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Plans (39) AA is- / - S 3 cc--- 4> Aftt,l�i� 1,b// mi�� RECEIVES FEB032016 MiTek. CITY OF T IGAR[) MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-121 UP Fax 916/676-1909 3D The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R41832602 thru R41832612 My license renewal date for the state of 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. 'eREfl PROpes c. 87022PE h y "t.j OREGON rte t9 A. HecAr• EXPIRES:06/30/2015 April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL 14-121 UP Fax 916/676-1909 3D The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R41832602 thru R41832612 My license renewal date for the state of Washington is January 2,2015. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. 1UNToA 9 0f vas41 49639 e .6 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 ANSUTPI 1. Job Truss Truss Type Qty Ply 3D R41832602 PL14-121_UP F01 Floor 17 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:54 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-djDAkdT?Wq1 gR6Aiu2whgSrzALaeplNpCinHGIzOQRB I 2-6-0 I aF 10- 1 1-2-0 110-11-2 1 Scale=1:32.8 1.5x3 I I 3x6= 1.5x3 II 3x4= 1.5x3 I 13x4= 3x4= 1.5x3 I I 3x6= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 cv 17 16 15 14 13 12 1 3x4 = 3x8= 3x6= 1.5x3 II 1.5x3 II 3x8= 3x4= 12-6-2 I 11-4-2 1(I-t 1 aI I 18-9-12 I 11-4-2 b-7-0 0-7-0 6-3-10 Plate Offsets(X,Y): 16:0-1-8,Eduel,17:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.29 15 >767 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.46 15-16 >483 360 BCLL 0.0 Rep Stress Incl YES WE 0.66 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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. 10N110 i,. 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 `7�j 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 Q�WSJ. 3' WEBS 2-17=-1913/0,2-16=0/1299,4-16=-660/0,4-15=-57/292,5-15=-281/0,6-15=-62/602,9-11=-1916/0,9-12=0/1262, {t 4 7-12=-756/0 oP A' Q't r NOTES N 1)Unbalanced floor live loads have been considered for this design. ` 2)Refer to girder(s)for truss to truss connections. dry. #14 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. � � 3611,09 c 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 Q ,� be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard -p, D PR(?,cF6' t� � GINE 1.1 �� 87022PE c-- / c!> A4 °,, OREGO ti"a -9 $..�'41ER A\ ÷ — & HS. \P EXPIRES:06/30/2015 April 22,2014 i t WARM S-Veety ddesign pram iers a gd READ ACM'S off MIS AN01TK WEED Pri11FtF REFERE MY PAGE W7473 ma.1,12512014 BEMUSE Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. �y 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 IY/i�i7°ek° erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Crlleria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information If SSauham Pine f'SP.keret from r IsTruss design-values ant Mom affective 05/01/2013 byALSG4 Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 3D R41832603 PL14-121_UP F02 FLOOR 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 5 Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:56 2014 Page 1 ID:SygD?CTgSFZSJSNCS1 ttIDzR3Xv-Z6Kw9JVF2R10hQK4OTy9vtxLZ8PkHIx6fOGOKAzOQR9 I 2-6-0 1 1-9-8 11 1-2-0 I I 1-6-0 I I 1-1-12 1 1 2-5-8 I I 1-2-0 ii 2-0.8 1 1 1-40 1 Scale=1:37.5 1.5x3 II 1.5x3 II 1.5x3 II 3x6= 1.5x3 II 3x6 FP= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 12 13 71W.° i � _ \ 1� \ 91N - 9. /y e_ e 23 22 21 20 19 18 17 16 15 14 1.5x3 II 3x5= 3x6 FP= 1.5x3 II 3x8 = 3x6 = 12-7-4 I 8-8-12 11-5-4 t2-I1-4I 17-4-12 1 21-5-12 1 8-8-12 2-8-8 tt-7-00.7-0 4-9-8 4-1-0 Plate Offsets(X,Y): f4:0-1-8,Edge1.(7:0-1-8,Edael.(16:0-1-8,Edge),(22:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Lid 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 Ina YES WB 0.27 Horz(TL) 0.01 15 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS All bearings Mechanical except(jt=length)19=0-7-0,15=0-5-8. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)14 Max Gray All reactions 250 lb or less at joint(s)14 except 23=366(LC 14),19=756(LC 3),15=752(LC 14) y- OHIO FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. rASI-ii 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 '�j 9-10=0/571,10-11=0/571,11-12=0/566 v 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, c 1- tti r'. 15-16=-22/297,1415=-286/61 N WEBS 6-19=-504/0,2-23=-705/0,4-20=-540/0,7-19=-642/0,9-15=-821/0,12-14=-66/308, f 12-15=-457/0,6-20=0/535 \ 4'!r NOTES �-,A P964,,1)Unbalanced floor live loads have been considered for this design. ��,,"��� 2)All plates are 3x4 MT20 unless otherwise indicated. `ONla. � 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)14. 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/-Pi 1. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to V P R Op be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. �`�,- E GIN $ `- LOAD CASE(S) Standard 870 2PE "3" �� cv y � OREGO t° 4/jQ SEI " 4s A` HE#1''' EXPIRES:06130/2015 April 22,2014 1, 8 111812.Vo„fp design parameters and REAP 1,6 TES ON 7If.SANT 1M211050 M.TEif REFERENCE PAGE MIT..7473 m t 1/25/2#16ftfRTltEUS „ —� Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and a for an individual building component. � Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown e 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/D.11 Quality Crtieda,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information aa��vailable from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 IfSeuttlam.Pile)SP)lumbar 1s specified,tise design refuel are gene.effective o6/O3 j2013 by AMSC Job Truss Truss Type Qty Ply 30 R41032604 PL14-121_UP F03 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:57 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-21ulMNupIQFIZvHZATOR4TWSYngOmzFug?xtdzOQRB I 2-5.4 1 1 1-2-0 1 I 2-0-8 I 2-6-0 I I 1-4-4 I Scale=1:22.2 1.5x3 II 3x4= 1.5x3 I I 3x4= 3x4 I I 3x4= 1.5x3 II 1 2 3 4 5 6 7 • 11 _ �� iii _ o N IPIIIIIIIIIIIIIIIIIIP"- '7 o e Po 0 1 E 11 10 8 3x4= 1.5x3 II 3x4= 3x8 = 3x4= 3-11-12 I 2-8-4 1114 I110� II II 8-7-12 12-9-0 2-8-4 0-7-0 0-7-0 O-Y-S 4-8-0 0-11 3-11-12 Plate Offsets(X,Y): 12:0-1-8,Edgel,[10:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.05 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:58 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:8-9. REACTIONS (lb/size) 12=317/0-2-8 (min.0-1-8),8=55/Mechanical,9=738/0-5-8 (min.0-1-8) Max Uplift 8=-66(LC 3) Max Gray 12=321(LC 3),8=143(LC 7),9=753(LC 8) , y ONTO ?,- a FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. '� pCP 4 WXJx7�`T TOP CHORD 2-3=565/0,3-4=-565/0,4-5=0/538,5-6=0/533 � r"Yfi*, BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 �- R+k 0 Ti WEBS 2-12=-610/0,4-9=-841/0,6-8=-123/255,6-9=-444/0 ;:a _ ' 1 075 NOTES ,r 1)Unbalanced floor live loads have been considered for this design. ret Vr 2)Refer to girder(s)for truss to truss connections. 14 4 49639 44, 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. (1 4 AST)✓ 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8. 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. `4j ,Cy 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. r#(} P R OF . LOAD CASE(S) Standard C. s 44, 17 tzt 87022PE f ,QA, y �'�j OREG•N ti 1U ©S A. HEc � EXPIRES:06/30/2015 April 22,2014 I ®WrA" NTM3-Ve fyrie nra;sntetursa..dREABIf/TES CH ITES AM maur,EnMITES`REFEEREfNCEPAGEMII77413rie112912014 DETRE USE Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. �+ Appiicabifty of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the t[; �(�,* R erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IX[ fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Cdteda,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 ti Southern Pine ISP)Is twr is epecifiest,thxata.-sign values arexwsa effective OGj01/20S4t13 try MSC Job Truss Truss Type Qty Ply 3D R41832605 PL14-121_UP F04 FLOOR 4 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 5 Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:58 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-VWSga?VWVa3Y6wjUT7u_d_IQi3y711EmO6KIUP3zoQR7 1 1-9-0 I I 1-6-4 I I 2-4-12 I I 1-2-0 1 1 1-4-4 1-3-0 Scale=1:21.0 1.5x3 I I 3x4= 1.5x3 I I 3x6 = 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 IP71.11.111111-41111 I 'itIY �� !Y N kr -ir 1111111.11111111111 .-- Ill * 14 13 11 10 9 3x4= 3x5= 3x6= 1.5x3 II 3x4= 3x4= I 5-2-0 I 12-0-12 I 5-2-0 6-10-12 Plate Offsets(X,Y): 15:0-1-8,Edgel.110:0-1-8,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 0.17 Vert(LL) -0.01 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.02 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:57 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.18Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:12-13. REACTIONS (lb/size) 14=200/Mechanical,12=588/0-5-8 (min.0-1-8),9=262/Mechanical Max Gray 14=234(LC 8),12=588(LC 1),9=268(LC 4) orr FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=285/20,3-4=-285/20,5-6=-390/0,6-7=-390/0 �cj WAs . BOT CHORD 13-14=0/285,11-12=0/390,10-11=0/390,9-10=0/275 Cy 14 WEBS 4-12=-387/0,2-14=-328/0,5-12=-541/0,4 13=0/368,7-9=-351/0 ` : v% f+v RA=: O 46 NOTES N 1)Unbalanced floor live loads have been considered for this design. \a 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. v6 49639 r 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to (� +? I tt be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. A6 LOAD CASE(S) Standard � k¢',p PR(Jp '' 87022PE r— „ co_ cv y .-0,,,, OREG.J �� ', `9 • A. Hc' EXPIRES:06/30/2015 April 22,2014 f f A > ��. 6f:A./LfdL'�r-Ve; deli n parameters .`<r 1 ? r -att+JR£a$tdhkid£SCNTN.,,,4/tG€ L€0£t}�(I7£K?f£F_nscN.zP (9II.:f3�r.1,a'�f2&'i� W£US£ Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. �A Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown a for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the ■e�T� « erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding (fl/� f fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/T911 Quality Cdteria,DSB-89 and BCS/Bending Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA,95610 ft Southern Pine(SP)lumbar is specified,the design:v9h en are Simon ettectiaa 06/fllJ2OiSisy4 SG 1 Job Truss Truss Type Qty Ply 3D R41832606 PL14-121_UP F05 FLOOR 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek industries,Inc.Mon Apr 21 15:41:59 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-_h02nLX8KMgzYt3fhbVsXVZoIMMDUehYL_U2xVzOQR6 I 2-3-12 1 1 1-2-0 1 1 1-0-0 1 2-6-0 I Scale=1:21.9 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 a _ _ —A110"— _ L e N N _I o r o a a 12 11 10 9 8 3x4= 1.5x3 II 3x4= 3x6= 3x4= 12-7-4 I I 12-7-4 Plate Offsets(X,Y): f2:0-1-8,Edael,110:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.14 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.50 Vert(TL) -0.21 9-10 >707 360 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.02 8 n/a n/a Weight:56 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) 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. 010N.10 Kr, TOP CHORD 2-3=-1204/0,3-4=-1204/0,4-5=-1646/0,5-6=-1646/0 ��r��fl RrAjjj BOT CHORD 11-12=0/1204,10-11=0/1204,9-10=0/1560,8-9=0/1109 WEBS 3-10=0/263,2-12=-1310/0,6-8=-1198/0,6-9=0/579,4-10=-545/0 C,• VI` ta 1)Unbalanced floor live loads have been considered for this design. J 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. /F,`'Y r 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to49639 be attached to walls at their outer ends or restrained by other means. '4'7:)\ Cr'j jg� C5LOAD CASE(S) Standard 011A1 .\-�,,,,,,o P R pp � ,,x4 vFF' 0 87022PE r- / 5.7 "oi,OREGO ti� Lti -PC'�`�'�BER 4' A. He EXPIRES:06/30/2015 April 22,2014 r tomm.yeriffrte ttlparaamyrsaxjREADR TES ON IRIS NC IMli/0ED HMSREEEFIEM:E TAGE frll7473my3/25/211#BEMUSE mk.... 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 7777 Greenback Lane,Suite 109 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback k L ne,Suite lfSm vinformation trerorri Piise� I iumbeafrom is Truss ch.,Institute, estgo aa8tsesaretStreet, csa a ssriv3aiD6/i511/220133 VA 22314. a. Job Truss Truss Type Qty Ply 3D PL14-121_UP F07 Floor 6 1 R41832607 Pacific Lumber&Truss Co., Lake Oswego,Oregon Job Reference(optional) 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:42:00 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-StaR?hYm5gog91 esFJ053j51 emmFD7ehaeEbTxzOQR5 I 2-6-0 I 1-9-8 ii 1-2-0 I I 1-3-4 1 1-6-0 I I 2-5-8 I I 1-2-0 1 l 1-11-0 I Scale=1:25.7 1.5x3 I I 1.5x3 II 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 N..7- Nr 141111111411111111111114.414111111110" - O p - _ e e e e ° 16 15 14 CI 12 11 . 3x8= 1.5x3 11 1.5x3 II I 4-6-8 15-1-8 15-6-8 1 8-8-12 I 11-5-4 112-0-4112-74 I 14-9-4 4-6-8 0-7-0 0-7-0 3-0-4 2-8-8 0-7-0 0-7-0 2-2-0 Plate Offsets(X,Y): (7:0-1-8,Edgel,18:0-1-8,Edgel,f14:0-1-8,Edgel,f15:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) l/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.04 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.09 15-16 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:67 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 16=357/Mechanical,13=706/0-3-8 (min.0-1-8),10=225/0-2-4 (min.0-1-8) Max Gray 16=375(LC 10),13=706(LC 1),10=240(LC 7) N. FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. y ONI(3 TOP CHORD 2-3=-740/0,3-4=-740/0,4-5=-740/0,7-8=-324/0 & WAS' BOT CHORD 15-1600/675,14 15=0/740,13-14=0/449,12-1300/324,11-12=0/324,10-11=0/324 WEBS 2-16=-729/0,5-13=-594/0,5-14=0/446,7-13=-499/0,8-10=-364/0 4 +, , `tir �ay G V3 NOTES N 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. -44 ,4, 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10, C4is" 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. '1$ 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to s be attached to walls at their outer ends or restrained by other means. 7)7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard ��RtiD PRQp. Cti� tiNGtNF9. ',° 87022FE p' (n -7SOREG N ti� �C� 'OBERAs Pte© A. HE EXPIRES:06130/2015 April 22,2014 a 0 Ver,>?rr/esFgra;..,;ame fsrs ani RE AD tCiFS 0k MUM F .IfL£Q NS7E4 Ts€F:'{s£his PAGE ter.7473 rc:.Ij2V2Cl$ALsOS£L{Sz �r Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component.* Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MITe fabrication,quality control.storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,1358-89 and BCSI Building Component Safety Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria.VA 22314. 7777 Greenback Lane,Suite 109 Citrus Heights,CA,95610 ti Beet-hero Pine(SP)ioarntz•r isspecified,the vlesiten eaftrev are Stroveeffestive 000112011 by MSC M. Job Truss Truss Type Qty Ply 3D R41832608 PL14-121_UP FO8 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 5 Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:42:01 2014 Page 1 ID.SygD?CTgSFZSjSNcS1ttlDzR3Xv-w48pC0YOs whnBD2o0YKcwe9A9z3yTvrplz90OzOQR4 I 2-6-0 I I 1-0-10 I I 1-2-0 1 1 0-11-2 I 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 1N -/• a \ o/_ � 10 N \ �\ N 1 16 15 14 13 12 3x4 = 3x8= 3x6= 1.5x3 II 1.5x3 II 3x8= 3x4= 2- 012-8-10 12-8-10 11-6-10 11070 1 0-7-0 I 6-310 116-10 Plate Offsets(X,Y): 16:0-1-8,Edeel.(7:0-1-8,Edclel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.31 15 >738 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 >469 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:86 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=831/0-2-8 (min.0-1-8),11=831/0-4-4 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. /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 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 ( W ' WEBS 2-17=-1937/0,2-16=0/1323,416=-685/0,4-15=-28/296,5-15=-266/0,6-15=-69/599,9-11=-1940/0,9-12=0/1285, 0 7-12=-766/0 P4 01, try NOTES 4 1)Unbalanced floor live loads have been considered for this design. or 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)17. ,� r ,ce 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUfPI 1. 4}639 { 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 Q be attached to walls at their outer ends or restrained by other means. '10/SIAL O LOAD CASE(S) Standard ti, p PROp 87022PE r- / y .5, OREGO ti> '"PREF( A\ flSA N Eg ` EXPIRES:06/30/2015 April 22,2014 r iA � 2 rtME Verity dvv/3n praueect x d READ 500175 05THIS AND I!/107€D/4/€€. FF7.ENa PAGE 7/117473 icc Jj4 2S/2014BERS £ti Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and a 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. ■�TQ1�° erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding I V[ T fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIt Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,761 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If 5authersri Pine/SPl tsxo*ev is:apecifred„rise desiee n;attres are that&effective 06/051203.3 byALSG Job Truss Truss Type Qty Ply 3D R41832609 PL14-121_UP F09 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:42:02 2014 Page 1 ID:SygD7CTgSFZSjSNcSIttIDzR3Xv-0GiBQMZOdH2YPImEMj3Z88BKvZJHhwB_1yjYgzOQR3 2-6-0 I 11-0-14 ii 1-2-0 1 1 0-11-2 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 19 N 1 16 15 14 13 12 3x4 = 3x8= 3x6 = 1.5x3 Il 1.5x3 II 3x8= 3x4 = 12-8-14 I 11.6-14 1p-1-1.1 1 19-0-8 1 11-6-14 0-7-0 0-7-0 6-3-10 Plate Offsets(X,Y): r6:0-1-8,Edgel.r7:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Lid 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 lncr 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 (lb)-Max.Comp,/Max.Ten.-All forces 250(lb)or less except when shown. rO 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 �S 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, 0 4p4 14 7-12=-789/0 * Q ht� NOTES s ha 1)Unbalanced floor live loads have been considered for this design. 119,9 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%39 as 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. 0iS LOAD CASE(S) StandardSflA � < V0PROpk-n �� NGINFF�. �0 870 2PE r4 u) h y` �'0j, GREG N (15) Ltr EXPIRES:06/30/2015 April 22,2014 9 9 t€A'?Vtil:Sfa^ Year dolga parameters met REM Tr.JES ON THIS MC Naos MITEK REFEREACE dACi MI 7 473 res.4,2sizoio BE RELM t 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 o for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Mile k' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus He' ofSea-€rePirie(5P)Dana�r is specified.the design-values are tilos*effective OG/OSfzQ13 by MSC Heights,CA,95610 urh Job Truss Truss Type IQty Ply 3D R41832610 PL14-121_UP F10 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:42:03 2014 Page 1 ID:SygD?CTgSFZSjSNcS 1ttlDzR3Xv-SSFZdiaeObAPOUMQwRaohLjY2zoGQPi8GcSF4GzOQR2 I 1-2-4 I I 1-2-12 I 2-6-0 I I 1-2-0 1 1 1-3-0 I 1-6-0 I Scale=1:21.2 1.5x3 II 3x6— 3x5= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 5 6 7 8 1 2 3 4 e c _ ./' z,/-- ' ..... eV � o- v e 14 12 11 10 3x6= 1.5x3 I I 3x4= 3x4= 3x4= 3x6= 60-8 18-7-8 19-2-8 I 12-2-8 I I 1-5-4 I 1-5-4 6-7-4 0-7-0 0.7-0 3-0-0 Plate Offsets(X,Y): 15:0-1-8,Edge1.110:0-1-8,Edriel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 022 Vert(LL) -0.05 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.24 Vert(TL) -0.07 11-12 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.53 Horz(TL) 0.00 9 n/a n/a Weight:58 lb FT=0%F,0%EBCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 14=-585/Mechanical,13=1259/0-5-8 (min.0-1-8),9=388/0-3-4 (min.0-1-8) Max Uplift 14=-628(LC 4) � Max Gray 13=1259(LC 1),9=388(LC 4) CtOV I,, 01 {`'9 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. s t AS } TOP CHORD 2-3=0/824,3-4=-647/0,4-5=647/0,5-6=791/0,6-7=-791/0 1) . QG t BOT CHORD 13-14=-824/0,11-12=0/791,10-11=0/791,9-10=0/494k C11 WEBS 2-13=-738/0,2-14=0/1034,3-12=0/892,3-13=-815/0,7-9=-594/0,7-10=0/389 ' k' N NOTES .r 1)Unbalanced floor live loads have been considered for this design. ed } , 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b)14=628. 11 �'.4G,1S 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,'�, 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to `S' NAL 10 '5t4 be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard �{ .0 P R©p�c� � � ..(rj�j N DC, sf��% '87021.2 E C' f (nN 7�-0. OREGO el, �© '1'18Efl1� A- He EXPIRES:06/30/2015 April 22,2014 a a ®8'ARNf' -Vsirffdvu(npaw tern and READ t/2TES ONTHIS AND T(ZUS€DMIMIC PJFEPE EPAG(M 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 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 7777 Lane,Suite 109 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/7PI1 Qualify Crifeda,DSB-89 and SCSI Building Component 7777CitruGreenbackea, LCAne,Su Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. If 5autharas pine(SP(turnbirf is specked,nhexlasign values are£herr e1€sctiive 06/O1/2013 lny.ALSC . Job Truss Truss Type Qty Ply 3D PL14-121_UP F11 Floor 3 1 841832611 Pacific Lumber 8 Tmss Co., Lake Oswego,Oregon Job Reference(optional) 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:42:04 2014 Page 1 ID:SygD?CTgSFZS1SNcSIttIDzR3Xv-Kepxci2bH9vlGeexdU851 EZGjhNAJ9xiHVGCpcjzOQR1 2-5-4 I I 1-2-0 II - 2-0-8 I 2-6-0 1-5-0 I I I Scale=1:22.3 1.5x3 H I 3x4= 1.5x3 I I 3x4= 3x4 II 3x4= 1 2 3 1.5x3 II • 4 5 s 7 - 0. o o N I1101.°111111111111.1. — 0 N • ° • • ° k.'1 11 10 =; 3x4= 1.5x3 II 3x4= 358= 3x4= 3-11-12 2-8-4 13-3-413-0-175-0-40-4-h -ig� if I 8-7-12 2-8-4 0-7-0 o-7-0 0-Y-k 12-8-12 4-8-0 0.5-$ 4-0-8 Plate Offsets(X,Y): 12:0-1-8,Edpe1,110:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) l/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.05 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:58 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: REACTIONS (Ib/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) 6-0-0 oc bracing:8-9. Max Uplift8=-64(LC 3) Max Gray 12=321(LC 3),8=146(LC 7),9=754(LC 8) 1$TO S 44. h FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �$ �, ViA$�fleet, TOP CHORD 2-3=565/0,3-4=-565/0,4-5=0/538,5-6=0/533 r BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 'w G' WEBS 2-12=-610/0,4-9=-841/0,6-9=-452/0 ;° htk., Q NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. 1 '9' 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8. i£+ ¢� J 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. P ISTE 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 be attached to walls at their outer ends or restrained by other means. `�( jA 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard � c1,�[3 PROFest, c�� r.GtN i. l0 414 -37 870 2PE r- cf) rtt S 7ATGREG N ri, kr 0,1 8../e. $ER A\ �, S 4. ri EXPIRES:0613012015 April 22,2014 e A #R/4M-Verifydesignparame€ersa:1d READ f6ITS GNTHIS AND Zr1 tt EDMIEXREF:'REN:ESAGEMi`I7473m%1;25/2VOBEOR I£E Design valid for use only with Mtrek 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 shownMil is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek' fabrication,quality control,storage,defrvery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane,Suite 108 Citrus Heights,CA,95610 It Southern Pine 4'Sp)ttortbue isspacified.tise design wtuies am taw.* fly/01 f2Q1.3 IwA£SC W. Job Truss Truss Type Qty Ply 3D R41832612 PL14-121_UP F12 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:42:05 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-prNl(20cvwCQ6GoWp1 scGmmpuonTQuNNQkwxM99zOQR0 I 2-6-0 I 1-9-8 I I 1-2-0 1 1 1-3-4 I 1-6-0 I Scale=1:16.5 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 6 0 ,,,,,,,,,,„..„,..... , Z 0 N N � e e e e 10 9 8 3x4= s� 3x4= /X\ 3x4= 3x4 = I 4-6-8 1 5-1-6 1 5-8-8 1 8-8-12 I 4-6-8 0-7-0 0-7-0 3-0-4 Plate Offsets(X,Y): f8:0-1-8,Edgel,f9:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 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/TPI2007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=378/Mechanical,7=378/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ytONTO N. TOP CHORD 2-3=-757/0,3-4=-757/0,4-5=-757/0 <h� BOT CHORD 9-10=0/684,8-9=0/757,7-8=0/476 {) 0'$WAG 'Y WEBS 2-10=738/0,5-7=-572/0,5 8=0/382 0 St NOTES 1.. t5 1)Unbalanced floor live loads have been considered for this design. f b4 2)Refer to girder(s)for truss to truss connections. . 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7. r 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 49634 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 (� � . be attached to walls at their outer ends or restrained by other means. ' tS'`S+'ONA.L. C? LOAD CASE(S) Standard 4.-. cO PROp&,0 $70 2PE N cv N y -cj, OREG N ft, ,4 "POn BER G' 4 SA. N ¢ EXPIRES:06/30/2015 April 22,2014 I, I A WA I.a Veal,de_bra pararn4tors i,d READ ht;TES ONT141S AM z,°k ti1 EL NIYElP REFEREIca 11805 64111473 mg.111912014 BEM USE i..• Design valid for use only with Milek 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 h responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the A t[�T� erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding �M[ 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quallly Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if SouthernSane)Sp tumharis specified,chatd:aaigo values are 2Nsas&effective tTG/0572€313 by AtSC Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/a" Center plate on joint unless x,y I 6'4 8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury r�� Dimensions are in ft-in-sixteenths. 1,4•4, Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. MIIIIMIElsilSitts 0-1/16' 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves 4 bracigshould be gonsidlereddative TorI ��� 0I— a 111\1111111,tic,..03. Never exceed the design loading shown and never ce U stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c�e cb cs-6 designer,erection supervisor,property owner and plates 0-'n6' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from * CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available In Muck 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,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 Plne lumber desIgnatIons are as follows: in all respects,equal to or better than that i Indicated by symbol shown and/or SYP represents values as published specified. ill by text in the bracing section of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,If no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. I Indicates location where bearings (supports) occur. Icons vary but O c 2012 MiTekOO All Rights Reserved 16.Do not cut or alter truss member or plate without prior ■�■ reaction section indicates joint approval of an engineer. number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MIEN 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: ANSI/TPII: National Design Specification for MetalMff project engineer before use. 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. isnot sufficient. BCSI: Building Component Safety Information, miTeke20.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