22-11=( -990) 158 OVERHANGS: 24.0" 29.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) _,� ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR LOPS£LIVE LOAD. TOP 0'- 0.0" -1062/ 3968V -171/ 171H 5.50" 6.35 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 40'- 0.0" -1062/ 3968V 0/ OH 5.50" 6.35 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN nails staggered: W 9" oc in 1 row(s) throughout 2x9 top chords, NOTE:TRUSS MUST BE ANCHORED FOR UPLIFTS SHOWN. PROJECT ENGINEER MUST APPROVE ADEQUACY PROIR M o 9" c in 2 row(s) throughout 2x6 bop chords, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. TO FABRICATION OF TRUSS. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.009" @ -2'- 0.0" Allowed = 0.200" MAX TL DEFL = -0.010" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL - -0.165" @ 20'- 7.0" Allowed = 1.954" MAX TL DEFL - -0.305" @ 20'- 7.0" Allowed = 2.606" MAX LL DEFL = -0.009" @ 42'- 0.0" Allowed = 0.200" MAX TL DEFL = -0.010" @ 42'- 0.0" Allowed = 0.267" 0-06-19 0-06-19 SEASONED LUMBER IN DRY SERVICE CONDITIONS f-,r T'r 11-11-11 16-00-10 11-11-11MAX HORIZ. LL DEFL = 0.079" @ 39'- 6.5" l f f f MAX HORIZ. TL DEFL = 0.149" , ' 6.5" 5-11-12 5-05 3-09-09 4-09-12 5-03 2-02-05 9-02-02 9-02-02 3-00-08 1' T TT T T T . T T T T a .0 PR Opt. 11-09-08 11-09-08 Design conforms t• T�7 system and compo -t� rte, y.#' z i. �/ 1 *690# 1690# T � `, S Da_ 12 M-9x6 6 M-3x9 M-3x8 M-3x9 9 12 Wind: 140 mph, h=22 aL- 2,BCDL=6.0, ASCE Vic 7.00 [7' 4 6 7 8 0 M-9x6 Q 7.00 load Heights)durati S'�c ,rsed6 QCi y,Fxp��MWFR-Vic,. Truss design • • wind los s -3X4 in the plane of the truss only. M-3x4 1 M-3x6 2 OREGON �? o A / ��,, M-3x12 �` j. N - �� .4- �2 23 2; -YN 14 2-°.\le' 1� is 16 7 la zo zl o M-3x8 M-3x9 -,3 4 0 I M-3x12 M-1.5x3 M-3x8 .25" M-7x6 M-7x8 01 M-7x6 O I ` ` o M-1.5x3 14-3x4+ o RRIL�- M-7x6(S) )'-,L' 3.27 3 27 I� 1-01-12 12 EXPIRES: 12-31-2019 .1 *5088 ♦sob# 1 1, 1 ,, , 1, J, 1, .1 5-10 5-05 9-09-12 9-08 9-11-08 1-10-159-03-14 4-02-02 2-09 1 1 l ,V ; 2-00 25-10 11-05 2-09 2-00 Jr l J' l 1, b 26-10 1-00 13-02 1 Jr RRILL, 8 2-00 40-00 2-00 44) Or yrs °tt), JOB NAME : 3-A PATIO -NH- - D1 �' 0 «•.- "v Scale: 0.1273 ,.� e `:�;,'. dad 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 s, '- Truss: D 1 and Wamirgs before construction commences. building component.Applicability of design parameters and proper .7 f 2.204 compression web bracing must be inSt lIed where shown+. incorporation of component is the responsibility of the building designer. re,I 3.Additional temporary bracing to insure sfabibto during construction 2.Design andattassumes the lop and bottom unlesschobrieds o be laterally braced at rs 51398 q,'� Ie the responsibility of the erector.Additional permanent bracing of 7 o.c. at 10'ec.respectNely braced throughout their length by DATE: 12/18/2 1$ theoverallstructure is the responsibility nal building deai conbnueus sheathing such as plywood sheathing(TC)and/or drywall(BC). O �C1 TW ponsi ty o g gner. 3.24 Impact bridging or lateral bracing required where shown++ IS 1 L'�- SEQ.: TIN 519 4 7 5 4.No load should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. ay fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, . IONAL TRANS ID: LINK design mads be applied to any component and are for dry rendition"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 if fabrication,handling,shipment and installation of components. ry. T.Design assumes b el c ted ne drainagetis truss,d.an December 18,2018 B.This design ie furnished subject to the limitations set forth by S.Plates shall be located on both Noes of truss,end placed so their center TPWVECA in SCSI,copies of which will be furnished upon request. lines coincide 04th joint center lines. 9.Digits indicate ste of plate in inches. MiTek USA,Inc./CorepuTrus 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'- 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) 114 2-15=(-1003) 2239 15- 3=( 0) 221 11-23=1 -44) 291 2x6 KDDF #1&BTR T3 SPACED 24.0" O.C. 2- 3=(-2739) 1390 15-16=(-1005) 2237 3-16=1 -308) 194 23-12=1-729) 426 BC: 2x6 KDDF #1&BTR 3- 4=(-2372) 1382 16-17=(-1098) 2343 16- 4=( -397) 841 12-24=(-451) 1024 WEBS: 2x4 KDDF STAND; LOADING 4- 6=( 0) 0 17-18=(-1160) 2466 16- 5=1 -663) 418 2x4 KDDF STUD A LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4- 5=1-1967) 1250 18-20=1 -47) 96 5-17=1 -27) 279 DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2353) 1479 20-21=1 0) 0 17- 7=( -245) 107 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF 7- 9=1-2469) 1552 19-22=1-1238) 2470 18- 7=( -181) 199 BC LATERAL SUPPORT <= 12"OC. VON. 8-10=1 0) 0 22-23=1-1233) 2538 18-19=(-1120) 2387 LL = 25 PSF Ground Snow (Pg) 9-10=1-2170) 1347 23-24=(-1644) 3253 7-19=1 -112) 87 10-11=(-2578) 1504 24-13=(-1792) 3570 20-19=1 0) 86 NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-3007) 1588 19- 9=( -94) 366 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 12-13=1-4282) 2161 9-22=( -680) 474 13-14-1 0) 114 10-22=( -556) 1016 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 22-11=( -455) 253 OVERHANGS: 24.0" 24.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -438/ 1908V -173/ 173H 5.50" 3.05 KDDF ( 625) • M-1.5x9 or equal at non-structural 40'- 0.0" -438/ 1908V 0/ OH 5.50" 3.05 KDDF ( 625) vertical members (uon). • ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL DEFL = -0.041" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.197" @ 20'- 7.0" Allowed = 1.954" MAX TL DEFL = -0.260" @ 20'- 7.0" Allowed = 2.606" 15-11-11 8-00-10 15-11-11 MAX LL DEFL = -0.036" @ 42'- 0.0" Allowed = 0.200" ` MAX TL DEFL = -0.041" @ 42'- 0.0" Allowed = 0.267" 1 SEASONED LUMBER IN DRY SERVICE CONDITIONS 5-11-12 5-05 4-04-08 4-09-12 3-09-12 2-09-03 4-02-02 4-02-02 3-00-08 f f f f f 4' 4' 4' 1' 4' 4' MAX HORIZ. LL DEFL = -0.092" @ 39'- 6.5" 11-09-08 1-05-04 11-09-08 MAX HORiz. TL DEFL = 0.127" 6.5" 12 M-3no4 8 M-3x4 12 Design conforms t. �b3`- r R Op . 7.00 � Q 7.00 system and compo('-4:j .6.0L.i ,E, ,..6. i i�i��y� M-4x64 M-3x8 M-4x6 Wind: 140 mph, h=23 `i. . DL=4.2,BCDL=6.0, ASCE 42., 7 9 0 M-5x6(0) (All Heights) (sect, jj..�� MWFR• 71,4,)M-5x6(5) - - load duratio, .r=1.6, A+J � �E 0.25" Truss design • • wind 1oa77s 0.25" •1 in the plane of the truss only. Allihio... ..M-3x5 ,..0000000000000001111411FABOL M-4x12 th OREGON lV� o 1� 15 16 7 20 21 ora M-3x8 M--3x9 24 Arm l <0 9Y 1 A 2. "F {�1 II M-3x10 M-1.5x3 M-3x8 b-25" :=14.2.6x6 M-7x8 to M-6x8 '3 4 o A I Q` M-1.5x3 M-3x4+ o •i/ 1:1 RI V M-7x8(S) �4 M-3x4+ 3.27 Il L 1-01-12 12 EXPIRES: 12-31-2019 .L 1 l 1' ) 1 . b Jo Jr J. 5-10 5-05 4-09-12 4-08 4-11-08 1-10-154-03-14 4-02-02 2-09 Jr y Jr Jr Jr 1 2-00 25-10 11-05 2-09 2-00 Jr l l Jr Jr Jr 26-10 1-00 13-02 Jr l gt.� LL 2-00 40-00 2-00 aP pC/w±± �,a,° > JOB NAME : 3-A PATIO -NH- - D2 Scale: 0.1273 ' ��- ' -Ar,C)' NA WARNINGS: GENERAL NOTES, unless otherwise noted: ` ��New 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 bran individual Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper "�, 2.204 compression web bracing must be installed where shown.. incorporation of component a the responsibility of the building designer. / 3.Addttional temporary bracing to insure stability during construction z.Design assumes me rap and bottom chords to be IateralN braced at ./:,:,,, ,epi 51398 /c'C is Me responsibility of the erector.Additional permanent bracing of 2'wc.and at la o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). QA ' IsTt DATE: 12/18/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•• '�Ih V<r-11�•a- 4.No load should be applied to any component until after al brodng and 4.Installation of truss is the responsibilityof the respective contractor. 'V,3 r SEQ.: KS rJ 19 4 7 6 fasteners are complete and at no time should any mads greater man 5.Design assumes trusses are 10 be usd in a non-corrosive environment, V`�`ONAL mads be applied to an t. and are for'Wry condition.of use. TRANS ID: LINK design pp yoomponen s.Desi full at all supports 5.CompuTrus has no control over and assumes no responsibility forme Design assumes g ppo g newssary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 18,2018 • • 6.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so Meir center TPINJrCA in BCSI,copies of which will be furnished upon request. lines coincide wtth joint center lines. - MiTek USA,Inc./Com uTrus Software 7.6.8 1 L-E 9.For b indicate eine of plate in inches. P ( ) 10.For bask connector plate design values sea ESR-131 t,ESR-1888(MiTek) - This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2-11=( -738) 2233 3-11=(-260) 296 16- 8=(-698) 916 • BC: 2x9 KDDF#1&BTR SPACED 24.0" O.C. 2- 3=(-2656) 1050 11-12=( -513) 1862 11- 4=(-103) 554 6-17=(-302) 962 WEBS: 2x9 KDDF STAND; 3- 4=(-2405) 1043 12-13=( -18) 61 4-12=(-752) 500 2x9 OF STAND A LOADING 4- 5=(-1718) 926 13-15=( 0) 0 12- 5=(-269) 695 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2287) 1248 14-16=( -774) 2382 12-14=(-211) 1328 TC LATERAL SUPPORT <= 12"OC. LION. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2277) 1030 16-17=(-1180) 3076 5-14=(-681) 1133 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2851) 1097 17- 9=(-1280) 3364 13-19=( 0) 75 8- 9=(-4091) 1565 14- 6=(-400) 959 OVERHANGS: 24.0" 24.0" LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 119 14- 7=(-625) 293 7-16=( -6) 373 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE JT 2: Heel to plate corner = 2.50" LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -332/ 1908V -293/ 293H 5.50" 3.05 KDDF ( 625) 40'- 0.0" -332/ 1908V 0/ OH 5.50" 3.05 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.036" @ -2'- 0.0" Allowed - 0.200" • MAX TL DEFL = -0.091" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.187" @ 25'- 9.1" Allowed = 1.954" 20-00 20-00 MAX TL DEFL - -0.278" @ 25'- 9.1" Allowed = 2.606" 1 '1 T MAX LL DEFL = -0.036" @ 42'- 0.0" Allowed = 0.200" 6-10-03 6-06-14 6-08-10 5-06-08 5-08-08 5-06-12 3-00-08 MAx TL DEFL = -0.041" @ 42'- 0.0" Allowed = 0.267" f 1 4' 4' 4' 1' 1' 4' SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 7 00 M-6x8 Q 7 00 MAX HORIZ. LL DEFL = 0.094" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.156" @ 39'- 6.5" 6.0" 5 .f77f 0;� Design conforms to main windforce-resisting M-5x6(S) system and components and claddin• criteria. 0.25" M-1.5x3 Wind: 140 mph, h=24.5ft, TCe =DPRI;Q -10, (All Heights), Encl-- � . . • .f air), 4 load duration fay,. +• '1� p �O e M-5x6(5) Truss designed G �1/` in the plane o t ! ' s •nly. Idj 0.25" 89200PE 9r M-1.5x3 3 4/\ , M-3x5 o Z,_....„„..........-iiii.` , M-4x8 0 2!OREGON tx �lV� A y N A r 16 17 ;.\ �O •Y 14 �� AA� 0 1 2 11 1z l3 is o M-3x9 M-5x6 9 �` I M-3x6 M-3x4 0.25" M-1.5x3 �RRIL\- M-6x10(S) M-5x8 o M-3x4+ o 3,-y M-3x4+ 3.27 1-01-12 12 EXPIRES: 12-31-2019 y 3' 3' l ,k 1 l l l 3' y .Jr 10-00-12 9-11-04 5-08-04 4-10-04 5-06-12 2-09 l l 2-00 25-10 11-05 2-09 2-00 Jr 1 3. 1 b b 26-10 1-00 13-02 1 1 O LL 8 2-00 40-00 2-00 WAS JOB NAME : 3-A PATIO -NH- - D3 dip ; sr!74 p0AScale: 0.1902 411 Ab WARNINGS: GENERAL NOTES, unless otherwise noted: •' '+ 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 I' ' Truss: 53 and Warnings before construction commences. building component.Applicability of design parameters and proper -�, 2.2x4 compression web bracing must be installed where shown+. incorporation of component s the responsibility of the building designer. f(' 3.Additional temporary bating to insure stability during construction 2.Design assumes the top and bottom chords to be aterally braced at 4j 5 1398 `4' is the responsibility of the erector.Additional permanent bating of 2'continuous and at 1a'hin respectively unless braced throughout their length by ). Y�! 70�{(� ,G{1 DATE: 12/18/2018 the overall structure is the responsibilityof the buildin de x Impact sheathing such as bracing rewood sheat where s and/or tlrywall(BC). O Gj>�v,..n9 g designer. 3.2x Impact bridging or latent badig required where shown++ lU 11G s- 4.No load should be applied to any component until alter all baring and 4.Installation of truss is the responsibility of the respective contactor. SEQ.: K5 519 9 7 7 5.Desi trusses are to be used in a non-corrosive environment, SiONAL ar fasteners are complete and at no time should any loads greater than assumes deagn loads be applied to any component. end are for"dry condition'of use. TRANS I D: LINK 5.CompuTas has no control over antl assumes no responsibil y or the 6.Design assumes NII bearing al al supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. Denemrssign as .Peaignaallbeaadequate otlfageio truss, December 18,2018 e.Thin design is furnished subject to the limitations set forth by B.Plates shall be located on both laces of truss,and placed so their center TPI NTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Ina./CompuTlus Software 7.6.8(1 L)-E t0.For basic connector plate design values see E511-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 SC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-25B5) 552 1-10=(-378) 2170 2-10=(-225) 219 6-15=( 0) 373 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2344) 556 10-11=(-230) 1834 10- 3=( -41) 520 15- 7=(-696) 249 WEBS: 2x4 KDDF STAND; 3- 4=(-1699) 509 11-12=( -8) 61 3-11=(-730) 284 7-16=(-134) 956 2x4 DF STAND A LOADING 4- 5=(-2266) 692 12-14=( 0) 0 11- 4=(-121) 6B1 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2256) 533 13-15=(-361) 2364 11-13=(-142) 1315 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2830) 555 15-16=(-603) 3056 4-13=(-372) 1131 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD= 42.0 PSF 7- 8=(-4065) 797 16- B=(-652) 3342 12-13=( 0) 75 8- 9=( 0) 114 13- 5=(-400) 273 OVERHANGS: 0.0" 24.0" LL = 25 PSF Ground Snow (Pg) 13- 6=(-624) 170 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -246/ 1669V -285/ 272H 5.50" 2.67 KDDF ( 625) 39'- 9.0" -334/ 1906V 0/ OH 5.50" 3.05 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.164" @ 25'- 6.1" Allowed = 1.942" MAX TL DEFL = -0.272" @ 25'- 6.1" Allowed = 2.589" MAX LL DEFL = -0.036" @ 41'- 9.0" Allowed = 0.200" MAX TL DEFL = -0.041" @ 41'- 9.0" Allowed = 0.267" SEASONED LUMBER IN DRY SERVICE CONDITIONS 19-09 20-00 f MAX HORIZ. LL DEFL = 0.092" @ 39'- 3.5" 6-07-03 6-06-14 6-08-10 5-06-08 5-08-08 5-06-12 3-00-08 MAX HORIZ. TL DEFL = 0.153" @ 39'- 3.5" 4 T 4 1 4 T 4 4 12 M-6X8 12 Design conforms to main windforce-resisting 7.00 Q 7.00 system and components and cladding criteria. • 6.0" 4 ,y; Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, O! (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 M-Sx6(S) " Truss designed for wi. R 0.25" M-1.5X3 in the plane of the�> 0 •eOF ^� 1.2 3 M-5x6(S) C? �NG�NEFX 9 02 + 0.25" M-1.5x3 .kV 89200PE �I + \4M-5X6 OREGONtV�% 0 = .}}, 15 1. _��` rO qy 14 Q0� P i.. l0 11 12 19 o M-3x4 g II M-3x4 0.25" M-1.5x3 I M-5x6 l _ M-5x8 o M-3x4+ 0 Mme`1:1F311.-‘'' M-6x10(5) M-3x4+ 3.27 D 12 EXPIRES: 12-31-2019 J. 9-09-12 9-11-04 5-08-04 1-01-124-10-04J. 5-06-12 2-09 J. 1 25-07 11-05 2-09 2-00 1 1 1 1 26-07 1-00 13-02 1 ,k 8 s 1 � av wAS/T 1>, 39-09 2-00 'W JOB NAME : 3-A PATIO -NH- - D4 `ap -i'x.,��oScale: 0.1335 WARNINGS: GENERAL NOTES, unless otherwise noted: CO 1.Budder 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: D4 and Warnings before construction commences, building component.Applkabllny of design parameters and proper -- corporation of component is the responsibility f the building designer. 2.204 corn Webm ponci yo g presabn we g must be installed where shown.. �'; 3.Additional temporary bracing to insure stability during constmdbn 2.Design assumes the top and bottom chortle to be lateralty braced at A'O 51398 'w is the responsibility of the erector.Additional permanent bating of 2'o.c.and at 10'o.c.respectively unless braced throughout their langur by DATE: 12/18/2018 the overall nsibiiure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or dryvwll(BC). O ) spo h 9 3.2,Impact bridging or lateral bracing required where shown** FQ4�j J..s SEQ.: K5519478 4.No load should be applied to any component until eller en bracing and 4 Installation of buss is the responsibinty of the respective contractor. fasteners are complete and at no time should any loads greater than 8.Design assumes trusses are to be used in a non-corrosive environment, SSrONAL design bads baa led to any end are for"dry condition"of use. TRANS I D: LINK S.Com n Tms has no over and no re 8.Design assumes NII bearing at an supports shown.Shim or wedge if pu sponsibilily for the r, p fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. December.I 1 8,L 018 8.This design is furnished subject to the limitations sat forth by 8.Plates shall be located on both faces of truss,and placed so their center TPllWfCA in SCSI,copies of which will be furnished upon request lines coincide with joint centerlines. 9.Digits indicate sae of plate in inches. MITek USA,Inc./CbrnpuTrus 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 9'- 11.2" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(0) 0 , BC: 2x9 KDDF#1&BTA SPACED 29.0" O.C. 2-3=(-559) 995 3-9=(-137) 87 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" -22/ 375V -197/ 426H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) 5'- 11.2" -908/ 471V 0/ OH 1.50" 0.60 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.2" -91/ 107V 0/ OH 1.50" 0.17 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. (PROVIDE FULL BEARING;Jts:2,5,3,4 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" ,01/..., MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.145" @ 3'- 4.8" Allowed = 0.576" ,,-; 2111.11111111111111111 o MAX TC PANEL TL DEFL = -0.146" @ 3'- 2.5" Allowed = 0.869" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.012" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.012" 0 9'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=29.9ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the����Dy.PRO F N ��`� �NGINEF9/02 ,........4 � 89200PE 9x' 7 4 OREGON\� kt? <O 4 ' 14, 2( 0- 46- limo-0P 6 EXPIRES: 12-31-2019 o M-3x9 ' )' , l 1-00 6-00 3-11-03 a��z & 4+� JOB NAME : 3-A PATIO -NH- - DJ10 ' •• `t, Scale: 0.2905 / �f " ° WARNINGS: GENERAL NOTES, unless otherwise noted: L 4 ' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ss Truss: D J 10 and Warnings before construction commences. building component.Applicability of design parameters and proper -�� 2.2x4 cempressio web bracing must be Installed where shown incorporation of component is the responsibility of the building designer. r�'. 3.Additional temporary bracing to Insure stability dodo construction 2.Design assumes the top and bottom chortle to be laterally braced et Q," P rY g M g is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC).2'o.c and at 10'o.c.respectively unless braced throughout their length by .�a 51398 w O ` ' DATE: 12/18/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown.. 'Ott, GISTS% 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibilty of the respective contractor. -,.ft G SE K 1 479 It Q.. 5 5 9 fasteners are complete and at no time should am lases greater than 8.Design assumes susses are to be used in a non-corrosive environment, -40NAL E, design loads be applied to any component. and are for"dry condition.'of use. TRANS ID: LINK 8.Design assumes 5.CompuTms has no control over and assumes no responsibility for the full bearing at all supports shown.Shim or wedge if i fabrication,handling, necessary.assumes shipment and installation of components. 7.Design a s adequate drainage is provided. December 18,2018 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 TPIIW1CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size o/plate In Inches. MiTek USA,InoJCompuTrus Software 7.6.8(1L)-E to.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 SETBACK 6-0-0 FROM END WALL LOAD DURATION INCREASE: 1.15 CHORDS: TRUSSES SPACED AT 29"oc 2X9 KDDF g1fiBTR TOP CHORD LL = 25psf TOP CHORD DL = 7psf TOTAL LOAD = 32psf 12 M-3x6(S) 6.26 40 (cQ,c O PROF6- M-5x8 �NGINEF1 /a2 M-3x6 �e PROVIDE SUPPORT @ 98" O.C. AND AT END Q� $g 200 P E -9r. i 15-07-13 M-3x6 M-3x6 OREGON 0, �Q M-3x8 Z/0 qfr 14 2�N +� -7 y of _ MFR R IO-l o EXPIRES: 12-31-2019 l 1 . L 2-06-09 6-07 aA OF W 8 � • �Y JOB NAME : 3-A PATIO -NH- - DR . �. Scale: 0.3755 t `, i k.Fi o 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 parameters shown and is for an individual kce Truss: DR end Warnings before construction commences. building component.Applicability of design parameters and proper 4. 2.204 compression web bracing must be installed where shown v. 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 et .O� 51398 Qy� is the responsibility of the erector.insure stability nal permanent bracing of 2'c.c,and at la o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Si/ Oj .�r,� • DATE: 12/18/2018 IM overall structure is the responsibility of the building designer. 3.Zs Impact bridging or lateral bredng required where shown t* 4tt, �vtS y y� 4.No load should be applied to any component until eller all bracing end 4.Installation of truss is the responsibi of the res dive contractor. 'C:0°T • SEQ.: x5 51 94 8 0 5.Desi t t be used in a non-corrosive environment, S-40NStICI AL fasteners are complete and al no tlme should any loads greater Men are esumes ruses are o TRANS ID: LINK design loads be applied to any component. and are or"dry contlilion''af usal 5.CompuTms has no control over and assumes no responslbikty ler the 8.Design esumes lull bearing et all supports shown.Shim or wedge H fabrication,hantlli necessary fabrication, rg,shipment and installation of components. T.Design assumes adequate drainage is provided. 8.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center December 18,2 18 TP6^MCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicete size of plate in inches. MiTek USA,IRc.iCompuTnus Software 6.2.3(1 L)-Z 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 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-93) 157 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" -156/ 322V -26/ 82H 5.50" 0.52 KDDF ( 625) 0'- 11.2" -67/ 162V 0/ OH 1.50" 0.26 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;Jt s: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" 0-11-15 MAX TC PANEL LL DEFL = 0.001" @ 0'- 6.1" Allowed = 0.062" T if MAX TC PANEL TL DEFL = -0.002" @ 0'- 6.1" Allowed = 0.093" MAX BC PANEL LL DEFL = 0.007" @ 2'- 6.6" Allowed = 0.254" 12 MAX BC PANEL TL DEFL = -0.014" @ 3'- 3.8" Allowed = 0.339" SEASONED LUMBER IN DRY SERVICE CONDITIONS 14.00 MAX HORIZ. LL DEFL = -0.001" @ 0'- 11.2" MAX HORIZ. TL DEFL = 0.001" @ 0'- 11.2" Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=19.2ft, TCDL=4.2,BCDL=6.0, ASCE fu o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, �� o Truss designed for wind loads I in the plane of the tru, y. ���Ep PR OFFss NG�NEF i �� 4 R a2� �4 89200PE r -3x4 • 7 4,OREGONb �4/ /O 9y 14 2.16\ Q�- MERRlt -�' 1 l )- 1-00 6-00 EXPIRES: 12-31-2019 olutaz s4 .v Iv' $` , JOB NAME : 3-A PATIO -NH- - Jl - '� i Scale: 0.6912 / /� �'' WARNINGS: GENERAL NOTES, unless otherwise noted: L ,,,,,,./.;,.......".;.,. . 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Truss: J i and Warnings before construction commences. building component.Applicability of design parameters and proper q, 2.214 compression web bradng must be installed where shown+. incorporation of component is the responsibility of the building designer. ', �a,, 3.Additional temporary bracing to insure stabildy during construction 2.Design assumes the top and bottom chords to be laterally braced at 4e 51398 �{I~ by is the responsibility of the erector.Additional permanent bracing of Ice'continuous and at 19'sheo.cathing respectively a ly unless braced(TC)and/their length). A DATE: 12/18/2018 the overall structure Is the responsibility f the budding d“i ner. ntinuous shgingior has acingplywood red where s and/or dryII(BC). 0 CC ' ° aponsi ry o g 9 3.2x Impact bridging or lateral bracing required where shown++ leS'y y SEQ.: K5519481 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibury of the respective contractor, ay fasteners are complete and at no tee should any bads greater man 5.Design assumes trusses are to be Used Ina non-corrosive environment, SU'IONAL TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the B.Dnecessary. gassumes full beefing at all supports shown.Shim or wedge if ryI8 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 18,20 18 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 TPII`ATCA 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-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-63) 84 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 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -32/ 296V -99/ 117H 5.50" 0.97 KDDF ( 625) 1'- 11.2" -139/ 126V 0/ OH 1.50" 0.20 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:2,3,9 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 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/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1-11-15MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" ` f "I MAX TC PANEL LL DEFL = 0.004" @ 1'- 3.1" Allowed = 0.166" MAX TC PANEL TL DEFL = -0.006" @ 1'- 2.3" Allowed = 0.249" 12 MAX BC PANEL LL DEFL = 0.009" @ 2'- 8.6" Allowed = 0.259" MAX BC PANEL TL DEFL = -0.015" @ 3'- 3.8" Allowed = 0.339" 19.00 P SEASONED LUMBER IN DRY SERVICE CONDITIONS 3 -1 MAX HORIZ. LL DEFL = -0.000" @ 1'- 11.2" MAX HORIZ. TL DEFL = 0.000" @ 1'- 11.2" 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1.6, o Truss designed for wind loads I in the plane of th�690 PROF& N o --- �NGINEER iaco. 2 0-1 P� Q� 89200PE �r o ► ►--�4 M-3x9 7 Cr / OREGON lt �OMY14 2-' "V l RRIL\- y 1-00 1 6-00 l EXPIRES: 12-31-2019 • • • • • • .e JOB NAME : 3-A PATIO -NH- - J2 �� ,-f WAS � Scale: 0.6912 1 a . i, Q A 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: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper - 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. I i 2.Design assumes the top and bosom chords to be laterally braced at 4+ • 51398 'w 3.Additional temporary bracing to insure stability during construction '1 is me responsib118y of the erector.Additional permanent bracing of T o.c.and at 10 o.c.respectively unless braced throughout then length by DATE: 12/18/2018 the overall structure is the responsibility t the building tles continuous sheathing such as plywood sheathing(TC)anNor drywall(BC). 948 v�t1ISTON • ponsi tyo g Igner. 3.2x impact bridging or lateral bracing required where shown++ Ys'j� V[ l� SEQ.: K5519482 <.No bedshould arecome leteetltatnotime oulderilaeerallbrecipan0 4.Installation of buss is MeresponeUaodtthe roaped econtrectar. �s G • • fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used m a non-corrosive environment, SrONAL TRANS I D' LINK design loads be applied to any component. end are for"dry�onddio�•5 use. 5.CompuTrus has no control over and assumes no respansibil8y for the 8 nDecegssaasaumes NII bearing et all supports shown.Shim or wedge if fabrication,handling,shipment ty '. sment.othoheltahonssompthby 7.Design oubelcaeduonboorfaei011evicted. December 18,2018 6.This tlesign is furnished subject to the limitations se[forth by 8.Plates shah be located on both faces of trues,and placed so(heir center TPIM?CA in BCS',copes of which will be furnished upon request. Ones coincide with joint center lines. 9.Digits indioate size of plate in inches. MiTek USA,Inc.iCompuTrus Software 7.6.8(1 L)-E 10.For bast connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 6-00-00 MONO HIP-D SETBACK 6-00-00 FROM END WALL INC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( 0) 86 2-5=(-113) 226 5-3=(-106) 167 • 2x6 KDDF #16BTR T2 2-3=(-449) 110 5-6=( -62) 90 5-4=(-113) 312 BC: 2x9 KDDF#16BTR LOADING 3-4=(-229) 97 4-6=(-950) 236 WEBS: 2x9 KDDF STAND LL = 25 PSF Ground Snow (Pg) TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 3'- 0.0" V TC LATERAL SUPPORT 24"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 3'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 90.0 PLF 0'- 0.0" TO 6'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -142/ 604V -83/ 139H 5.50" 0.97 KDDF ( 625) TC CONC LL( 125.0)+DL( 35.0)= 160.0 LBS @ 3'- 0.0" 6'- 0.0" -203/ 507V 0/ OH 5.50" 0.81 KDDF ( 625) NOTE: 2x9 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 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 TL DEFL = -0.007" @ 3'- 1.1" Allowed = 0.339" *+ For hanger specs. - See approved plans MAX TC PANEL LL DEFL = -0.013" @ 1'- 7.9" Allowed = 0.237" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.001" @ 5'- 10.3" 2-11-15 3-00-01 MAX HORIZ. TL DEFL = 0.001" @ 5'- 10.3" T +1608 T M-4x6 Design conforms to main windforce-resisting system and components and cladding criteria. 3 M-3x4 12 Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9 -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14.00 QO load duration factor=1.6, /// '/I1/I End vertical(s) are exposed to wind, VAI Truss designed for wind loads in the plane of the truss only. o �,�ED P R pFFss �� �NGIN�ER ,a2 m `r' 89200PE v� o � �� Ill - 4 2 , 5 6 yG ,�OREGON tx �lf M-3x4 M-3x6 M-1.5x3 /O 4# y 4 a l eo P 'SFR RIO- EXPIRES: I x- EXPIRES: 12-31-2019 J, l l 2-10-03 3-01-13 Jr 1 J' 1-00 6-00 L .ate okr,1;tf . JOB NAME : 3-A PATI O -NH- - J3c, t' Scale: 0.5009 Op„ii �'" �, 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: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper _�/ 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility o/the building designer. /u'; 3.Additional temporary bracing to insure stability tludng construction 2.Design assumes the top and bottom chords to be laterally braced at 4Y ie 51398 '. by Is the responsibility of the erector.Additional permanent bracing of ti 2'continuous and at ea hino.crespectively unless braced throughout their all(B). ,,(� 1, DATE: 12/18/2018 the overall structure is the responsibilityof the buildin designer. o Impact ridging or later as plywood aired her s soma,drywan(Bq. O �'(�IS..L��„y�� .[♦�(K. g 3.2x Impact bridging or lateral bracing required where shown 4.No bed should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. a.(y T SEQ.: KS 519 9 8 3 5.Desi trusses are to be used In a non-corrosive environment, Vur NAL listeners are complete and at no time should any loads greater than are assumesO design bads be applied to any component. and are for"dry condition'of use. TRANS I D: LINK 5.compurrus has no control over and assumes no responsibility or the 6.Design assumes NII bearing at all supports shown.Shim or wedge if sry. fabrication,handling,shipment and installation ofcromponents. 7.Desgsan assumes adequate drainage Is provided. December 18,2018 5.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 TPIPMCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate she of plate in inches. MiTek USA,Ino./CorrlpuTrss 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 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-134) 132 TC LATERAL SUPPORT G= 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" -11/ 347V -81/ 189H 5.50" 0.56 KDDF ( 625) 3'- 11.2" -164/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 60V 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. I_ '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/160 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 = 0.077" MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.103" 3-11-15 MAX TC PANEL LL DEFL = 0.056" @ 2'- 2.3" Allowed = 0.371" fMAX TC PANEL TL DEFL = -0.054" @ 2'- 4.0" Allowed = 0.556" SEASONED LUMBER IN DRY SERVICE CONDITIONS 3 -/ MAX HORIZ. LL DEFL = -0.002" @ 3'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 3'- 11.2" # . 12 Design conforms to main windforce-resisting 14.00 7 system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of theC���ttiy.P R o��,6 0 4/ NGINES9 /0 89200PE r 9 '�OREGON D, ,C, O 14, 2 taiP4 M-3x4 MFRRILA- EXPIRES: 12-31-2019 1 1 y 1-00 6-00 L 44 iv WAs L °> JOB NAME : 3-A PATIO -NH- - J4 Scale: 0.9993 / �.� WARNINGS: GENERAL NOTES, unless Otherwise noted: C� jre' ‘)e)- T TU S S J4 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 • and Wamings before construction commences, building component.Applicability of design parameters and proper 7 2.2x4 compression web breong must be installed where shown+. incorporation of component is the responsibility of the budding designer. :(,, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at PO ��� r,Qr is me responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by1512159' 1" "V DATE: 12/18/2018 the overall structure is the responsibility of the building designer. 2xcontinuous m sheathing oor such as plywood sheathing(TC)s ownand/+drywell(BC). q 0 CIser 9 Po ly 9 9 3.2x Imp n bridging lateral biasing required where shown++ lv V A 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility l the respective contractor. q SEQ.: KS rJ 1 9 9 8 9 fasteners are complete and at no time should any baits greater man 5.Design assumes trusses are to be used in a noncorrosive environment s°I0NAL TRANS ID: LINK design baits be applied to any component. and are for"dry fullbon"of use. 5.CompuTrus has no control over and assumes no responsibility forme 6.Design assumes lull bearing at sit supports shown.Shim or wedge if necessafabrication,handling,shipment end einstallationlimitations of components. 7.Design assumes adequate drainage is provided. December 18,2018 8.This design is Nmished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so Meir center TPIMRCA 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,InoJCOmpuTnls 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 4'— 1.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF 8l&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. 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 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 2 —/ NOTE:DESIGN ASSUMES SHEATHING TO ONE FACE. 12 7.00 ���,Eo P�oFFss 11111111 o �� �NG�NE$9 ,,a�9 `� 89200PE ,�OREGON�� �lv� N .6 -9y l4, 2fl Q'�- ��RR ILL Q' k _"""""""""""""""- EXPIRES: 12-31-2019 3 4 l b l .0,R.11.11.1,, 1 .q�� 2-00 4-01 J4) of WAS 1->, JOB NAME : 3-A PATIO -NH- - E1 Scale: 0.7799 t IlCtr:. WARNINGS: GENERAL NOTES, unless otherwise noted: h. � 1.Budder and erection contractor should be advised of all General Notes 1.This design k based only upon the parameters shown and is for an individual 4 Truss: El and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bradng must be installed where shown+. incorporation of component is the responsibility of me budding designer. '''r 'I 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally Graced at t' 1398 �� Is the responsibility of the erector.Additional permanent baring of Y 0.0.and at 1P o.c.respectively unless bated throughout their length by DATE: 12/18/2018 the overall structure is the responsibility t the builtlin tle continuous sheathing such as plywood sheathing(TC)and/or tlrywell(BC). 9j. 4:Yr'r ponsi ty o g signer. 3.2x Impact bridging or lateral baring required where shown++ Y+'- Vl 1� SEQ.: K5519 4 8 5 4.No load should be applied to any component until alter all brewing and 4.Installallon of truss is the responsibility of the respective contactor. sly fasteners are complete and at no time should any loads greater man 5.Deagn assumes trusses are to be used in a noncorrosive environment, S ZONALG TRANS I D• LINK design load.be applied to any component and are for"dry condition"of g use. 5.CompuTrus has no control over and assumes no responsibility for the e.De g saunas lull bearing at all supports shown.Shim or wedge if neceryssry p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 18,20 8 6.This design is furnished subject to the limitations set forth by 8.Plates shall tr be located on both faces of truss,and placed so their center TPIIN TCA 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,Int./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-19B8(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-181) 158 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 = 92.0 PIP 0'- 0.0" -22/ 376V -100/ 226H 5.50" 0.60 KDDF ( 625) 4'- 11.2" -164/ 179V 0/ OH 1.50" 0.29 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 71V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. IpROVIDE 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/290, TL=L/160 4-11-15 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1 fMAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.027" i 3 MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.036" MAX TC PANEL LL DEFL = 0.145" @ 2'- 10.3" Allowed = 0.473" MAX TC PANEL TL DEFL = -0.136" @ 2'- 10.5" Allowed = 0.709" • (ISEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.003" @ 4'- 11.2" 12 MAX HORIZ. TL DEFL = -0.003" @ 4'- 11.2" 14.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ol load duration factor=1.6, Truss designed for wind loads r+1 in the plane of the�'� o� y.PRope�� 4c, 1GNGINEc,9 ��244/ p 89200PE r �� -7 2!OREGON t„, ,tv� �O qY y 4 20 �- M-3x9 MF:i -1- eP EXPIRES: 12-31-2019 ), , 1 1-00 6-00 +""LL 4. 40 q wAs `tfl, JOB NAME : 3-A PATIO -NH- - J5 r-,,,, G.p �A Scale: 0.4437 ... r7l- , =- • x WARNINGS: GENERAL NOTES, unless otherwise noted: V' 'Cir u 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 constmctloncommences, building component.Applicability ofdealgn parameters and proper 6 2.2x4 compression web bracing must be installed where shown* 46 incorporation of component is the responsiblley of the building designer. / I 3.Additional temporary bracing to Insure stabgily during construction 2.Design assumes the top and bottom chords to be laterally braced at 4 51398 <y� is the responsibility of the erector.Additional permanent bracing of Y o.c.and at 10'o.c.respectively unless braced throughout their length by A continuous sheathing such as plywood sheathing(TC)an Nor drywall(BC). D,f{a �GIS1'Eg� DATE: 12/18/2018 the overall structure is the responsibility of the building designer. S d Impact bridging or lateral bracing required where shown 4.No load should be applied to any component until alter al bracing and 4.Installation of trues is the responsibility of the res cthe contractor. SEQ.: x5 519 4 8 6 5.Design be used in a non-corrosive environment, SSIONALE G fasteners are complete and at no time should any loads greater then ar assumes trusses are to TRANS ID: LINK design loads b•applied toany component. andar•rordryaandiuongrua•. 5.CompuTrus has no control over antl assumes no responsibility for the 6.D`sigassumes NII bearing at all supports shovm.Shim or wedge M fabrication,handling, ry edipme0cdieslmleatios components. 7.Designassumesbe onoth drainage is provided. December 18,2018 e.This design is furnished subject to the limitations set forth by e.Plates anal be located both faces of truss,and placed so their center TPUWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate siva of plate in inches. MiTek USA,IRC./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ES5-7958(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 • BC: 2x9 KDDF#1&BTR SPACED 29.0" O.C. 2-3=(-229) 185 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 = 92.0 PSF 0'- 0.0" -39/ 903V -119/ 263H 5.50" 0.69 KDDF ( 625) 5'- 9.2" 0/ 196V 0/ OH 5.50" 0.23 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.9" -162/ 201V 0/ OH 1.50" 0.32 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. (PROVIDE FULL BEARING;Jts:2,9,3 THE BOTTOM CHORD DEAD LOAD IS A MINZMUM OF 10 PSF. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 5-11-15 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" f f MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" -, MAX TC PANEL LL DEFL = 0.392" @ 3'- 7.2" Allowed = 0.575" MAX TC PANEL TL DEFL = 0.311" @ 3'- 7.3" Allowed = 0.663" ° SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.004" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.004" @ 5'- 11.2" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 19.00 P Wind: 140 mph, h=22.Ift, 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 only. m 0 ul o 9,Ep PROre�7) GINE4\ r89200PE 9 '/OREGON�Ix �� �� /O 9Y 14 20 0.Q. 0 M-3x4 ME'RRIiLA- EXPIRES: 12-31-2019 ; l ), 1-00 6-00 OILRILL.0 44.9 Qv WASIttevit), 16 JOB NAME : 3-A PATIO -NH- - J6Scale: 0.4049 `ac �Q��¢ WARNINGS: GENERAL NOTES, unless otherwise noted: i= ' 41 1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based any upon the parameters shown and is for an individual Truss: J6 and Warnings before construction commences. building component.Applicabdfy of design parameters and proper '/ 2.2x4 compression web bracing mud be instated where shown+. incorporation of component is the responsibility of the building designer. I I �a,� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �w fJ 51398 �/~ is the responsibility of the erector.Additional permanent bracing of coni.and sheaths.respectively unless braced throughoutand/or drywall(h by �.�y1 DATE: 12/18/2018 the overall structure is the responsibility Orme building designer. ontin us sheathing such as plywood sheathing(TC)and/or tlrywall(BC). 0 .Qt4x.r.[1�V' spo N 93.2x Impactbridg g lateral bracing required where shown t-c Y+-A,• t911+ SE : K5 519 4 8 7 4.No Ned should tie applied to any component until after at bracing end 4.Installation of truss Is the responsibility of the respective contractor. r.CO, 4' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive em,ironment, V NAL design bode 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 the 8.Design assumes full bearing at all supports shown.Shim or wedge if necessary. fabrication,handling,shipment and 0meliallationofcomponents. 7.Designassumes es adequate drainage Is provided. December 18,2018 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on bath faces of truss,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,InciCompuTrus 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 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1r:BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-339) 185 3-4=( -86) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 11.9" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -34/ 392V -132/ 322H 5.50" 0.63 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 196V 0/ OH 5.50" 0.23 KDDF ( 625) 6'- 0.0" -287/ 276V 0/ OH 1.50" 0.35 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'PROVIDE FULL BEARING;Jts:2,5,3 4 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. j 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 = -0.003" @ 6'- 11.9" Allowed = 0.099" MAX TL DEFL = -0.003" @ 6'- 11.9" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.295" @ 3'- 7.3" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.289" @ 3'- 5.2" Allowed = 0.864" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.006" @ 5'- 11.2" 12 MAX HORIZ. TL DEFL = -0.006" @ 5'- 11.2" 14.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. a, Wind: 190 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), l load duration factor=l.6, 0 Truth designed o fth vg.• P R op ro in the plane of the (6GG�E1,. �& �NGINEE9 /�2.9 89200PE r lid 0 41,OREGON +A, o �� �� 9Y 14 P 0 6 MFRR ILS-0 M-3x4 1 EXPIRES: 12-31-2019 Jr l .6 l 1-00 6-00 0-11-15 44)o WM "tf), JOB NAME : 3-A PATIO -NH- - J7r�:. �, Scale: 0.3851 �� > /�.. s WARNINGS: GENERAL NOTES, unless otherwise noted: ♦. kg; 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: J7 and Warnings before construction commences. building component.Applicability of design parameters and proper "cg 2.204 compression web bracing incorporation of component k the responsibility of the building designer. I e' p g must be installed where shown«. 3.Additional temporary bracing to insure stability duong construction 2.Design assumes the top and bottom chofor to be lbraced at �'IfI �,�51398 k, is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 70'o.c.respedtuely unless braced throughout their length by DATE: 12/18/2018 the overall structure is Me responsibility f the budding designer. 2 Impact bodging or such as plywood sheathing(TC)reshown 4 drywell(BC). O P p o 9 g 3.rax Impact bodging or lateral bracing required where shown«« aIST� SEQ.: K5519488 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. sG fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corroslth environment, `grONAL dear loads be a I tl to ecomponent. and are for"dry condition-of use. TRANS ID: LINK 5.cam design has any and assumes note 6.Design assumes full bearing at al supports shown.Shim or wedge if ` pu sponsibilfty for the fabrication,handling,shipmentnecessnry totinsle of 7. adequate drainage is provided. December 18,2018 5.This design is famished subject to the limitations set forth by 6.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 join(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-f 311,ESR-1988(MiTek) ' This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 1.0^ IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -3) 141 5-6=(-261) 253 5-2=(-973) 238 • BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-140) 126 2-6=(-220) 238 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 6-3=(-148) 158 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: 24.0" 0.0" 0'- 0.0" -70/ 511V -111/ 159H 5.50" 0.82 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 1.0" -89/ 203V 0/ OH 5.50" 0.32 KDDF ( 625) 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 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.029" @ -2'- 0.0" Allowed = 0.200" MAX TL DEFL = -0.034" @ -2'- 0.0" Allowed = 0.267" MAX TC PANEL LL DEFL = 0.025" @ 2'- 1.0" Allowed - 0.246" MAX TC PANEL TL DEFL = 0.025" @ 2'- 1.0" Allowed = 0.369" 3-09-04 0-03-12 SEASONED LUMBER IN DRY SERVICE CONDITIONS T 'f v 12 MAX HORIZ. LL DEFL = -0.001" @ 3'- 7.5" 7.00 [7 MAX HORIZ. TL DEFL - -0.001" @ 3'- 7.5" M-1.5x3 4 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only.' M-3x4 .i1/4E21 PROFF �� 4 <"NGINFc�51/02 89200PE ter' h 1 I NI mislI ,�OREGON �� 50EMA 01:7.06 M-1.5x3 M-3x4 /Q 9y 14a -° {�C � RRILL�C EXPIRES: 12-31-2019 k l 1 2-00 4-01 JOB NAME : 3-A PATIO -NH- - E2 _op •. �o l',.„,, Scale: 0.4981 ,� 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: E2 and Wamings before construction commences. building component.Applicability of design parameters and proper ---;Ter roper ��/ 2.2s4 compassion 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 lateralty braced at WO� 51398 '� is the responsibility of the erector.Additional permanent bracing of c'np.and a1 10'o.csheathing rsuchctivply unless braced throughout their length by). 1, DATE: 12/18/2018 the overall structure is the res onsibi f the buildingdesigner. continuousImpatseg or laterh as brplyacing re aired sheathing(TC)and.drywell(BC). (-1)4, .4tq ralL J� .[♦:(��. p Ny o 3.2,Impact bridging or lateral bredlg required where shown++ rJ 1 L% No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ.: KS 519 4 8 9 4.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, SS40NAL design loads be applied to any component. and are for"dry condition'of use. TRANS ID: LINK s.comparrae has no control over and assumes no responsibilityforme 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handlin ssery g,ed shipment and installation s components. 7.Pass tall b elo ailed on both Page is truss, n December 1 8,201 8 6.This design la furnished subpct to me limitations set forth by S.Plates Miall M located on both faces of Truss,and placed so their center TPVWICA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-7988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.9" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-419) 363 3-9=(-107) 44 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 378V -158/ 343H 5.50" 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) 5'- 11.2" -352/ 930V 0/ OH 1.50" 0.55 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.9" -17/ 9V 0/ OH 1.50" 0.01 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'PROVIDE FULL HEARING;Jts:2,5,3,4 4 -I i 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I I (1 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 = 0.199" @ 2'- 11.6" Allowed = 0.576" MAX TC PANEL TL DEFL = 0.180" @ 2'- 11.6" Allowed = 0.864" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.008" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.008" @ 7'- 11.2" 12 ,l Design conforms to main windforce-resisting 14.00 system and components and cladding criteria. Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), m load duration factor=l.6, Truss designed for wind loads m in theplane of the tru Kt9°PR0pe.„ ��� �NGINEF�9 /O29 89200PE r • cr 7 OREGON 4./ o ?� �O�� 14 2-°....,Q�� I 5- RRIL M-3x4 EXPIRES: 12-31-2019 1 )' l ), 1-00 6-00 1-11-15 JOB NAME : 3-A PATIO -NH- J8 q t Scale: 0.3513 ��• �lv=, dam, �� �. WARNINGS: GENERAL NOTES, unless otherwise noted: .1".-r 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 4 Truss: J8 and Warnings before constrnceon commences. building component.Applicability of design parameters and proper 2 Pyo corn incorporation of component is the responsibility of the building designer. 417 pression web bracing mull be inGeletl where should srg . 2.Design assumes the top and bottom chords to be laterally braced at / ,� N 3.Additional temporary bracing to insure stability Eudconstruction 2'o.c.and al 10'o.c.respedNely unless braced throughout their length by ` 51398 'w Is e responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). O4 �rry)S DATE: 12 18/2 018 the overall structure is me responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown s. vll SEQ.: K5 519 4 9 0 4.No mad should be applied to any component until after al bracing and 4.Installation of truss Is the responsibility of the respective contractor. S G fasteners are complete and at no time should any mads greater man 5.Design assumes trusses are to be used M a non-corrosive environment, `rZONAL TRANS ID: LINK design loads be applied to any component. and are far"dry condition"of guse. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing al al supports shown.Shim or wedge If fabrication,handling, necessary. fabrication, shipment and installation of components. 7.Design assumes adequate drainage is provided. December 1 8,2018 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 TPUWrCA in Pont,copies of which will be furnished upon request. lines coincide with joint canter lines. 9.Digits indicate see of plate in inches. MiTek USA,InolCompuTrus 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 4'- 1.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -3) 141 5-6=(-261) 253 5-2=(-473) 238 " BC: 2x9 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-140) 126 2-6=(-220) 238 WEBS: 2x9 KDDF STAND 3-4=( 0) 0 6-3=(-148) 158 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: 24.0" 0.0" 0'- 0.0" -70/ 511V -111/ 159H 5.50" 0.82 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 1.0" -89/ 203V 0/ OH 5.50" 0.32 KDDF ( 625) 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 • AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.029" @ -2'- 0.0" Allowed = 0.200" MAX TL DEFL= -0.034" @ -2'- 0.0" Allowed = 0.267" • MAX TC PANEL LL DEFL = 0.025" @ 2'- 1.0" Allowed = 0.296" MAX TC PANEL TL DEFL = 0.025" @ 2'- 1.0" Allowed = 0.369" 3-09-04 0-03-12 SEASONED LUMBER IN DRY SERVICE CONDITIONS T I f 12 MAX HORIZ. LL DEFL = -0.001" @ 3'- 7.5" 7.00 MAX HORIZ. TL DEFL - -0.001" @ 3'- 7.5" M-1.5x3 4 Design conforms to main windforce-resisting system and components and cladding criteria. t Wind: 190 mph, h=15ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 cv PRoFFs, �Eo � o s ti9 /027 89200PE r I 1 M O I N 5�� ��6 4 OREGONr/S\t n& M-1.5x3 M-3x4 /0 11 -14, - ,q. ' RRILL C EXPIRES: 12-31-2019 Jr Jr Jr 2-00 4-Ol ORRIL Se °S e, a JOB NAME : 3-A PATIO -NH- - E3 r�l� �o `{� Scale: 0.4961 ' _illefi,�i�u_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: E3 and Wamings before construction commences. building component.Applicability of design parameters and proper -/T 2.2x4 compression web bracing must be installed where shown+. incorporaton of component is the responsibility of the buildiig designer. / 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at �0 51398 w,ck' is me responsibility of the erector.Additional permanent bating of 2'o.niaond at 10'o.c.respectively unless braced throughout their kngih by A y� DATE: 12/18/2018 the overall structure is the responsibility of building continuous bridsheaging such as plywood required cohere)antl/ortlrywall(BC). 941t, A� Q�ISTs7¢V" ponsi ty o designer. 3.2x Impact bridgi g or latent!bracing where shown++ Y+' 1>L% 4.Na bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibikly of the respective contractor. S ONAL G SEQ.: KS 519 4 91 s.Desi to be used m a non-corrosive emlronmeM, -4 fasteners are complete and at no time should any!Dells greater men are assumes ruses are design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 5.CompuTms hes acontrol over and assumes no responsibil yfor the 6.Design assumes full bearing at all supports shown.Shim or wedge if necesnary. p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 18,20 18 6.This design is furnished subject to the limitations set forth by S.Plates shall be located on both faces of truss,and placed so their center TPWJTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiT6k USA,IncJCornpuTrus Software 7.6.8(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-1966(MITek) This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -9) 86 2-6=(-133) 196 6-3=(0) 57 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-96) 32 6-9=(-133) 196 WEBS: 2x9 KDDF STAND 3-9=(-96) 31 LOADING 4-5=( -9) 86 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -65/ 261V -80/ 80H 5.50" 0.42 KDDF ( 625) 3'- 6.0" -65/ 261V 0/ OH 5.50" 0.42 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 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/160 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 = 0.003" @ 4'- 6.0" Allowed = 0.100" 1-09 / 1-09 MAX TL DEFT, = -0.003" @ 4'- 6.0" Allowed = 0.133" f1 -1 MAX TC PANEL LL DEFT = 0.006" @ 0'- 12.0" Allowed = 0.139" 12 12 MAX TC PANEL TL DEFL = 0.007" @ 0'- 12.0" Allowed = 0.208" SEASONED LUMBER IN DRY SERVICE CONDITIONS 14.00177 M-4x6 19.00 MAX HORIZ. LL DEFL = 0.001" @ 3'- 0.5" 3 q,)" MAX HORIZ. TL DEFT, = 0.001" @ 3'- 0.5" k AIM 11 Design conforms to main windforce-resisting • system and components and cladding criteria. Wind: 140 mph, h=20.3ft, 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 in the plane of the truss o. _AI ��Q,ED PROFFs o - CI �NGINEF9 s"0 N .►-� 6 ►�. �o 89200PE r M-3x4 M-1.5x3 M-3x4 7 4 OREGON o„ w. /O 4k 14 2-CP P+) 1 1 l MRRlIA- 1-09 1-09 J. J, J. J. EXPIRES: 12-31-2019 1-00 3-06 1-00 ORRILL 49 44 %v WAS "�f�, JOB NAME : 3-A PATIO -NH- - G1 Scale: 0.6017 4,,,„, fi J110�0 AIM WARNINGS: GENERAL NOTES, unless otherwisenoted: � mom' 1.Builder and erection contractor should be advised of all General Notes t.This design is based only upon the parameters shown and is for an individual 4 Truss: G1 and Warnings before construction commences. building component Applicability of design parameters and proper ,, the buildin designer. 2.204 compression web bracing must be installed where shown+. �^LOrporation of component is the responsibim Y o g goer. 4,'.,I 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chants to be laterally braced at A11„ 51398 .gam is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at f 0'o.c.respectively unless braced throughout their length by [A, DATE: 12/18/2018 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood shealhing(TC)antl/or drywall(BC). �A `C,�vQ1 IS � 1 3.2x Impact bndging or lateral bracing required where shown++ [�j)•.,s� .0♦t+ SEQ.: K5 519 4 9 2 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. s G fasteners are complete and at no time should any bads greater than 5.Design assumes Misses are to be be usused m a non-corrosive environment, -40NAL tlasi loads be applied to an and are for"Ery condition"of use. TRANS ID: LINK s.corn^rNa has nono-olo any ssames no re6.Desgn assumes full bearing at al supports shown.Shim or wedged pu responsibility for the necessary. p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 1 8,20.I 1 8 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINJrCA 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,Ino./CorllpuTrus 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 8'- 11.9" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(0) 0 BC: 2x9 KDDF 9l&BTR SPACED 24.0" O.C. 2-3=(-480) 429 3-4=(-112) 99 TC LATERAL SUPPORT <= 12"OC. MN. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -179/ 386H 5.50" 0.60 KDDF ( 625) LL = 25 PDF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) 5'- 11.2" -371/ 439V 0/ OH 1.50" 0.56 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE B'- 11.9" -50/ 57V 0/ OH 1.50" 0.09 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. (PROVIDE FULL BEARING;Jts:2,5,3,4 4 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 = 0.153" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.156" @ 3'- 2.5" Allowed = 0.864" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.009"_@ 8'- 11.2" MAX HORIZ. TL DEFL = -0.009" @ 8'- 11.2" Design conforms to main windforce-resisting 3 12 system and components and cladding criteria. 14.00 7 , Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, m Truss designed for wind loads o in the plane of the tr���Dy.PR OFF P �• 0,1 E,9 /02 4� 89200PE 9r OREGONt. l i �L<�4fr 14 Z°�P 4R R ILA- 6 1 • M-3x4 EXPIRES: 12-31-2019 • • • b l l 1 1-00 6-00 2-11-15 44' OV WASitLveN JOB NAME : 3-A PATIO -NH- - J9 f, � %Scale: 0.3157 , ../10.0A, -''y- 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: J9 and Warnings before construction commences. building component.Applicability of design parameters and proper -ter 2.2x4 compression web bracing must be installed where shown a. incorporation of component is the responsibility of the building designer. r 3.Additional temporary bracing to insure stability during construction 2.Design assumes Me top and bottom chords to be laterally braced a1 1 51398 fy4 is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by A ,e(� DATE: 12/18/2018 the overall structure is the responsibility f the building desl continuous sheathing such as plywood required sheathing(TC)and/or tlrywall(BC). OA� Q�.'ISv...n9 pori ty o g goer. 3.2x Impact bridging or lateral bracing required where shaven * Y+ l L">� SE K5519493 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. Sl45n 1611' 4 feateners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, IO AL] TRANS I D: LINK design loads be applied to any component. s.Design nd are for dry condition"rto f at ae supports shown.Shim or wedge it 5.CompuTrus has no control over and assumes no responsibility for the assumes g a ppo g mmmry. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be boated on both faces of truss,and placed so their center December 18,2018 TPIIWICA In BCS(,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./CompuTnus 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 9'- 11.9" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-564) 500 3-4=(-140) 90 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 375V -199/ 430H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) 5'- 11.2" -412/ 474V 0/ OH 1.50" 0.61 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.9" -94/ 110V 0/ OH 1.50" 0.18 KDDF ( 625) • LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. '.. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. I 'PROVIDE FULL BEARING;Jts:2,5,3,4 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 4 -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 0 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.144" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.145" @ 3'- 2.5" Allowed = 0.864" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX BORIZ. LL DEFL = -0.012" @ 9'- 11.2" MAX BORIZ. TL DEFL = -0.012" @ 9'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 14.00 7 (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads Cr' in the plane of the���t1) PROF& • �N9 GINE /O co• 2 Qt 89200PE r 7 di OREGON D, �.? /O 9y 14, 2 P HERR'LS- I r,. 1 M-3x4 ' EXPIRES: 12-31-2019 ,Jr l ; y 1-00 6-00 3-11-15 lomat, 4 � � JOB NAME : 3-A PATIO -NH- - J10 �' Scale: 0.2882 0 �'A 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 'tie Truss: J10 and Warnings before construction commences. building component.Applicability of design parameters and proper corporation of component is the responsibilityof the buildingdesigner. ' M 2.274 compression web bracing must be installed where shown+, m / 'I "�Y 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at n0, 51398 'w is me responsibility of the erector.Additional permanent bracing of 2'0.5.and at 10'o.c.reapedrvely unless braced throughout their length by DATE: 12/18/2018 the overall structure is the responsibility of building designer. continuous),Impstsheathing or ater l b plywood aired where I ownand/t.drywell(BC). ( �rr4-sl � sponsi ty o g g 3.271mpact bridging or latent bracing required where shown.• Y+' V SEQ.: K5 519 4 9 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. s, fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, Vu`DNAL G Oesl loads beapplied ro an t and are for-dry condition-of use. TRANS I D: LINK s.corn n Tma has ncontrol ove�na assumes no re 8.Design assumes full bearing at al suppods shown.Shim or wedge if pu responsibility for the necessary. p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December .I 18,20 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 so Meir center TPkWrCA In BCS',copies of which will be furnished upon request. lines coincide with join(center lines. 9.Digits Indicate size of plate in inches. Mick USA,Ina./ContpuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1371,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 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) 86 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-618) 500 3-4=(-217) 92 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -59) 0 BC LATERAL SUPPORT <= 12"OC. ION. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF OVERHANGS: 12.0" 8.2" 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" -22/ 376V -209/ 475H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5'- 11.2" -411/ 473V 0/ OH 1.50" 0.61 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 10'- 0.0" -179/ 179V 0/ OH 1.50" 0.23 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. (PROVIDE FULL BEARING;Jts:2,6,3,4 5 '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" MAX LL DEFL = -0.001" @ 10'- 8.2" Allowed = 0.068" MAX TL DEFL = -0.001" @ 10'- 8.2" Allowed = 0.091" MAX TC PANEL LL DEFL = 0.144" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.145" @ 3'- 2.5" Allowed = 0.864" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.014" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.014" @ 9'- 11.2" 12 Design conforms to m indforce-resisting 14.00 7 system and componentsland cladding criteria. /// Wind: 190 mph, h=29.9ft, TCDL=4.2 : . a ASCE 7-10, oo (All Heights), Enclose. 2, r FRS(Dir), I load duration facto bbdxFs'� Truss designed fo , INEF9 s'o I in the plane of umac' 2,vQ 89200PE r',OREGON�b Ott" 'O 9y14 2� *. '4R R Il-N-0O EXPIRES: 12-31-2019 0 //// l , 1 b 1-00 6-00 4-08-03 0a oS JOB NAME : 3-A PATIO -NH- - J11 � Scale: 0.2768 j' d - 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: J11 and Wamings before construction commences. building component.Applicability of design parameters and proper �/ 2.204 compression web bracing must be installed where shown.. Incorporation of component is the respondbility of the building designer, i t(', 3.Addgional temporary bating to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4 51398 kid is me responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'0.0 respectively unless braced throughout their length by l` DATE: 12/18/2018 the overall structure is Me responsibility of the Willing designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OA '�'' 'sm''9 .[♦C(`CI P tY 93.2x Impact bridginger lateral bracing required where shown+. YY" S E K5519495 4.No load should be applied to any component until after aX bracing and 4.Installation of truss is the responsibility or the respective contractor. ppj },1( 4' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. Vu`ONAL�" and are for"dry c TRANS ID: LINK design loads be applied to any component. S DesNn assumes anng a supports g Idi f ut all su ds ah ocrr shim or wedge 5.CompuTrus has no control over and assumes no responsibility for themuewa rY. I,, .I �T ,1 p fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. December 18,2018 8.This design is furnished subject to the limitations set forth by B.Plates shall be located on twit faces of toss,and placed so their center TPW0TCA in BC51,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./ComprTrus Software 7.6.8(1 L)'E 10.for basic connector plate design values see ESR-1311,ES12-1958(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 1.3" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF#16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 119 2-9=(0) 0 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-92) 99 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 0'- 0.0" -157/ 578V -31/ 120H 5.50" 0.93 KDDF ( 625) OVERHANGS: 24.0" 0.0" 1'- 9.2" -120/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 1.3" -45/ 97V 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:2,9,3 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL DEFL = -0.041" @ -2'- 0.0" Allowed = 0.267" 3 MAX TC PANEL LL DEFL = 0.007" @ 1'- 5.5" Allowed = 0.247" MAX TC PANEL TL DEFL = 0.007" @ 1'- 5.5" Allowed = 0.370" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 ' MAX HORIZ. LL DEFL = -0.000" @ 4'- 0.6" 7.00 p MAX HORIZ. TL DEFL = -0.000" @ 4'- 0.6" Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=19.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, I Truss designed for wind loads N in the plane of the truss only. co <ti�`�O PROpe �_, GIN r �2 o , 9 o 2 1 = °=� �� 89200 P E �' M-3x5 1 4 OREGON t„ �Q J. y y ,I' MFR RIO- z-00 2-00 2-01-05 EXPIRES: 12-31-2019 44 `oALL WAs 8` ), JOB NAME : 3-A PATIO -NH- - SJ1 /:' ; 'Q,?. 'DP Scale: 0.7131 �C.� WARNINGS: GENERAL NOTES, unless otherwise noted. ` ' -/ 1.Bulmer 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: SJ1 andWeeings before construction commences. building component.Applicability of design parameters and proper - c.r 2.2v4 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 1Q� �,�51398 'w� is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 1st o.c.respectively unless braced throughout their length by DATE: 12/18/2018 the overall structure is me responsibility of building east continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). OA p�Q P ty o g gner. 3.2a Impact bridging or lateral bracing required where shown++ A' V.rs't'I,,� SEQ.: K5519496 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. fasteners are complete and at no time should any mnon -corrosive greater than 5.Design assumes trusses are to be used in a nocorrosive environment, 4) ks/ONAL1u G TRANS ID: LINK design roads be applied to any component. and are for"dry condition"Druse. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if tion,handling,shipment components. necessary. fabrication, shi 1 and installation of cam 7.Design assumes adequate drainage is provided. 6.This designshed subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so Meir center December 18,20.18 18 TPVWTCA inn SCSIBCS',copies of which will be furnished upon request, lines coindde with joint center lines. 9.Digits indicate sac of plate in inches. MiTek USA,InnfCompuTrus Software 7.6.8(IL)-E 10.for basic connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 1.3" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 114 2-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-162) 92 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD= 42.0 PSF 0'- 0.0" -77/ 508V -58/ 192H 5.50" 0.81 KDDF ( 625) OVERHANGS: 24.0" 0.0" 1'- 9.2" -117/ 305V 0/ OH 5.50" 0.49 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 1.3" -101/ 195V 0/ OH 1.50" 0.31 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 '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/160 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL DEFL = -0.041" @ -2'- 0.0" Allowed = 0.267" MAX BC PANEL LL DEFL = 0.007" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.006" @ 1'- 0.1" Allowed = 0.072" 3 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.001" @ 8'- 0.6" MAX HORIZ. TL DEFL = -0.001" @ 8'- 0.6" 12 7.00 17' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. ��,•%kEp PROpe N �� 4GAGINEE;9 �'/0 `z 89200PE r o [ 001411 I 2 � 9 ,�OREGON 4(4; A. o M-3X5 /4qY 14 `1° ± P 1 MFRRII.L 0 EXPIRES: 12-31-2019 l l l ), 2-00 2-00 6-01-05 BRILL 4x4)o was, f), JOB NAME : 3-A PATIO -NH- - SJ2 0,44 ' Q� � rte"'" o Scale: 0.4935 /tVAC' t:l�WARNINGS: GENERAL NOTES, unless otherwise noted: "% • T`tyll / -: 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: S J2 and Warnings before construction commences, building component.Applicability of design parameters and proper "1 2.204 compression web bracing must be installed where shown+. incorporation of component ie the responsibil8y of the building designer. !.•' 3.Additional temporary bating to insure stability durtrg construction 2.Design assumes the top and bottom chords to be laterally braced at 4Y fa, 51398 q,A' is the responsibility of the erector.Additional permanent bating of 2'o.o.and at 10'o.c,respectively unless braced Throughout their length by e(� l` DATE: 12/18/2018 the overall structure is the responsibility I the building designer. Impcontacts sheathing c such l b aciplyng re aired in ere s ownand/•drywall(Bc). Q 4' xsv.p V .1R{! ponsi ty o g goer. 3.2x Impact bridging lateral Dating required red where shown++ 4b/STV 1 R� 4.No bad should be applied to any component until after all baeing act 4.Installation of truss Is the responsibility of the respective contractor, Styr .( SEQ.: K5519497 5.Desi trusses are to be usedi^anon-corrosive environment VV40NAL l fasteners are complete and al no time shouts any loads greater than ar assumes tlesign bads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 5.CampuTms has no control over and assumes no responsibil y or theneces6.Design assumes full bearing at all supports shown.shim or wedge if eery. I,, .1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 1 8,20.1 18 8.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 TPIIWTCA In BCS,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate stye of plate in inches. MiTek USA,Ino./CornpuTrus Software 7.6.6(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 7'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&3TR LOAD DURATION INCREASE = 1.15 1-2=( O) 36 2-5=(-47) 62 3-5=(-233) 167 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-97) 82 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)t-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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF 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" 7-02-04 0-03-12 MAX TC PANEL TL DEFL = -0.250" @ 3'- 9.7" Allowed = 0.656" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = 0.001" @ 7'- 2.2" 4.00 MAX HORIZ. TL DEFL = 0.001" @ 7'- 2.2" M-1.5x3 Design conforms to main windforce-resisting M-3x6 3 -/ system and components and cladding criteria. T Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-1.5x9 in the plane of the truss only. `� ti 1F I o' Truss designed for ' ou 2x4 let-ins �j of the same si - 3 dr al top N chord. Insur- ��• - -.� 'et-in. M-3X6 Outlookers - permissib�� . pj 1.S�� - T` • �y ,any. N V T !/ -44 ...1111111111111111111111111111111111111111.1z Q 89200P 9 II I 2►M ►►♦5 M-3x4 M-1.5x3 4"OREGON Ix ll,� 'O xi)" 14 2,43.\ � y y y � RRIL\- 7-02-04 0-03-12 y y y EXPIRES: 12=31-2019 1-00 7-06 • 10,RRILL 44) OV WAS4t1t4;tt JOB NAME : 3-A PATIO -NH- - Z 1 i ,v, . �� �� Scale: 0.5829 /� /� ,lis WARNINGS: GENERAL NOTES, unless otherwise noted: L 'I 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual sies Truss: Z1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be instated where shown+, incorporatbn of component is the responsibility of me building designer. i 3.Additional temporary bracing to insure stability during construction 2.Design assumes me top and bottom chortle[a be laterally bated al A� 4,�51398 4' Is me responsibility of the erector.Additional permanent bracing o! 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 12/18/2018 the overall structure is the res brit continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). (-)43, .�.-e� pons/ ty of the building designer. 3.24 Impact bridging or lateral bracing required where shown++ t�� v'ISTL� SEQ.: K5 519 4 9 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss is me responsibility of the respective contractor. S (i fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are b be used b a non-corrosive environment, SIONAL tlesl n beds be lied to any and are for"dry condition"of use. ri TRANS ID: LINK 9 pp er:ndanent. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beefing et all supports shown.Shim or wedge if shiponen necessary. fabrication,handling, pment and installation of components. 7.Design assumes adequate drainage is provided. December 18,2018 E.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPII WTCA in BCSI,copes of which will be furnished upon request. lines coincide with Mint 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(MRek) This design prepared from computer input by 'e 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 3-9=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.01 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 PSF 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" 0.49 KDDF ( 625) ** 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. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL 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" 7-02-09 0-03-12 SEASONED LUMBER IN DRY SERVICE CONDITIONS f 1' 12 MAX HORIZ. LL DEFL = 0.001" @ 7'- 2.2" MAX HORIZ. TL DEFL = 0.001" @ 7'- 2.2" 4.00 D M-1.5x3 Design conforms to main windforce-resisting 4 system and components and cladding criteria. 3 -/ Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ut ��cri �Eo PaoFFss " �� �GNGINEF,9 i0lq in M , 89200PE 1 2 5 0 M-3x9 M-1,5x3 OREGONto, 4, 9G/�9Y 14 (4°N J., y y � RRI1-k- 7-02-09 0-03-12 y y y EXPIRES: 12-31-2019 1-00 7-06 • aRRILL 4' 40 cifWASA, t,�, JOB NAME : 3-A PATIO -NH- - Z2 ip _ W�� Scale: 0.5709L-a- WARNINGS: GENERAL NOTES, unless otherwise noted: • • ‘apa, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon me parameters shown and is for an individual •aa/ , Truss: Z2 and Wamings before construction commences. building component.Applicability of design parameters and proper ig/ 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of me building designer. (. j 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced a[ 1'� }(gyp [Q" 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 • ,AA 51398,10,,.(0 „'y DATE: 12/18/2018 the overall structure is the responsibility of the building designer. continuousImamging or atehebpcwg reood uiredw ereth wn drywall(BC). O ay'0'1.S1S3Yix ponsi twg 9ner. 3.2x Impact bddging or lateral bracing required where shown++ Iia 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. • SEQ.: KS 519 4 9 9 fasteners are complete and at no 5. trusses are to be used in a non-corrosive environment, ss'1ONAL1 time should any loads greater than Design assumes design bads be applied to any component. and are for'dry condition.'of use. TRANS I D: LINK 8.Design assumes full bearing at aft supports shown.Shim or wedge if 8.CompuTrus has no control over and assumes no responsibility for the ry. l,, .l p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December IH,20�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 so their center TPIMRCA in BEST,copies of which wall be fumished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,IntjCompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I (Drawings not to scale) Damage or Personal Injury MEEDimensions are in ft-in-sixteenths. 1114 Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. �'�16 r 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves a may require bracing,or alternative Tor I fliEM- O bracing should be considered. ripO 1\1,111rilkeillc„0: 3. Never exceed the design loading shown and never d stack materials on inadequately braced trusses. 0 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7-a cs-7 cs-s H designer,erection supervisor,property owner and plates 0- ' �'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. by AWC in 2005/2012 by text in the bracing section of the SP represents the ALSC approved/new NDS values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. 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. ta e ILIP reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. �� ,x 18.Use of green or treated lumber may pose unacceptable =� environmental,health or performance risks.Consult with Industry Standards: ANSI/TPI1: National Design Specification for MetalIlli 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 DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, !�ek,„t20.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 L 4-118 4-14-14 JS 11VIAIN E I V D:m ai- R O S E B U R G 1a k Beam4.605 IanBeamEngine 4.6026 MAR 12. 2019 gin Materials Database 1476 Member Data CITY OF FIUARD Description: Member Type:Joist Application: FloC UILDING DIVISION 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 _ is rf 11` / / / 13 8 4 12 11 8 m / 26 712 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#(62p1f) 2 1049#(656p1f) 315#(197p1f) 3 358#(224p1f) 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 g Actual Allowable Capacity Location Loading Positive Moment 1348.'# 2820.'# 47% 5.61' Odd Spans D+L Negative Moment 1790.'# 2820.'4 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 thee respective owners KAMI L.HENDERSON ,,,,�.,,,,_ EWP MANAGER Sy Copyright(C)2013 by Simpson Strong-Tie 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 design LAKE OSWEGO,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 Roseburg J6 5-30-17 8:56am •, l i101,,t p,,,I[,Ct t •rupc,ras. I of I 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 'II' n 11 / / / 1380 1300 Q m 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.'# 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" L/925 6.27' Odd Spans D+L LL Deflection 0.1465" 0.3362" 0999+ 6.27' 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 {,,,�„,,� EWP Manager Ston Copyright(C)2016 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. Pacific Lumber&Truss "Passing is defined as when the member,floorjoist,beam orgirder,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 forapp,oval.This design assumes product installation according to the manufacturers specifications.