The URL can be used to link to this page

Plans 1 uLcik4c)i -k,L.-) _ cz_c _ _(-n St. 31, MI MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14 119_UP Fax 916/676-1909 3B The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R41832580 thru R41832590 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 'Sc-',,t0 PR QFt. F'd' 870 2PE r- cn ,N N y `"-0,, OREGON tiQ 4w 9�O 'M&ER 1\ ? S A. H .# 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. MIM MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL 14-1 19_U P Fax 916/676-1909 3B The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R41832580 thru R41832590 My license renewal date for the state of Washington is January 2,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. `14 ONIo o� a�WAsr, ,- Ls ` 16 4, 49639 Q.4' 'LISTER April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply 3B R41832580 PL14-119_UP F01 Floor 17 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:41:04 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-56BGEXseHTkmRQM5zY0yovnQnBWx5h?SixgeVBzOQRz 2-6-0 I 10-10-2 ii 1-2-0 110-11-2 I Scale=1:32.8 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 I 13x4 = 3x4= 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 i / e O ®\ O N /O N O O 17 16 15 14 13 12 1- 3x4 = 3x8= 3x6= 1.5x3 II 1.5x3 II 3x8= 3x4=- 12-6-2 12-6-2 11-4-2 1-11-21 I 18-9-12 I 1142 b-7-0 0-7-0 6-3-10 Plate Offsets(X,Y): 16:0-1-8,Edge1,r7:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.29 15 >767 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.46 15-16 >483 360 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:85 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=822/Mechanical,11=822/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. t"SONIO 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 '�,r, 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 4�v1�AS1 J WEBS 2-17=79113//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, Ota NOTES , ,' ' 1)Unbalanced floor live loads have been considered for this design. 4. 2)Refer to girder(s)for truss to truss connections. ,,y / 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 49639 4 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to o ,44tI be attached to walls at their outer ends or restrained by other means. . , — CSS` '"'tONAL T1 LOAD CASE(S) Standard '\(<- PR opS3'6' „c.,.., � G)N, �R /0 �- 870 2PE u2, cV - 'j, OR EGO ti Q4M 9�, `�M13ER \\ r-' C?S A. He c;k\‘" EXPIRES:06/30/2015 April 22,2014 t WARRING-Verify design parametrsand READ KITES ON7610AND rM2.UDEDwilt(PEFERE19 PAGE M17-1473 rex 1/24/281dBEFOREUSE 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 R 7{'TQ ° erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding [irl I0r fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern Piste MP)laumdscr is spes;Sterl,the design values:.arm tfiobS affective 99/91/2013 by ALSO Job Truss Truss Type Qty Ply 3B R41832581 PL14-119_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 15:41:06 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv-1 UJOfDuup4_UhkVT4z2QtKspB?L1 ZhZ19E9kZ4zOQRx I 2-r0 1 1-9-8 II 1-2-0 11 1-6-0 II 1-1-12 1 1 2-5-8 II 1-2-0 II 2-0-8 1 1 1-4-0 4 Scale=1:37.5 1.5x3 II 1.5x3 11 1.5x3 II 3x6= 1.5x3 11 3x6 FP= 1.5x3 H 1 2 3 4 5 6 7 8 9 10 11 12 13 _ 'e - c - a m ee - e Ia'c' 0N ` . -e e --?'< : .- III. O 23 22 21 20 19 18 17 16 15 14 1.5x3 11 3x5= 3x6 FP= 1.5x3 11 3x8 = 3x6= 12-7-4 8S12 11-5-4 12-0-4 17-4-12 21-5-12 8-8-12 I 2-8-8 b-7-0 6-7-0 I 4-9-8 I 4-1-0 Plate Offsets(X,Y): 14:0-1-8,Edgel.17:0-1-8,Edael,116:0-1-8,Edael,122:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.04 22-23 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.23 Vert(TL) -0.09 22-23 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.27 Horz(TL) 0.01 15 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS All bearings Mechanical except(jt=length)19=0-5-8,15=0-5-8. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)14 Max Gray All reactions 250 lb or less at joint(s)14 except 23=366(LC 14),19=756(LC 3),15=752(LC 14) 010NI0 FORCES (Ib)-Max.Camp./Max.Ten.-All forces 250(Ib)or less except when shown. Q f}7 W.ASxt, TOP CHORD 2-3=700/0,3-4=-700/0,4-5=-304/27,5-6=304/27,7-8=-468/0,8-9=-468/0, t ,, t Vc 9, 9-10=0/571,10-11=0/571,11-12=0/566 ,� BOT CHORD 22-23=0/653,21-22=0/700,20-21=0/700,18-19=0/468,17-18=0/468,16-17=0/468, tj,�' 15-16=22/297,14-15=286/61 ,_. N WEBS 6-19=504/0,2-23=705/0,4-20=540/0,6-20=0/535,7-19=-642/0,9-15=821/0, 12-14=66/308,12-15=457/0 � ' OU balanced floor live loads have been considered for this design. ' GIS"I'1ug ' 2)All plates are 3x4 MT20 unless otherwise indicated. '40IVALC1 3)Refer to girder(s)for truss to truss connections. 4)Provide mechenicaiconnection lay others)of truss to bearing• - f e • -r -. 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-tQzaut]G uaa wilt]3-1-0d(0:131"X 3")nails. Strongbacks to EO PR QF s be attached to walls at their outer ends or restrained by other means. �. 7)CAUTION,Do not erect truss backwards. �4� ANG)N4-R wa LOAD CASE(S) Standard ZGI ct' 87022P, 91- '3j,OR GON r;3 Q40 C' 8ER '' OS A. HE R�P EXPIRES:06/30/2015 April 22,2014 t , AKAfiN"I, -Verify design ya;ane9-rsand READ KITES ONTHIS AM Daum MIEN REEEREN PAGE1411-1413rek1/ZT/201dBEFORE USE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. �^ Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the ■'�I� . erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IV fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/Mil 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 ISM laminar is specified the desigsl values are those effective OVM1201.3.by MSC Job Truss Truss Type Qty Ply 3B R41832582 PL14-119_UP F03 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:07 2014 Page 1 ID.SygD?CTgSFZSjSNcS 1 ttIDzR3Xv-VhtOtZvWa06LIu4gegafQXPz40jz19buOuul6WzOQRw I 2-5-4 1-2-0 I I 2-0-8 I 2-0r0 1 1 1-44 I Scale=1:22.2 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 e e 1..... f = � o ii ` o N V O e e 1 11 10 8 3x4= 1.5x3 I I 3x4= 3x8 = 3x4= 3-11-12 I 2-8-4 13-3-4 3-1 OA I f 8-7-12 8�$$ 12-9-0 I 2-8-4 0-7-0 0-7-0 0.Y-$ 4-8-0 0-1-S 3-11-12 Plate Offsets(X,Y): 12:0-1-8,Ednel,(10:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.05 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:58 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:8-9. REACTIONS (lb/size) 12=317/0-2-8 (min.0-1-8),8=55/Mechanical,9=738/0-5-8 (min.0-1-8) Max Uplift8=-66(LC 3) Max Gray 12=321(LC 3),8=143(LC 7),9=753(LC 8) ONIO 'V 0.1 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. do?�gv R'ASh1,, TOP CHORD 2-3=-565/0,3-4=-565/0,4-5=0/538,5-6=0/533 SVG' 4 BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 , h lI ' t j O. WEBS 2-12=-610/0,4-9=841/0,6-8=123/255,6-9=-444/0 �,y `� .. res NOTES 1)Unbalanced floor live loads have been considered for this design. ` 2)Refer to girder(s)for truss to truss connections. •4 ; 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. d 49639,0 ari 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8. DIST N 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ONAL '- 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 „� >+� PR 4:Stc -37 ' 8 • 2PE r. ti y 'oJ„ OREGO rfz> w 9O .OBER AA t. �� le C?S A, H - ' EXPIRES:06/30/2015 April 22,2014 t , A 'AR//raGG-Ve:off design parameters and READ SPIES ON MS AND ra2tl000 MTTEK P#EFERElla PAGE P0I1-1473 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/Mil 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 ISP}Ru::mi'.ber is specked,the design values eat ttsssxe effective 06/02/215E3 by ALPO Job Truss Truss Type Qty Ply 36 R41832583 PL14-119_UP F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:08 2014 Page 1 ID:SygD?CTgSFZSjSNcS 1 ttlDzR3Xv-ztRn4vv8LhFCw1 fsCO5uylx86o2Xl ca 1 dYereyzOQRv I 2-6-0 I (3-8-4 I i 1'2'12 I I 1-6-0 I I 1-2-0 i t 1-4-4 I 1-3-0 Scale=1:18.3 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 3x6= 4 5 6 7 8 e 0 0 0 o N. I . N 7— i N . o NN 7---ci 1 14 12 11 103x4 9 3x5= 1.5x3 II 3x4= 3x6= 3x4= 3-2-8 I 10-6-12 3-2-8 7-4-4 Plate Offsets(X,Y): 1.5:0-1-8,Edael,f10:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.01 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.02 9-10 >999 360 BCLL 0.0 Rep Stress!nor YES WB 0.24 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:51 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.l&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 13=559/0-5-8 (min.0-1-8),14=81/Mechanical,9=278/Mechanical Max Uplift 14=-19(LC 4) Max Gray 13=559(LC 1),14=131(LC 8),9=282(LC 4) olONJO t,_ FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. oc? 0 WAS.4� r TOP CHORD 2-3=0/260,5-6=-429/0,6-7=-429/0 Ci eC, ,„ �V' BOT CHORD 12-13=260/0,11-12=0/429,10-11=0/429,9-10=0/291 w .)' ti f; ., 0. WEBS 3-13=-330/0,2-13=306/0,5-12= >286/0,3-12=0/470,7-9=-372/0 co 4. '2 N NOTES --' , 1)Unbalanced floor live loads have been considered for this design. " 2)Refer to girder(s)for truss to truss connections. -4 49639 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)14. CJ '�� t� 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ISTr>z "C� 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to '910NALV'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 tet PR QA-ZC-6,s �.5 ��GINE�19 Oy-44 -p 87022Pr". 7 S. SAOR GON ct9il/� T '9O, fi4I ER 1144 4� A. He. P EXPIRES:06/30/2015 April 22,2014 l , A ARNING-VedtydesignyarameNrsandREAD! TESONDUEAND:ria.f}DEDMfTEKREFERErraPAGEM71-14fffrev.1/24f2014BEFORE USE Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Mil 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 iT + erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 90i fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/1911 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Sou1.1..ern Pine 4SP}handsel is specified,the design vaicres age these effective 06/01/201.3 by ALSO Job Truss Truss Type Qty Ply 36 R41832584 PL14-119_UP F05 FLOOR 4 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:08 2014 Page 1 ID SygD?CTgSFZSjSNcS 1 ttIDzR3Xv-ztRn4w8LhFCw1 fsCO5uylx4doyH 1 a31 dYereyzOQRv I 2-3-12 1 1 1-2-0 1 1 - 1-0-0 1 2-6-0 I Scale=1:21.9 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 - e o -e 0IIIIIIIIIIIIIIII0 r e �I e o 12 11 10 9 8 3x4= 1.5x3 II 3x4= 3x6= 3x4= I 12-7-4 I 12-7-4 Plate Offsets(X,Y): 12:0-1-8,Edgel,110:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/def1 L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.14 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.50 Vert(TL) -0.21 9-10 >707 360 BCLL 0.0 Rep Stress Ina' YES WB 0.34 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:56 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 12=549/Mechanical,8=549/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 1 -cONIO 4 TOP CHORD 2-3=1204/0,3-4=1204/0,4-5=-1646/0,5-6=-1646/0 7" BOT CHORD 11-12=0/1204,10-11=0/1204,9-10=0/1560,8-9=0/1109 pc? Q WAS j WEBS 3-10=0/263,2-12=-1310/0,6-8=-1198/0,6-9=0/579,4-10=-545/0 4l `Ri'n ''',/, d „lo` w0. NOTES ,z 0 q.,,,, I., Cz 1)Unbalanced floor live loads have been considered for this design. - i 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. i� 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ? be attached to walls at their outer ends or restrained by other means. 04.#\, ......4967}44i,� y LOAD CASE(S) Standard �� 1NAL lilt *<(- PRQp�ss tr 87022PE1-- N rcv '0)„ GREG Nrt` ©4/ 'O fi IA 8ER A `5 & HE. EXPIRES:06/30/2015 April 22,2014 8 8 A WARNING-Verify design parameters and READ NOTES ON MIS AND IM2UDED MITER REFERENCE PAGE M1I-1473 rev.1/2tV2016 HEW USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. NI 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 �� M1g erector.Additional permi�. anent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 6 fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Bolding Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 If Southe'.rr.Pine ISP}lumber Is apec;fesi,tine design vain.,are those effective 06/01/2013 by ALSO Job Truss Truss Type Qty Ply 38 R41832585 PL14-119_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 15:41:10 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-wGZXVaxPtJVw9LpFJp7M 1A1 UfcjZVXGK4s7yirzOQRt I 2-6-0 1 0-9-8 1 1 1-2-0 1 1 0-9-4 1 2-0-0 I I 2-5-8 I 1-2-0 I 1 1-11-0 I Scale:1/2"=1' 1.5x3 11 1.5x3 11 1.5x3 11 1.5x3 11 1 2 3 4 5 6 7 8 9 • o e • • • '1 ' 1101111111.11.1.11.11111111.111111.111. \ _7 11%4444.40.44.11w — •••••••••••••••••••0001 — A —:-.- -: o, •v e ee e .. ,� e W 16 15 14 J/ 12 11 3x8= 1.5x3 I I 1.5x3 II I 3-6-8 1 4-1-8 1 4-8-8 1 7-8-12 10-5-4 111-0-4 111-7-4 I 13-9-4 I 3-6-8 0-7-0 0-7-0 3-0-4 2-8-8 0-7-0 0-7-0 2-2-0 Plate Offsets(X,Y): 17:0-1-8,Edgel,18:0-1-8,Edge1.114:0-1-8,Edge1,115:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.02 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.04 15-16 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.16 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code IBC20127PI2007 (Matrix) Weight:64 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.l&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.l&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 16=307/Mechanical,13=670/0-3-8 (min.0-1-8),10=223/0-2-4 (min.0-1-8) Max Gray 16=328(LC 10),13=672(LC 9),10=236(LC 4) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 111ONIO TOP CHORD 2-3=-570/0,3-4=-570/0,4-5=-570/0,7-8=314/00 -v WAS BOT CHORD 15-16=0/567,14-15=0/570,13-14=0/466,12-13=0/314,11-12=0/314,10-11=0/314 CJfiI'O a,, `�`I ' WEBS 2-16=612/0,5-13=595/0,5-14=0/291,7-13=-488/0,8-10=353/0 ' r_ j .�6 ,d NOTES (111'= N 1 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. d ZSR 49639 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. (:),6li'�t ,V 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/I-PI 1. G XSTE S 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 attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard ) P R QF.6.. 4C7�\� 0. GIN��•-r /0* iiic 87022P� r' �•(:)�„ OR GON n,, qct/ 9O� -8 ER \� \ ©`� A. H RP EX PI RES:06/30/2015 April 22,2014 i $ A MIME-Verify design ya,sstearsand READ NOTES uNMIS AM IntatiDED MTIEK REFERENa PAGE WI-MIT FEV.3/29/23:dHU:7Rf USE Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown I is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the IYiI({�.�Q erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding I Ie fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPIJ Quality Criteria,DSR-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 it Southern Pine ISP}!umbel hide-tidiest the design values ate these effective 05/04/204.3 by ALSO Job Truss Truss Type Qty Ply 3B R41832586 PL14-119_UP F08 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:41:11 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttl DzR3Xv-OS6viwyl ecdnnVORtWebaNZcoOvMErXUJ WsVFHzOQRs I 2-6-0I 1 1-0-10 11 1-2-0 110.11-2 1 Scale=1:33.2 1.5x3 II 3x6 = 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 1 16 15 14 13 12 3x4 = 3x8= 3x6= 1.5x3 I I 1.5x3 I I 3x8= 3x4 = 12-8-10 I 11-0-10 112-1-101 I 19-0-4 I 11-6-10 0-7-0 0-7-0 .-- 6-3-10 -- Plate Offsets(X,Y): 16:0-1-8,Edgel,F7:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.31 15 >738 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 >469 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:86 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 10-0-0 oc bracing. REACTIONS (lb/size) 17=831/0-2-8 (min.0-1-8),11=831/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ` T-,ONTO 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 t„ 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 ©r? 0, �Y 4SjTr WEBS 2-17=1937/0,2-16=0/1323,4-16=685/0,4-15=28/296,515=266/0,6-15=69/599,9-11=1940/0,9-12=0/1285, M 7-12=786/0 ', O. NOTES k 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)17. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. d 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to O "< . ' ' be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard �'`IONALV � cD P R OPe`Sci' kC- 8 • 2PE / < cn , -57 raj, OREOO is it✓� 90 AMBER A,\ 4� ©S A. Hes; ' EXPIRES:06/30/2015 April 22,2014 t _ A WARNIM-Vertfdesi opa;sore+,PrsandREADINOTESONTIllSANDIN2.UDEDMr1Tf REFERENCE PAGE WI.1473 ma t/29/2OIdBEFOREUSE 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 n�T�g�Re erector.Additional permanent bracing of the overall structure is the responsibility of The building designer.For general guidance regarding IYi I fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/IPIt Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Inlonnalion available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Scuts en Rine ISPI Isemtaer 14 upiesif nl,the design values are those elk€cixe QS/01/2111.1 by ALSC Job Truss Truss Type Qty Ply 3B R41832587 PL14-119_UP F09 Floor 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:11 2014 Page 1 ID:SygD?CTgSFZSjSNcS 1 ttIDzR3Xv-OS6viwyl ecdnnVORtWebaNZcnOvLErWUJ WsVFHzOQRs 1 2-6-0 I 1 1-0-14 II 1-2-0 110-11-2 1 Scale=1:33.2 1.5x3 II 3x6 = 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 • / o o+ a \a ao — - 1 16 15 14 13 12 �T 3x4 = 3x8= 3x6 = 1.5x3 II 1.5x3 II 3x8= 3x4 = 12-8-14 I 11-6-14 112-1-141 1 19-0-8 I 11-6-14 0-7-0 0-7-0 6-3-10 Plate Offsets(KY): f6:0-1-8,Edgel,17:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.31 15 >735 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 >468 360 BCLL 0.0 Rep Stress Inca- YES WB 0.67 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:86 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=832/0-2-12 (min.0-1-8),11=832/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. O'cONTO TOP CHORD 2-3=3025/0,3-4=-3025/0,4-5=3791/0,5-6=-3791/0,6-7=3457/0,7-8=2992/0,8-9=-2992/0 BOT CHORD 16-17=0/1797,15-16=0/3661,14-15=0/3457,13-14=0/3457,12-13=0/3457,11-12=0/1800 o c3 WASjtr, 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, `W 7-12=789/0 ..�' it �'.Q d ' NOTES 'Z, ra 11 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)17. / 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. q Ito 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 (:),et" 4�6 � c) ,,t,.'9' be attached to walls at their outer ends or restrained by other means. r� S i 02 \ LOAD CASE(S) Standard ��E© P R Qp c' �NG)NE R '0 9 `t87022PE c~ nr , '0j„ OREGO rye jtt �O BER 4A Ca' On A. HEAP EXPIRES:06/30/2015 April 22,2014 t , ®maim-Ve:off design pa sa nelsrs and READ PPS T€S ON THIS AND MOO iI000 f4r7FK PEFERENa PAGE MTI-1473 ret 1/29/2014 SEW 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 Milli. is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the y� i. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding l!teRQ 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(SF)lmmner is specified,the design values am thaw effective 06101/2013 6}AtSS Job Truss Truss Type Qty Ply 36 R41832588 PL14-119_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 15.41:12 2014 Page 1 ID:SygD?CTgSFZSjSNcS 1 ttl DzR3Xv-segHwGyfPwlePfzdRD9g7b6p?PMBzOodYAc3njzOQRr I 2-6-0 I I 1-4-8 1 1 1-2-0 I I 1-3-0 1-6-0 Scale=1:18.9 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 7 e 0 0 7 0re —7Z - o 0N N e —e .., e ee�f 1 11 10 9 3x4= .. 3x6 = 1.5x3 II 3x4= 3x4= I 6-9-0 1 7-4-0 1 7-11-0 1 10-11-0 I 6-9-0 0-7-0 0-7-0 3-0-0 Plate Offsets(X,Y): 14:0-1-8,Edael,19:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.06 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.38 Vert(TL) -0.10 11-12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:50 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 12=475/0-4-8 (min.0-1-8),8=475/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. `�5-^ONIO p TOP CHORD 2-3=-1280/0,3-4=-1280/0,4-5=-1062/0,5-6=-1062/0 2"' `C�" li BOT CHORD 11-12=0/925,10-11=0/1062,9-10=0/1062,8-9=0/624 O Cl1 ASjj ' WEBS 2-12=-998/0,2-11=0/384,4-11=-21/333,6-8=-750/0,6-9=0/566 1 g.� f G /dx16 L'3 NOTES r ., VI��+ r+2 t C a 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/I-PI 1. . t orr 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 oP .+ 49639 be attached to walls at their outer ends or restrained by other means. { , -GIS. r 4. LOAD CASE(S) Standard �,1�1NAL t iiri c- GAP tv kc' 8112PE / r gO' / tv '0,,, OREGO 19 o1L '9O c� jBEB \� G`sA He EXPIRES:0613012015 April 22,2014 f WARNING-Verify design parameWs and READ NOTES ON WS AND INCLUDED KUM REFEREriaPAGE NII-1473 sex 1/291202GBEFORE 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 Mil is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the -.k I�S erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding R fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Belding Component 7777 Greenback Lane,Suite 109 Safety Information from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 9S If Southern Pine }Isumtnes tx specified,the design vwiu es ate ttxnoe 9$Yw the 8,6411/24113 by ALE Job Truss Truss Type Qty Ply 36 R41832589 PL14-119_UP F11 Floor 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:13 2014 Page 1 ID:SygD?CTgSFZSjSNcS 1 ttIDzR3Xv-KgEg7czHAEtVOpYp_xh3fof?ZpmN is4nmgLcJAzOQRq I 2-5-4 I I 1-2-0 I I 2-0-8 1 2-6-0 1 I 1-5-0 Scale=1:22.3 1.553 I I 354= 1.5x3 I I 3x4= 3x4 I I 354= 1.553 I I 1 2 3 4 5 6 7 e e F2 I __ o N — N o e e ey e ,/ 1 E 11 10 =, 3x4= 1.5x3 I I 3x4 = 3x8= 3x4= 3-11-12 I 2-8-4 3-3-4 3-1od I I 8-7-12 8$$ 12-9-12 I 2-8-4 0-7-0 0-7-0 0-Y- 4-8-0 0-y-S 4-0-8 Plate Offsets(X,Y): 12:0-1-8,Edge),110:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.05 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:58 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:8-9. REACTIONS (lb/size) 12=317/0-2-8 (min.0-1-8),8=60/0-2-12 (min.0-1-8),9=739/0-5-8 (min.0-1-8) Max Uplift8=64(LC 3) Max Gray 12=321(LC 3),8=146(LC 7),9=754(LC 8) 10 010N FORCES (Ib)-Max.Comp./Max.Ten. All forces 250(Ib)or less except when shown. o� (ft WAS/r, 4 TOP CHORD 2-3=565/0,3-4=-565/0,4-5=0/538,5-6=0/533 Cj, �G' ,_ `rr1r0 *y, BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 7 WEBS 2-12=-610/0,49=841/0,6-9=-452/0 NOTES I 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. 49639 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8. 0 _,,,,,,i Ak") 4, 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. I3I ER 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to �S'ONAT.V'''' 1 be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not truss backwards. a LOAD CASE(S) Standard 4OO P R Q1. cc- 870 2PE 91" y '�, U GREG N c19 <� 90 �4i&EF1 1'� Com© OS A. N��P EXPIRES:06/30/2015 April 22,2014 le I A WARNING-Ves ify design parameters and READ NOTES ON THIS AND IN MO MIEN REFERENCE PAGE NH-7473 ret.1/29/20i8 WORE USE I 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 n'T��, erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding tvi fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/T911 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 tl Southern*..Pine 091 lumber is specified,this design vahaes are thole efectivie46{61/2013 by ALSO Job Truss Truss Type Qty Ply 3B R41832590 PL14-119_UP F12 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:41:14 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttl DzR3Xv-o1 o2Ly_vxX?Mey70YeCICOBAgD3URJ1w?U59rczOQRp 2-6-0 1 1-9-8 1 1 1-2-0 I I 1-3-4 1 1-6-0 1 Scale=1:16.5 1.5x3 11 304= 1.5x3 11 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 6 0 0 NN 10 9 8 3x4= S ) 3x4= /X\ 3x4= 3x4= 1 4-6-8 1 5-1-8 1 5-8-8 1 8-8-12 4-6-8 0-7-0 0-7-0 3-0-4 Plate Offsets(X,Y): 18:0-1-8,Edael.19:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.09 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=378/Mechanical,7=378/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 1ON1O TOP CHORD 2-3=757/0,3-4=-757/0,4-5=-757/0 BOT CHORD 9-10=0/684,8-9=0/757,7-8=0/476 o' o Yr'AS . WEBS 2-10=738/0,5-7=-572/0,5-8=0/382 ( - ,t,, ` 4 NOTESC' . r., 1)Unbalanced floor live loads have been considered for this design. —,r ,. 2)Refer to girder(s)for truss to truss connections. er 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7. 11 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. , 496394', 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 O *le I R'-4 40 be attached to walls at their outer ends or restrained by other means. A. N. LOAD CASE(S) Standard �((..wP R open Qc`� fc�GINE 9 sdIq r' 087022PE /V cv -7 -0), OREG N r) Q-4 -' �M8ER ''A\ QS A . He �P EXPIRES:06/30/2015 April 22,2014 t t A WARNING-Verify de3ign yassosetrs and READ WITS ON TH7SAND fNsl i)DEO NTIEK REFERENCE PAGE MT- Mk 1/23/2816 f15c'JR51150 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 I is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the p�' � a erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYi fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Souther Pir<e)SP}lusriber is 4seuhlkmi,stun design values are th131,2 effective 06/g1¢2O43 by kt.:SC Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4' Center plate on joint unless x,y offsets are indicated. I 6 4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property I (Drawings not to scale) Damage or Personal Injury rallit Dimensions are in ft-in-sixteenths. hlik Apply plates to both sides of truss and fully embed teeth. iagnal 1 2 3 1. ostability bracing for truss system,e.g. TOP CHORDS iagonal or X-bracing,is always required. See BCSI. Q'1/16IhilIPAillY2b1 2. T uss bracing must be designed by an engineer.For MIIISIOMMMimmisimmE vide truss spacing,individual lateral braces themselves p4 nhay require bracing,or alternative Tor 1 111111--111tpO bracing should be considered. _ O r O O= 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. For 4 x 2 orientation,locate ~ 7-8 6-7 5-6 O 4. Provide copies of this truss design to the building designer,erection supervisor,property owner and plates 0 'd' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. P ace,plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE j•int c'nd embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO il•cations 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 It e environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. ''u lest'otherwise noted,moisture content of lumber s all not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. 'U less]expressly noted,this design is not applicable for ICC ES Reports: u e with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10. •mber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 r=spomsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR-2362,ESR 1397,ESR 3282 ember for dead load deflection. the length parallel to slots. 11.pl.te type,size,orientation and location dimensions In.icgted are minimum plating requirements. LATERAL BRACING LOCATION 12.L mber 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 �i SYP represents values as published 5•ecified. i� Indicated by symbol shown and/or by text in the bracing section of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.T.p chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.BOttom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. .."- 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. ® number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ll Mill18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(frontback,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. isnot sufficient. BCSI: Building Component Safety Information, MiTek° 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 mit MiTek MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: ERT LOT 103 3-B mod 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: K4064929 thru K4064941 My license renewal date for the state of Oregon is December 31,2019. c?, PROFFss ��5 �NGINFF9 1D1"- 89200PE A OREGON�� 14,/ /.0 l)- 14, 24 * MERRIL\-8 "P1-'4. December 26,2017 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 2.0" !COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. ) TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <- 12"0C. ION. i LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.9ft, 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. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 7-01 7-01 T Q 12 6.00 p IIM-4x4 12 'Z:16.00 3 I I • • I. • • 2 • m O _ YO O a P I / ///////////////// ./1//////// .,/////////////////////////////////////////////7//////./M/V/Z/////////,,,V�/,' // 0 1 0 • • M-3x4 M-3x4 1-06 14-02 o‹(:,R‘V01PROr , I � ,61 �5 �NGINEF� /0 JOB NAME : 3—B MOD LOT 74 E.T — Al / / '� Scale: 0.5030 -..f41110 • WARNINGS: GENERAL NOTES, unless otherwise noted: Q cr Truss: Al end Warnings before construction oommences. building component.Applicability of design parameters and proper 1.Builder end erection contractor be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for en Individual yLr OREGON te(/ b' 2.2k4 compression web bracing must be installed where shown.. Incorporation of component Is the responsibility of the building designer. /II 3.Additional temporary bracing to Insure stability during construction 72.Design assumes the top and bottom chorda to be laterally braced at O 'ik 14 2h� �� Is the responsibility of the erector.Additional permanent bracing of o.c.and at 70'o.c,respectively unless braced throughout their length be FV DATE: 12/22/2017 the overall structure ie the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywad(BC). /11 3. Impact bridging or lateral bracing requiredwhere shown r w �F1 I 1 IA SEQ.: K4 0 6 4 9 2 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of thehe respective contractor. \\\ f1 V fasteners are complete and at no line should any loads greater than 5.Design assumes busses are to be used Ina noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition'm use. 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes kill bearing et all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling.shipment and Installation of components. 7.Design furnished ry. nsesign assumes adequate drainage is provided. December 26,2017 8.This design is nlshed subject to the limitations set forth by B.Plates shall be located on both laces of trues,and placed so their center TPIANTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 5.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-1588(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 25'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 9=(-379) 44 1- 7=(-189) 606 3- 7=(0) 301 2x6 KDDF #1&BTR T1 SPACED 24.0" O.C. 1- 3=(-763) 236 7- 4=(-175) 618 BC: 204 KDDF #1&BTR 2- 3=( 0) 0 WEBS: 204 KDDF STAND LOADING 3- 4=(-782) 273 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=( 0) 76 TO LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BEG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC DON. FOR 0'- 0.0" -109/ 214V -48/ 460 141.50" 0.34 KDDF ( 625) ALL SLOPING TOP CHORD AREAS NOT SHEATHED- $ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 9.5" -738/ 744V 0/ OH 141.50" 1.19 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 25'- 6.0" -180/ 778V 0/ OH 5.50" 1.24 KDDF ( 625) OVERHANGS: 0.0" 18.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP IC OND. 2: Design Checked for net(-5 ps£) uplift at 24 "oc spacing.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x9 o equal at non-structural VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.013" @ 18'- 5.0" Allowed = 0.662" vertical members (uon). MAX LL DEFL = 0.013" @ 27'- 0.0" Allowed = 0.150" MAX TL DEFL = -0.013" @ 27'- 0.0" Allowed = 0.200" MAX TC PANEL TL DEFL = 0.027" @ 15'- 0.7" Allowed = 0.695" SEASONED LUMBER IN DRY SERVICE CONDITIONS NOTE: REFER TO COMPUTRUS STANDARD GABLE END DETAIL FOR COMPLETE SPECIFICATIONS. MAX HORIZ. LL DEFL = 0.006" @ 25'- 0.5" MAX HORIZ. TL DEFL = 0.011" @ 25'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 27-00 1-06 load duration factor=l.6, T f f Truss designed for wind loads 14-03 5-08 7-01 in the plane of the truss only. T T T 1' 12 =M-4x4+ 12 6.00 2 Q 6.00 2 6.00 M-4x6 3 w $ T m 1 M o 10 -if a 7 o El M-3x46 M-1.5x3 M-3x9 0l y3 �QEQ PROpRF M- x4+ y y � NGINFSss/ 18-05 7-01 4 : � y y y y w vv1-06 25-06 1-06 Ci89200PE JOB NAME : 3-B MOD LOT 74 ERT - B1 X Scale: 0.2366 WARNINGS: GENERALNOTES, unless otherwise noted: 171. OREGON A_ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual responsibility2 \ P- - Truss: B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper so' ), 14 2.2a4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. `Y 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chorda to be y braced at NV is the responsibility of the erector.Additional permanent bracing of 2'o.c.and al 10'o.c.respectively unless braced throughmlghout their length by 7 'R R i LL DATE: 12/26/2017 the overall structure is the responsibility of building designer. continuousxImp sheathing such as acinplywg requirede a where)ownand/+r drywell(BC). spons ty o g 3.2a Impact bridging or lateral bracing where shown++ S E K4 0 6 4 9 3 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. r Q• fasteners are complete and al no time should any loads greater man 5.Design assumes trusses are to be used in a noncorrosive environment, EXPIRES: 12-31-2019 design loess be appose to any component. and are for"dry condition"Ouse. TRANS I D: LINK 5.Compurrus has no control over and assumes no responsibility for the 6.Design assumes alt bearing et eq supporta shown.Shim or wedge it December 26,2017 scary fabrication,handling,shipment end installation of components. 7.Plates assumes adequate ondrainage a le rusised. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and pieced so their center TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Ing./CompuTfus Software 7.6.8(1 L)Z 10.For basic connector plate design values see ESR-1311,E512-1985(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=(-306) 1511 8- 3=( 0) 273 2x6 KDDF #16BTR T3 SPACED 24.0" O.C. 2- 3=(-1798) 541 6- 9=(-308) 1508 3- 9=(-543) 147 BC: 204 KDDF #168TR 3- 4=(-1248) 526 9-10=(-486) 1445 9- 4=(-183) 637 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 10-11=(-985) 1447 9- 6=(-483) 356 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1226) 475 6-10=( 0) 238 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6-11=(-1721) 612 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PUP 13- 7=(-1001) 427 LL = 25 PSF Ground Snow (Pg) NOTE: 2x4 BRACING AT 24"OC UON. FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA ALL SLOPING TOP CHORD AREAS NOT SHEATHED- $ 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" -299/ 1255V -107/ 115H 5.50" 2.01 KDDF ( 625) 25'- 0.5" -53/ 806V 0/ OH 143.50" 1.29 KDDF ( 625) OVERHANGS: 18.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 37'- 0.0" -564/ 314V 0/ OH 143.50" 0.50 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'C M-1.5x4 or equal at non-structural II,OND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" NOTE: REFER TO COMPUTRUS STANDARD GABLE MAX TL DEFL = -0.013" @ -1'- 6.0" Allowed = 0.200" END DETAIL FOR COMPLETE SPECIFICATIONS. MAX LL DEFL = -0.056" @ 12'- 9.0" Allowed = 1.229" MAX TL DEFL = -0.096" @ 12'- 9.0" Allowed = 1.639" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.026" @ 25'- 5.5" MAX HORIZ. TL DEFL = 0.047" @ 25'- 5.5" 1'I Design conforms to main windforce-resisting system and components and cladding criteria. 18-06 118-06 Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f '' 4' (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7-07-02 10-10-14 7-05-13 0-03 10-09-03 load duration factor=l.6, fT f Truss designed for wind loads 6-09-08 5-11-08 5-09 0-0f-08 18-03-08 in the plane of the truss only. '1 T T TT T 12 =M-4x4+ 12 12 6.00 5 Q 6.00 Q 6.00 • M-4x6 4 M-3x6+ M-3x6(5) �; ', M-3x4 3 0 6 M-3x9 $ M O O .�E� PR OFF ii M-3x4 M-185x3 M-3x8 0.25�'D ll 1o /'� � f1 M-5x6(S) 04-3x4 M-3x4+ c.,\ *I4 .AG'NE /4 0 1 i L b b 1 1 -•9 b 6-07-12 6-01-04 6-01-04 6-02-04 11-11-08 b y 44 yy 1-06 37-00 1-06 • ,0r JOB NAME : 3-B MOD LOT 74 ERT - Cl -"dr ei ` Scale: 0.1734 O WARNINGS: GENERALNOTES, unlessotherwlsenoted: 174' 47 OREGON w. k4/ 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is bran Individual Truss: Cl and 2 '\40.0- Wamings before construction commences. building component.Applicability of design parameters and proper Incorporation of component lathe responsibility f the buildingdesigner. /40 '9Y 7 4 2.204 compression web bracing must be Installed where shown.. 2.Design assumes the top end bottom chords 1 be laterelry br braced a 3.Adtlsbnel temporary bracing to Insure stability during construction 2'o.c.and a110'o.c.reepedWety unless braced throughout their length M MFR R i LL Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 12/26/2017 the overall structure Is the responsibility of the budding designer. 3.2s Impact bridging or lateral bracing required where shown•• SEQ.: K4 0 64 9 31 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respectbe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non.corrosive environment, and are dry condition'. use. EXPIRES: 12-31-2019 TRANS ID: LINK design toads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full bearing alas supporta shown.Shim or wedge If fabrication,handling,shipment and installation of components. scary. December 26,2017 7.Designlaesassumesllbloaded one drainage is provided. and 6.This design Is furnished subject to the limitations set forth by B.Plates shah be Seated on both faces of truss,end plecotl so their center TP8WTCA 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,Ino./CompuTrus Software 7.6.8(1 L)-Z 10.For basic connector plate design values see ESR-1311,EBR-1950(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 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) 76 2-10=(-391) 2382 3-10-(-285) 195 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2755) 552 10-11=(-269) 1966 10- 4=( -19) 502 WEBS: 2x4 KDDF STAND 3- 4=(-2496) 522 I1-12=(-291) 1965 4-11=(-712) 255 LOADING 4- 5=(-1761) 469 12- 8=(-433) 2352 11- 5=(-246) 1170 TC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1761) 469 11- 6=(-713) 255 BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2496) 522 6-12=( -19) 502 TOTAL LOAD = 42.0 PSF 7- 8=(-2755) 552 12- 7=(-285) 195 OVERHANGS: 18.0" 18.0" 8- 9=( 0) 76 LL - 25 POE Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 POE' LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LIVE LOAD AT LOCATIONS) 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" -279/ 1725V -213/ 213H 5.50" 2.76 KDDF ( 625) 37'- 0.0" -279/ 1725V 0/ OH 5.50" 2.76 RODE ( 625) '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 = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL DEFL = -0.013" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.138" @ 18'- 6.0" Allowed = 1.804" MAX TL DEFL = -0.232" @ 18'- 6.0" Allowed = 2.406" MAX LL DEFL = 0.013" @ 38'- 6.0" Allowed - 0.150" MAX TL DEFL = -0.013" @ 38'- 6.0" Allowed = 0.200" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.060" @ 36'- 6.5" 18-06 18-06 MAX HORIZ. TL DEFL = 0.099" @ 36'- 6.5" 6-06-05 5-11-13 5-11-13 5-11-13 5-11-13 6-06-05 Design conforms to main windforce-resisting T T T T , T T system and components and cladding criteria. 12 M-4x6 12 Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, 5 ,(-4' Truss designed for wind loads in the plane of the truss only. M-5x6(5) M-5x6(5) 3.1" 0.25" 0.25" • 0401.41111111% 4_ VQ +B M-1.5x3 M-1.5x3 \in., rn M O y W p d' l� 1 - 10o 11 12 8 • O I M-3x6 M-3x4 M-3x8 M-3x4 M-3x6 1 o 0 M-3x6(S) J, J. J. J. y ��VO PR°Pe.° )- 9-06-04 8-11-12 y 8-11-12 9-06-04 )' �`C.;\ ,�G'1NE$. /©2 19-10 17-02 l b 1-06y 37-00 1-06 �7 89200PE -�r JOB NAME : 3-B MOD LOT 74 ERT - C2 111111° Scale: 0.1734 WARNINGS: GENERAL NOTES, unless otherwise noted'. �/ Cr 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 © OREGON ON w 40 Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper ,I V¢ t^ 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. ��i•T 14 2,0^ �" 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the fop and bottom chords to be laterally braced at r •(e s� I¢the responsibility of the erector.Additional permanent bracing of 2'o.c.and al 70'o.c.respeciNely unless braced throughout their length by V DATE: 12/22/2017 the overall structure is the res onsibib f the building designer. continuousximp sheathing each lateral b plywood aired In ere an dlor tlrywell(BC). lt1 L` p b o g goer. 3.2x Impact bsheatg or suchbracing rd she required where shown++ V SEQ. : K4 0 64 9 32 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greeter than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS ID• LINK design loads be applied to any component. and are for"dry condition"of use. B.CompuTrushesnocontroloverentlassureesnoreepoesibllilyforthe 8 Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12-31-2019 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 26,201 7 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIiWTCA in SCSI,copies of which w411 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 10.For basic connector plate design values see ESR-7311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS • TRUSS SPAN 36'- 10.5" IBC 2015 MAX MEMBER FORCES 4NR/DDF/Cq=1.00 TC: 204 KDDF #1I BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-10=(-391) 2373 3-10=(-286) 195 BC: 2x9 KDDF 816BTRISPACED 24.0" O.C. WEBS: 2x9 KDDF STAND ',, 2- 3=(-2794) 550 10-11=(-269) 1977 10- 4=( -20) 502 3- 9=(-2985) 520 11-12=(-289) 1995 9-11=(-712) 255 LOADING 4- 5=(-1750) 967 12- B=(-425) 2303 11- 5=(-244) 1161 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1750) 967 11- 6=(-699) 253 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2461) 516 6-12=1 -15) 479 TOTAL LOAD = 42.0 PIF 7- 8=(-2711) 543 12- 7=(-257) 188 OVERHANGS: 18.0" 18.0" 8- 9=( 0) 76 LL = 25 PSF Ground Snow (Pg) 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" -279/ 1720V -213/ 213H 5.50" 2.75 KDDF ( 625) 36'- 10.5" -279/ 1720V 0/ OH 5.50" 2.75 KDDF ( 625) 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 = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL DEFL = -0.013" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.135" @ 18'- 6.0" Allowed = 1.798" MAX TL DEFL = -0.227" @ 18'- 6.0" Allowed = 2.397" • MAX LL DEFL = 0.013" @ 38'- 4.5" Allowed = 0.150" MAX TL DEFL = -0.013" @ 38'- 4.5" Allowed = 0.200" • SEASONED LUMBER IN DRY SERVICE CONDITIONS I MAX HORIZ. LL DEFL = 0.059" @ 36'- 5.0" MAX HORIZ. TL DEFL = 0.098" @ 36'- 5.0" 18-06 18-04-08 6-06-05 5-11-13 -11-13 5-11-13 5-11-13 6-04-13 NOTE: Design assumes moisture content does f T f f f f f not to exceed 194 at time of manufacture. 12 'I, 12 Design conforms to main windforce-resisting 6.00 1- • '.. M-4x6 4.0" Q 6.00 system and components and cladding criteria. 5 4`aWind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights),M-5x6(S) -411,11% M-5x6(S) load duration factor=ld6 Cat. 2, Exp.B, MWFRS(Dir), 3.1 Truss designed for wind loads 25„ in the plane of the truss only. 0.25" 0 +`I rs +I M-1.5x3,1r 7-1.5x3 3 + + M No N 0 2 10 11 12 'V\ o o M-3x6 M-3x4 M-3x8 M-3x4 M-3x6 i O M-3x6(5) FO PR O %.,y y y y y � . NGINE� r9-06-04 8-11-12 8-11-12 9-04-12 ti '5) ob y y � "719-10 17-00-08 G/y y y y , 9 4 _ r 1-06 36-10-08 1-06 JOB NAME : 3-B MOD LOT 74 ERT - C2X - 4111111. d' Scale: 0.1608 r, WARNINGS: II GENERAL NOTES, unless otherwise noted: 7L-, OREGON w. Truss: C 2 X 1.Builder and erection contractor shoJld be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individualr`1^ and Warnings before construction commences. building component.Applicability of design parameters and properje 2.244 compression web bracing must be Installed where shown v. Incorporation of component k the responsibility of the building designer. 4,Q 4• 14 2d 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent breci,i of 2'o.c.and at 10i o.c.respectively unless bated throughout their length by 'E R �� DATE: 12/26/2017 the overall structure is the responsibilityof the building designer. continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). to any3.20 Impact bridging or lateral bracing required where shown++ 4.Ne load should be SEQ.: K4064933applied component until after all bracing and 4.Installation or truss is the of the respective contractor. fasteners are complete and at no time should any loads greater man 8.Design assumes trusses are to be used in a non-corrosive environment, and are for condition"of use. EXPIRES: 12-31-2019 TRANS ID: LINK design loads be applied to any component. 5.CampuTrus hes no control over and assumes no re bilit for the 6.Design assumes lull bearing al all supporta shown.Shim or wedge If '°pnece °eery. December 26,2017 fabrication,handling,shipment and Installation of components. nents. T.Design assumes adequate drainage is provided. 8.This design is furnished subject to the Imitation set forth by 8.Plates shall be located on both faces of truss,end placed so their center TPIIWTCA In SCSI,copies of which'.all be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Ino./CompuTrus Software 07.6.8-SP2(1L)-E 10.For basic connector hate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2015 MAX MEMBER FORCES 441R/DDF/Cg=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-12=(-390) 2353 3-12=( -285) 195 8-17=( -70) 696 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2756) 551 12-13=(-269) 1965 12- 4=( -17) 513 18-17=( -6) 59 WEBS: 2x9 KDDF STAND; 3- 4=(-2996) 522 13-15=( -9) 69 4-13=( -718) 253 17-19=( -375) 2009 2x9 DF 2900F A; LOADING 4- 5=(-1769) 973 19-16=(-923) 2666 13- 5=( -90) 541 17- 9=( -473) 2328 2x9 KDDF STUD B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2317) 635 16-17=(-818) 4192 13-19=( -158) 1430 19- 9=(-1262) 255 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2337) 529 16-19=) -38) 196 5-19=( -326) 1193 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-3053) 581 19-10=(-358) 1909 15-14=( 0) 52 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-9520) 901 14- 6=( -339) 218 LL = 25 PSF Ground Snow (Pg) 9-10=(-2903) 956 19- 7=( -775) 189 OVERHANGS: 18.0" 18.0" 10-11=( 0) 76 7-16=( 0) 396 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- B=(-1981) 399 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 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" -279/ 1725V -213/ 213H 5.50" 2.76 KDDF ( 625) 37'- 0.0" -280/ 1725V 0/ OH 5.50" 2.76 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL DEFL = -0.013" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.191" @ 23'- 0.0" Allowed = 1.809" MAX TL DEFL = -0.318" 0 23'- 0.0" Allowed = 2.906" MAX LL DEFL = 0.013" @ 38'- 6.0" Allowed = 0.150" MAX TL DEFL = -0.013" @ 38'- 6.0" Allowed = 0.200" SEASONED LUMBER IN DRY SERVICE CONDITIONS 18-06 18-06 MAX HORIZ. LL DEFL = 0.107" @ 36'- 6.5" 1' 1' 1' MAX HORIZ. TL DEFL = 0.177" @ 36'- 6.5" 6-06-05 5-11-13 6-01-09 4-03-08 5-07 5-08-12 1-01110T-06 f 4' 1' 4' 4' '( 4' 4' 4' Design conforms to main wi ndforce-resisting 12 system and components and cladding criteria. 12 M-5x8 6.00 r7. -. 7.J6.00 Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 ,(-,( load duration factor=l.6, M-5x6(S) 'I'll\ Truss designed for wind loads n the plane of the truss only. M-1.5x3 0.25" 6 q M-5x6(5) ot 0.25" 7 M-1.5x3 1% 3 149/ } M-3x9 e M-3x8 ,...gaigaiLi o411r,!� er F^ ,`-M-9x4 Mo 12 '3 - 14 16 17 B 19-c 1 v' 1� 12 13 15 O M-3X4 0 18 191. p I M-3x6 0.25" M-5x8 M-5x8 toci I 1 M-5x12 M-1.5x3 M-4x6 M-5x8(S) M-1.5x3 ei\VO PROFFs l y b i l ylyo9 oy2 �� GINE s/0„9 9-06-04 8-11-12 4-05-04 y 5-10-08 5-07 0-10-02 i l l 1 1-06 23-01 11-02 2-09 y-0 y :9200PE r 1-06 37-00 1-06 " ++•f/" JOB NAME : 3-B MOD LOT 74 ERT - C3 Scale: 0.1979 © WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON De �<v 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 �L/ 7 y 4 '�� Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters end proper P 2.204 compression web bracing must be Installed where shown+, incorporation or component k the responsibility of the building designer. 3.Additional tem bracing to insure stability during !ruction 2.Design assumes the top and bottom chorda to be laterally braced al c temporary g ty cons Nrii T o.c.and at 10'o.c.respectively unless braced throughout their length by C +I R I Lk. Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andior drywall(BC). a DATE: 12/26/2017 the overall structure la the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown+s 4.No load should be applied to any component until eller all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater Than 5.Design assumes tresses are to be used in a SEQ.: K4 0 64 9 3 4 noncorrosive environment' EXPIRES: 12-31-2019 TRANS ID: LINK design loads beapplied toany component. and Designesumesfulibcondition" oats supports wedge 5.CompuTrus has no control over and assumes no responsibility for the 6. full bearin 1 all w da anawn.Shim or wed r December 26,2017 necessary. fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of Truss,and placed so their center TPIMRCA 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./CompUTfus Software 7.6.8(1 L)-E 1e.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 36'- 10.5" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-11=(-445) 2344 3-11=(-285) 194 15- B=(-1314) 450 BC: 2X9 KDDF #16000 SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND; 2- 3=(-2796) 561 11-12=(-309) 1956 11- 9=( -17) 514 8-16=( -46) 538 2x4 KDDF STUD A LOADING 3- 9=(-2986) 532 12-19=( -9) 64 9-12=(-718) 253 17-16=( -9) 51 9- 5=(-1758) 470 13-15=(-941) 2627 12- 5=( -83) 543 16-18=( -369) 1820 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2299) 645 15-16=(-886) 3937 12-13=(-157) 1421 16- 9=( -542) 2285 TC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2318) 549 17-18=( -40) 184 5-13=(-322) 1127 18- 9=(-1140) 299 BC LATERAL SUPPORT <= 12"00. ION. TOTAL LOAD = 42.0 PSF 7- 8=(-3010) 620 18-10=(-355) 1730 14-13=( 0) 52 8- 9=(-9289) 968 13- 6=(-334) 218 OVERHANGS: 18.0" 0.0" LL = 25 POE Ground Snow (Pg) 9-10=(-2268) 484 13- 7=(-799) 204 7-15=( 0) 381 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 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" -281/ 1726V -200/ 209H 5.50" 2.76 KDDF ( 625) 36'- 10.5" -216/ 1548V 0/ OH 5.50" 2.48 KDDF ( 625) N.OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL DEFL = -0.013" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.182" @ 23'- 0.0" Allowed = 1.798" MAX TL DEFL = -0.303" @ 23'- 0.0" Allowed = 2.397" • SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.103" @ 36'- 5.0" 18-06 . • • • 18-04-08 MAX HORIZ. TL DEFL = 0.171" @ 36'- 5.0" 4 ! T 6-06-05 5-11-13 • 6-01-09 / 4-03-08 5-07 5-08-12 1-011-1118-14 1118-14 Design conforms to main windforce-resisting '� f', ', 1 T T f f T system and components and cladding criteria. 6.00 12 M-5x 12 Wind: 140 mph, h=23.8ft, TC DL=9.2,BC DL=6.0, ASCE 7-10, • Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir), • 8.0" load duration factor=l.6, • 5 4-,( Truss designed for wind loads M-5x6(5) :�\ in the plane of the truss only. 0.25" / 6-1.5x3 oo�l • M-5x6(S) 0.25" M-1.5x3 3 • o _ TTT4M� 16 II 0 11 12 14 o M-3x4 0 Io M-3x6 0.25" M-5x8 M-5x8 to 10 17 18 "'�l0 o 0 M-1.5x3 M-5x12 M-3x8 M-5x8(S) M-1.5x3 eil0 PROFFS J. l y y l 1.),-07-),0 ni ��GiNE..7/5) (Si, y y 9-06-04 8-11-12 4-05-09 5-10-08 5-07 0-10-02 J•-06y 23-01 11-02 2-07-08y �'4J :9210P ,0 'pr 1-06 36-10-08 1►' / JOB NAME : 3-B MOD LOT 74 ERT - C3X -1f+'' r, ':.✓�---. Scale: 0.1579 © Cr WARNINGS: • GENERAL NOTES, unless otherwise noted: 31u' OREGON b 4/ 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Truss: C 3 X Q e,(7 N and Warnings before construction commences. building component.Applicability of design parameters and proper )I •f 4 •` 2 �-4 2.2x4 compression web bracing must be installed where shown e. incorporation of component Is Iha responsibility of the building designer. O'` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally at is the responsibility of the erector.Addkbnal permanent bracing of 2'o.c.and 31 10'o.c.rsuch as ell unless braced throughout their aii)B by SFR R i L�- DATE: 12/26/2017 the overall structure is the responsibility et the building designer. continuous sheathing such as bracing requiredd sheathing(TC)and/or drywail(BC). 4.No toed should be applied to an3.2x Impact bridging or lateral where shown n• SEQ.: K 4 0 6 4 9 3 5 pp y component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and al no time should any bads greater then 5.Design assumes trusses are to be used in a noncorrosive environment, and are for"drycondition"ofuse. EXPIRES: 12-31-2019 TRANS ID: LINK design�adabeappliedtoanycomponent 5.CompuTrus has no control over and assumes no responsibility ler the 8.Design assumes full bearing al all supports shown.Shim or wedge if fabrication,handling,shipment and Installation of components. necessary. December 26,2017 6.This design is furnished subject to the Imitations set forth by 7.Design assumes adequate drainage is provided. 8.Plates shall be located on both faces of truss,and placed so their center TPI/WICA in BCSI,copies of which WI be furnished upon request. lines coincide with joint center lines. 9.Diggs indicate 50e of plate in inches. MITA USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,EBR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 37'— 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 29.0" 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. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=23.Bft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSI (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. PER ICC CODES(IRC/IBC),TPI 1 AND REFERENCED BCSI, REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. FLAT BOTTOM CHORD GABLE TRUSSES ARE NOT TO BE Refer to CompuTrus gable end detail for INSTALLED ADJACENT TO SCISSOR TRUSSES UNLESS SPECIAL BOTTOM CHORD CHECKED FOR DDPSF LIVE LOAD. TOP complete specifications. OUT OF PLANE WALL BRACING IS SPECIFED BY THE ENGINEER AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. OF RECORD. 18-06 18-06 T T 1 12-04-10 6-01-06 6-01-06 12-04-10 T T T T T 12 IIM-4x4 12 6.00 17' 3 Q 6,00 1111 M-d1I- N-3x4 M-3x6(5) o o M-3x6(5) o M-3x4 cp PR ter b 1 19-10 y 17-02 �\c,'�E'�NG1NE. 4J4.9% 700, 1-06 37-00 '�(/ 1-06 -q' 0.._..892OOPE JOB NAME : 3—B MOD LOT 74 ERT — C4 Scale: 0.2234 4000 '" WARNINGS: GENERAL NOTES, unless otherwise noted'. Cr 1.Budder and erection contractor should be advised of all General Notes 1.This design la based only upon the parameters shown and Is for en individual OREGON Truss: C4 and Wamings before construction commences. building component.Applicability of design parameters and proper 2.2a4 compression web bracing must be InsteII d where shown+. Incorporation of component Is the responsibility of the building designer. Al) y 9.0 �4 3.Additional temporary bracing to Insure stability durIra construction 2.Design assumes the top and bottom chortle to be laterally braced at �i4 I A v �'f1� Is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at to o.c,respectively unless braced throughout their length by Y' DATE: 12/22/2017 the overall structure is the responsibility of the buildingdee continuous sheathing or such i b acwg required uired where s oanand/.drywall(BC). ER R t L� p ty designer. 3.2a Impact brttlging or lateral bracing required where mown++ S E Q.: K4 0 6 4 9 3 6 4.No load should be applied to any component unlit alter all bracing end 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. end are for'dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 ry fabrication,handling,edsub)ntand tostallation of ssetloonents. 7.Design assumes adequate drainage Is provided. December 26,2017 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/VaCA 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(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 17'— 3.5" 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PBF 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 PIF 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. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 8-07-12 8-07-12 -1 T 12 6.00 IIM-4x4 12 Q 6.00 • 3 • • • • • • M 2 4 M O t low— O a O 1 5 p M-3x4 M-3x4 1-06 17-03-08 • �`��4G'• ED'S' sf0 • 4� 89200PE 9% • JOB NAME : 3-B MOD LOT 74 ERT - D1 / • � , / Scale: 0.9303• WARNINGS: 1 GENERAL NOTES, unless otherwise noted' 'a Cr Truss: D 1 1. uilder and erection contractor shiruld be advised of all General Notes 1,This design 1s based only upon the parameters shown and Is for an IMNldual 174' A OREGON ��_ and Warnings before construction'commences. building component.Applicability of design parameters and proper (A 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. I ` 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at �Q y 1A I'}0 P� Is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'n.c.respectNely unless braced throughout their length by `Y v ,S 1 DATE: 12/22/2017 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood eheathing(TC)entl/ortlrywell(BC). VV4 3.2x Impact bridging or lateral bracing required where Mown++ ['�R l I� SEQ.: K4064937 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the nespeottue contractor. \\\(�f1 fasteners are complete and at no time should any loads greater than S.Design assumes Misses are to be used Ina nen-corrosive environment, loads be embed any and are for"dry condition"of use. design TRANS ID: LINK mbe y 5.Com Tms has no control over and assumes no re 8.Design assumes NII bearing at all supports shown.Shim or wedge If EXPIRES: 12-31-2019 pu responsibility the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 26,2017 8.This design is furnished subject to the limitations set forth by 8.Plates Mall be located on both faces of truss,end placed so their center TPVVVTCA In 0151,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(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 and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 3.5" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=(-16B) 917 3- 8=(-279) 216 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1106) 279 8- 6=(-213) 917 8- 9=( -97) 969 WEBS: 2x9 KDDF STAND 3- 9=( -829) 187 8- 5=(-279) 216 LOADING 9- 5=( -829) 187 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1106) 279 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIP 6- 7=( 0) 76 TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 18.0" LL = 25 PIF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -118/ 897V -86/ 86H 5.50" 1.94 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 17'- 3.5" -118/ 897V 0/ OH 5.50" 1.94 KDIF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICONS. 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 = 0.013" @ -1`- 6.0" Allowed = 0.150" MAX TL DEFL = -0.013" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.025" @ 8'- 7.8" Allowed = 0.819" MAX TL DEFL = -0.092" @ 8'- 7.8" Allowed = 1.092" MAX LL DEFL = 0.013" @ 18'- 9.5" Allowed = 0.150" MAX TL DEFL = -0.013" @ 18'- 9.5" Allowed = 0.200" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.012" @ 16'- 10.0" MAX HORIZ. TL DEFL = 0.019" @ 16'- 10.0" 8-07-12 8-07-12 T 1 f Design conforms to main windforce-resisting 4-07-02 4-00-10 4-00-10 4-07-02 system and components and cladding criteria. T I 1 1' T 12 12 Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 6.00 IIl4-4x4 Q6.00 (All All Hdeights) fEnclosed, Cat.2, Exp.B, MWFRS(Dir), l4.0" Truss designed for wind loads 4 ,f,,/ in the plane of the truss only. M-1.5x3 4441 III M-1.5x3 3 5 M M o - B 6 0 1 M-3x4 M-3x8 M-3x4 0 J' y y 8-07-12 8-07-12 FctDPROF J, y y b $ 1-06 17-03-08 1-06 ,' .04GINF,�> C � cw89200PE r JOB NAME : 3-B MOD LOT 74 ERT - D2 Scale: 0.3303 0 / r: WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder 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 © OREGON 4// Truss: D2 and Wamings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown 4. incorporation of component is the responsibility of the building designer. ��4\i 14 �O� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at A_r Is the responsibility f the erector.Additional t bracing f 7 o.c,and at 10'o.c.respectively unless braced throughout their length by -I r}. p ty o permanen g o continuous sheathing such as plywood sheathing(TC)anWor drywall(BC). �J DATE: 12/22/2017 the overall structure Is the responsibility of the building designer. 3.2a impact bridging or lateral bracing required where shown++ R R I�� SE4 0 64 9 3 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. De g^ssumecondition"earring use. ge i 5.CompuTrus hes no control over and assumes na responsibility for the 8 necessary. supports fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage ie provided. December 26,201 7 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 BCSI,copies of which will be furnished upon request. lines coincide with )int center iess oinlcaof telines.ilines 9.O MiTek USA,tnc./CompuTrue Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 6.0^ IBC 2015 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDDF #1&BTR • LOAD DURATION INCREASE = 1.15 1-2=( -5) 11 7-8=( -96) 137 7-2=(-992) 174 BC: 2x4 KDDF #168TR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND 2-3=(-290) 107 8-5=(-128) 499 2-8=( -93) 347 3-4=(-326) 107 8-3=( 0) 146 LOADING 4-5=(-624) 171 8-4=(-309) 226 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( 0) 76 BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 0.0" 18.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -56/ 476V -153/ 72H 5.50" 0.76 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 6.0" -127/ 680V 0/ OH 5.50" 1.09 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinq. l AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY- VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.010" @ 7'- 0.5" Allowed = 0.529" MAX LL DEFL = 0.013" @ 13'- 0.0" Allowed = 0.150" 2-10-04 I 8-07-12 ar .� MAX TL DEFL = -0.013" @ 13'- 0.0" Allowed = 0.200" MAX BC PANEL TL DEFL = -0.050" @ 7'- 3.2" Allowed = 0.509" 0-05-08 2-04-12 9-01-08 4-06-04 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.004" @ 11'- 0.5" 12 12 MAX HORIZ. TL DEFL = 0.005" @ 11'- 0.5" 6.00 F -S16.00 Design conforms to main windforce-resisting M-9x4 • system and components and cladding criteria. • 9.0" • Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 .t.2( ', (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, y End vertical(s) are exposed to wind, Truss designed for wind loads M-3x9 in the plane of the truss only. 2 1 1.11 f '.. M-1.5x3 •M 1 N 0 1 f N M II 8 M-1.5x3 M-3x8 6 M-3x9 O • b l 1 2-10-09 8-07-12 * 11 06 , * ��c,D PRQp 1-06 �NGINE'�R % 4co.4, 2 ict 89200PE -Ar. JOB NAME : 3-B MOD LOT 74 ET - D3 • Scale: 0.3931 .** WARNINGS: 1 GENERAL NOTES, unless otherwise noted: Q , Cr Truss: D3 1.Builder and erection contractor shoNd be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual -pG OREGON <0. and Warnings before construction Oil men.. building component.Applicability of design parameters and proper 2.Ino compression web bracing must be installed where shown+. Incorporation of component Is Me responsibility of the building designer. o7s �AA. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at �O �,+ Is the responsibility of the erector.Additional permanent bracing of 2'o.c,antl at 70'o.c.rospeGWely unless braced Mroughout their length by a DATE: 12/22/2017 the overall structure is the responsibility of the building designer. continuous sheathing such as acing d required 9 g(TC)endlor drywell(BC). 4.No load should be applied to an 3.2s Impactoftruss bridging or lateral bracing required where Mown++ L']�'�� SEQ.: K4064939 pv any component until and 4.Instellallo^ofIuseisthe rre sblblAyoftherespectivecontractor. I�� fasteners are complete and at no time should any loads greater than 8.Design assumes trusses are to be used in a noncorrosive environment, 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 kr the 8.Design assumes full bearing et all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and Installation of components. nett ry. 8.This design is furnished subject to the limitations set forth by T.Plates shall ign meeedegaa1etlra1 faces nage o trsIsBd' December 26,2017 B.Pse sc inci1 ee ith join oe both faces of trues,and placed so their center TPINJrCA In BC SI,copies of which will be furnished upon request. lines coincide with)Dint center linea. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 9.Digits indicate s8e of plate In inches. 70.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-66) 15 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <- 12"012. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -110/ 429V -7/ 54H 5.50" 0.69 KDDF ( 625) 1'- 9.2" -70/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 0.0" -20/ 43V 0/ OH 1.50" 0.07 KDDF ( 625) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (PROVIDE FULL BEARING;Jts:2,4,3I 6.00 17' 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 - 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL DEFL = -0.013" @ -1'- 6.0" Allowed = 0.200" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX TC PANEL TL DEFL = 0.002" @ 1'- 0.2" Allowed = 0.148" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 1'- 11.2" MAX HORIZ. TL DEFL - -0.000" @ 1'- 11.2" 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ' load duration factor=l.6, M Truss designed for wind loads I in the plane of the truss only. c 0 I M / O P o 2 /1/1041 ._ 4_ / M-3x4 '' 1 )' l 1-06 2-00 ,(s,..1") PROPFs ,c.., 0�GINE�'p s,Oy9 ct 9200PE JOB NAME : 3-B MOD LOT 74 ERT - E1 .' Scale: 0.9992 ' . WARNINGS: GENERAL NOTES, unless otherwise noted: - OREGON a� /��Cr 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based Doty upon the parameters shown and Is for an Individual 1ff/e%� bN -'e Truss: El and warnings before construction commences. building component.Applicability or design parameters and proper 2.2x4 compression web bracing must be Installed where shown 4. Incorporation of component Is the responsibility of the building designer. /0 q 1� 4 3.Additional tem bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r G (� temporary g ty B cons 2'o.c.and at 10'o.c.respectively unless braced throughout their length by i - la the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). 4-/ - R R I LV. DATE: 12/22/2017 the overall structure tithe responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown r s SEQ.: K4 0 6 4 9 4 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of int respective contractor. 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, desi loads be applied to an 1. TRANS ID LINK g" pp any end are for"dry condition"of use.B.Design assumes full bearing at all supports shown.Shim a wedge II EXPIRES: 12-31-2 5.CompuTrus has no control over and assumes no responsibility for the necessary fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 26,2017 8.This design is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,end placed so their center TPIANTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs 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 E5R-1371,E512-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN B'— 0.0" !COND. 2: Design Checked for net(-5 psf) uplift at 24 "oc spacing.) TC: 204 KDDF #G&BTR LOAD DURATION INCREASE = 1.15 BC: 204 KDDF #ls BTR SPACED 24.0" 0.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. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21ft, 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), Unbalanced live loads have been TOTAL LOAD = 42.0 PSF load duration factor=1.6, considered for this design. 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-102 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOP5F LIVE LOAD. TOP complete.specifications. • AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 4-0 q-0p NOTE: DESIGN ASSUMES SHEATHING fTO ONE FACE. 12 12 6.00 Q 6.00 • IIM-4x4 •• 2 • • 1 11111 IIIIIIIIIt%i 0 0 0 N N W AI AI AI AM 4 5 l y 0o 8 oa 1 l 'CO'�ED PROFFs 1-00 �NGI NE�CR `SAO 2 • `� :9200PE �r JOB NAME : 3-B MOD LOT 74 E RT - XGE `L „ollelsor. —me 'r.•- —„..• • Scale: 0.5370 Il Ct WARNINGS: O.This L NOIsb unless s11,5 ice noted. 7�� '.1) REG�N �� T ru S S XGE 1.Builder and erection contractor should be advised of all General Notes 1.This design based only upon the parameters shown and Is bran individual and Warnings before construction cbmmences. building component.Applicability of design parameters and proper O 1 14' 2,°'\ 0 �4 2.244 compression web bracing must be Installed where shown+. incorporation of component Is the rcaponsibllily of the building designer. T 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced at MA- Is me responsibility of the erector.Additional permanent bracing of 2'o.c.end at 1P o.c.reaps ly unless braced throughout their length by ��R M� DATE: 12/26/2017 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). SE K 4 0 6 4 9 41 4.No load should be applied to any component until alter all bracing 3.In2Impact bridging or thtereal po Ib required the where shown++ Q. nonan g antl 4.Installation of truss Is the re to use of the respectivenon-corrosive contractor. fasteners are complete end et no time should any loads greeter then 5.Design assumes trusses aro to be used In a non<orroslve environment, TRANS ID: LINK design loads be applied to any component. and eratardrysanaigon of use. EXPIRES: 12-31-2019 5.CompuTrus has no control over eM,assumea no responsibility for the 6.Design assumes full bearing at all suppods shown.Salm or wedge It fabrication.handling,shipment and Installation of components. necery. December 26,2017 6.This design is famished subject to the limitations set forth by 7.Design hasumes adequate drainage la provided. 8.Plates shall be keeled on both laces of truss,and placed sc their center TPI/WTCA In BCSI,copies of which Wig be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate she of plate In inches. MiTek USA,Ino./CompuTrus So(M'ere 7.6.8(1 L)E 10.For bask connector plate design values see ESR-1371,ESR-1968(MITek) , Symbols Numbering ate General s PLATE LOCATION AND ORIENTATION Failure to FollowCould Cause Property 3Center plate o 1" n joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenthsp y 4 ( er (Drawings not to scale) offsets are indicated. Damage or Personal Injury I'E Dimensions are in ft-in-sixteenths. liNAL Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0'116 4 wide truss spacing,individual lateral braces themselves is may require bracing,or alternative Tor I p bracing should be considered. 4 10°-,I.W. �� 3.. Never Provideeacopiesceed thofe esignloadingdesignshow^and ner 1- U stackmaterialsoninadequatelytruss bracedtothetrusses.O thisdbuilding vg For 4 x 2 orientation,locate I- designer,erection supervisor,property owner and BOTTOM CHORDS all other interested parties. plates 0- 111/'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. 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. 8. Unless otherwise noted,moisture content of lumber software or upon request. 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 SYP represents values as published specified. "1-1' Indicated by symbol shown and/or by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. 1 Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ihii.gi, reaction section indicates joint 17.Install and load vertically unless indicated otherwise. L�� number where bearings occur. Min size shown is for crushing only. 1111111111111111110 16 Use of or treated lumber pose 1.a.---.11envionmental,health or performance risks.unacceptable project engineer before use. Industry Standards: ANSI/TP11: National Design Specification for Metal 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, MiTeke. 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSITTPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013