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Plans (30) �j- /4 51 Ac7 tL 00(2_3 RECEIVED 1 ?3s 54' f"S- mit MAR 2 3 2016 CITY OF TIGARD MiTek BUILDING DIVISION 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. � tt� PROPi c;\ 870 2PE f S71 SV 4>;OREGON ry© ti Cb BER S Pte© 49 A. N'E 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. P1 __ v mit 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 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. otONIO ,k,. , di G 0 49b39 ,016 Iv 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. 4 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 ttID2R3Xv36BGEXseHTkmRQM5zY0yovnQnBWrzSh?SiugeVBzOQRz I 2-6-0 I I0-10-211 1-2-0 110-11-2 1 Scale=1:32.8 1.5x3 II 3x6= 1.5x3 II 3x4 = 1.5x3 I I 3x4 = 3x4= 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 e e • o o o `�o �� 17 16 15 14 13 12 "TT 3x4 = 3x8= 3x6= 1.5x3 I I 1.5x3 II 3x8= 3x4= 12-6-2 11-4-2 t1-10-710-7-0 �1-1--21 0 0 7 1 18-9-12 I 11-4-2 7-0 - 6-3-10 Plate Offsets(X,Y): 16:0-1-8,Edgel,17:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft lid 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. ,1 ONIa 1F TOP CHORD 2-3=2976/0,3-4=-2976/0,4-5=-3689/0,5-6=3689/0,6-7=-3386/0,7-8=-2944/0,8-9=-2944/0 BOT CHORD 16-17=0/1772,15-16=0/3588,14 15=0/3386,13-14=0/3386,12-13=0/3386,11-12=0/1775 �Oc., v WAS 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, y, 7-12=-756/0 4 't) r vt _ �'t NOTESCO 1)Unbalanced floor live loads have been considered for this design. %h./ 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. A) 14, '01 Ai 49639 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ' ri Tti cff LOAD CASE(S) Standard S ONAVO <<-R a PRQp, 4NGINFF,9 i0 Z' 870 2PE cil CV y ��IS j GREGO ti O �'I'�BER 4t� r S A e HRP EXPIRES:06/30/2015 April 22,2014 6t AtfsS viA ..V&tydeai7nparaa osrsandREAD TES ON7MMMSAND IM 1SIEONFTEKREFFNMEPAGE HIT 7473€er.1/2s/2014Bf0 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 erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MI eT el* fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPi1 Quality Criteria,DSB-89 and BCS!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' i seuthers re(5P)ivmarex Is x ,the.octgnvlues are theta 8suve Dsa/0n us fay.MSC 9hts,CA.95610 A 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 MTek Industries,Inc.Mon Apr 21 15:41:06 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv-1UJ0fDuup4_UhkVT4z2QtKspB?L1Zh219E9kZ4zOQRx 2-6-0 1 1-9-8 1 1-2-0 1 1-6-0 A.,•L' 1 2-5-8 1 1 1-2-0 1 1 2-0-8 1 1 1-4-0 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 • • • O N N 1-9 23 22 21 20 19 18 17 16 15 14 1.5x3 II 3x5= 3x6 FP= 1.5x3 II 3x8= 3x6= 12-7-4 8-8-12 11-5-4 9-0.41 I 17-4-12 I 21-5-12 8-8-12 I 2-8-8 7-00-7-0 4-9-8 4-1-0 Plate Offsets(XX): 14:0-1-8,Edael.17:0-1-8,Edge1,116:0-1-8,Edslel,122:0-1-8,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 0.23 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 Inc: YES WB 0.27 Horz(TL) 0.01 15 n/a n/a Weight:99 lb FT=0%F,0%EBCDL 5.0 Code IBC2012/TPI2007 (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 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) 0j IO FORCES (Ib) Max- .Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 0 0 01 "y y TOP CHORD 2-3=700/0,3-4=700/0,45=-304/27,5-6=-304/27,7-8=468/0,8-9=-468/0, ge:°- ,0Q`7,t 9-10=0/571,10-11=0/571,11-12=0/566 1� :�' 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, 4? 15-16=-22/297,14-15=-286/61i.--. 415=-286/61 >�/ 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, x 12-14=-66/308,12-15=-457/0 .d kip NOTES 49639 4� 7 c),A, corsis3" 1)Unbalanced floor live loads have been considered for this design. 43;S"ri CS 2)All plates are 3x4 MT20 unless otherwise indicated. NJ NAL 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)14. 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. PROP? 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 c p QFF be attached to walls at their outer ends or restrained by other means. '< NG1 N �R t9 f��� 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 4t4187022P { >N ty IP -0),OR SON (it % A. Vi 5i;-- EXPIRES:06/30/2015 April 22,2014 1 _ t ®W'+1RN1M3-Ver ft design paarrwaas aid REAP f 175 OHMS Atm matzoHilEf REFERENCE NU 7473 rev,1/28/2S1IBEMt EE .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 MI is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the AiTeIr` __. 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/TPIt Qualify Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 ifSouthern Pino *1 Wadley isasecifiad,r11e steaars vatue£are these e%ecttye r a/20a.3 by ALSC I4 Job Truss Truss Type Qty Ply 313 PL14-119_UP F03 Floor 5 1 R41832582 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:07 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-VMOtZvWa06LIu4gegafQXpz40jz19buOuul6WzOQRw I 2-5-4 1 1 1-2-0 I I 2-0-8 I 2S0 I I 1-4.4 I Scale=1:22.2 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4 II 3x4= 1.5x3 II 12 3 4 5 6 7 • • Y • o- • N I � � — -V 1_ V O - N o- e e -0 0 1 l 11 10 8 3x4= 1.5x3 II 3x4= 3x8= 3x4= 3-11-12 I 2-8-4 13 3-4 13-tD� 8-7-12 12.9-0 2-8-4 0-7-0 07-00-1-3 4-8-0 9-'1-ti 3-11-12I Plate Offsets(X,Y): 12:0-1-8,Edae1,f10:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.05 9-10 >999 360 BCLL 0.0 Rep Stress 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.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.18,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) lO 010N N. FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 007 1 WAS , TOP CHORD 2-3=-565/0,3-4=-565/0,4-5=0/538,5-6=0/533 BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 I 4h I : O WEBS 2-12=-610/0,4-9=-841/0,6-8=-123/255,6-9=-444/0 i-7 0 NOTES 1)Unbalanced floor live loads have been considered for this design. r 2)Refer to girder(s)for truss to truss connections. ,d 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. "P 4 43639 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8. , x 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Zsro. E G 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 �'I t.0 PROre 8 • 2PE ,9f La cv y 'j�RE:GO� Izu 0 ' 8EEi1 4s A. I4— EXPIRES:06/30/2015 April 22,2014 4 1 a 664JWINC-Way design parameters axd READ WITS TN MUM 1St 1/5ED NITESREFEREhCE PAGE Nil 7 473 res 1,/18/2DI4) 4ELtSE til.... 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 stabirrty 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,delivery,erection and bracing,consult ANSI/7161 Quality Galeria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Inlormallon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95810 IfSauihorn P3netSP)b bar is - . .design values are these refractive 0001/2014 byrAskCa r 1 Job Truss Truss Type Qty Ply 3B R41832583 PL14-119_UP F04 FLOOR 3 1 Job Reference(ootional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:08 2014 Page 1 ID:SygD7CTgSFZSjSNcS1 ttIDzR3Xv-ztRn4vv8LhFCwlfsCOSuylx86o2X1 rat dYereyzOQRv I 2-6-0 I 0-8-4 1 1 1-2-12 I I 1-6-0 I I 1-2-0 I I 1-4-4 I 1-30 I Scale=1:18.3 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 3x6= 4 5 6 7 8 • • -• • AS 7,7,77, .•, , ,NNNN.,,,,NNN:14.15. 0 N NNNN e e • 143 . 12 11 104 9 3x5= 1.5x3 II I3x4= 3x6= 3x4= 3-2-8 I 10-6-12 I 3-2-8 7-4-4 Plate Offsets(X.Y): 15:0-1-8,Edoel,110:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.01 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.02 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:51 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 13=559/0-5-8 (min.0-1-8),14=81/Mechanical,9=278/Mechanical Max Uplift 14=19(LC 4) Max Gray 13=559(LC 1),14=131(LC 8),9=282(LC 4) y'tONIO FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. Qr V,rASj1 TOP CHORD 2-3=0/260,5-6=-429/0,6-7=429/0 0 i) 1—"` 06 BOT CHORD 12-13=-260/0,11-12=0/429,10-11=0/429,9-10=0/291 . WEBS 3-13=-330/0,2-13=-306/0,5-12=-286/0,3-12=0/470,7-9=-372/0 02 \.1 NOTES a 1)Unbalanced floor live loads have been considered for this design. At. 2)Refer to girder(s)for truss to truss connections. .16,.., 49639 " 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)14. . CI 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 443.54 L l.� be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard '\ i t) PR ore 87022P;. c--- • + >O y X41 OR GON ti, Zv -C,.�''iBER 1\ P� `SA NE¢� EXPIRES:06/30/2015 April 22,2014 / A L€dRNi€t3-yer.'fydesfgn prattle B!P5 and READ frOd;S CU MIS MD DEMO MP7EKfs€'F.-REdoif PAM 1411 7473 tea 1,12912014 WORE USE mil Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and 6 for an individual building component. ,. Applicability of design parameters and proper incorporation of components responsiblity of building designer-not truss designer.Bracing shown ... is for lateral support of individual web members rs only.Additional temporary.bracing to insure stability during construction is the responsibillity of the ■A'Tel. y= "- _ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYB 1 R fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 1Safely t Itt ere Pine )t ai bb r is specified,the dee igns 7tu s are ece a felt OG/Di j 23 byALBC Citrus Heights,CA,95610 (Job Truss (Truss Type Qtr Ply 3e P114-119 UP F05 FLOOR 841832584 4 1 Pacific Lumber&Truss Co., Lake Oswego,Oregon Job Reference(notional) 7.510 s Jan 13 2014 ek Industries,Inc.Mon Apr 21 15:41:08 2014 Page 1 ID:SygD7CTgSFZSjSNcS 1 ttIDzR3Xv-TztRn4vv8LhFCw1 fsCOSuylx4doyH 1 a31 dYereyzOO Rv 1 2-3-12 11 1-2-0 II 100 1 260 1 Scale=1:21.9 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 3x4= 7x3 II • 5 6 _ ° 7 D —" N e e ° 12 11 10 ° 3x4= 9 1.5x3 II 3x4= 8 3x6= 3x4= I 12-7-4 Plate Offsets(X,Y): 12:0-1-8,Edoe),110:0-1-8,Edge1 12-7-4 1 LOADING(psf) SPACING 1-7-3 CSI TCLL 40.0 DEFL in (loc) l/defl Lid PLATES GRIP Plates Increase 1.00 TC 0.49 Vert(LL) -0.14 9-10 >999 480 TCDL 10.0 Lumber Increase 1.00 BC 0.50 Vert(TL) -0.21 9-10 >707 360 MT20 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 56 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 0.0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) WEBS 2x4 DF Stud/Std(flat) end verticals. 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. TOP CHORD 2-3=1204/0,3-4=-1204/0,4-5=-1646/0,5-6=-1646/0 11Oj jO T BOT CHORD 11-12=0/1204,10-11=0/1204,9-10=0/1560,8-9=0/1109 �,? t7�p WEBS 3-10=0/263,2-12=-1310/0,6-8=-1198/0,6-9=0/579,4-10=-545/0 �aA.� 6�' NOTES tib 1)Unbalanced floor live loads have been considered for this design. r ` Q C 2)Refer to girder(s)for truss to truss connections. t t4 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. \ 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 96 be attached to walls at their outer ends or restrained by other means. �+f+ '�3' r{}� , LOAD CASE(S) Standard ©tl' ti�3'3 ��Rtp PRQp \\ *.NGINEFR �z 47c- 87022PE re to tv y "".("44-k- 4!>, OREG N 20 4/ 9C' �,�$ER .�� A. NEROst �� EXPIRES:06730/2015 April 22,2014 ®tf:LNP,4n-Verify delign pararneers and READIES ON THIS Ale 1N21SES M17EKA€FEREN E PAGE XII.7473 rep.312912014&FORE USE n t Design valid for use only with Mifek 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 ;;e^B� F� _ fabrication,quality control,storage.delivery,erection and bracing,consult ANS1/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 I�BEr Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 1fSm+rkherss Wires tsps twnlaar lxopen5f specified,iha as�rvafuas e.thesem ecteve Greenback Lane,Suite 109 116,8t1I,(2�123 b1fAtiC Citrus Heights,CA,95610 Truss TNSS Type Qty Pry 3B R41832585 Fbor 1 F07 Ifi Job Reference(ootionall ljPoLb14-119_UP 7.510 5 Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:41:10 2014 Page 1 Pacific Lumber B Truss co., Lake Oswego,Oregon ID:SygD?CTgSFZSjSNcSIttIDzR3Xv-wGZXVaxPtJVw3LpFJp7M1A1LtfcjZVXGK4s7yirzOQRt 2-0-0 I I 2-5-8 I I 1-2-0 I I 1-11-0 I I 2-6-0 I 0-9-8 I I 1-2-0 I I 8-84 I Scale:1/2"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II y 1 2 3 4 5 e 7 8• L e a a e - — —i-\ N O N �f k J�X�`a � e • 12 11 16 15 14 3x8= 1.5x3 II 1.5x3 II 11-0-4 11-7-4 13-9-4 1 3-6-8 I 4-1-8 1080 I 7-8-12 I 10-5-4-8- 10-7-0 10-7-0 I 2-2-0 I 3-6-8 0-7-0 0-7-0 Plate Offsets(X.Y): 17:0.1-13,Edoel.18:0-1-8,Eduel.114:0.1-8,Eduel.115:0-1-8,Eduel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TC 0.20 Vert(LL) -0.0215-16 >999 480 MT20 220/195 TCLL 40.0 PlatesumbrIIncrease 1.00 Vert(TL) -0.04 15-16 >999 360 TCD. 10.0 Lumber Increase 1.00 BC 0.13 BCLL 0.0 Rep Stress Incr YES WBtn 0.16 Horz(TL) 0.01 10 n/a n/a Weight:64 Ib FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 BRACING LUMBER TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except TOP CHORD 2x4 DF No.1&Btr(flat) end verticals. BOT CHORD 2x4 DF No.1&Btr(flat) BOT CHORD Rigid rtiadirectly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std(flat) REACTIONS (lb/size)Grav16=307/16=307/Mechanical, 1a hanl,13=670/0-3-869 ax 10=236(. 4- 0-1-8),10=223/0-2-4 (min.0-1-8) 0.VONIO i FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �rj � j$j�� TOP CHORD 2-3=-570/0,3-4=-570/0,4-5=-570/0,7-8=-314/0 {f ti l�. 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 �,40A O WEBS 2-16=-612/0,5-13=-595/0,5-14=0/291,7-13=-488/0,8-10=-353/0 1 ` ta NOTES 1)Unbalanced floor live loads have been considered for this design. 'f• 2)All plates are 3x4 MT20 unless otherwise indicated. d 4gr 3)Refer to girder(s)for truss to truss connections. ��+ 4,49 9 639 44' 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. , 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. GIS ry 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 �o be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. O , GPNE' , ,Qs`r \� 4p LOAD CASE(S) Standard 44 87022P� 9f.. 5- ' ORGONti� Lli �-PO0 1 ER '¢ q49 A. H'�_ EXPIRES:06/30/2015 April 22,2014 a ®WA£sNZNear rteazln;;#ramc�rs and A�TI•S ON MS AND IhCd t&ED MIRK fiEF£AEfJiE( NII 7473 ren I;Z9j2�I&Bl�tk4E!#�E nt. .".."- Design valid for use only paraWick meters and connectors. incorporation on ois design is based components responsibn ility of building desgneris shown.and k for an'n otdual building truss designer.Bracing shown -,, Applicability of design properbracing to insure stability during construction is the responsibillity of the AJ{'+'Pie` _. for oteral support of individual web members vera s ctunal temporpo �x rrI FCR fabrication. Additional permaneor ge,del of delivery, oveion and bracing, fgconsult ilA SI The buity det ria, 50-9 and CSIdandi g Coming fabrication.quality control,storage,delivery,erection and consu8 ANSI/TPII Quality Criteria,D58-89 and SCSI Building Component Greenback egAs Suite 109 Information I ) Institute, SuiteOGlP3 VA a. 7777tCA 9�O ISaiely f e + SPlusisevirTruss ee �vauOla€3 Job Truss Truss Type Qty Ply 3B PL14119_UP F08 Floor R41832588 2 1 Pacific Lumber 8 Truss Co., Lake Oswego,Oregon Job Reference(optional) 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:11 2014 Page 1 ID:SygD7CTgSFZSjSNcS1 ttIDzR3Xv-OS6viwyl ecdnnVORtWebaNZcoOvMErXUJWsVFHzOQRs I 2-6-0 I 1 1-0-10 I I 1-2-0 1X1-2H 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 e e N - e e 1 16 15 14 13 12 C 354 = 3x8= 3x8= 1.5x3 II 1.5x3 ll 3x8= 3x4= I 11-6-10 12-8-10 11-6-10 1R-1-101 1 19-0-4 1 Plate Offsets(X,Y): 16:0-1-8,Edgel.(7:0-1-8,Edgel 0-7-0 0-7-0 6-3-10 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc I/defl Ud GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.31 15 >738 480 MT20ES 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 >469 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:86 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) WEBS 2x4 DF Stud/Std(flat) end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=831/0-2-8 (min.0-1-8),11=831/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 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 'TOMO i, 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 GQ,7o, WAS '9, WEBS 2-17=-1937/0,2-16=0/1323,4-16=-685/0,415=-28/296,5-15=266/0,6-15=-69/599,9-11=-1940/0,9-12=0/1285, Y 7-12=-786/0 ,y, /4# Q.,A 11'- NOTES c *" it / N 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. 496 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 \\,,.,.....".. � 4$ f1 +- be attached to walls at their outer ends or restrained by other means. 44, ,..... r� LOAD CASE(S) Standard :I:0 ;T�LJA� PRt?FFS �N. 4NGlN �R.Si0 2 8 12PE r ie y -0T OREGO q. 4M S7 AHER'4"." EXPIRES:06/30/2015 April 22,2014 Amew,-Ver.'f}deaigrapararemrsandREAD 107ESOMTHIS Ale DEMO 1413EXREFERENCE PAM NIT 7473ME.1,/15/2014DE ME r.,r Design valid for use only with M7ek connectors.The 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 _ _ � -•=-ts-for lateral supporhot 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 } Mil MK. fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quagly Criteria,DSB-89 and BCS1 Betiding Component Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane,Suite 109 Citrus Heights,CA,95610 If 1 Plane(SP11,umber is aped:bed.nine design whoaare these c4ta¢tje 0G/o1f1013 by MSC Job Truss I Truss Type Qty Ply 36 R41832587 I PL14-119_UP P09 IFbor 3 1 Job Reference(optional) ll 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:11 2014 Page 1 Pacific Lumber&Truss Co., Lake Oswego,Oregon ID:SygD?CTgSFZSjSNcSIttIDzR3Xv-0S6vMylecdnnVORtWebaNZcnOvLErWUJWsVFHzOORs 2-6-0 1 1-0-14 1 1 1-2-0 1 1 0-11-2 1 I 1 Scale=1:33.2 1.5x3 II 3x4= 3x4= 1.5x3 I I 3x6= 1.5x3 II 1.5x3 II 3x6= 1.5x3 II 3x4= 10 1 2 3 4 5 6 7 8 9 f / N • O N e 16 15 14 13 12 1 1� 3x4= 354 = 3x8—_ 3x6= 1.5x3 II 1.5x3 II 3x8= 12-8-14 11-6-14 12-1-141 1 19-0-8 8 1 I 11-6 14 0-7-0 0-7-0 Plate Offsets(X,Y): 16:0-1-8,Ed11e1.17:0-1-8,Edoe1 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Ud PLATES GRIP TC 0.43 Vert(LL) -0.31 15 >735 480 MT20 220/195 TCLL 40.0 PlatesumbrIInncrea 1.00 -0.48 15-16 >468 360 TCLL 10.0 Lumber Increase BC 0.80 Vert(TL) BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.07 11 n/a n/a Weight:86 lb FT=0%F,0%E 19 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 end verticals. BOT CHORD 2x4 DF No.1&Btr(flat) BOT CHORD end rtical directly applied or 10.0-0 oc bracing. WEBS 2x4 DF Stud/Std(flat) 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. zONro 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 5 w. BOT CHORD 16-17=0/1797,15-16=0/3661,1415=0/3457,13-14=0/3457,12-13=0/3457,11-12=0/1800 c tJ 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, �9 h —41'0O t 7-12=-789/0 i IF ,1 "� 11 r NOTES 1)Unbalanced floor live loads have been considered for this design. r 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)17. +d 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. � ja, 49639 47 Qc 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. �S�NAL �l LOAD CASE(S) Standard .4,c''c,a P ROp4. -37 4t 610 87022PE <' ry �v `�'O�OREGo r,O e'0 �'�.BER \ P`' ©S A. H'E4' EXPIRES:06/30/2015 April 22,2014 A W,4RNTM3-Verityrieaign 7ariameSrs a=/READ TES OH T IS /MIXED HTIEK REFERENCE PAGE/11E 7413 me 1/29/261495-E USE Design valid for use only with MTek and proper iris design is ton obased compoonnenunt is rn esponsibility b ity of building designearameters shown,and is for an r-not truss desigual ner.Bracing shown iforApplicabilitylu designrof parameterswbembe - fin.... isforaaTerf support individual web members only.Additional Temporary bracing to insure stability during construction the responsibillity of the ,. '!YB 1 erector.Addi}ionarpermaneni bracing of the overall structure is the responsibility of the building designer.For general guidance regarding7777 Greenback fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPI1 Quality C18eria,DSB-89 and BCSI Building Component CitrusHeights, A,Lane, Suite 109 If 3Va ei Institute,7maei N. these Suite 312,Alexandria,byM6C4. Job Truss Truss Type lOty Ply 138PL14-119_UP F10 Floor5R41832555 5 1 Pacific Lumber&Truss Co., Lake Oswego,Oregon Job Reference(optional) 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:12 2014 Page I ID:SygD?CTgSFZSjSNcS1 ftIDzR3Xv-segHwGyfPwlePfzdRD9g7b6p?PMBzOodYAc3njzOQRr I 2-6-0 I 1 1-4-8 I I 1-2-0 I I 1-3-0 I 1-6-0 I Scale=1:18.9 1.5x3 II 3x4= 412 1.5x3 II 3x4= 1.5x3 II 3x4=31.5x3 II 5 6• 7 0• 1 11 10 9 3x4= /\ 3x4= 3x6= 1.5x3 II �Q] 3x4= I 6-9-0 I 7-4-0 1 7-11-0 I 10-11-0 6-9-0 0-7-0 0-7-0 I Plate Offsets(X,Y): 14:0-1-8,Edgel.(9:0.1-8,EdAel 300 LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac l/defl L/d TCLL 40.0 Plates Increase 1.00 ) PLATES GRIP TCDL 10.0 TC 0.38 Vert(LL) -0. 011-12 >999 480 MT20 220/195 lumber Increase 1.00 BC 0.38 Vert(TL) -0.10 11-12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 50 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) WEBS 2x4 DF Stud/Std(flat) end verticals. 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 (Pb)-Max.Comp./Max.Ten.-All forces 250(Pb)or less except when shown. TOP CHORD 2-3=-1280/0,3-4=-1280/0,4-5=-1062/0,5-6-1062/O ',J' -j i BOT CHORD 11-12=0/925,10-11=0/1062,9-10=0/1062,8-9=0/624 +7 WEBS 2-12=-998/0,2-11=0/384,4-11=-21/333,6-8=750/0,6-9=0/566 Q A� NOTES 0 Air w- 0 1)Unbalanced floor live loads have been considered for this design. C 2i ill 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. j 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. \ na 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. 4��� -, 9, LOAD CASE(S) Standard SO ssIaNAIG � 4ly�xIN F,5, 2 � 8 • 2PE r y �'flj; OREGO 2QW � BER NQ `S A. HE EXPIRES:06/30/2015 April 22,2014 AWARN7M-Way dusttapararaeersandREAD NOTES CNMIS AND/M EDMITE!(REFERVATIAGSNIT.7473resl!29J2614AFOREUV �.. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. hill Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown _ hiociateral support of individual web members only.Additional temporary bracing to insure stability during constructianis theresponsibi5ty of the 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/TPII Quality Criteria,DSB-89 and BCSI Building Component MiTek' Solely information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Id5asuxtxersr Mee(' )lumiserIc specified,the sledge tablesr Mose 7777 Greenback Lane,Suite 109 -- OS�fiISf20?.&Pp Citrus Heights,CA,95610 IJPL1ob4-119_UP TF1N1ss Truss Type ILty3 Ply 1 138 R41832589 lNoor Job Reference(optional) 7.510 s Jan 13 2014 Mitek Industries,Inc.Mon Apr 21 15:41:13 ZpmNi3 2014 PaJAzOORq Pacific Lumber&Truss Co., Lake Oswego,Oregon ID:SygD?CTgSFZSjSNcSIttIDzR3Xv-KgEg7czHAEtVOpYp_ 2-6-0 1-5-0 1 254 II 1'2-0 II 2-o-a I I I Scale=1:22.3 1.5x3 II 3x4= 3x4 II 3x4= 1.5x3 I I 1.5x3 II 3x4= 4 5 6 7 1 2 3 • v...., e si o iiiiiiiiiii.iiiii. • iiiiiiiii • O O I e e - y _ • ° f(XY7� L. 1 11 10 3x4= 354= 1.5x3 II 3x4= 3x8= 3-11-12 al-ft 12-9-12 3-3-4 3-10-4 ff 8-7-12 0--ft 4-0-8 I 2-8-4- 1 0- I 0-7-0 o-Y -ti 4-8-0 Plate Offsets(X,Y): 12:0-1-8,Edgel,110:0-1-8,Ed0e) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TC 022 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCLL 40.0 PlatesumbrInn1.00 BC 0.13 Vert(TL) -0.05 9-10 >999 360 TCLL 10.0 Lumber Increase YES WB 0 22 Horz(TL) 0.01 9 n/a n/a BCLL 0.0 Rep Stress 12/ Weight:58 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TPI2007 (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 end verticals. BOT CHORD 2x4 DF No.1&Btr(flat) BOT CHORD Rigid rtiadirectly applied or 10-0-0 oc bracing, Except: WEBS 2x4 DF Stud/Std(flat) 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) y�ONIU Max Gray 12=321(LC 3),8=146(LC 7),9=754(LC 8) p, Qra ��WASI� `[� FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ZJ �4� .. 4b TOP CHORD 2-3=-565/0,3-4=-565/0,45=0/538,5-6=0/533 `� �4., �� ri BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 ty WEBS 2-12=-610/0,49=-841/0,6-9=-452/0 NOTES gr 1)Unbalanced floor live loads have been considered for this design. l �� � 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8. TEe LP Q Fjg 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/FPI 1. .4.,,,,, � 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to � be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. ����0 P OFetS' LOAD CASE(S) Standard �:co, �NG NE S/��41 9 4t' 870 2PE f 5. 0 ©REG N ti.' 0,sA. NER P EXPIRES:06/30/2015 April 22,2014 t 4 ®own n L'a iy r/e�zyrs rarars�Orrs and READ ACTED ON THIS AND I3rK2 L€isED HUSK REFERENCE 4 (9I7 7�f13 ser.I,rI9JZtrI&8l?s7RELi�E Design valid forusedesign es only with M1ek connectors.proper co his design orat on off componented only isis responsibn ility of burs ilding designer,and is for an'-notdual truss designer.Bracingshown ■� Applicability of port of parameters and embe' rP bracing to insure stability during construction is the responsibillity of the " 'IVikr ek* efortor.Additional support of individual web membersonly.Additionaletemporary II1rs fabrication, n,quality permanent ge.delivery,of the overall structure is the consult responsibility SIof the building Criteria, For generaldguidance Coming7777 Greenback fabrics}ion, control,s}orage, erection and bracing,consult ANSI/iPlt Quality Criteria,DS8-89 and SCSI Building Component Lane,Suite109 Iid )available 22314.Suite R3CiW HeightsCA,95O Asare iisar es1 A1 t +OO. by J Job Truss Truss Type Qty Ply 38 PL14-119_UP F12 Floor 1 1 841832590 Pacific Lumber 8 Truss Co., Lake Oswego,Oregon Job Reference(gptional) 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:14 2014 Page 1 ID:SygD?CTgSFZSjSNcSIttIDzR3Xvo1 a2Ly_vxX?Mey70YeCICOBAgD3URJIw?U59rczOQRp I2.6-0 1 1-9-8 I I 1-2-0 I I 1-3-4 1 1-6-0 I Scale=1:16.5 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 0 N p\'9�J e — e e e e 10 0. 9 g 3x4 3x4= 3x4= 3x4 = I 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 I Plate Offsets(X,Y): [8:0-1-8,Edge1,(9:0-1-8,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 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.09 9-10 >999 360 MT20 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/rP12007 (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, TOP CHORD 2-3=-757/0,3-4=-757/0,4-5=-757/0 0 10 BOT CHORD 9-10=0/684,8-9=0/757,7-8=0/476 a {?l WA$ {y, WEBS 2-10=738/0,5-7=572/0,5-8=0/382 -j. `+- NOTES c - G 1)Unbalanced floor live loads have been considered for this design. i 4* E 0.sk Ci ta 2)Refer to girder(s)for truss to truss connections. j 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 'd 4k"96 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 ¢ 39 ki be attached to walls at their outer ends or restrained by other means. �Q� IS TET LOAD CASE(S) Standard co PR°FF ' GINE- •% 87022PE r' 7 ‘1N'a),5.7 W 11" �' $ER 4t\ �� ©S A. HER EXPIRES:06/30/2015 April 22,2014 ®WARNdrfa.Verb design raramerurs and READ fISlTS ON MUNE INCLUDED NI7EK r1EFL21ENIE ME MIFE 1413 rex,1/29/Z t f BETINEUSE 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 insiirestabifityduring construction:¢the.responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the butwng-designer.For general guidance regarding MiTek' fabrication,quality control,storage,defrvery,erection and bracing,consult ANSI/TPI1 Quaiily Criteria,DSB-89 and BCSI Building Component Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane,Suite 109 Citrus Heights,CA,95610 1tSaasTbev ine(SP)Iembar is spesiriad,the devygsrus ss arthose ose etf6ctite 08/01/2013byASC _a Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Centerplate onjoint unless x, 6-4-8 dimensions shown in ft-in-sixteenths y I I (Drawings not to scale) Damage or Personal Injury offsets are indicated. EMI" Dimensions are in ft-in-sixteenths. 114k. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal orX-bracing,is always required. See BCSI. TOP CHORDS c�-2 c2-3 2. Truss bracing must be designed by an engineer.For -1/16" wide truss spacing,individual lateral braces themselves /76 4 may require bracing,or alternative Tor I I bracing should be considered. � iv, 6\4111 4 A 4 ®� O 3. Never exceed the design loading shown and never rllAllor U stack materials on inadequately braced trusses. ° 4. Provide copies of this truss design to the building C$ •2 C54designer,erection supervisor,property owner and For 4 x 2 orientation,locate BOTTOM CHORDS all other interested parties. plates 0-'aa' 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 AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. required direction of slots in 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 responsibility of truss fabricator.General practice is to width measured perpendicular ESR 1311,ESR 1352,ESR 1988 camber for dead load deflection. to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 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. / Indicated by symbol shown and/or by AWC in the 2005/2012 NDS be must Top chords sheathed or purlins provided at by text in the bracing section of the SP represents ALSC approved/new values 13.spacing usb design. output. Use T or I bracing with effective date of June 1,2013 if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is Installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but MOM SIM reaction section indicates joint 16.Do not cut or alter truss member or plate withoutprior ©2012 MiTek®All Rights Reserved approval of an engineer. 17.Install and load vertically unless Indicated otherwise. f ( number where bearings occur.isfor crushing Min size shownonly. 18.Use of green or treated lumber may pose unacceptable ® environmental,health or performance risks.Consult with project engineer before use. Industry Standards: 19. w all portionsouse.is Reviewingsinfront,picturesbackaloneors Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing.Handli tionjI ( 20.Design assumes manufacture in accordance with BCSI: Building Component Safety I , ANSI/TPI 1 Quality Criteria. Guide to Good Practice for Handling, miTeke Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 / QX CONFORMS TO DESIGN CONCEPT e� ® CONFORPISTODESIGN CONCEPT o REVISIONS NOTED CONFORMS TO DESIGN CONCEPT WITHV ❑ CONFORMS TO DESIGN CONCEPT WITH ® NON-CONFORMING-REVISE&RESUBMIT /�.��� !� (� REVISIONS AS SHOWN MMS SHOP ORAWiNG HAS BEEN REVIEWED FOR GENERAL.CO RMA!OE '+uy.1] /O�O ❑ NON-CONFORMIN -REVISE AND RESUBMIT wrrH DESIGN CONCEPT ONLY AW N'^.T RELIEVE ME NR(�LI L FOBRICATORNENDOR OF RESPONSIBiUT:Y FOR CONFORMANCE YORK DESIGN CRAWUAS.SPECIFICA.TK.NS.AND APPLICABLE CODES.ALL OF CHICH HAVE HIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE P.R.ORD-YOVERTHSHOPORMiNG By Alexia Fukui Date 9/22/14 CITY OF TIGARD WITH THE DESIGN CONCEPT ON Y AND GOES NOT RELIEVE THE FABRICATOR/VENDOR OF RESPO SIB1LITY FOR CONFORMANCE WITH THE MILBRANDT ARCHITECTS BUILDING DIVISION DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY Q c OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. Vfr 16� By: Todd R. Eaton Dote: September 19, 2014 T NG_NEE'IN INC • . - C3 (8) 11111111\-.-- 1!!!!Ilillik, --k 12 27 wit 6:12 (11) Cl / f I - 0 (2) g�:12 12 I I ` .4317- NI/ Al co 8:12 6.1Z W b D2 (3) i i 'l GARAGE --1—L D1 I- 11'-8' : 14,2' 25' r 4 1T-31/r m Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NWPLACEMENT ONLY.REFER TO 07/25/14 TRUSS CALCULATIONS AND ENGINEERED NBUILDING UILDURAL 1♦ PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER PLAN 36 INFORMATION.EGINEEOFRE DES RESPONSIBLE FOR N RECORD RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEERREVIOF RECORD TO ■■ COMPANY 3'B CHECKED BY: REVIEW AND APPROVE OF ALL it 1V■ DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. � ,,__ 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null_and void if not fabricated by-Pacific Lumber and Truss. - 3T-0' r I V= 16'-5 -►--r- 04 *\.: __--r • /\. • a es 8:12 ' C2(11) • C. 61 1:12 7tD3 4r 8: 2 8:12 11 2) W M 5 6:12 b4 »; CONFORMS TO DESIGN CONCEP- GARAGE ri CONFORMS TO DESIGN CONCEPT WITH 14-2' D1 ©CONFORMS TO DESIGN CONCEPT REVISIONS AS SHOWN r 11 Iri CONFORMS TO REVISIO S NOTEDpGN CONCEPT WITH NON-CONFORMING-REVUE AND RESUBMIT 251-8* .I 0 NON-CONFORMING–REVISE&RESUBMIT HIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE I 1 17;3 1/L TES Hr a ar is ¢ r -r KEN . rr a r. F aw a I •kn. C T tt{ P FS :rFa rG nlLcE, :r�1. H THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE DRi P f= 1 c.,i4YwAB . S.,Au aZ• FABRICATOR/VENDORCF RESPONSIBILITY FOR CONFORMANCE WITH THE Fk K I OVER.x:SSHO,DR.lS.:J.: DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY By Alexia Fukui Date 9/22/14 OVER THIS SHOP DRAWING, CONTRACTOR SHALL VERIFY ALL DIMENSIONS. MILBRANDT ARCHITECTS By: Todd R. Eaton Gate: September 19. 2014 CT ENGINEERING INC ®Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS — POLYGON NW 07/25/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND , . PROJECT TITLE ENGINEERED STRUCTURAL I♦ REVISION-1: DRAWINGS FOR ALL FURTHER PLAN 3B INNSFON.LLINONG TRUpacifi SS DESIGNER/ENGINEER OF RECORD �, ',' umber PLAN. DRAWN BY. REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TRUSS CONNECTIONS.BUILDING 3-B / CHECKED BY:: DESIGNER/ENGINEERWAND OF RECORD TO N REVIEW AND APPROVE OF ALL '` COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. `� 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. :. MiTek USA, inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPi/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate In inches. 10. For basic connector plate design values see ESR-1311, ESR-1988(MTek). T` o . i. ft ., , f" e �'• sb a{ 1-,- 't, .k- / This design prepared from computer input by 111111111111This LUMBER-BC TRUSS SPAN 14'- 2.0' ICOND. 2: Design checked for net)-5 psf) uplift at 24 'oc spacing. LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does TC: 2x4 KDDF 9188TR SPACED 24.0" O.C. not exceed 19% at time of manufacture. BC: 2x4 KDDF N18BTfl TC LATERAL SUPPORT <= 12"OC. VON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"0C. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 7-01 7-01 HM-4x4 3 12 12 4 6.00 6.00 D M-3x4 4 M-3x4 o v C?/— ,,i,011:1o 0 y y y y 14-02 1-06 1-06 GQ`� OOP DFp� JOB NAME : POLYGON PLAN 3-6 - Al Scale: 0.5115 w �`�n%PI `�/ WARNINGS: GENERAL NOTES,unless otherwise noted: 0 724,Y-E 1.Builder and erection contractor should be advised of all General Notes 1.This building Items based only ponent.Applicabilityo upon of parameters ign shown tersaa dnd is f or an Individual Truss: Al and Warnings before construction commences.2Incorporation of component Is the responsibility of the building designer. .2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at " 3.Additional temporary bracing to insure stability during construction2'o.c.and at 10'o.c.respectively unless braced throughout their len gth by ,,.+'-Ta." /�' DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON o. �W DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /1 4.No load should be appled to any component until after all bracing and 4.Design ion ofassutruss tris the responsibility usedof the vesper respective contractor. 7�/� �f sr ,�a N {� , SEQ, : 6035306 fasteners are complete and et no time should any bads greater than and are for"dry condition"of use. f)`' design beds has appliedcn to any r and assut. 6.Design assumes full bearing at all supports shown.Shim or wedge If > ` 1 V _ TRANS I D: 406433 5.CompuTrus no control over and assumes no responsibility for the necessary. M4 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6 This design is TPINVTCA in BCSI,piesbwhich writ be turn shednitations set forth by upon request. 9 Plates coincide with Joint center on trIness of truss,and placed so their center .1 p C > 11111111111111111111111111111 1111111111 ft MITek USA,Inc./CompuTrus offws Software 7.6.6(1 L)-Z O.FForribasic connectorplatetdesign values see ESR-1311,ESR-1988(MITek) EXPIRES: 2/31 201.5 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KODF CATION; TRUSS SPAN 27'- 0.0' IBC 2012 MAX MEMBER FORCES 4WA/DDF/Cq=1.00 2x6 KDDF #1$BTR Ti LOAD DURATION INCREASE = 1.15 1.3=(-805) 265 6-1=(•115) 48 3.7=(0) 305 BC: 2x4 KDDF#1$BTA SPACED 24.0' O.C. 2.3=( 0) 0 1.7=(-229) 648 WEBS: 2x4 KDDF STAND 3-4= ) ( ) LOADING 4-5=( 8108) 321 7-4= -226 651 TC LATERAL SUPPORT<= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) NOTE: 2x4 BRACING AT 24" OC UON. FOR LL = 25 PSF G ALL TOP CHORD AREAS NOT SHEATHED 5.7" -48/ 46H 0.00' 0.00 yyyyy ( 0) 26/ 28V BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11'- 4.4" -502/ 793V 0/ OH 141.50' 1.27 KODF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 25'- 6.0" -196/ 793V 0/ OH 5.50' 1.27 KDDF ( 625) OVERHANGS: 18.0' 18.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.) M-1.5x4 or equal at non-structural VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 vertical members (uon). MAX LL DEFL = 0.000" @ 11'• 4.0" Allowed = 0.150" Unbalanced live loads have been MAX TL CREEP DEFL = 0.000" @ 11'- 4.0" Allowed = 0.200" considered for this design. MAX LL DEFL = 0.013" @ 27'- 0.0' Allowed = 0.150" MAX TL CREEP DEFL = -0.014' @ 27'- 0.0" Allowed = 0.200" Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc MAX TC PANEL LL DEFL = -0.028" @ 21'- 11.3" Allowed = 0.476' MAX TC PANEL TL DEFL = 0.060" @ 14'- 10.1" Allowed = 0.697" M,M20HS,M18HS,M16 = MiTek MT series MAX HORIZ. LL DEFL = •0.007' @ 25'- 0.5' Gable end truss on continuous bearing wall. MAX HORIZ. TL DEFL = 0.011" @ 25'- 0.5" C-1x2.6 or equal typical at stud verticals. Refer to CompuTrus gable end detail for not exceed assumes moisture content does complete specifications, not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12-09 T 12-09 system and components and cladding criteria. 12-09 HM-4x4+ 5-08 7-01 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, /- 2 load durll ation'fsctorsjds'Cat.2, Exp.B, MWFAS(Dir), M-3X5 Truss designed for wind loads in the plane of the truss only. M O co M-4x6 a O 12 -/ 12 0 6.00 � co Q 6.00 el CD M-3x4+ co o 4 0 1 M-3x6+(S) M-1.5x3 M-3x4 a y 1, y y y 7-05 11-00 7-01 y 1-06 y y 25-06 1-06 JOB NAME : POLYGON PLAN 3-B - 61 ,�>�4 � �ROF�$ Scale: 0.2470 /of/ledNr �/© p 14 WARNINGS: GENERAL NOTES,unless otherwise noted: L4 Truss B 1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 4' .C9'Z„P E r"• and Warnings before construction commences. building component.Applicability of design parameters and proper y 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. �s f/ ,,AINNIPP' 04111W DES. BY• LJ 3.Additional temporary bracing to insure stebilty during construction 2.Design assumes the top and bottom chords to be laterally braced at " is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by fr DATE: 8/21/2014 the overall structure is the responsibly of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywal C). MOW - Ha 3.2x Impact bridging or lateral bracing where shown++ -0 SEQ. 60353 07 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. '.�� j �� ��'" festeners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, _7 b,• .../ TRANS I D• 406433 design loads be applied to any component and are for"dry condition"of use. ' S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if .••• .9 14 �" fabrication,handling,shipment and Installation of components. necessary.7. provided.s F1 t 6.This design Is furnished subject to the Imitations set forth by 8.Platesshallbe locatassumes ed adequate drainage of truss,and placed so their center �1 f 4.� IIIIII VIII IIfII VIII VIII VIII VIII IIII IIIIMITTPBUSA,Inc./CompuTrus iSOftWefef 7urn6.6(1 L Zn request. with joint center Ines. U DiggiFor tac caate size of flplate Ininches. values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by 111E111This LUMBER-BC TRUSS SPAN 37'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-10=(•391) 2382 3.10=(-285) 195 TC: 2x4 KDDF A160TR SPACED 24.0" O.C. 2- 3=(-2755) 552 10.11=(-269) 1986 10- 4=( -19) 502 BC: 2x4 KDDF S1ANDR 3- 4=(-2496) 522 11-12=(-291) 1985 4-11=(-712) 255 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-1761) 469 12- 8=(-433) 2352 11- 5=(-246) 1170 5- 6=(-1761) 469 11. 6=(-713) 255 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 6- 6=(-2761) 522 6-16=( •13) 502 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF 7- 8=(-2755) 552 12- 7=(-285) 195 8- 9=( 0) 76 OVERHANGS: 18.0" 18.0' LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONSHORZSIZE MAN. (SPECIES) M,g20HS,M18HS,M16 = MiTek MT series TIES LOAD AT LOCATION(S) SPECIFIED I BY IBO 2012.100'- 0.0" -279/ 1725V -213/ 213H 5.50' 2.76 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 37'- 0.0' -279/ 1725V 0/ OH 5.50" 2.76 KDDF ( 625) ICONS 2' Design checked for net(-5 gsfl upt at 24 'oc s acin . VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0' Allowed = 0.150" MAX TL CREEP DEFL = -0.014' @ -1'- 6.0' Allowed = 0.200' MAX LL DEFL = -0.138' @ 18'- 6.0' Allowed = 1.804" MAX TLMAX CREEP LL DEFL = 0.013" @ 38'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 38'- 6.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.060" @ 38'- 6.5" 18-06 MAX HORIZ. TL DEFL = 0.099' @ 36'- 6.5' 18-06 T NOTE:Design assumes moisture content does 6-06-05 f f5-11-13 f 5-11-13 f 5-11-13 f 5 11-13 f 6 O6 05 f not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 12 M-4x6 Q 6.00 system and components and cladding criteria. 6.00 4.0" Wind: 140 mph, h=23.8ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, 5 4h' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6(6) load duration factor=l.6, M 5X6(S) Truss designed for wind loads 3.1 in the plane of the truss only. 0.25" 0.25" og 4o +f M-1.5x3 M 1.5x3 ily + 0 co / En 'ci, 10 11 12 o M-3x6 M-3x4 M-3x8 M-3x4 M-3x6 C. M-3x5(S) y y y y y 9-06-04 8-11-121, 8-11-12 9-06-04 y y 20-00 17.00 y y 1-06 37-00 1-06 �0) PROFe� JOB NAME : POLYGON PLAN 3-B - C2 Scale: 0.1596 ��� IN / 17 WARNINGS: GENERAL NOTES,unless otherwise noted: 4' '9204PE < /��] 1.Builder and erection contractor should be advised of all General Notes 1.This design g coIs basedsnt.only Applthe icability of adesign rammeter shown and Is for an individual Truss: C2 and Warnings before construction mu tom antes. incorporation of component is the responsibility of the building designer. 2.2x4 compression web bradng must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at ' pop 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ' .• ., DES. BY' LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON' /41,/ f�. DATE: 8/21/2014 the overall structure Is the responsibility of the braiding designer. 3.2x Impact bridging or lateral bracing required where shown++ /j r! 4.No load should be appled to any component until after all bracing and 5.InstallationDesign of truss ulssses are e to be ulsedin thef non-corrosive econvironment,, ,f "'4 1 a r�Q� t�..}.. SEQ. : 6035308 fasteners are complete and at no time should any loads greater than and are for"dry condition"of use. f5'. design bads hasbe applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge If V TRANS I D: 406433 5.CompuTrus no control oner and assumes no responsibilitymponents for the necessary. �I9 R 1.�- fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6. ThisWfCA Iisn BC8is furnished subjees ofct wto the h e will bet tionisset forth by request. 8 platess coincide b located teedcenterotfaces of truss,and placed so their center q ` I IIIIII IIII 1/11111/ 11111III IIIA II 111 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E O.Fur basicconnedm platetde design values see ESR-1311,CSR-1988(MiTek) EXPIRES'12/31/2015 111111111 This designLUMBEpreparedR-BC from computer input by ' LUMBER SPECIFICATIONS TC: 2x4 DF FICATI; TRUSS SPAN 37'- 0.0" 2x4 KDDF &BTR; Ti, T4 LOAD DURATION INCREASE = 1.15 IDOND. 2: DesiOn checked for nett-5 psft uplift at 24 'oc sDacinp.I BC: 2x4 #18,B SPACED 24.0" O.C. NOTE:Design assumes moisture content does 2x4 KDDF kt&BTR B1 LOADING not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD =TOTAL LOAD = 2.0 PSF system and components and cladding criteria. 42.0 PSF Connector plate prefix designators: Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,C1a,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL load duration factor=l.6, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Truss designed for wind loads in the plane of the truss only. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer or equal typical at stud verticals. to CompuTrus gable end detail for complete specifications. 18-06 18-06 12-04-10 6-01-06 6-01-06 12-04-10 6.00 12 JIM-4x4 12 0D6.00 M-3x5(S) I 11 4M-3x5(S) y tn c) dill11111111111111111 r 1 1 II III 111 c. I 1 I I 4 M-3x4 M-3x5(S) 0 M-3x4 J, J, y 20-00 y y 17-00 1-06 37-00 y y 1-06 JOB NAME : POLYGON PLAN 3-B - C4 �,v, 0 PROF4-, Scale: 0.2219 ",j •...I./ / R9 'S/L.,, WARNINGS: GENERAL NOTES,unless otherwise noted: YV 4 Truss: C4 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 end Warnings before construction commences. building component.Applicability of design parameters and proper ' o P L.CC 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. �,,r DES. BY: LJ 3.Additional temporary bracing to insure stablity during construction 2•Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of continuous2 n c.and st 1ea' i respectivelyly oodss braced throughout/o their Ian th by DATE: 8/21/2014 the overall stricture Is the responsibility of the building designer. 2Impppaectsheathing suchr asbracing acing re sheathing(TC)uedwhetsand/ordrywell�C). (Ams",. .4,.....-- DES. EG Ai SEQ. : 60353 09 4.No load should be applied to any component until after at bracing and 4.In Impact obridging gl$og the responsibility bilir�of he were shown++ 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, yve contractor. I Q N . TRANS I D: 406433 design loads be applied to any component and are for"dry condition"of use. �t 1� 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if /� Tj" 1 4 ;0� 4�^k� fabrication,handling,shipment and installation of components. necessary. [- NN 6.This design is furnished subject to the Irritations set forth 7.8.PlatesDesigshall assumes adequate drainage Is truss,provided.and '� R RIO.0 eir center IIIIIIIIIIIII�IIIIIIIIIIIIIIIIIIIIIIIIIIIIIII MiTTpe SA�Inc./Co puTUsSoftwill ware7.6.6(1L)-E request. 1.linFor es indicate a lin with size 01plaeIninign helve d on both faces of ee ESR-1311,�ESRd so'1988(MITeIQ EXPIRES:12/31/2015 TRUSS SPAN 38'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=(-309) 1509 8- 3=( 0) 266 TC: 2x4 KDDF #1&BTA; LOAD SPACED 24.0" O.C. 2- 3=(-1796) 544 8- 9=(-311) 1506 3- 9=(-541) 150 2x6 KDDF #1&BTA T3 3- 4=(-1248) 526 9.10=(-506) 1433 9- 4=(-183) 637 BC: 2x4 KDDF S1ANDR LOADING 4- 5=( 0) 0 10-11=(-505) 1434 9- 6=(-469) 379 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF WEBS: 2x4 KDDF STAND 4- 6=(-1226) 475 6-10=( 0) 189 6.11=(-1706) 635 IC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 16. 7=( -975) 468 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LL = 25 PSF Ground Snow (Pg) NOTE: 204 BRACING AT 24' OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)BEARING MAX VERT MAX HORZ BRG flEOUTAED BRG AREA ALL TOP CHORD AREAS NOT SHEATHED RIQITRD STORAGE DOES NOT APPLY DUE TO THE SPATIAL AEOUIREMENTS OF IBC 2012 AND IflC 2012 NOT BEING MET. 0'- 0.0" -300/ 1255V -107/ 116H 5.50" 2.01 KDDF ( 625) 25'• 0.5" 0/ 855V 0/ OH 143.50" 1.37 KDDF ( 625) LOAD. TOP 37'- 0.5" -618/ 277V 0/ OH 143.50" 0.44 KDDF ( 625) OVERHANGS: 18.0' 18.0" ANDTBOTTOMRCHORDCLIVEFOR LOADSPSF ACTLIVE NON-CONCURRENTLY. )COND. 2: Design checked for netl-5 psfl uplift at 24 "on spacing.) M-1.5x4 or equal at non-structural vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/18 MAX LL DEFL = 0.013' @ -1'- 6.0' Allowed = 0.150" Connector plate prefix designators:= ComMAX TL CREEP DEFL = -0.014' @ -1'- 6.0" Allowed = 0.200' C M,M2OHS,M16HSCN,C18,CN18 (or no MiTek prefix) = CompuTrus, Inc MAX LL DEFL = -0.057' @ 12'- 9.0' Allowed = 1.229' M,M20HS,M18HS,M16 = MT series MAX TL CREEP DEFL = -0.115" @ 12'- 9.0' Allowed = 1.639" WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), A MAX LL DEFL = 0. " @ 0'- 9.0' Allowed = 1.639" HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE MAX TL CREEP DEFL = 0.000' @ 0'- 0.0" Allowed = 0.200" GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION POINT. THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION MAX HORIZ. LL DEFL = 0.028" @ 25'- 5.6' SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL MAX HORIZN TL:Design assumes moisture content does BRACING TO THE HINGE TYPE CONNECTION, 18-06 not exceed 19h at time of manufacture. 18 O6 ( 7-05-13 0-10-01 10-02-03 Design conforms to main windforce-resisting 7-08-11 10 09 05 6-09-08 '1 system and components and cladding criteria. 5-11 OS 5-09 008 118-03-08 ,� Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, =M-4x4+ M-3x4 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 Q 6.00 load duration factor=1.6, 6,00 Q 6.00 Truss designed for wind loads Lrl f c, in the plane of the truss only. 0 Gable end truss on continuous bearing wall. M-4x6 C-1x2.6 or equal typical at stud verticals. "' M 3x5+(S) Refer to CompuTrus gable end detail for complete specifications. q M-3x5(5) o M-3x4 01 M cal O o s 9 0,25 0 11 C 0 o M 3x4 M-1.5x3 M 3x8 M-5x6(S) M-3x5 M-3x4+ y y * 1, y 1, y y 6-07-12 6 O1 04 6-01-04 76 02 04 11-11-08y1 1-06 �R'C R Cltre, 1-06 37-00 JOB NAME: POLYGON PLAN 3-B - Cl Scale: 0.1712 t N /0 WARNINGS: GENERAL NOTES,unless otherwise noted: ,r Cl1.Bulkier and erection contractor should be advised of all General Notes 1.Thisdesign igncois based Applicability of parametersn the esign shown and ando Torr an individual �"' Truss: C and Warnings before construction bracingmust commences. Incorporationbuof component is the responsibility of the building designer. y,,,,.�sdr 2.2x4 compressionpo web bracing be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at y �RE GQN �r� 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c,respectively unless braced throughout their length by ^W DES. BY: LJ2x continuousmpasheathing such as plywoodsheathing(TC)) ry"'a( ) %L1Q A J- 14 N is the responsibility of the erector.Additional permanent bracing of sheaths C and/or d II BC. DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ so 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the 5.Design assumes trusses are to be used in a onof the coorcrosive environment, �)- C� Q1 S E Q, : 6035310 fasteners are complete and at no time should any beds greater than and are for"dry condition"of use. 'v/ t-7 AIL design bads be applied to any component 6.Design assumes hill bearing at all supports shown.Shim or wedge if TRANS I D: 406433 5.CompuTrus has no,ship over and assumes no responsibility a lily for the necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This in furnished subject la the which will limitations orth by set request. 9 Ings itsindclde witshall be h located p oon ntnlh r nches of truss,and placed so their center e In inches. EXPIRES;12/31/2015 I IIIIII VIII VIII VIII VIII VIII VIII pll IIII MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 0.For basic connectorplatetdesign values see ESR-1311,ESR-1989(MiTek) . This dFICesiLUMBEgn pR-Brepared from computer input by " C LUMBER SPECIFICATIONS TC: 2x4 KDDF k1&BTA TRUSS SPAN 37'- 0.0' BC: 2x4 KDDF Jt18BTA LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WA/DDF/Cg=1.00 563 WEBS: 2x4 KDDF STAND; SPACED 24.0" O.C. 1- 2=( 0) 76 2.11=(-376) 2333 3-11=( -297) 196 2x4 KDDF STUD A 3. 4=2- (-2513) 541 12.13=(-200) 1645-2738 534 11-12= -267 195914.12=( -710) 250 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-1757) 469 13-14=(-458) 2787 12- 5=( -352) 1302 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1937) 506 14- 9=(-867) 4422 12- 3=( -676) 288 TOTAL LOAD = 42.0 PSF 6- 7=(-1937) 494 6.13=( -111) 464 OVERHANGS: 18.0" 18.0" 7- 8=(-4685) 890 13- 7=(-1489) 355 LL = 25 PSF Ground Snow (Pg) 8- 0=(•4950) 999 4-18=( -360) 2427 Connector plate prefix designators: 9-10=( 0) 76 14- 8=( -154) 193 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE M,M20HS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OCATIOG MAX VERT MAX HORZ SIG ONS SIZE REQUIRED SPG A(SPAECIES)LOCATIONS -279/REACTIONS -213/ 213H 5.50" 2.76N KDDFP(C625) 37'- 0.0' -279/ 1725V 0/ OH 5.50" 2.76 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150' MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.311" @ 28'- 8.0" Allowed = 1.804" MAX TL CREEP DEFL = -0.620' @ 28'- 8.0' Allowed = 2.406" MAX TLMCREEP DEFL = -0.014" @ 38'- 6.0' Allowed = 0.200" 18-06 T 18-06 7-03 OS 5-02-11 5 11-13 �2-00� 5 05.11 T MAX HORIZ. LL DEFL = 0.165' @ 36'- 6,5" 12 T T 5-02-03 f 5-10-02 MAX HORIZ. TL DEFL = 0.273" @ 36'- 6.5" 6.00 D M-4x6 12 NOTE:Design assumes moisture content does Q 6.00 not exceed 19% at time of manufacture. 5 44( 4.0" Design conforms to main windforce-resisting M-5x6(S) M-3x4 system and components and cladding criteria. 3.1" M-5x8(5) Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0.25" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o` 0.25" Truss designed for wind loads in the plane of the truss only. ce M-1.5x3 +I +: +I + M-1.5x3 thiiiiii111& ! M.3X1O 0t �.+ ca .� 4 M-3x6 1b.25" 12 13 �� M-3x8 M-5x6 • ° o M-5x8(S) o a 3.00 3.00 12 12 y y y y ), y9-05 O6 9-00-10 2-03-08 7-10-08 8-04y y y y y1-06 20-09-08 7-10-08 8-04 1-06 ), J, J,37-00 1-06 JOB NAME : POLYGON PLAN 3-6 - C3 �, o mE. t5 Scale: 0.1596 2 . ��d kr WARNINGS: GENERAL NOTES,unless otherwise noted: CI ((('���(] 1.- Truss: C3 IP 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 p ff p-C and Warnings before construction commences. building component.Applicability of design parameters and proper. 7G OPE G. 2.204 compression web bracing must be installed where shown+• Incorporation of component is the responsibility of the building designer. /J DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DATE: is the resposibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 8/21/2014 the overall structure Is the responsibility of the building designer. continuousasheathing such as plywoodrequired sheathing(TC)and/or drywal c). -•�iir•' +>�, f� SEQ. : 6 03 5311 4.No load should be applied to any component until ager all bracing and 4.Installationobof trruss or the responsibateral ility f the whereshow ccoontractor. v" fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, y I_OREGON .f TRANS I D• 406433 design loads be applied to any component. and are for"dry condition"of use. '7 1) " 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �� �'' 7 �,t}�tii>��.� fabrication,handling,shipment and Installation of components. necessary. p t IIIIII VIII ILII VIII VIII VIII VIII IIII IIII 6.This design is furnished subject to the limitations set forth by 8.Design be locates ed on bte oth faces iof truss,and placed so their center R y y TPI/VVTCA In BCSI,copies of which will be furnished upon request. linescoincide with joint center Ines. MiTek USA,Inc./CompuTrus Software 7.6.6 1 L-E 9•Digits indicate size of plate in inches.( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTeW EXPIRES:12/31/2015 l.I , IlIIIIlIIIllIII11I1IIlII1IIIl1IIMlIl.MM.11.MlI....M...MIMMMMMMIIMMIMlMM.m ' --- TPACIFIChis designLUMBER_BC prepared from computer input by IIIIIIIIIIIIII IBC 2012 MAX MEMBER FORCES 4WRIDDFICq=1.00 TRUSS SPAN 17'- 5.5" 1. IB( 0) 76 E. ER(FORCE 931 /D 8=(•279) 219 LUMBER: SPECIFICATIONS LOAD DURATION INCREASE = 1.15 2- 2=(-112 ) 284 8- 8=(-273) 931 8- 4=( -79) 4691 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 3- 3=( -839)11 188 8- 4=(-244) 219 BC: 2x4 KDDF STANDBTR 5=( -839) 188 WEBS: 2x4 KODF LOADING 5- 6=(•1121) 284 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 6- 6=( 10)) 76 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0' 18.0° LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators:= Com 0'- 0.0" -150/ 904V -91/ 91H 5.50' 1.45 KDOF ( 625) C M,M20HS,M1BHS (16 no MiTek prefix) = riesuTrus, Inc REQUIREMENTSAOF GE DOES CS20112 AND LIRC U2 12 NOT BEING MET. 17'- 5.5' -150/ 904V 0/ OH 5.50' 1.45 KDDF ( 625) M,)120HS,M18HS,M16 = MT series BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TLCREEP MAX LL DEFL = -0.026' @ 8'- 8.8' Allowed = 0.827" MAX LL DEFL = 0.013' @ 18'- 11.5' Allowed = 0.150' MAX TL CREEP DEFL = -0.014' @ 18'- 11.5" Allowed = 0.200" MAX BC PANEL TL DEFL = -0.061" @ 3'- 11.4' Allowed = 0.514" MAX HORIZ. LL DEFL = 0.012' @ 17'- 0.0' MAX HORIZ. TL DEFL = 0.020' @ 17'- 0.0" 8-08-12 8 08 12 ''f NOTE:Design assumes moisture content does 4-06-12 4 02 4-02 not exceed 19% at time of manufacture. 'I T "I 4-06-12 1' Design conforms to main windforce-resisting T 12 system and components and cladding criteria. M 4X4 12 Q 6.00 Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 1.1 M-1.5x3 M-1.5x3 co 0 _ c, o l:._1 -Ai o o 6 M 3x4 0 M-3x4 M-3x8 y y 8-08-12 y 8-08-12 y ),1. > 1-06 1-06 17-05-06 ',tD P R OFes JOB NAME: POLYGON PLAN 3-B - D2 Scale: 0.3117 4 �` % lOC %� GENERAL NOTES,unless otherwise noted: Q' .9/ , 6 c' WARNINGS: upon the 1.Builder and erection contractor should be advised of all General Notes t•This g rwmpof of design.responsibility tdi proper individual Truss: D2 and Warnings before construction commences. incorporation of component is the f sidity of the building designer. 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at °fir 3.Additional temporary bracing to insure stability during construction Ampir 2'o.c.erxl at 10'o.c.rspectivey unless braced throughout their le by DES. BY: L.J is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ORE ( N /,c DATE: 8/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ }ry���� 1 4 ���fl �1 4.No load should be applied to any component until aver alt bracing end 4.5.Design asumes tru ses are ion of truss is the to be usseedof the on-co osive enactor. nt, 7 S E Q• : 603 5312 fasteners are complete and et no time should any bads greater than end are for"dry condition'of us. A I design loads be no applied n ro any rcomponent. toT 6.Design assumes full bearing at all supports shown.Shim or wedge if 'p/L+•h n �� TRANS I D: 406433 5.CompuTrus has control over and assumes no responsibility for the necessary. rl ft fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Collations set forth by 9.Plates shall be located on both faces of truss,and placed so their center I 111111 VIII 11111 11111 11111 III 111111 II MiTek CA USA,Bc./copies rwhich will bear furnished uponL)-E request. 9.lines e wior pia t center d ierinnn EXPIRES;12131/2015 InCSI, ies ofwhich Software furnished L)-E 1 .For basic connector plate design values see ESR-1311,ESR-7988(MiTep 11E11 I 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF #1&BTR TRUSS SPAN 17'- 5.5" BC: 2x4 KDDF N1&8TR LOAD DURATION INCREASE = 1.15 ICOND. 2: Design checked for net(-5 oaf) uplift at 24 'oc spacing. SPACED 24.0" O.C. not exceed assumes moisture content does TC LATERAL SUPPORT <= 12"0C. UON, not exceed 19% at time of manufacture. BC LATERAL SUPPORT r_ 12. C. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main d claddingresisting Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connec 8,CN18 (or no prefix) = CompuTrus, Inc TOTAL LOAD 42.0 PSF M,M20HS,M18HS,(OrM16 = MiTek MT series Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in thedplane offthetruss only.s REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in plane of the truss Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. ..r8-08 12 8-08-12 T 12 T 6.0017 IIM-4x4 12 Q 6.00 11111104444444444444444444444444444444411444444 el o/— 4 co o c. -/0 0 M-3x4 M-3x4 y y 1-06 17-05-08 y y 1-06 JOB NAME : POLYGON PLAN 3-B - D1 '<c.v,vo wRo��s Scale: 0.4363 � %�7 sjrf WARNINGS: GENERAL NOTES,unless otherwise noted: (L -,r Truss: D 1 ly 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual 4tp and Warnings before construction commences. building component.Applicability of design parameters and proper « ®t'L. 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibibty of the building designer. >r DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at gg�t ✓ �ra�Ir DATE: is the responsibility of the erector.Additional permanent bracinggof 2'o.c.and at 10'o.c.respectively unless braced throughout theirlength ll(BC)Y +�1rr +✓�/w"" 8/21/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or d CC SEQ. : 6035313 4.No load should be applied to any component until after all bracing and 4.Installation ct of bridging is the responsibility4of the where shown++ —� fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive sive environment,ve contractor. G .6_OREGON �((� TRANS I D• 406433 design loads be applied to any component. and are for"dry condition"of use. v' tX ' S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at an supports shown.Shim or wedge If f.0 '7}'. /4 r�,t�� IN+ fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage necessary. pp �y FM s 1111111 E11111111111111111111111111111 6.TPIM/TCA inThis design BCSI,copies of which Software 7nishedL E hed subject to the irritations set forthrequest. ,o:Plates oitbasic ct�ha)toeindon both or at indei lines.ivnches. see ESR-1311,placed so their center r 1 r31�.� MiTek USA,Inc./CompuTrus 9 Digits indicate size of plate In Inches. 11,ESR-1988(MiTek) EXPIRES:12/31/2015 PACisIFdIC LUMBER-BCesign prepared from computer input by IIIIIIIIIIIIII Th IBC 2012 MAX MEMBER FORCES 4WRIDDFICq=1.00 TRUSS SPAN 11'• 6.0" IBC=( -5) Al E-BE( FOR) 46 WR/DDF/Cq= 180 LUMBERSPECIFICATIONS LOAD DURATION INCREASE = 1.15 2-2=(-285) 111 7-5=(•199) 497 7.2=(•496) 3510 TC: 2x4 KDDF 01&BTR SPACED 24.0' O.C. 2.3=(-282) 106 2-8=( 0) 153 BC: 2x4 KDDF S1ANDR 3.4=(-320) 1716 8.3=(•310) 229 WEBS: 2x4 KDDF STAND LOADING 5-6=( 0) 76 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 0.0" 18.0" LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -561 476V -156/ 72H 5.50" 0.76 KDDF ( 625) Connector plate prefix designators: 11'- 0.0" 1561 680V 0/ OH 5.50" 10.76 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. )COND. 2: Design checked for net(-5 Oaf) uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0, TL=L118 N LIMITS: LL=L124 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX IL LEDLL •VERTICAL DEFLECTIOTION0" M 7'- L0.0'/24 Allowed 0 0.529" 8-08-12 MAX LL DEFL = 0.013' 0 13'- 0.0" Allowed = 0.150" 2-09-04 1' MAX TL CREEP DEFL = -0.014' @ 13'- 0.0" Allowed = 0.200' 4-02 4-06-12 MAX BC PANEL TL DEFL = -0.079' @ 7'- 2.8" Allowed = 0.514' 0-05-08 2-03 12 T MAX HORIZ. LL DEFL = 0.004' 0 11'- 0.5" 12 MAX HORIZ. TL DEFL = 0.005" @ 11'- 0.5" 12 Q 6.00 6.00 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 4.0" Design conforms to main windforce-resisting 3 0:2( system and components and cladding criteria. �� Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-3x4 Truss designed for wind loads in the plane of the truss only. 1 [/- M-1.5x3 4 0. in c) 0 c") c, 0 I T A- 3x4M-1.5x3 8 y y y 2-09-04 8-08-12 y 1, J, 11-06 1-06 00 PR©FE. JOB NAME : POLYGON PLAN 3-B - D3 N 64.9 Scale: 0.3840 ' tin! � pr /Q1, GENERAL NOTES,unless otherwise noted: .7G,,`G WARNINGS: 2$ 1.ader and erection conconstructiontractor should bem advised of all General Notes 1•building.component.Applicability ofpdesign tparameters aand proper individual Truss: D3 and Warnings beforebrads mu commences. Incorporation of component Is the responsibiity of the building designer. � m 2.2x4 compression web bradng must be installed where shown ti 2.Design assumes the top end bottom chords to be laterally braced al ' 3.Additional temporary bracing to Insure sladaty during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by `_ continuous sheathing such as plywood sheathing(TC)and/or drywal�C). C)R.... AA,c. DES. BY" is the responsibility r the erector.Additional permanent bracing of +✓ W DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bodging or lateral bradng required where shown++ L/ �}� f 4 �O��, 4.No bed should be applied to any component until after all bradng and 4.InstallationInn ume trusses ae re to be used of a non-corrosivevenvironment, A A. SE0. : 6035314 fasteners are complete and s<nomposhould any badsgreater than end are for"dry condition"of use. V design loads has nopcon to any over and assut. 6.Design assumes toll bearing at all supports shown.Shim or wedge if � »`` TRANS I D: 406433 5.CompuTrus control and assumes no responsibility compoencs for the 7.peas assumes adequate drainage is provided. fabrication,handling,shipment end Installation of components. 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II IN 1111 11111 EH 11111 1111111TPINVICA in BCS.,copies of which will be furnished upon request. 9.lines Digits cIndcate side ze Joint oi plate inriNes. ches EXPIRES:12/31/2015 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(•66) 15 IC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 50.IN. (SPECIES) OVERHANGS'.' 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -110/ 429V -7/ 54H 5.50" 0.69 KDDF ( 625) 1'- 9.2" -70/ 39V 0/ OH 5.50' 0.06 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 2'- 0.0" -20/ 43V 0/ OH 1.50' 0.07 KDDF ( 625) M,M2OHS,M18HS,M16 = NiTek MT series 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6.00 D REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacinad VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0' Allowed = 0.200" MAX BC PANEL LL DEFL = 0.002' @ 1'- 0.1° Allowed = 0.050' MAX TC PANEL TL DEFL = 0.002' @ 1'- 0.2' Allowed = 0.148° MAX HORIZ. LL DEFL = -0.000' @ 1'- 11.2' MAX HORIZ. TL DEFL = -0.000' @ 1'- 11.2" NOTE:Design assumes moisture content does -, not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, 0-) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, o Truss designed for wind loads in the plane of the truss only, cm/ 0 0� o 20, 1r1.."--R q ->' M-3x4 y /, y 1-06 2-00 (PROVIDE FULL BEARING;Its'2 4 3I JOB NAME : POLYGON PLAN 3-B - El ���° �Ro,�es Scale: 0.9632 GJ GINr `�1' WARNINGS: GENERAL NOTES,unless otherwise noted: 451 3;/�T I 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual - . G,0 P E 1-' Truss: El and Warnings before construction commences. building component.Applicability of design parameters and proper ��py 2.2x4 compression web braving must be installed where shown+. Incorporation of component is the responsibility of the building designer. ' DES. BY: I I 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at ,�+ Is the responsibility of the erector.Additional permanent bracing of 2'continuous and at 10'o.c.suchrespectivelyplywood unless braced throughout their length by "' '-° 410. '.. DATE: 8/21/2014 the overall structure is the responsibility of the buildingdesigner. sheathing such as sheathingwhere and/or drywall(BC. m pro ty 9 3.2x Impact bridging or lateral bracing required shown++ int t 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. Y OREGON 1t,/- SEQ. : 6035315 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, �4 4�>k 4 design loads be applied to any component. and are for"dry conditlon"of use. j TRANS I D: 406433 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if © 14 2 + ‘,,, fabrication,handling,shipment and installation of components. 7.Desessary.esip `ritiV t_ti83 6.This design is furnished subject to the Imitations set forth by 8.Plates adequaten assumes shall be locatedondrainage faces of truss,and placed so their center `r/ 1w IIIIII VIII VIII VIII VIII VIII VIII IIII IIII will be furnished upo MTe USA,IncI/WTCA in ./CompuTrus S I,copies of iShoftware 7.6.6(1L)-En .6.6(1L)En request lin10.For basic connector s coincide with jo pint late design values see ESR-1311,ESR-1988(MiTelg center Ines. 9.Digits indicate size of plate In inches. EXPIRES:12/31/2015