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Plans (143) Min lin MiTeW MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-402_UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45996195 thru R45996203 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. �(9 O PROpp. �NGtNEF 0 2 87022PE 9< N N y fi"3j, OREGON q9 <U/ 0 418ER 1 �O OSA ERCP " R : 1.31/ 1 f November 30,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R45996195 PL15-402_UPPER F01 FLOOR 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Nov 27 10:57:14 2015 Page 1 ID:zs2ygYHMYIt1_Z1 p9y12t1 yAg??-0F 1 fTYAfNzt7TAmfCF PKMnfidri?tCvwJYtDYTyEzpp -o-0 FLishis.d 1 1-o-0 1 11-2-0 II 1-0-2 I 11-0-8 1 1-6-0 1 Scale=1:36.4 3x4= 5x5= 4x6= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4 II 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 1314 15 16 17 18 19 20 21 o � \ : /rlir N.-/ irt \,-.7_ N 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 I 14x6= 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5 = 3x6= 3x6= 3x4= 3x5= UPLIFT CONNECTION SHALL BE DESIGNED AND APPROVED BY PROJECT ENGINEER 8 I 21-4-0 1-1-0 I 187--165-8 2-9-8 Plate Offsets(X,Y)- [1:Edge,0-1-8],[12:0-1-8,Edge],[13:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.09 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.14 27-28 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.53 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:110 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat)*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-34:2x4 DF No.1&Btr(flat) REACTIONS. (lb/size) 35=-607/Mechanical,22=-475/Mechanical,34=2748/0-5-8,23=1464/0-5-8 Max Uplift35=1474(LC 6),22=-568(LC 6) Max Grav 35=703(LC 5),34=2752(LC 3),23=1480(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-35=-705/1451,1-2=0/1825,2-3=0/1100,3-4=0/1100,6-7=-1009/0,7-8=-1009/0, 8-9=-1449/0,9-10=1449/0,10-11=1540/0,11-12=1540/0,12-13=-1259/0, 13-14=742/0,14-15=-742/0,18-19=0/1549,19-20=0/1549 BOT CHORD 33-34=1825/0,32-33=-440/0,31-32=0/644,30-31=0/644,29-30=0/1273,28-29=0/1527, 27-28=0/1259,26-27=0/1259,25-26=0/1259,24-25=0/342,23-24=810/0,22-23=-876/0 WEBS 2-34=-831/0,1-34=2607/0,12-28=-31/455,8-29=0/255,8-30=-379/0,18-23=-1010/0, 18-24=0/869,6-30=0/521,6-32=-647/0,4-32=0/790,4-33=-925/0,2-33=0/1000, 15-24=-728/0,15-25=0/567,13-25=-725/0,20-22=0/1052,20-23=-989/0 NOTES- 1)Unbalanced floor live dads have been considered for this-design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. �Q��O P dFFs 3)Refer to girder(s)for truss to truss connections. 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement Co ��G[NEFR 0'/OZ at the bearings.Building designer must provide for uplift reactions indicated. 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 p be attached to walls at their outer ends or restrained by other means. ,-C- 87022P, 6)CAUTION,Do not erect truss backwards. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1265 lb down at 0-0-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. i CV 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 2, -9 'c>. OR GON tis Oto LOAD CASE(S) Standard - FABER '‘'\ 4 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 0 Uniform Loads(pff) S 1- HECk Vert:22-35=8,1-21=80 Concentrated Loads(Ib) Vert:1=-1265(F) EXPIRES:06/30/2017 November 30,2015 i WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. I, Design valid for use only with MTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996196 PL15-402_UPPER F02 Floor 10 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Nov 27 10:57:15 2015 Page 1 ID:zs2ygYHMYIti_Z1 p9y12t1yAg??-sRa2guA18G?z5KKslzwZu_CzwFz5cfp4YCdn4vyEzpo 1 10-0 1 1 1-1-10 II 1-�-0 I 7-211 1-2-0 1 1-2-0 II 1-?-0 1 1-2-0 1 Scale=1:33.9 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 '‘11° I -O /•\g/ /- NO •/t\O •/• \O \a� \ / \ N O O O • O 0.. WI C. 30 29 28 27 26 25 24 23 22 21 3x4 = 4x5= 3x5= 3x5= 3x5= 3x5= 3x4= 3x5= 4x6 = 3x4= 14-2-2 I 13-0-2 134-2 1 19 -11-4 13-0-2 0-7-0 b-7-0 5-9-2 Plate Offsets(X,Y)- 114:0-1-8,Edge],124:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.31 24-25 >756 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.49 24-25 >482 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=871/Mechanical,20=871/0-4-4 FORCES. (Ib)-Max,Comp./Max,Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1588/0,3-4=1588/0,4-5=2786/0,5-6=-2786/0,6-7=-3608/0,7-8=3608/0, 8-9=4042/0,9-10=4042/0,10-11=4122/0,11-12=4122/0,12-13=3586/0, 13-14=3586/0,14-15=3053/0,15-16=3053/0,16-17=1806/0,17-18=-1806/0 BOT CHORD 29-30=0/843,28-29=0/2232,27-28=0/3242,26-27=0/3871,25-26=0/4132,24-25=0/3999, 23-24=0/3586,22-23=0/3586,21-22=0/2507,20-21=0/970 WEBS 14-23=0/364,2-30=1181/0,2-29=0/1042,4-29=903/0,4-28=0/776,6-28=639/0, 6-27=0/513,8-27=367/0,12-24=662/7,18-20=1271/0,18-21=0/1096,16-21=919/0, 16-22=0/716,15-22=-31/252,14-22=1052/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 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. <��ED P R QFFss Co �tJGI NEER �0 Q 870 2PE ,,,-0) OREGO ry Al../ �O, AMBER \\ \et0A.e`' A. HE ' EXPIRES:06/30/2017 November 30,2015 k 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mill. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown.and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPII Qualrly Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996197 PL15-4022 1 _UPPER F03 Floor Job Reference(optional) Pacific Lumber&Truss Co.. Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:57:17 2015 Page 1 ID:zs2ygYHMYItL_Z1 p9y12t1 yAg??ogio5aCYguFhKeUEtOz1_PHLV3j_4SQN?Vn6t9oyEzpm 1-10 6 a1 11-a0 I 1 7-2-0 1-a z I 1 1-3 1z 1 1-3 0 Scale=1:38.1 3x4= 4x10= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4 II 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 t. IPP NlIIIOOIIII _ = m N e 9 J e 444 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5= 3x4 II 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 3x6= 3x6= 354 = 3x5= 14-0-14 2-1-8 12-10-14 1?-5-1 I 19-7-0 22-4-12 2-1-8 I 10-9-8 0-7-OD-7-D 5.6-2 2-9-12 Plate Offsets(X Y)- [12:0-1-8,Edge],[13:0-1-8 Edge],[35 Edge LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BOLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 ocpurlins, except BOTCHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DFStud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=-493/Mechanical,34=1730/0-5-8,35=-775/0-2-4,23=1496/0-5-8 Max Uplift22=579(LC 6),35=-838(LC 6) Max Gray 34=1731(LC 3),23=1498(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/953,3-4=0/953,4-5=-258/0,5-6=-258/0,6-7=-1060/0,7-8=-1060/0, 8-9=-1486/0,9-10=1486/0,10-11=1563/0,11-12=1563/0,12-13=1269/0, 13-14=-739/0,14-15=739/0,15-16=0/258,16-17=0/258,17-18=0/258,18-19=0/1577, 19-20=0/1578 BOT CHORD 34-35=-1637/0,33-34=-1679/0,32-33=-301/0,31-32=0/702,30-31=0/702,29-30=0/1317, 28-29=0/1556,27-28=0/1269,26-27=0/1269,25-26=0/1269,24-25=0/329,23-24=-832/0, 22-23=-749/0 WEBS 2-34=168610,2-35=0/1839,12-28=-6/487,8-30=-360/0,18-23=-1022/0,18-24=0/881, 6-30=0/502,6-32=-629/0,4-32=0/771,4-33=-913/0,2-33=0/1007,15-24=-737/0, 15-25=0/576,13-25=-756/0,20-22=0/956,20-23=-1108/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. � $ PROPFS 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 5( �NG[N EFR s/0 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)35. 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. - 8 $ 2P E r< 6)CAUTION,Do not erect truss backwards. CP cV � REGO eyAA), O �,41yOcc1 �00S%ER � Q A. HE?' EXPIRES:06/30/2017 November 30,2015 e WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. MI Design void for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not L a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/tPlt Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-402 UPPER F04 R45996198 FLOOR 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:57:18 2015 Page 1 ID:zs2ygYHMYItI_Z1 p9yll2tlyAg??-GOGAIwDARBNYyo3RR5UGWdgVGT5OpxVWEArRhEyEzpl 1 1-3-0 1 1-5-0 1 1 1-5-6 2-0-0 1 1 1-2-0 1111121 Scale=1:37.1 3x4= 1.5x3 II 4x6= 3x4 II 3x10 = 1.5x3 II 3x4= 1.5x3 I 1 3x4= 1.5x3 I I 3x6 FP= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 0 e e o '--------..,,,,,,Th... \\( B iN e e 1 23 22 21 20 19 18 17 16 15 4x5= 3x8= 3x6 FP= 3x10 = 3x6= 1.5x3 I1 3x4= 3x6= 3x4= 2-11-0 21-3-0 2-11-0 18-4-0 I Plate Offsets(X,Y)— [8:0-1-8,Edge],[17:0-1-8,Edge],[23:Edqe,0-1-8) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.14 18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.21 18 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.02 15 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 98 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(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:22-23,20-22. REACTIONS. (Ib/size) 15=657/Mechanical,22=2013/0-5-8,23=812/Mechanical Max Uplift23=-902(LC 4) Max Gray 15=657(LC 4),22=2013(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2515,3-4=0/2515,4-5=-251/0,5-6=251/0,6-7=-1993/0,7-8=1993/0, 8-9=-2337/0,9-10=2337/0,10-11=1912/0,11-12=1912/0,12-13=1912/0 BOT CHORD 22-23=1154/0,21-22=-1215/0,20-21=-1215/0,19-20=0/1270,18-19=0/2337, 17-18=0/2337,16-17=0/2293,15-16=0/1139 WEBS 2-23=0/1474,2-22=-1729/0,8-19=553/0,6-19=0/810,6-20=-1172/0,4-20=0/1608, 4-22=1567/0,13-15=-1276/0,13-16=0/866,10-16=-427/0,10-17=-159/302 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)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)CAUTION,Do not erect truss backwards. �� PR OFF' ' Gs � s/'\ AR 2w 870 2PE 9 co ry -7,,�-$, OREGO ti Q�'ti '0 F,qz ER o� .r OSA He p'CP EXPIRES:06/30/2017 November 30,2015 c WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mill Design valid for use only with Mifel&connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1'Pf1 Quality Criteria.D5B-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996199 PL15-402_UPPER F05 Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:57:19 2015 Page 1 ID:zs2ygYHMYItL_Z1p9y12t1yAg??-kDgYWGEoCWPaxed p?V3gNcpSK YR2gSgb_DgyEzpk 1 1-0-0 I °I-4-1141-1-2 --l- P7-'I 11-2-0 1 1 2 0 11 12-0I 1-20 I Scale=1:36.4 4x4= 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4 = 3x4= 4x5= 1 2 3 4 5 6 7 8 9 10 11 dr 12 13 14 15 16 17 18 19 20 21Jo 22 D l'''7.- e rV e T�..L e 0 0 .e lf. ie. 0 C 0 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4= 4x6 = 3x6=3x6 FP= 3x5= 3x5= 3x5= 3x5= 4x4= 3x5= 4x6= 3x4= 1.5x4 SP= 15-6-14 I 14-4-14 Ut-11-1l� I 21-4-0 14-4-14 0-7-0t1-7-0 5-9-2 Plate Offsets(X,Y)- [17:0 1 8,Edge],[27:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.40 29 >641 480 MT20 220/195 TCDL 10.0Lumber Increase 1.00 BC 0.68 Vert(TL) -0.62 29 >410 360 BOLL 0.0 Rep Stress Ina YES WB 0.60 Horz(TL) 0.09 23 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:107 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 ocpurlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 23=933/0-4-4,35=933/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1712/0,3-4=-1712/0,4-5=-3036/0,5-6=-3036/0,6-7=3981/0,7-8=3981/0, 8-9=-4547/0,9-10=4547/0,10-11=4727/0,11-12=-4727/0,12-13=4554/0, 13-14=-4554/0,14-15=-4554/0,15-16=3935/0,16-17=-3935/0,17-18=-3339/0, 18-1 9=-3339/0,19-20=1950/0,20-21=1950/0 BOT CHORD 34-35=0/905,33-34=0/2419,32-33=0/3553,31-32=0/3553,30-31=0/4309,29-30=0/4682, 28-29=0/4688,27-28=0/4254,26-27=0/3935,25-26=0/3935,24-25=0/2723,23-24=0/1042 WEBS 16-27=0/550,17-26=0/389,2-35=1268/0,2-34=0/1130,4-34=-990/0,4-33=0/864, 6-33=-724/0,6-31=0/598,8-31=-460/0,8-30=0/334,12-28=255/55,15-28=0/498, 15-27=885/0,21-23=-1366/0,21-24=0/1190,19-24=1014/0,19-25=0/807, 18-25=20/270,17-25=1150/0 NOTES- 1)Unbalanced floor live toads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated: 3)Refer to girder(s)for truss to truss connections. gbacks ���© P R�F�s 4)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d .13-X3")nails Stroh to be - attached to walls at their outer ends or restrained by other means. ��Cj �tJG]N�F� s/O2'„ 87022PE r / cv Hg. A2, OREGON ti�04 ' Cv A0�F4IB E R 'k's 4`a SA. HO\ EXPIRES:06/30/2017 November 30,2015 AI WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M1ekd connectors.This design is based only upon parameters shown,and is for an individual building component,not t a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall }�@�, building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Me is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage.delivery,erection and bracing of trusses and truss systems.see ANSI/IP11 Quality Criteria,DSB-89 and SCSI Building Component Suite 109 Safety Information available from-inns Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-402_UPPER F06 R45996200 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:57:21 2015 Page 1 r��rID:zs2ygYHMYIti_Z1 p9y12t1 yAg??-gbyJxxF2k617pFo?6E1 z8FS 1 Ug4w0GMyw8451ZyEzpi I 1-10-8 I '--���---11 1-0 I 1 1-2-0 II 1-0-2 I 1 1-3-8 1 1-6-0 1 Scale=1:38.5 3x4= 4x10= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4 II 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 N I AIN Ir 11 I r \I I I r \NI I r W NI I r NNI I r N i r xviihi IO N 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5= 3x4 II 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 3x6= 3x6= 3x4= 3x5= 14-0-14 1 2-1-8 i 12-10-140 1 s11 19-7-0 22-7-8 2-1-8 {7-0 5-6-2 1 3-0-8 Plate Offsets(X,Y)- u (1.-7-n [12:0 1 8,Edge],[13:0-1-8,Edge],j35:Edge,O 1 8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 115 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400E 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=-431/0-2-12,34=1732/0-5-8,35=-776/0-2-10,23=1453/0-5-8 Max UpIift22=-523(LC 6),35=-840(LC 6) Max Gray 34=1735(LC 3),23=1455(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/956,3-4=0/956,4-5=-258/0,5-6=-258/0,6-7=1062/0,7-8=-1062/0, 8-9=-1490/0,9-10=1490/0,10-11=1570/0,11-12=1570/0,12-13=1278/0, 13-14=751/0,14-15=-751/0,15-16=0/252,16-17=0/252,17-18=0/252,18-19=0/1566, 19-20=0/1567 BOT CHORD 34-35=-1641/0,33-34=1683/0,32-33=-303/0,31-32=0/703,30-31=0/703,29-30=0/1320, 28-29=0/1562,27-28=0/1278,26-27=0/1278,25-26=0/1278,24-25=0/342,23-24=-819/0, 22-23=810/0 WEBS 2-34=1690/0,2-35=0/1843,12-28=7/485,8-30=-362/0,18-23=1021/0,18-24=0/878, 20-22=0/974,20-23=-1036/0,6-30=0/504,6-32=631/0,4-32=0/773,4-33=-915/0, 2-33=0/1009,15-24=-736/0,15-25=0/575,13-25=-754/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. <�,W) P R()Fes 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)22,35. 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 r" 2 .,. N" ,9 s/O be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. cc 870 2 P E r9� 7 �'0j, OREGON ( Ny9 4 9�, EMBER \ \-N9OS A. HE � P EXPIRES:06/30/2017 November 30,2015 my WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate thy design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the R• fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996201 PL15-402_UPPER F07 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fn Nov 27 10:57:22 2015 Page 1 ID:zs2ygYHMYItL_Z1 p9y12t1 yAg??-9oVh8HGhUQt_RP NCgxYDhT?9o4LCIgH69opeq?YEzph 41.1:LtliPA I 1'20 I9-71910901aso1IosD1ogOliog0I090 Scale=1:34.3 3x4= 4x4= 4x4= 3x4= 3x4= 3x4 = 3x4= 3x4= 3x6 FP= 3x4= 3x4= 3x4= 4x4 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 A ii wr-�wr-�wrl�www'irA iikri F.rw+-�wwwwww - /4 ii 6 6. : 1/r W .,..A i rdi I I 61 r'All r F A I ll ki r'I I M'..I W' ii i•.`k ' 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4= 4x5= 3x6= 3x6 FP= 3x5= 3x5= 3x5= 4x5= 3x5= 3x6= 4x5= 3x4= 1.5x4 SP= 3x5= 14-4-14 I 13-2-14 15 I 20-2-0 I 13-2-14 1-7-0110-7-0 5-9-2 Plate Offsets(X,Y)- [17:0 1-8,Edge],[18:0 1-8,Edge] LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.40 Vert(LL) -0.32 33 >759 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.50 33-34 >485 360 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.07 26 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:108 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 ocpurlins, except BOT CHORD 2x4 DF2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=881/0-4-4,40=881/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1379/0,3-4=1379/0,4-5=-2483/0,5-6=-2483/0,6-7=-3317/0,7-8=-3317/0, 8-9=-3881/0,9-10=3881/0,10-11=4177/0,11-12=4177/0,12-13=4200/0, 13-14=-4200/0,14-15=-3978/0,15-16=-3978/0,16-17=-3978/0,17-18=-3617/0, 18-19=3075/0,19-20=3075/0,20-21=2299/0,21-22=-2299/0,22-23=-1261/0, 23-24=-1261/0 BOT CHORD 39-40=0/725,38-39=0/1964,37-38=0/2933,36-37=0/3632,35-36=0/3632,34-35=0/4062, 33-34=0/4221,32-33=0/4113,31-32=0/3617,30-31=0/3617,29-30=0/3617,28-29=0/2730, 27-28=0/1808,26-27=0/660 WEBS 17-31=-412/0,18-30=0/367,2-40=1112/0,2-39=0/1003,4-39=-897/0,4-38=0/796, 6-38=-690/0,6-37=0/590,8-37=-483/0,8-35=0/383,10-35=-277/0,24-26=-1072/0, 24-27=0/977,22-27=-890/0,22-28=0/798,20-28=701/0,20-29=0/560,1432=268/42, 16-32=317/0,17-32=0/880,18-29=1017/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. OW) FFs, 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)40. �� G)NE s/ 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 �� . FR O�9 be attached to walls at their outer ends or restrained by other means. ' 870 2PEi, r- N (v`Ad � OREGON o 4/ O 7, i, Ow BER \' OS A. HE?% EXPIRES:06/30/2017 November 30,2015 s ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Mill Design void for use only with M7eiuS connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPI1 Quality Criteria,DSB-89 and BCSI Bonding Component Suite 109 Solely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996202 PL15-402_UPPER F08 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 S Jul 11 2014 MiTek Industries,Inc. Fri Nov 27 10:57:24 2015 Page 1 ry.� � ID:zs2ygYHMYIt1_Z1 p9y12t1 yAg??-5AdRZzH x017 igjWanMbhmu4Ykt6dDd9Pc611vuyEzpf 1 1-10-8 I r-"n��"11 1-0-0 1 1 1-2-0 II 1-0-2 I 1 1-3-11 1 1-3-0 1 Scale=1:38.1 3x4=- 4x10 4x10= 3x4= 304= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4 11 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 A 1 I 1 klirel&-‘44 r \N r'\N r‘r I N.Iltr \..ir \iikr- -N. a' e : 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5= 3x4 II 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 3x6= 3x6 = 3x4 =- 3x5 3x5= 14-0-14 2-1-8 1 12-10-14 10-5-iii 22-4-11 X Y10-9-6 7-0(_7-01 5-6-2 I 2-9-11 Plate Offsets (X,Y)- 112:0-1-8,Edge],[13:0-1-8,Edgel,[35:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=-495/0-3-12,34=1730/0-5-8,35=-774/0-4-4,23=1498/0-5-8 Max Uplift22=-581(LC 6),35=-837(LC 6) Max Gray 34=1731(LC 3),23=1499(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/953,3-4=0/953,4-5=-258/0,5-6=258/0,6-7=-1060/0,7-8=-1060/0, 8-9=-1485/0,9-10=1485/0,10-11=1563/0,11-12=1563/0,12-13=1268/0, 13-14=739/0,14-15=-739/0,15-16=0/258,16-17=0/258,17-18=0/258,18-19=0/1578, 19-20=0/1579 BOT CHORD 34-35=1637/0,33-34=1679/0,32-33=301/0,31-32=0/702,30-31=0/702,29-30=0/1317, 28-29=0/1556,27-28=0/1268,26-27=0/1268,25-26=0/1268,24-25=0/329,23-24=-832/0, 22-23=751/0 WEBS 2-34=1686/0,2-35=0/1839,12-28=6/487,8-30=-360/0,18-23=1022/0,18-24=0/881, 6-30=0/502,6-32=629/0,4-32=0/771,4-33=-913/0,2-33=0/1007,15-24=-737/0, 15-25=0/576,13-25=-756/0,20-22=0/959,20-23=1107/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. sik0 PR Ok- 3)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 <G s be attached to walls at their outer ends or restrained by other means. -'co ANG I N SFR s/O 4)CAUTION,Do not erect truss backwards. 4 /L Q 87022PE �r to cv s< � N ATFREG•N r?o WO O� 1BER A\ .3` A. HO; EXPIRES:06/30/2017 November 30,2015 e r WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated o to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 'Tek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria.DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Infonnaton available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996203 PL15-402_UPPER F09 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:57:26 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-1 ZIC_fJBYfNQvOgzvnd9rJ9rchj 1 hd9h3QnszmyEzpd 11:6-1-'1°-1 10-8-411 1-2-0 1$62,1_0110-9-0 10-9-0110-9-0 10-9-0 110-9-0 10-9-0 1 Scale=1:34.8 3x4= 4x4= 3x4 = 3x4= 3x4= 3x4= 304= 3x6 FP= 4x4= 3x4= 3x4= 4x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 1516 17 18 19 20 21 22 23 24 a` 25 --- F2 =Allk j`1i..1i.`moi-�-w�-rr 0 Air W IA I, ` N 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4= 4x5= 3x6 FP=3x5= 3x5= 3x5= 3x5= 4x5 = 3x5= 4x5= 4x5= 3x4= 1.5x3 SP= 3x6= 14-7-12 I 13-5-12 114-0-121 1 20-4-13 13-5-12 13-7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- 117:0-1-8,Edge7,118:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.33 33 >731 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.52 33-34 >468 360 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.08 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=892/0-4-4,40=892/0-4-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1397/0,3-4=-1397/0,4-5=-2518/0,5-6=-2518/0,6-7=-3371/0,7-8=3371/0, 8-9=-3953/0,9-10=3953/0,10-11=4267/0,11-12=4267/0,12-13=4306/0, 13-14=4306/0,14-15=4116/0,15-16=4116/0,16-17=4116/0,17-18=3686/0, 18-19=-3121/0,19-20=-3121/0,20-21=-2331/0,21-22=-2331/0,22-23=-1277/0, 23-24=1277/0 BOT CHORD 39-40=0/734,38-39=0/1990,37-38=0/2977,36-37=0/2977,35-36=0/3694,34-35=0/4142, 33-34=0/4318,32-33=0/4228,31-32=0/3686,30-31=0/3686,29-30=0/3686,28-29=0/2770, 27-28=0/1832,26-27=0/668 WEBS 17-31=-355/0,18-30=0/383,2-40=-1126/0,2-39=0/1017,4-39=-910/0,4-38=0/810, 6-38=-704/0,6-36=0/603,8-36=496/0,8-35=0/396,10-35=291/0,16-32=-281/0, 17-32=0/823,24-26=-1086/0,24-27=0/990,22-27=904/0,22-28=0/812,20-28=713/0, 20-29=0/570,18-29=-1057/0 NOTES- 1)Unbalanced floor five loads have been considered for this design. <`p.EO RRQFFS 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)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 't !,�` ]NE s/ be attached to walls at their outer ends or restrained by other means. „�� `.., �� t , ZA/ 17 870 2PE <' 7 �A), OREGON ctc) kr 0 'A ‘,11 BER 1\ ' SA Al.. Heck EXPIRES:06/30/2017 November 30,2015 4 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MU-7473 rev.10/03/2015 BEFORE USE. mg Design valid for use only with Mitek8 connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mllek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fPll Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA 95610 Symbols Numbering s Notes PLATE LOCATION AND ORIENTATION 1 3/4' Center plate on joint unless x,y I 6-4-8 I dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury M= Dimensions are in ft-in-sixteenths. ilkiApply plates to both sides of truss 1 2 3 1. Additional stabilitybracingfor truss system,e.g. and fully embed teeth. diagonal or X-braing,is lways required. See BCSI. TOP CHORDS Q1/16„ - 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves D 4 may require bracing,or alternative Tor I p bracing should be considered. S rAir U Al Os 3. Never exceed the design loading shown and never OU stack materials on inadequately braced trusses. C7-8_e c O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate -6 designer,erection supervisor,property owner and plates 0-14a' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint • required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from * CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. Software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate io.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR 2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that �! Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values BEARING or less,if no ceiling is installed,unless otherwise noted. established by others. 15.Connections not shown are the responsibility of others. II Indicates location where bearings (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved 16.Do not cut or alter truss member or plate without prior *MM■ reaction section indicates joint approval of an engineer. IMMIIM number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MN 18.Use ofreen or treated lumber may environmental,health or performanceo risks.Consultwith Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal MI 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, fte ' 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3413-D REVISED 1 1-25-15 ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1561293 thru K1561337 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. <cp PR t1F��, 89200PE � nOREGON1N `CZ- /J 4}- 14, 2C) RRIL\- te'" 4 OP c' . November 30,2015 Baxter,David 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. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 1 15-02-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1565) 422 1- 5=(-261) 1154 5- 2=( 0) 289 BC: 2x6 KDDF #1&BTR 2- 3=(-1154) 386 5- 6=(-265) 1199 5- 3=(-41) 57 WEBS: 204 KDDF STAND I LOADING 3- 4=(-1567) 421 6- 4=(-261) 1156 3- 6=( 0) 283 ! LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <- 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <- 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 9'- 2.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 9'- 2.0" TO 15'- 2.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 15'- 2.0" V 0'- 0.0" -259/ 1210V -92/ 92H 5.50" 1.94 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR 15'- 2.0" -259/ 1210V 0/ OH 5.50" 1.94 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CO C LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" TC CO C LL( 250.0)+DL( 70.0)= 320.0 LBS @ 9'- 2.0" IMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. -EQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 :OTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.031" @ 6'- 0.0" Allowed = 0.713" D BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.054" @ 9'- 2.0" Allowed = 0.950" • • MAX HORIZ. LL DEFL = 0.008" @ 14'- 8.5" • MAX HORIZ. TL DEFL = 0.013" @ 14'- 8.5" 5-11-11 3-02-10 5-11-11 T j' ,( ' Design conforms to main windforce-resisting 5-11-11 3-04-10 5-09-11 system and components and cladding criteria. 4320# il20# 1' Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 M-4x6.. M-5x6 load duration factor=l.6, N9.00 Truss designed for wind loads QQQQ� in the plane of the truss only. • `� • • • • • • • 14. 01** I '' 6 ** g o C' M-3x4 M-13x9 M-1.5x3 M-3x4 0 • ), y y J. 5-09-11 3-08-07 5-07-15 • b 15-02 1 ;6 i S/ ' 9200P" co- . - JOB NAME : 3413-D POLYGON NW Al Scale: 0.3889 10": 1.BuWARNIilder G.This design unless o thrwise rees ate'. ') OREGON�� �l j 1.Bottler antl erection 1 t�h Itl beadvised of all General Notes 1. tleslBn Is based only upon the parameters shown end Is for an individual "S/lL' OREGON l7tJ(}J Truss: Al and Warnings before construct on commences. building component.Applicability of design parameters and proper �} 2.2a4 compression web bracing must be In ailed where shown*. Incorporation of component is the responsibility of the building designer. /6 -.'J 1 4 1 2. - 3.Additional temporary bracing to Insure st bllay during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erec or.Addlliohal permanent bracing of 2'o.c.and at In o.c,respectively unlace braced Throughout their length by '1.7w DATE: 11/30/2015 the overall structure Is the res line done building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). R A(1 2„ pone N g g 3.23 Impact bridging or lateral bracing required where shown** ' /4-1 1 4 SEQ.: K1561293 4.No bad should be applied to any componentuntilafter all bracing and Installation oftruss isthe rrepo responsibility Inthe non<onlove elvecontractor. environment, fastenersleners are complete and at no time,should any bm5.Deal ads greater an gn assumes design bade be applied to env component and are for"dry condition'of use. TRANS ID: LINK s.CempuTrushas nocontrol over and aSsumesnoresponsibility for the S.Desiaaumeen,nbeerbgataNsupportsshown.snimorwedgeIf EXPIRES: 12/31/2015 ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,201 5 B.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPpNTCA In SCSI,copies of which will be lumished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc.ICoerpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 2.0' IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-759) 228 1-6=(-126) 538 2-6=(-201) 195 BC: 2x4 KDDF #166TR SPACED 29.0" O.C. 2-3=(-576) 204 6-5=(-122) 533 6-3=(-127) 395 WEBS: 2x9 KDDF STAND 3-9-(-576) 204 6-4=(-200) 195 LOADING 4-5-(-759) 228 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) * For hanger specs. - See approved plans LL - 25 POE Ground Snow (Pg) -85/ 637V -125/ 1250 5.50" 1.02 KDDF ( 625) 15'- 2.0" -85/ 637V 0/ OH 5.50" 1.02 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.011" @ 7'- 7.0" Allowed = 0.713" MAX BC PANEL TL DEFL = -0.032" @ 3'- 5.6" Allowed = 0.449" 7-07 7-07 f MAX HORIZ. LL DEFL = 0.006" @ 14'- 8.5" 3-10-13 3-08-03 3-08-03 3-10-13 MAX HORIZ. TL DEFL = 0.010" @ 14'- 8.5" '1 '1 . ' 1' 12 12 Design conforms to main windforce-resisting 9.00 M-9x9 system and components and cladding criteria. N 9.00 3 4.0" Wind: 140 mph, h=22ft, TCDL=4.2,BCDL-6.D, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), RE load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 244 Fa 0 o f 6i,imi. rwg „41 ne O M-3x4 M-3x8 M-3x4 ** s o0 1 y 7-07 7-07 y y 15-02 y ��'\ �„ 5tS'e 89200PE fir" JOB NAME : 3413-D POLYGON NW - A2 / • Scale: 0.3509 WARNINGS: GENERAL NOTES, unless otherwise noted !'Y•. Truss A2 1.Builder end erection contractor should be advised of all General Notes This design is based only upon the parameters shown and is for an individual -T, OREGON �j'4 and Warnings before construction commences building component Applicability of design parameters and proper 1' �a.7 2.254 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the budding designer. !r i' A. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chorda to be laterally braced at r© )' d�t' 2, -It"' Is the responsibility of the erector.Additional permanent bracing of Y o.c.and at 10'o.c.respecllvely unless braced throughout their length by /Y DATE: 11/30/2015 the overall structure is the responsibility of the building designer, continuous sheathing such es plywood sheathing(TC)and/or drywan(BC). R R!L- SE K 15 612 94 4.No load should be applied to any tom until after all bracing 3.2x Impact bridging or lateral bracing required where shown++ 4.: component g and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-coaosWe environment, TRANS I D: LINK design bads be applied m any component. and are for dry condition"of use. e.Decease assumes NII baa ring el all supports shown.Shim or wedge If 5.CompuTrue has no control over and assumes no reeponsibllgy kr the EXPIRES: 12/31/2015 fabrication,handling,shipment end Installation of components. ry' 8.This design is furnished subject to the limitations set forth by e.Design shall assumes adequate ondrainage is provided. and November 30,2015 8.Plates be located e both lacca of truss,end placed so their center TP WJrCA In BC 51,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sea of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1371,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONSTRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 • TC: 2x4 KDDF #1&BTR i, LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1516) 295 1-5=1-304) 1116 5-2=( -306) 1694 BC: 2x6 ROOF #16BTR I SPACED 24.0" O.C. 22_3=( -1911)6 -3=( -197) 180 207 5-6=(-298) 1085 2-6=(-1438) 375 WEBS: 2x9 KDDF STAND 1 LL LOADING TC LATERAL SUPPORT <= 12"OC. UON. Lµ.( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. CON. II, DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -198/ 1079V -112/ 219H 5.50" 1.73 KDDF ( 625) *0 For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -359/ 1440V 0/ OH 5.50" 2.30 KDDF ( 625) ADDL: BC CONC LL+DL= 1210.0 LBS @ 4'- 0.0" ADDL: BC CONC LL+DL= 637.0 LBS @ 6'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.012" @ 4'- 0.0" Allowed = 0.354" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.039" @ 4'- 0.0" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.003" @ 7'- 6.5" MAX HORIZ. TL DEFL = 0.006" @ 7'- 6.5" M-1.5x3 Design conforms to main windforce-resisting system and components and cladding criteria. I % Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load uration 9.00 Truss ddesigned f forwindloads • in the plane of the truss only. • • l4-3X6 0 I 40144 , o o Aggill11 -1111 I ee o M-3x4 M-3x(3 M-4x6 • y +1210# +637# y r n QF • • • • JOB NAME : 3413-D POLYGON NW - AGIRD Scale: 0.9369 ;,, WARNINGS: GENERAL NOTES, unless otherwise noted. 1C:3 1:2C s../R L 1e11.11 V w I Builder and erection contractor h d beadvised of all General Notes 1 This design Is based only upon the parameters shown and le bran Individual In Truss: AGIRD end Warnings before construction ammences, building component.Applicability of design parameters and proper 4�Q t y„ 1 4t '� 2.2x4 compression web bracing must be Installed where shown 4 incorporation of component h the responsibilityrof me builally braced designer. 2 Design assumes the top end bottom chords to be laterally braced at (� 3.Additional temporary bracing to Insu a stability during ronsiructbn2 o.c.and at 10'o c respectively unless braced throughout their length by �1l Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). RR11-\-- DATE: 11/30/2015 the overall structure is the reeponsib by of the building designer. 3.2x Impact bridging or lateral bracing required where shown x x SEK15 612 9 5 4.No load should be applied to any conponenl until alter all bracing and 4.Installation of truss Is the responsibility of the resppedte contractor. 4•• fasteners are complete and al no bole should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, and are for"dry condition"of use. y TRANS I D• LINK design bads be applied to any com1lonent 6.Design assumes full bearing et al supports shown.Shim or wedge ifEXPIRES: 12/311/201 5 • B.CompuTrus has no control over and.easumea no responsibility brine necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,201 5 6.This design is furnished subject to the Imitations sat forth by B.Plates shall be located on both feces of truss,and placed so their center TPIMICA in BCSI,copies of whlch.wil be furnished upon request. lines coincide with joint center lines. 9.Diggs indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 ROOF #16BTR 1-2=( 0) 68 2-9=(0) 0 SPACED 24.0" O.C. 2-3=(-53) 50 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -54/ 296V -19/ 72H 5.50" 0.47 ROOF ( 625) 1'- 10.9" -113/ 104V 0/ OH 1.50" 0.17 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" ,� MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.0" Allowed = 0.123" MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.184" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" 12 MAX BC PANEL TL DEFL = -0.021" @ 3'- 3.8" Allowed = 0.339" 9.00 7 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, '' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ' load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 0 I ti o Z I o ►� ►�� 1 M-3x9 J• y 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 y \ IAGIN / ` 89200P E ter" JOB NAME : 3413-D POLYGON NW - AJ1 ,' Or Scale: 0.6771 • WARNINGS: GENERAL NOTES, unless otherwise noted: ISO t TrussAJ1 1.Builder and erection contractor should be advised 01 all General Notes 1.This design is based only upon the parameters shows end is for an Individual -17/lr OREGON �, and Warnings before construction commences building component.Applicability of design parameters and proper 2.2e4 compression web bracing mull be installed where shown Y. Incorporation of component is the responsibility of the build ng designer t! y�N 3.Additional temporary bracing to Insure stability during construction 2 Des 9n assumes the lop and bottom chorda to be lateral braced at _7 14V 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 4.1 •1=1 DATE: 11/30/2015 the overall structure Ily la mares responsibility continuous sheathing such as plywood sheathing(TC)and/or drywall(Bc). 'Vj R A L\"' p ty olihe building designer. 3.2w Impact bridging or lateral bracing required wirers shown.. SEQ. : K1561296 4.No load should be applied to any component until eller all bracing and 4.Installation of trues Is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"oruse. S.Compuirve has no control over end assumes no responsibility for the 6.necessa ssumes full bearing at all supports shown.Shim or wedge 11 G P 3 R • 12/31/2015/ 1 fabrication,handling,shipment end Installation of components. ry' LL. 6.This design is furnished subject to the limitations set forth by 7.Designassumesbelcated enboate thl face Is truslse n November 30,2015 B.Plates shag be located on Doth faces of truss,and placed so their center TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center linea. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 9.Digits indicate size of plate In inches. 10.For bask connector plate design values see ESR-1311,ESR-1988(Mask) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4-(0) 0 BC: 2x4 KDDF #16BTR • SPACED 24.0" O.C. 2-3-(-85) 72 TC LATERAL SUPPORT <= 12"OC. UON. Ili LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX BORN BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" '.. TOTAL LOAD = 42.0 PSF 0'- 0.0 -34/ 347V -37/ 118H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -116/ 130V 0/ OH 1.50" 0.21 KDDF ( 625) • • LL - 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL - 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" 3-11-11 MAX TC PANEL LL DEFL = 0.020" @ 2'- 2.2" Allowed = 0.290" '1' 1' MAX BC PANEL TL DEFL = -0.035" @ 3'- 1.4" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 9.00 F77 3 -/ MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" • Design conforms to main windforce-resisting system and components and cladding criteria. • Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, • (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), • load duration factor=l.6, Truss designed for wind loads `o in the plane of the truss only. 0 I ' d, 0 , • o I - I f .><..,. f M-3x4 • • • • • )' 1l 1-00 6-00 [[[���}}} ��'F''ryryryyyy J. (PROVIDE FULL BEARNG;Jt4:2,3,4 I ye, ci) $ 2C70PE1 JOB NAME : 3413-D POLYGON jTW - AJ2 •'' Scale: 0.5814 ,, .. WARNINGS: GENERAL NOTES, unless otherwise notetl' lo 4r* _ yry('3 EG /"s}il /, 1.Builder end erection contract*should b!advised o/all General Notes 1.This design Is based only upon the parameters shown and Is for en individual "j/ OR la V.t.VIx �4 Truss' AJ2 and Warnings b f f dt s. building component Applicability of design parameters and proper �} y�. • 2.2x4 compression web bracing mull be!Wailed where shown e. Incorporation of component is the responsibility of the balding desgner. <0 e' ,e {4t C "V` 3.Additional temporarybrach b Insure sAbitt during truotbn 2 Design assumes the top and bottom chortle to be lateraIN braced at V I � g Y g cons 2 o c and at 10 o c respectively unless braced throughout their length by j aa--�� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood ahealhing(TC)antllor drywall(BC) {„R R1� DATE: 11/30/2015 the overall structure Is the responsibllty of the building designer. 3.2a Impact bridging or lateral bracing required where shown e• e SEQ. : K 15 612 97 4.No load should be applied to any component until eller all bracing and 4.Installation arouse le the responslblUly of the respective contractor. fasteners are complete and al no time should any loads greater then 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D• LINK design loads be applied to any companart and ars for'Ary condition"of use. 5.CampuTrushas nocontrol over and esaumesnora bill)for the 6.Design asumeo cllbearingalapwpporlsshown.Hhimorwedgall EXPIRES: 12/3112015 responsibility necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design is belched subject to the limitations set forth by 6.Plates shall be located on both faces of trues,and placed so their center TPkwrCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Ina./CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1371,ESR-191313(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 6.0" TC: 2x4 KDDF BOOBTR; 3-10-) IBC 2012 MAX MEMBER FORCES F/Cg=1.00 2x6 KDDF #16BTR T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 68 2-10=(-650) 3932 3-10=( -69) 317 BC: 2x6 ROOF #16STR SPACED 29.0" O.C. 2- 3=(-9599) 913 10-11=(-796) 9908 10- 9=( -259) 1451 WEBS: 2x9 KDDF STAND 3- 4=(-9451) 924 11-12=(-663) 3827 10- 5=(-1361) 301 LOADING 4- 5=(-3540) 778 12-13=(-663) 3827 5-11-) -90) 395 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6-(-4424) 968 13- 9=(-460) 2540 11- 6=( -337) 1383 TC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"00. ION. 6- 7-(-2555) 552 12- 6=( 0) 136 TOTAL LOAD = 92.0 PSF 7- 8=(-3253) 651 6-13=(-1949) 939 8- 9=(-3379) 650 7-13=( -290) 1579 NOTE: 204 BRACING AT 29"01 UON. FOR LL - 25 PSF Ground Snow (Pg) 13- 8=( -121) 208 ADDL: TC UNIF LL+DL= 160.0 PLF 8'- 0.0" TO 12'- 0.0" V ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 12'- 0.0" V BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0" 0'- 0.0" -67B/ 3376V -137/ 149H 5.50" 5.90 KDDF ( 625) OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 1940.0 LBS @ 12'- 4.0" 27'- 6.0" -918/ 2330V 0/ OH 5.50" 3.73 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. t+ For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR LOPS£ LIVE LOAD. TOP CONS. 2: Design5 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. I checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.092" @ 12'- 5.8" Allowed = 1.329" MAX TL CREEP DEFL = -0.292" @ 12'- 5.8" Allowed = 1.772" MAX HORIZ. LL DEFL = -0.032" @ 27'- 0.5" MAX HORIZ. TL DEFL = 0.075" @ 27'- 0.5" Design conforms to main windforce-resisting 7-11-11 system and components and cladding criteria. f11-06-10 7-11-11 T f Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 3-11-15 3-11-12 4-02-09 2-11-12 4-04-05 3-11-12 3-11-15 (All Heights), Enclosed, Cat.2, Exp.S, MWFRS(Dir), T 12 T 4598# f f T f f load duration factor-1.6, Truss designed for wind loads 9.00 12 in the plane of the truss only. M-4x8 M-4x8 4 M-3x6 M-4x8 N9.00 5 6 l6 T2 -- M-1.5x3 NM-1.5X3 o Fait' o :,c: � a lady FO4.1 �( of 10 .9 11 12 13 . p o M-3x10 M-3x8 0.25" M-1.5x3 M-3x10 M-3x8 1 M-7xB(S) J• ,I• 440# b >L 0PR 61 7-06-09 4-11-03 2-08-04 4-09-07 7-06-09 coy 1-00 27-06 y .. {� yNE � , . .. '` 9200PE JOB NAME : 3413-D POLYGON NW - B1 Scale: 0.2249 * r 4111P - WARNINGS: GENERAL NOTES, unless otherwise noted. 0 'Cr Truss: B1 1.Builder and erection contractor should beadvised ofall General Notes This design is based only upon the parameters shown and is for an individual ' 7 '-'-/),..OREGON 4J and Warnings before construction commences building component Applicability of design parameters and proper 1 4. L 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. &+ t,. y� `\ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bodom chords to be laterally braced at "'r/� / �N f ll� Is the responsiP Ply of the erector.Additional permanent bracing of wo.c.and at 10 o c reeph ply unless braced throughout Meir length by 4w�/ I [S�,a 11i DATE' 11 3Q�2015 the overall structure is the responsibility of the building designer. I nuous sheathing such as plywood sheelhing(TC)antl/or drywall(BC). tj2+�`'P t `� g ^Bf 3.Sc Impact bridging or lateral bracing required where shown++ Sa r R f SEQ.: K15 612 9 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss M the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component and are for••dry condition of use. 5.CompuTrua has no control over and assumes no responsibility for the 8• necessary. esign assumes full bearing at all supports shown.Shim or wedge it EXPIRES: fabrication,handling,shipment and installation of components. ry l.� q !\P�RLS. 12/31/2015 . B.This design is furnished subled to the limitations set forth by 7.PlatesDesign be onate othl face lotruslse November 30,2015 B.Plelea coincide be located e both faces of truss,and placed so Ihelr center TPIIIMCA in BCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-19,55(Wick) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONSTRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-964) 78 1-5=(-154) 694 5-2=( 0) 280 4-7=(-1156) 226 SPACED 24.0" O.C. 2-3=(-662) 146 5-6=(-156) 688 2-6=(-276) 128 BC: 2x6 KDDF #1&BTR 3-9=1-988) 138 6-7=( -72) 116 6-3=( -52) 288 WEBS: 2x4 KDDF STAND LOADING 6-4-(-224) 1174 TC LATERAL SUPPORT <= 12"0C. UON. L( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -67/ 735V -83/ 164H 5.50" 1.18 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -650/ 3025V 0/ OH 5.50" 4.84 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED DEL: BC CONC LL+DL= 121.0 LBS @ 3'- 6.0" DDL: BC CONC LL+DL= 637.0 LBS @ 5'- 6.0" E@ADDL: BC CONC LL+DL= 2330.0 LBS @ 7'- 6.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. IMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL -/,- ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Attach 2 ply with 3"x.131 DIA GUN MAX LL DEFL = 0.004" @ 5'- 10.9" Allowed = 0.354" nails staggered: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.012" @ 5'- 10.9" Allowed = 0.472" / 9" oc in 1 row(s) throughout 2x9 top chords, yvy\ 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. TL DEFL = 0.002" @ 7'- 10.2" 9" oc in 1 row(s) throughout 2x9 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.2" *0 For hanger specs. - See approved plans 6-02-11 1-09-05 •f ,f ,f Design conforms to main windforce-resisting 3-03-13 2-10-14 1-09-05 system and components and cladding criteria. f f 'f f Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.8, MWFRS(Dir), M-4x6 load duration factor=l.6, 9.00 End vertical(s) are exposed to wind, 3 M-3x4 Truss designed for wind loads 4 in the plane of the truss only. M-3x4 o 0 I @@ HANGER BY OTHERS TO APPLY CONC. I LOAD(S)EQUALLY TO ALL MEMBERS. l'- t d too 0 1 5 ',, 5 7 M-3x4 M-1.5x3 M-6x6 M-3x8 l , +1216 +63,76 +23 0# 3-02-01 2-08-13 2-01-01 y0 QF t. 8-00 4:Stp 89200PE C" JOB NAME : 3413-D POLYGON NW - BGIRD Scale: 0.3869 �I ,` � • WARNINGS: GENERAL NOTES, unless otherwise noted. r `P ` OREGON [/z I Sunder and erection contractor should beadvised of all General Notes 1 This design Is based only upon the parameters shown and Is bran ndrvltlual l./1-1 L t3O7 V 44 Truss: BGIRD end Warnings before constructioncdmmencea building component.Applicability of design parameters and proper �4e= i� '1 2.2x4 compression web bradng must(x leaded where shown+. Incorporation of component Is the responslbllRy of the building dedgner. 3.Additional temporary bracing to barite stability during construction 2.Design assumes the lop and bosom chords to be laterally braced at is the responsibility of the erector.Adddonal t brain f 2ntlnc.and a1ea101 hin.rsuch as plywood unlessbracedd,gotl(Beir length by file. �� parmesan g o continuous sheathing such plywood sheath ng(TC)antllor drywall(BC) 4: DATE: 11/30/2015 the overall structure Is the responsible,/of the building designer. 3.2x impact bridging or lateral bracing required where shown*o SE K 15 612 9 9 4.No load should be applied to any comp nl until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. Q• fasteners are complete and at no tine should any bade greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, de.0 bads be appliedro any component Design ass mea re for"dry ondbearingition"of at e. TRANS ID LINK 6.Design u ullbearingaleRauppo sMown.Shimorwedgelf EXPIRES: 12/31/2015 • 5.CompuTrus has no control over and.eseumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design Is furnished subject to the Rmitatlons set forth by B.Plates shall be basted on both faces of truss,and placed so their center TPINVICA In 8151,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MITek USA,Ino./CompuTrus Software 7.6.7(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-1980(141051) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 34-00-00 HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 68 2-13=(-1605) 5757 13- 3=( -429) 1890 19- 8=( -207) 891 2x6 KDDF #1&BTR T2 BC: 2x6 KDDF #1&BTR 2- 3=(-7919) 2118 13-19=(-1460) 5201 3-19=( -818) 175 8-20=(-1956) 836 LOADING 3- 4=(-5640) 1758 14-15=(-1308) 4472 14- 4=( -13) 389 9-20=) -462) 1832 WEBS: 2x9 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-5293) 1769 15-17=(-1969) 5961 4-15=( -286) 113 20-10=( -126) 251 2x4 DF 2400F A; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=(-4279) 1468 16-18-) -67) 201 15- 5=) -468) 1971 2x4 KDDF #1&BTR B TC UNIF LL( 125.0)+DL) 35.0)= 160.0 PLF 8'- 0.0" TO 26'- 0.0" V 6- 7=(-5948) 2163 18-19=(-1790) 5484 15- 6=(-2225) 941 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 26'- 0.0" TO 34'- 0.0" V 7- 8=(-4955) 1796 19-20=(-1581) 4909 6-17=( 0) 452 TC LATERAL SUPPORT <= 12"OC. DON. BC UNIF LL( 0.0)+DL) 50.0)= 50.0 PLF 0'- 0.0" TO 34'- 0.0" V 8- 9=(-3799) 1313 20-11=(-1108) 3677 16-17=( 0) 146 BC LATERAL SUPPORT 0= 12"OC. UON. 9-10=(-4779) 1584 17-18=(-1725) 5314 TC CONC LL( 966.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" 10-11=(-4869) 1558 17- 7=( -270) 659 TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 26'- 0.0" 11-12-) 0) 68 18- 7=( -399) 374 NOTE: 2x4 BRACING AT 24"01 UON. FOR ALL 7-19=( -932) 360 FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -995/ 3513V -155/ 155H 5.50" 5.62 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 34'- 0.0" -995/ 3513V 0/ OH 5.50" 5.62 KDDF ( 625) JT 11: Heel to plate corner = 1.75" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.250" @ 13'- 4.7" Allowed = 1.654" MAX TL CREEP DEFL = -0.500" @ 13'- 4.7" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIE. LL DEFL = 0.123" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.203" @ 33'- 6.5" 7-11-11 18-00-10 T 7-11-11 2-09 2-05-11 2-09 5-03-05 5-03 4-01-07 3-04-14 3-11-12 3-11-15 T Design conforms to main windforce-resisting T '1 T system and components and cladding criteria. 12 4597.30# T T T +597,30# M-5x10 12 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.00 s -M-6x6 M-3x8 -M-4x4 M-5x8 Q 9 0D (All Heights), Enclosed, Cat.2, Exp.B, MWFR5(Di r), 6 7 8 9 load duration factor=1.6, _ Truss designed for wind loads M-3x9 in the plane of the truss only. 4 -P. M-1.5x3 M-3x8 A } 0 3 M-5x12 o 14 15 l 17' 4, _== o 10,0000511!'3 M-7x8 M-3x9 M-4x10 0 16 16 s \ "' 0 I M-1.5x3 M-9x12 0.25 M-3x10 M-3x10 1 2 0 M-3x9+ o M-7x10 M-7x8(5) a 3.75 M-3x4+ 12 ; y y y )' )' J' y y PR//'y� 2-05-082-05-112-07-07 5-10-03 4-11-08 3-11-11 4-01-07 7-06-09 f�r�z, ..C} w1�6 y b 1 l l (S 1-00-05-08 10-09-08 20-09 1-00 `tG��,� ',rrp ,..' ), 34-00 y - p rye} F:� c... O9GVOf E JOB NAME : 3413-D POLYGON NW - C1 // ., Scale: 0.1604 WARNINGS: GENERAL NOTES, unless otherwise noted' a QZ' Truss• C 1 Builder and erection contractor should be advised of all General Notes his design abased only upon the parametershown and for an Individual qy OREGON w �'I s 4 and Warnings before construction commences building component Appinabllity of design paramelers and proper Id a' .�} �r 'W 2.204 compression web bracing must be Installed where shown+ incorporation of component Is the responsibility of the building designer. ^`� 'IP' {y ^,(^a� { 3.Additional temporary bracingto Insure stabilityduring2.Design assumes the lop and bosom chords to be lateral braced at ,� _ i A' `�+V ^4{. construction ty 4 I°the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 0- DATE: 11/30/2015 the overall structure Is the responsibility of the building designer, 2xiconmp one sheathing such as plywood meal where s and/or tlrywell(BC). � R 4.No load should beapplied to en componentbracing and3.In Impact bridging or lateral bracing required where shown++ SEQ.: K 15 613 01 fasteners are complete al no time should anyll loads all 4.Installation of truss is the responsibility of the respective contractor. P greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS ID: LINK design nada be applied to any component. and are for"dry condition"ofuse. 6 CompuTma has no control over and assumes no responsibility for the 6.neecssary.umes full bearing at at supports shown.Shim or wedge if EXPIRES: 1 / 1/201 fabrication,handling,shipment end installation of components. ry 6.Thiadesignlafumis8 dsubject tothe limitationsset nrthby 7.Pates shall I Iedon drainageistasses. November 30,2015 B.Plates shell be with on both faces of irusa,and placed so their center TPIANrCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 9.Digits indicate We of plate In inches. 70.For basic connector plate design values see ESR-1311,ESR-1 988(Web) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTRLOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-9=(0) 0 BC: 2x4 KDDF #l&BTR •• SPACED 29.0" O.C. 2-3=(-129) 101 TO LATERAL SUPPORT <= 12"OC. UON. LOADING • BC LATERAL SUPPORT <= 12"OC. UON. '., LL( 25.0)-(DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA • DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 902V -55/ 1650 5.50" 0.69 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -95/ 163V 0/ OH 1.50" 0.26 KDDF ( 625) • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL • REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.139" @ 3'- 7.2" Allowed = 0.457" MAX TC PANEL TL DEFL = -0.117" @ 3'- 4.8" Allowed = 0.685" 5-1.1-11 1 ' MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 3 -/ MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 0Design conforms to main windforce-resisting system and components and cladding criteria. 9.00 Wind: 140 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads • in the plane of the truss only. I o I 0 , • • o "1° I o M-3x4 1-00 ' 6-00 ��9\' ,0} f Ri Qfi-Cs�' (PROVIDE FULL BEARING;Jt 2 4,13 I t�h�(':.. „\ '' ��*� /�,,..y ' 8�9200PsE r' JOB NAME •. 3413-D POLYGON NW - AJ3 Scale: 0.9979 , i • WARNINGS: GENERAL NOTES, unless otherwise noted. ill 'Cr OREGON J, 1.Builder and erection contractor should beadvised of all General Notes 1.This design is based only upon the parameters shown and is for an individual w_ L4 Truss: AJ3 and Warnings before constructionirm building component.Applicability of design parameters and proper �} Ili A. 2.2s4 compression web bracing must bF installed where shown+. incorporation of component is the responsibility or the building designer. /^ 'T}I'" 14 A ° ^i* 3.Additional temporary bracing to insurk stability during construction 2.Design assumes the top and bottom chords to be laterally braced at t�+..+/� V ‹ e is the responslbibly of the erector.Additional permanent bracingof 7 o.c.and at 10'o.c.respecthel unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 16'8 R I O- DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ.: K l 5 613 0 2 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a nonurcosve environment, and are for"dry condition"of usa. TRANS ID' LINK design loads be applied to any component, 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes ssumes null bearing at e0 supports shows Shim or wedge it EXP(RES: 12131/201.5 woos y ry, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is proNded. November 30,201 5 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both laces of truss,and placed so their center TPIM/TCA in BCS(,copies of which will be furnished upon request. lines coincide with Joist center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTrus Soltware 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-7311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.9" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #140TH SPACED 29.0" O.C. 1-2=( 0) 68 2-5=(0) 0 2-3=(-198) 177 TC LATERAL SUPPORT 4= 12"0C. UON. LOADING 3-9=( -94) 36 BC LATERAL SUPPORT <= 12"01. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA TOTAL LOAD = 42.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 377V -69/ 201H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -203/ 359V 0/ OH 1.50" 0.46 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 5.9" -58/ 26V 0/ OH 1.50" 0.04 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 4 -7 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.068" @ 2'- 9.2" Allowed = 0.459" 0 MAX TC PANEL TL DEFL - -0.062" @ 2'- 11.9" Allowed = 0.689" 12 MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 9.00 V 3 MAX HORIZ. TL DEFL = -0.002" @ 5'- 11.2" 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, 0-2210, TCDL=4.2,RCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads oin the plane of the truss only. o ,.o 0 I <r o 5 0 1 �� M-3x4 1-00 6-00 1-05-15 {f10) pal 0,,P4' PROVIDE FULL BEARING;Jts:2,5,3,4 rA Co �GI N R (V 4 6' ••$ 2OOPE JOB NAME : 3413-D POLYGON NW - AJ4 Scale: 0.9704 WARNINGS: GENERAL NOTES, unless otherwise noted: �� jy.. Truss: AJ4 ,.Builder and erection contractor should be advised of all General Notes This design Is based only upon the parameters shown and Is for an individual "s' , 0 REGOhl 4i• and Warnings before construction commences building component Applicability of design parameters and proper Al l7VfV w. `"r✓ 2.2a4 compression web bracing must be Instated where shown e. Incorporation of component is the responsibility or the building designer. !r •' 2,0�Vr ,M1',, 3.additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced et 'r/� A 7 ,{�y s Is the responsibility o/the erector.Additional permanent bracing of 2'o.c.and at 70'o.c.respectively unless braced Throughout their length by 'S✓ I'Y continuous sheathing such as plywood sheathing(TC)andror drywall(Bc). a3N'L 1J I O- DATE: 11/30/2015 the overall structure tithe reaponsibihty of the building designer. 3.2v Impact bridging or lateral bracing required where shown fi e SEQ. : K15 613 0 3 4.No load should be applied to any component until after all bracing and 4.Installation of trues la the responsibility of the respective contractor. fasteners era complete and a,no time should any roads greater than 5.Design assumes busses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are/or"dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibility Mr the 6.Design assumes lull bearing at all supports shown.Shim or wedge If • y�r} p �s �'j j'� fabrication,handling,shipment and installation of components. necessary. EXPIRES:lE l.7: 1 G/31/2 V 1. 8.This design is furnished subject la the limitations set forth by 7.Plates assumes adequate drainagefcto trusts,an November 30,2015 TPIMRCA In SCSI,copies of which will be furnished upon8.Plates shall be withjoinocated on both faces of buss,end placed so their canter request. linea coincide joint center lines. 9.Digits indicate size or plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L}E 70.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF NI&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-12=(-383) 2142 12- 3=( 0) 331 8-17=(-132) 673 SPACED 24.0" O.C. 2- 3=(-2848) 589 12-13=(-271) 1629 12- 4=(-138) 616 17- 9=(-221) 211 WE: 204 ROOF STANDR 3- 4=(-2564) 627 13-15=(-225) 1664 4-13=(-321) 203 WEBS: 204 ROOF STAND LOADING 4- 5=(-1831) 493 14-16=1 -9) 60 13- 5=1-191) 831 TC LATERAL SUPPORT <= 12"0C. UON. L( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE 5- 6=1-1411) 445 16-17=(-229) 1601 13- 6=1-530) 176 BC LATERAL SUPPORT <= 12"0C. LION. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-1662) 508 17-10=(-317) 1430 6-15=1 -2) 220 TOTAL LOAD = 42.0 PSF 7- 8=(-1298) 429 14-15=) 0) 90 8- 9=(-1718) 461 15-16=1-219) 1550 NOTE: 2x4 BRACING AT 24"OC UON. FOR I LL = 25 PSF Ground Snow (Pg) 9-10=1-1940) 480 15- 7=( -40) 120 10-11=1 0) 68 16- 7=( -90) 117 ALL FLAT TOP CHORD AREAS NOT SHEATHED 7-17=1-503) 166 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(5) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0•' -227/ 1542V -196/ 196H 5.50" 2.97 KDDF ( 625) 34'- 0.0" -227/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICONS. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.092" @ 13'- 4.7" Allowed = 1.654" MAX TL CREEP DEFL = -0.187" @ 13'- 4.7" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- D.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.098" @ 33'- 6.5" 9-11-11 14-00-10 9-11-11 1 T j T T 2-07-04 3-06-05 3-10-02 3-03-05 -05-11 5-03-10 4-10-11 5-01 Design conforms to main windforce-resisting .f. .r i( .i 'r system and components and cladding criteria. 12 12 M-4x6 M-4x6 M- x9 M-3x8 Q 9.00 Wind: 140 mph, h=22.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 9.007 5 6 7 (All Heights), Enclosed, Fat.2, Exp.B, MWFRS(Dir), '� load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x4 '. 4 ', M-1.5x3 • + + ! ,/000, M-1.5x3 3 • 1 ' ° 13 ,,I,_ �19(1 n iw 1 v a M-3x8 0 '19 �,6 17 1. o M-5x10 o M-lj.5xc'�, 0.25 M-3x8 M-3x6 I o M-3x4+ M45x8I M-6x6(S) d 3.75 M-3 x 4+ ,', 12 ), f..� P�oF6-, 1 l 1 b l l LYn y 2-05-08y 7-02-07 3-08-13 ly 5-02-03 5-09-03 9 07-15 ), 1. G G1 N E . 0//0 1-00-05-08 10-09-08 20-09 1-00 Q .yt�yyt�C 34-00 89200(-L.. r" JOB NAME : 3413-D POLYGON !N ) L - C2Sale: 0.1604 a! • �' WARNINGS: GENERAL NOTES, unless otherwise noted: ` OREGON ()f�. I.Builder and erection1 sts h d beadvised of all General Notes 1.This design Is based only upon the parameters shown and is for an Indrvidual / /a,,.V(`R C to V t Truss• C2 end Warning before sbycti M s building component Appllcaslty of design parameters and proper -57, oQ!t} • 5 (1T •\ • 2.2x4 compression bbraGrfg N Installed where shown t. inwrpurelon of component Is the responsibility of the bolding deegner. ^714 V 3,Additional temporary bracing to - stability during construction 2.Design assumes the top and bodom chords to be laterally braced at y ng Ct for 2 o in and at ee hln rsnob eN unless braved throughout their elliE by �`+[a Is the responsibility of the erector.A dglonal permanent bracing of continuous sheathing such as plywood Meathing(TC)andlor drywall(BC) r••'•�7 R 1`•,•\._ DATE: 11/30/2015 the overall structure is the reaponel•Ilny of the building designer. 3.20 Impact bridging or lateral bracing required where ski.... SEK15 613 0 5 4.No load should be applied to any c• ponent until after aft bracing end 4.Installation of loss is the responsibility of the respeGNe contractor. Q• fasteners are complete end et no l a should any beds greater than 5.Design assumes trusses are to be used In a noncorrosive environment, deal bads be lied to an t. and are for"dry condition"Ouse. q)y (a-4 TRANS ID• LINK design pp any 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: iG77� Vl S CompuTrus has no control over and assumes no responsibility for the necessary. 7 4 5 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by S.Plates shall be located on both faces of toss,and placed so their center November 30,2015 TPIAAGCA In SCSI,copies of which Will be furnished upon request lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MITek USA,Ino./CompcTras Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR 1- 2=( 0) 68 2-14=(-999) 2157 14- 3=( 0) 331 WEBS: 2x9 KDDF STAND SPACED 24.0" O.C. 2- 3=(-2848) 727 14-15=(-381) 1629 14- 4=(-150) 618 3- 4=(-2564) 758 15-17=(-359) 1664 4-15=(-321) 179 LOADING 4- 5=(-1831) 614 16-18=( -14) 60 15- 5=(-216) 631 TC LATERAL SUPPORT <= 12"00. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 18-19=(-353) 1601 15- 7=(-534) 204 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1411) 534 19-12=(-401) 1430 7-17=) -13) 234 TOTAL LOAD - 42.0 PSF 7- 8=(-1662) 618 16-17=( 0) 90 8-10=(-1298) 511 17-18-(-339) 1550 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 17- 8-( -63) 144 ALL FLAT TOP CHORD AREAS NOT SHEATHED - 10-11=(-1718) 577 18- B=( -90) 117 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-1940) 591 8-19-(-512) 187 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=( 0) 68 10-19-(-143) 673 OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 19-11=(-211) 187 BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -303/ 1542V -197/ 197H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -303/ 1542V 0/ OH 5.50" 2.47 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.092" 8 13'- 4.7" Allowed = 1.654" 11-11-11 10-00-10 11-11-11 MAX TL CREEP DEFL = -0.187" @ 13'- 4.7" Allowed = 2.206" T f fMAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" 2-07-04 3-06-05 3-08-01 2-021-03-05 5-05-11 3-03-10 2-02 4-08-11 5-01 MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" T f 4 T I T I I T I MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" ,/ 10-00 / / /10-00 MAX HORIZ. TL DEFL = 0.098" @ 33'- 6.5" I 6 9 12 M-4x6 12 9.00 M-4x6 5 M-3x4 M-3x8 y 00 Design conforms to main windforce-resisting �, 7 8 0 system and components and cladding criteria. Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 load duration factor=1.6, 4 Truss designed for wind loads + + M-1.5x3/ in the plane of the truss only. M-1.5x3 3 • o M-3x6 11 15 0 �17 B L, 'rn , -a o ^M-5x10 M-3x8 o M-115x3 0.25-8 M-3x8 19 1 3 0 M-3x4+ M-3x6 to M-5x8 7M-6x6(5) a 3.75 M-3x4+ 12 y -05-08y 7-02-07 3-08-13 y 5-02-03 5-09-03 9-07-15 , tl �tV 1-00-05-08 10-09-08 20-09 1 00 r NG1N E ' , 17. 34-00 '�' 89200PE JOB NAME : 3413-D POLYGON NW - C3 �'',r- Scale: 0.1609 """# ;S/ a WARNINGS: GENERAL NOTES, unless otherwise noted 110 `d,. Truss: C3 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 -yam OREGON t, �4, and Warnings before construction commences building component.Applicability of design parameters and proper / V� s 2.2x4 compression web bracing must be Installed where shown 4. incorporation of component Is the responsibility of the building designer. �,yy t �y 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chorda to be laterally braced at /© 7 ^i A' \1 '°�^^ I°the responsibility of the erector.Additional permanent bracing of 2 o c and at 10 o c respectively unless braced throughout their length by 1't building designee continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). , /+., �* �1) DATE: 11/30/2015 the overall structure Is the responsibility of the building 4.No load should be lied to any3.2x Impact bridging or lateral bracing required where shown a a J^'� 4 SEQ.: K1561306ppcomponentuntilafter°gbracingand 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are Srdry condition"or use. 5.CompuTrus has no control over and assumes no responsibility for the B.Designsumes full bearing at all supports shown.Shim or wedge if E P1 R E 12/31/2015/ /201 nec fabrication,handling,shipment and Installation of components. ° ry. 6.This design Isfurnished subject tothe limiationsset forth by T.Design shasall loadedon drainageistrusser d. November 30,2015 8.Plates be located on both feces of truss,and placed so their canter TPIIWICA In BCSI,copies of which u411be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sae of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.for basic connector plate design values see ESR-1311,EBR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONSTRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2-( 0) 68 2-10=(-209) 1516 10- 3=( 0) 294 BC: 2x4 KDDF #1613TRSPACED 24.0" O.C. 2- 3-(-1962) 415 10-11=(-210) 1514 3-11-(-476) 245 WEBS: 2x4 KDDF STAND 3- 4=(-1502) 458 11-12=(-140) 1146 11- 4=(-152) 556 LOADING 4- 5=(-1084) 434 12-13=(-240) 1442 11- 5=(-187) 100 TC LATERAL SUPPORT <= 12"0C. DON. LOU) 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6=(-1084) 434 13- 8=(-239) 1444 5-12=(-187) 100 BC LATERAL SUPPORT <= 12"01. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1502) 458 6-12=(-152) 556 TOTAL LOAD = 42.0 PSF 7- 8=(-1962) 415 12- 7=(-476) 245 8- 9=( 0) 68 7-13=) 0) 294 NOTE: 2x4 BRACING AT 24"01 DON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. D'- 0.0" -250/ 1542V -273/ 273H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -250/ 1542V 0/ OH 5.50" 2.47 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.064" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.130" @ 17'- 0.0" Allowed = 2.206" • MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.035" @ 33'- 6.5" MAX HORIZ. TL DEFL - 0.058" @ 33'- 6.5" • 13-11-11 '..6-00-10 13-11-11 ,(' T Design conforms to main windforce-resisting 7-02-12 6-06-15 3-001-05 3-00-05 6-08-15 7-02-12 system and components and cladding criteria. '� T Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 M-4x6 M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 4 M-3x4 Q 9.00 load duration factor=l.6, • 5 Truss designed for wind loads Z0E - . \ in the plane of the truss only. o �i M-3x9 •• • "0/ 0 Cm 12 13ii 1 -3x5 M-1.5x3 .25" ' 0.25" M-1.5x3 M-3x5 to { A M-Sx8(S) M-5x8(S) '(� �0 l y 1, I 1 b 1 C;\ {NCa1NE .• Wp 7-01 6-06-15 6-08-03 6-06-15 7-01 �y^ v "j -1" l 0 k Q 89200P 1-00 34-00 1-00 C"- JOB NAME : 3413-D POLYGON NW - C4 Scale: 0.1602 • • 1/0 tZ WARNINGS: GENERAL NOTES, unless on tIre otherwise noted: -� OREGON �j, i Builder and erects 1 ctp shout b#advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual '� OR GGOI V V 'v+.7 Truss• C4 and Wamingsb f sl el M c building component Applicability of design parameters and proper �y {y 2 2x4 compression web bracing must be Installed where shown• Incorporation of component is the responsibility of the building designer. ') 'T 1"' {, 2' "3 Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at 4✓ I V ,xs V.Y. Is the responsibility f therector.AdNtbnal permanent bracing of 2 oc and at l0 me respectively unlace braced throughout the length by ya`�/ continuous sheath ng such as plywood aheathing(TC)and/or drywall(8c). �iUI R I O DATE: 11/30/2015 the overall structure Is the responaibiXly of the building designer. 3.2x Impact bridging or lateral bracing required where shown r• SEQ.: K1561307 4.No bad should be applied to any component Until after all bras/ru and 4.Installation of truss Is the responslbllly of the raspacths contractor. fasteners are complete and at no tlm should any loads greater than 5.Deign assumes busses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any corn neon and are Allbearing af x supports wedge 5.CompuTrus has no control over and esaumes no responsibility for the 6.Designelull t all w ns shown.Shim or wed if EXPI RES: 12/31/2015 wary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. November 30,201 5 8.This design is furnished subject to the(imitations set forth by 8.Plates shall be located on both faces of turas,and placed so their center TPIM/TCA In BCSI,copies of which will be furnished upon request. tree coincide with join(cents,lines. 9.Digits Indicate ode of plate In inches. MITek USA,Ino./CompuTrus Sore 7.6.6(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) 1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 BODE #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-12=(-313) 1521 12- 3=( 0) 299 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-1962) 527 12-13=(-319) 1520 3-13=(-975) 232 WEBS: 2x9 KDDF STAND 3- 9=(-1502) 569 13-19-(-183) 1149 13- 4= 181 LOADING (- (- ) 567 TC LATERAL SUPPORT �= 12"OC. UON. 9- 5=( 0) 0 14-15-(-334) 1992 13- 6=(-198) 125 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1089) 516 15-10=(-333) 1994 6-19=(-198) 125 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1089) 516 8-19=(-181) 566 TOTAL LOAD= 92.0 PSF 7- 8=( 0) 0 19- 9=(-976) 232 NOTE: 2x4 BRACING AT 29"OC UON. FOR 8- 9-(-1502) 569 9-15=( 0) 294 LL = 25 PSF Ground Snow (Pg) 9-10=)-1962) 527 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 68 BOTTOM CHORD CHECKED FOR A 20 PIE LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -328/ 1592V -274/ 279H 5.50" 2.47 KDDF ( 625) 39'- 0.0" -328/ 1592V 0/ OH 5.50" 2.97 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.069" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.130" @ 17'- 0.0" Allowed - 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" 15-11-11 2-00-10 15-11-11 MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 7-02-12 6-06-15 2-02-01-00-02-02 6-06-15 7-02_12 T MAX HORIZ. LL DEFL - 0.035" @ 33'- 6.5" 1 1 ,r 4 ,r ,r ,r T MAX HORIZ. TL DEFL = 0.058" @ 33'- 6.5" 14-00 119-00 12 T 5 7 1 1 Design conforms to main windforce-resisting M-9x6 M-9x6 12 system and components and cladding criteria. 9.00 9 M-3x9 Q 9.00 �,� 6 Wind: 190 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, M-Sx8(S) Truss designed for wind loads M-5x8(5) in the plane of the truss only. 0.25 0.25" Jv" ov 0 ti 0 1 last 15 1 I 1 -3x5 M-1.5x3 0.25" 0.25 12 13 "4 1 M-1. 5x3 M-3x5 +• �I o M-Sx8(S) M-5x8(S) o • a ) Pf ape. J: y y y i 6' 7-01 6-06-15 6-08-03 6-06-15 y 7-01 y c\> 'ev1'� � � .19 '('7 ) ) T 1-00 34-00 b ) 1.<r �' 1-00 �' :920OPE �' JOB NAME : 3413-D POLYGON NW - C5 , Scale: 0.1602 .r 1,141110. WARNINGS: GENERAL NOTES, unless otherwise noted, J"r Truss: 05 1.Builder and erection contractor should be advised stall General Notes 1.This design is based only upon the parameters shown end Is for an individual '7 OREGON 41/ and Warnings before construction commences. building component.Applicability of design parameters and proper /f 's. 2.7x4 compression web bracing must be installed where shown+ Incorporation of component b the responsibility of the building designer. f `. ,ry 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chortle to be laterally braced at /6 / 14, t A sV SZ;�' I°the responsibility of the erector.Additional permanent bracing of �'n.c.and al 70'o.c.respectively unless braced throughout their length by i"i DATE: 11/30/2015 the overall structure is the responsibility of the building designer, continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). , 4.No bad should beapplied to en 3.2s Impact bridging or lateral bracing required where shown++ ik-"' SEQ. : K15 613 0 8y component until alter ail bracing and 4.Installation of trues Is the responsibility of the respective contractor. ` fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads beapObdtoany component. and are ton"dry condition"olusa. 5.CompuTrus has no control over and assumes no responsibility for the e.Decsig.seumeslull bearing at el supports shown.Shim or wedge It � �����- 1 / 1/2015 fabrication,handling,shipment and instalbtion of components. °5 ry' 8.This design is furnished subject to the limitations set forth by 8.Designlatesassumesshall adequate drainage a Is truss,d. November 30,2015 8.Plates incl be located on both faces of truss,and placed so thee center TPINJICA In SCSI,copies of which will be furnished upon request. Imes coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7(7 L)-E 9.Digits indbate size of pin Inches. 10.For basic connector plate design values sae ESR-1311,ESR-1988(MiTek) EMMIMMMIMMMMIMMMIMIIIMIMMIMMIMMIM This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS • TRUSS SPAN 34'- 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) 68 2-10=(-215) 1640 3-10=1-246) 204 SPACED 24.0" O.C. 2- 3=(-1946) 412 10-11=1-153) 1374 10- 4=( -60) 472 BC: 2x4 KDDF ST&NDR 3- 4=(-1748) 460 11-12=1-153) 1254 4-11=1-615) 289 WEBS: 2x9 KDDF STAND LOADING 4- 5=(-1271) 455 12- B=(-229) 1432 11- 5=(-368) 1139 TC LATERAL SUPPORT 0= 12"OC. VON. LI 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1271) 455 11- 6=1-615) 289 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=)-1798) 460 6-12=( -60) 473 •BC LATERAL SUPPORT 0= 12"OC. VON. TOTAL LOAD = 42.0 PSF 7- 8=(-1946) 412 12- 7=1-246) 204 8- 9=( 0) 68 OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) • • • OTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA • IVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ' HE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -272/ 1542V -336/ 336H 5.50" 2.47 RODE ( 625) • 34'- 0.0" -272/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.074" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.148" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" 17-00 17-00 f MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 5-10-14 ` 5-06-09 5-08-09 5-06-09 5-06-09 5-10-14 MAX HORIZ. LL DEFL = 0.038" @ 33'- 6.5" ' ,r 1' ' 1' MAX BORIZ. TL DEFL = 0.060" @ 33'- 6.5" 12 2 M-4x6 9.00 7 ''\ 9.00 4 0" Design conforms to main windforce-resisting 5 system and components and cladding criteria. _ Wind: 140 mph, h=25.6ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-Sx6(S) M-5x6(S) 3. load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0.25" 0.25" 0 I }H M-1.5x3 M-1.5x3 • • 0 : pp�ry 1 -3x5 M-3x4 10.25" M-3x4 M-3x5 to `, Pll tJ " 0 M-5x8(S) '`["1' ISIS * ,1 i y ,1 b � kk31NE '0 8-08-03 6-03-1 8-03-13 8-08-03 1-00 34-00 1-00 mac: 89.200 E �r JOB NAME : 3413-D POLYGON NW - C6 Scale: 0.1602 ��..• WARNINGS: GENERAL NOTES, unless otherwise noted, 4 OREGON �,0 1.Builder and erection t clb should beadvised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual }_ Truss: C6 and Warning before conslryction cemdrences building component.Applicability of design parameters end proper 4..d'7 `y 11&� C 2 2a4 compress b bracing must be InstaHed where shown+. Incorporalbn of component Is the responsibility of the building designer. / V 3.Additional temporary bracing to Insure stebild during construction 2 Design assumes the lop end bottom chards to be Wterally braced at y g ons 2 o c.and at ee o c.respectively unless braced throughout their length by 1 { Is the responsibility of the erector.Abdilbnal permanent bracing of continuous sheathing such as plywood sheathing(TC)endlor drywall(BC) l3R 10- DATE: 11/30/2015 the overall structure is the responsgftfy of the building designer. 3.2n Impact bridging or lateral bracing required where shown++ SEK 1 5J 613 0 9 4.No load should be applied to any component until after ail bracing and 4.Installation of truss is the reaponelblily of the respective contractor. Q• fasteners are complete and at no lime should any loads greater then 5.Design assumes trusses are to be used In a noncorrosive environment, and ere for"dry condition"of use. TRANS ID' LINK designapplied to any component. 6.Design assumes full bearing el al supports shown.Shim or wedge if EXPIRES: 12/3112{)15 • 5.CompulroeTms has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design is furnished subject to the Imitations set forth by 8.Plates shad be boated on both laces of truss,end placed so their center TPIhVTCA In SCSI,copies of whichwill be furnished upon request. 9.linescoincide th jointoi center plate to Illnes. ness. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Weir) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDE/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-12=(-389) 1516 3-12=(-210) 186 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1992) 606 12-13-(-907) 1700 12- 4=(-137) 669 WEBS: 2x4 KDDF STAND 3- 4=(-1720) 593 13-14=(-407) 1700 12- 6=(-611) 212 • LOADING 4- 5=( 0) 0 14-10=(-418) 1432 13- 6=( 0) 343 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 POE 4- 6=(-1302) 524 6-14=(-605) 197 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1312 528 TOTAL LOAD = 42.0 POE ) 4-19=(-229) 665 7- 9=( 0) 0 14- 9=(-209) 176 NOTE: 2x4 BRACING AT 24"OC UON. FOR 8- 9=(-1720) 604 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL - 25 PSF Ground Snow (Pg) 9-10=(-1992) 615 - 10-11=( 0) 68 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -318/ 1542V -197/ 197H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -325/- 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.079" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.159" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.040" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.065" @ 33'- 6.5" 11-11-11 9-02-10 12-09-11 5-01 4-08-11 2-02 5-00-05 4-02-05 3-00 4-08-11 5-01 Design conforms to main windforce-resisting f ff f ,( system and components and cladding criteria. 10-00 10-00 Wind: 140 mph, h=24ft, TCUL-4.2,BCDL=6.0, ASCE 7-10, T f 7 f ,r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 5 load duration factor-1.6, M-4x6 12 9.00F. End vertical(s) are exposed to wind, _ M-4x6 N 9.00 Truss designed for wind loads 4 M-3x8 in the plane of the truss only. M-1.5x3 M-1.5x3 3 .N. + + • 0 d, rte" o 12 13 , 19 'o y -3x5 M-3x8 25,� M-3x5 M-3x8 1 0I �'�, V,P ' 84-5x6(S) o 9-07-15 7-04-01 7-04-01 9-07-15 b b 1-00 34-00 pC� rn1 1-00 "tom 89200PE JOB NAME : 3413-D POLYGON NW - C7 ,.- • Scale: 0.1602 ". WARNINGS: GENERAL NOTES, unless otherwise noted' 411 / s f'Tw Truss: C7 1.Builder and erection contractor should be advised of ell General Notes 1.This design Is based only upon the parameters shown and Is for an Individual -;y4. OREGON �^f,,, and Warnings be/ore construction commences building component Applicability of design parameters and proper / aw,�� A. 2 2x4 compression web bracing must be Installed where shown Incorporation of component is the responsibility of the building designer. �µ 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bosom chords to be laterally braced at ^ _7 7 f A r �1 �5 is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10 o.c,respects Pty unless braced throughout their length by �+.✓.� ��}} 7 V {}, DATE: 11/30/2015 the overall structure Is the responsibility of the buiHing designer. continuousxImshginglogatehlbacing re uirewere ownudrywall(BC). /1Fr ��I�` jJ 4.Na load should beapplied to an 3.2s Impact bridging or lateral bracing required where shown 4 v 1r SEQ.: K1561310any 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and al no Ilene should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 6.Design assumes full bearing ateAwppodeshown.Shlmorwedge It 5.CompuTrushas nocontrol over and assumes noresponsibility for the ne EXPIRES: 12/31/2015 fabrication,handing,shipment end installation of components. ry' 6.This design Is furnished subject to the limitations set forth by L Design shllb assumes adequate drainage to trusise November 30,2015 8.Plates lnol be located on both faces of truss,and placed so their center TPIMTCA 15 13151,copies of which will be furnished upon request. tines coincide with joint center Imes. MiTek USA,Inc./CompuTrus Software 7.6.7(11..)-E 9.Digits Indicate size of plate In Inches. 76.For basic connector plate design velues sea ESR-1311,ESR-1966(Wick) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTRLOAD DURATION INCREASE = 1.15 1- 2-) 0) 68 2-11=(-291) 1505 3-11=(-219) 211 SPACED 24.0" O.C. 2- 3=(-1942) 492 11-12=(-274) 1698 11- 4=(-122) 659 BC: 2x9 KDDF #1681113- 4=(-1720) 474 12-13=(-279) 1698 11- 5=(-596) 183 WEBS: 2x9 KDDF STAND LOADING 4- 5=(-1300) 440 13- 9-(-339) 1432 12- 5=( 0) 343 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 7=(-1301) 453 5-13=(-594) 162 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 7-13=(-106) 658 TOTAL LOAD = 42.0 PSF 7- 8=(-1720) 494 13- 8=(-218) 199 8- 9=(-1942) 510 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 68 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -240/ 1542V -196/ 196H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -250/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.079" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL - -0.159" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.040" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.065" @ 33'- 6.5" 9-11-11 13-02-10 10-09-11 f f I T T 5-01 4-10-11 7 0-O5 6-02-05 T-O ODesign conforms to main windfoxce-resisting r 4-08-11 q 5-01 , system and components and cladding criteria. T T T T 10-00Wind: 140 mph, h=23.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, ,r 1♦ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 12 M-4x6 ', 6 M-4x6 12 M-3x8 End vextical(s) are exposed to wind, 9.00 Q 5.00 Truss designed for wind loads �4 s 't in he plane of the truss only. M-1,5x3 IIIM-1.5x3 3 /pe + 0 0 l ISMtIO 11 hM - 12 , 13 0 of M-3x5 M-3x8 ail 0.25" M-3x8 M-3x5 to //��1- o M-5x6(S) c"i.,"" PROf' J, y y y y eco J G1fV E&• 0 9-07-15 7 04-01 7-04-01 9-07-15 y l `° 11 1-00 34-00 1-00 c- 89200PE r" JOB NAME : 3413-D POLYGON N ( - C8Bcale: 0.1852 ...a 'r'"�' ' • •fir•• WARNINGS: I GENERAL NOTES, unless otherwise noted: 0 OREGON [/z I Builder anderectioncontractor sh Idb advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual ' ss,,{/aa�OR l.TO AA. L`v Truss: C8 and Warnings before°onatr#cton mpiences. building component Applicability of design parameters and proper �f= 7 14, yea {'\ 2 254 compressionbbacidg 1 Jsta1ed where shown+ incorporatonesthetof opnt islttomche onsblllt be of the buildingdesigner.at er '77 VV �"�^• 3 Additional temporary bracing t I stability during construction 2 2esign assumes the top and bottom braced to d throughout laterally braced at ` is the responsibility of the erector.••Alone)permanent bracingf 2'°°and a1 f0 o c respectively unless bra<etl their length by �/E'L1J ID �f� o continuous sheathing such as plywood shealhing(TC)andfor drywall(BC). 4.. k+ DATE: 11/30/2015 the swat structure is the responsi.slily of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SE K 15 61311 4.No load should be applied to any c• portent until alter aN braGng and 4.Installation of truss la the responsibility of the respectNe contractor. Q•• fasteners are complete and al no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, design bads be applied to any component. end are for"dry full bion"of use. TRANS ID LINK 6.Design assumes nullbearingstatlsupports shown.Shim orwedge if EXPIRES: 12/31/2015 • 5.CompuTrua hes no control over and assumes no responsibility for the necessary. 1.� fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIIWrCA In SCSI,copies of which wit be furnished upon request lines coincide with Joint center lines. 9.Digits Indicate size of plats in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1371,ES12-1968(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 68 2-14=(-316) 2274 3-14=) -68) 126 BC: 256 KDDF #14BTR SPACED 24.0" O.C. 2- 3-(-3056) 514 14-15=(-282) 2304 14- 4-( -108) 46 WEBS: 2x4 KDDF STAND 3- 4=(-2942) 518 15-16=(-544) 3684 4-15=) -50) 266 LOADING 4- 5=(-2790) 542 16-17=(-734) 4466 15- 5=( -224) 1254 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2318) 460 17-16=(-932) 5088 15- 6=(-1836) 396 BC LATERAL SUPPORT <= 12"OC. SON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4120) 814 18-12=(-954) 4966 6-16=) -146) 1030 TOTAL LOAD = 42.0 PSF 7- 9=(-4666) 1026 16- 7=( -724) 286 8- 9=) 0) 0 7-17=( -418) 766 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-5558) 1210 9-17=( -412) 2114 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 28'- 0.0" TO 34'- 0.0" V 10-11=(-6550) 1382 17-10=(-1468) 418 ,. 11-12=(-6616) 1366 10-18=( -544) 2320 ADDL: TC CONC LL+DL= 598.0 LBS @ 26'- 0.0" 12-13=( 0) 68 18-11-1 -68) 372 OVERHANGS: 12.0" 12.0" @@ADDL: BC CONC LL+DL= 3025.0 LBS @ 27'- 6.0" • BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 'I LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-3x4 where shown; 310:2,4,6-7,10,14 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -393/ 2254V -157/ 157H 5.50" 3.61 KDDF ( 625) 34'- 0.0" -990/ 4753V 0/ OH 5.50" 7.60 KDDF ( 625) 'Jr- ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN nails staggered: 5 9" ocin 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ©@ HANGER BY OTHERS TO APPLY CONC. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" LOAD(S)EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.064" @ 20'- 0.8" Allowed = 1.654" MAX TL CREEP DEFL = -0.203" @ 20'- 0.8" Allowed = 2.206" MAX LL DEFL = -0.001" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.021" @ 33'- 6.5" MAX BORIS. TL DEFL = 0.052" @ 33'- 6.5" 7-11-11 17-02-10 8-09-11 4 4 T T 3-04-14 3-01-061-05-07 5-11-09 6-01-09 5-01-09 1-0803-073-01-06 3-04-14 Design conforms to main windforce-resisting f T T T T .( ,( .( ,( q f system and components and cladding criteria. 8-00 Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 598# '( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-4x6 9 M-9x6 12 load duration factor-1.6, 9.00 5 End vertical(s) are exposed to wind, 6 w N9.00 Truss designed for wind loads 9 O in the plane of the truss only. M-1.5x3 } / M-1.5x3 3 1 o NI,' V 1 1 19 15 1 7 18 3 I M-3x8 6 25" M-3x8 M- 8 ory ry, • M-7x8(5) M-7x8 VO PR0p S J, l , y y i b C° {,w,`GIN Q'-t0 1-00 6-02-12 1-05-03 9-04-01 34-00 9-04-01 1-05-03 6-02-12 1-00 Vl~ Cc `0 .41 89200PE Yr" JOB NAME : 3413-D POLYGON NW - C9 411P/,........-.., Scale: 0.1839 y}�/'� I. WARNINGS: GENERAL NOTES, unless otherwise teparameters 3J� � �0N 4,..e./r 1.Builder end erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and Is for an Individual 8,, Truss: C9 and Warnings before construction commences, building component Applicability o/design parameters and proper t^ 2 2x4 compression web bracing must be installed where shown*, incorporation of component Is the responsibility of the building designer, 4 ?. 3.Additional temporary bracing to insure stability during construction2 Design assumes the top and bottom chords to be laterally braced at � �. 1 s +��� Is the responsibility of the eroctor.Additional permanent bracing of 2 o.c antl at t0 o c respectively uniees braced throughout their by 444:1:3F110,- DATE: .'sem DATE: 11/30/2015 the overall structure is the responsibility f the building designer. continuousxImp sheathing ester l b a plywood re uired where s ownand/x tlrywall(BC). "/. e[7 I 1 t , p lY o g B 3.2x Impact bridging or lateral bracing required where shown++ ��7 f l l.+ SEQ.: K 1 5 61312 4.No load should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of respective contractov fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are to dry conditionor use. control over and assumes no responsibility for the necessary. C 5 B.Design assumes full bearing at all supports shown.Shim or wedge it EXPIRES: � 1` 1/2015 S.CompuTrus hes no fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. November 30,201 5 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be boated on both feces of truss,and placed so their center TPINJECA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. B.Digits indicate size of plate in inches. MITek USA,Ino./CompuTlss Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by JP • LUMBER SPECIFICATIONS SII TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(-97) 110 6-5=( 0) 18 BC: 2x9 KDDF #l&BTR SPACED 29.0" O.C. 2-3=(-207) 0 5-7=(-74) 163 5-3=( 0) 67 WEBS: 2x9 KDDF STAND 3-4=( -28) 40 3-7=(-168) 76 LOADING TC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSE' BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -38/ 370V -37/ 118H 5.50" 0.59 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -153/ 105V 0/ OH 1.50" 0.17 KDDF ( 625) B'- 0.0" 0/ 105V 0/ OH 5.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 I MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.007" @ 2'- 4.4" Allowed = 0.170" MAX TL CREEP DEFL = -0.013" @ 2'- 3.8" Allowed = 0.226" MAX LL DEFL = 0.000" @ 7'- 3.0" Allowed = 0.178" 3-11-11 MAX BC PANEL TL DEFL = -0.037" @ 9'- 7.1" Allowed = 0.269" MAX HORIZ. LL DEFL = 0.007" @ 7'- 3.0" 12 ' MAX HORIZ. TL DEFL = 0.011" @ 7'- 3.0" 9.00i1 • 9 -! I Design conforms to main windforce-resisting i system and components and cladding criteria. M-4x6 Wind: 140 mph, h=20.7ft, TCDL=9.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, I End vertical(s) are exposed to wind, � Wo Truss designed for wind loads I n the plane of the truss only. N 5 ® s' 7 co o O M-1.5x4 O o f ,- I o 10-3x4!' 1 M-3x4 M»3x5 J. b 2-03-12 I4-11-04 0-09 J. J, ), y ,D PIR Ore 1-00 2-05-08 8-00 5-06-08 \ (�. 'PROVIDE FULL BEARING;Jt .2,9,7 I 'ir'+y {,._\4GINE �i '(' 4sJ U✓2OOPE r• ♦ • JOB NAME : 3413-D POLYGON NW - CJ2 "" Scale: 0.5126 * �` p� OREGON tU WARNINGS: GENERAL NOTES, unbss otherwise noted. 4.7 `' N 1)4 1.Builder and erect control should ba advised of all General Notes t This design Is based only upon the parameters shown and Is bran ndhldual f 7 Truss: CJ2 and Warrngsb/ siu.ion comMences baking component Applicability of design parameters and proper Q 14� �y 2.2x4 wmpresslo b b clnQ must be Metalled where shown+ Incorporation of component Is the responsibility of the building designer. On 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chorda to be leleraly braced al , R R(Vl N the responsibility of the erector.Atl�litionel permanent bracing of continuous2d at l0 o.c.rsuch asey unless braced throughout their length by 1•� DATE: 11/30/2015 the overall structure is the re Ibl of the buildingdesigner. 0imp sheathingosuch plywood required where show) for orywall(BC). epons Ry 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K15 61313 4.No load should be applied to any component until after all bracing end 4.Installation 511m/151s the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, and are for"dry condition"of use. EXPIRES: 12/31/2015 . design loads be applied to any component. TRANS ID: LINK 8.Design assumes full bearing at all supporta shown.Shim or wedge if November 30,2015 5.CempuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations sat forth by 8.Plates shall be located an both faces of truss,and placed so their center TPIM/fCA In SCSI,copies of which will be furmshed upon request. lines coincide with joint canter lines. 9.Digits Indicate size of plate In inches. MITek USA,Inn./CompuTfus Software 7.6.7(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by OP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 204 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 68 2-6=(-120) 199 6-5-( 0) 18 BC: 2x9 KDDF #1613TR SPACED 24.0" O.C. 2-3-(-308) 95 5-7=(-184) 300 5-3=( 0) 68 WEBS: 2x4 KDDF STAND LOADING 3-4=( -73) 63 3-7=(-310) 190 TC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 127OC. 00N. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -32/ 426V -55/ 165H 5.50" 0.68 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -126/ 128V 0/ OH 1.50" 0.20 KDDF ( 625) 0/ 139V 0/ OH 5.50" 0.22 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-11-11 MAX LL DEFL = 0.015" @ 2'- 4.4" Allowed = 0.270" MAX TL CREEP DEFL = -0.023" @ 2'- 3.8" Allowed = 0.359" f ,r MAX LL DEFL = 0.000" @ 7'- 3.0" Allowed = 0.078" ' MAX TL CREEP DEFL = 0.000" @ 7'- 3.0" Allowed - 0.105" 12 �) MAX HORIZ. LL DEFL = -0.016" @ 7'- 3.0" 9.00 (� MAX HORIZ. TL DEFL = 0.019" @ 7'- 3.0" Design conforms to main windforce-resisting 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), M-4x6 cv load duration factor=1.6, End vertical(s) are exposed to wind, 3 rn Truss designed for wind loads in the plane of the truss only. 1!MIIIIIIIIIIIIMm...... _ NM 711 o O -E M -1.5x9 0 to 1463x4 0 M-3x4 M-3x5 J• is is is 2-03-12 4-11-04 0-09 y 1• J, 1, .\t,0 PR ppb. 1-00 2-05-08 8-00 5-06-08 4CG• �,,,\ 1st 54S,,/y (PROVIDE FULL BEARING;Jts:2,4,7 C�:' c:.8 ,rp (-.+ ` �,.,..•• $92C70PE JOB NAME : 3413-D POLYGON NW - CJ3 Scale: 0-4686 API . i,',.r:' WARNINGS: GENERAL NOTES, unless otherwise noted- / OREGON �(',hi.) Truss: C J3 1.Builder and erection contractor should be advised of all General Notes This design A based only upon the parameters shown and Is for an individual r 0 and Warnings before construction commences building component Applicability of design parameters and proper 471 1T 4fp Ca'¶"�^• 2.2e4 compression web bracing must be installed where shown v. incorporation ofthe tap component is the responsibility of the building designer. /"-F 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally bated at Fi I VA-is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at sheathing.respectively urine braced throughout their length by DATE: 11/30/2015continuous such as plywood required share)and/or drywall(BC). the overall structure is the responsibility of the budding designer. 3.2s Impact bridging or lateral bracing Where shown*e ' SEQ.: K 15 61314 4.No load should be applied to any component until after an bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no see should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS ID: LINK design loads be applied teeny component. and are for EXPIRES: 12/ 182015 r' 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 November 30,2015 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.plates shad be located on both faces of truss,and placed so their center TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MITek USA,Ino./CompuTrus Software 7.6.7(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-7988(MITek) This design prepared from computer input by JP • • LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 66 2-6=(-230) 310 6-5=( 0) 18 • BC: 204 KDDF #1&BTRSPACED 24.0" O.C. 2-3=(-412) 91 5-7=(-350) 468 5-3=( 0) 69 WEBS: 204 KDDF STAND; 3-4=(-122) 92 3-7=(-482) 361 2x4 KDDF STUD A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSP TC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -45/ 469V -74/ 213H 5.50" 0.75 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 7'- 3.0" -13/ 180V 0/ OH 5.50" 0.29 KDDF ( 625) • 7'- 11.7" -96/ 159V 0/ OH 1.50" 0.25 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL • REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. • BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.027" @ 2'- 4.4" Allowed = 0.354" 7-11-11 MAX TL CREEP DEFL = -0.034" @ 2'- 3.8" Allowed = 0.472" -7 MAX HORIZ. LL DEFL = -0.028" @ 7'- 3.0" MAX HORIZ. IL DEFL = 0.030" @ 7'- 3.0" ) A Design conforms to main windforce-resisting • system and components and cladding criteria. 12 • 9.00 • '', Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, • (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, �I End vertical(s) awe exposed to wind, Truss designed for wind loads in the plane of the truss only. I I • • 0 I M-9x6 • 3 Al* A 5 ®11111111111 -, 0 7 0 1 I 1 '� II r M-1.5x9 of I Mb3x4 0 o M-3x9 M-3x5 J, b l l J., 1 2-03-12 1 9+11-04 o 09 c.0 Q\‘AGiPROF�h0n 1-00 2-05-08 !-00 5-06-08 44:7c ° '7 g. PROVIDE FULL BEARING;Jts:2,7,';9 JOB NAME : 3413-D POLYGON N - CJ4 '= . /� Scale: 0.3929 It4Z WARNINGS: GENERAL NOTES, unless otheruse noted' 17,, OREGON k` 4%. I.Builder and erection contract.shoo be advised of all General Notes 1 This design l bas ed only upon the parameters shown and Is for an lndbduaI f.+,/"^ Y. ,a s !S' }� Truss: CJ4 and Warnings before construction menses building component Applicability or design parameters and proper V +,4 G^ ..a>ty, 2.2o4 compression web bracing must s Installed where shown e. Incorporation or component is the responsibility or the bighting designer. �As 1� 3.Additional temporary bracing 10 Insu stability during construction 2.Design assumes the lop end bottom chords to be laterally braced at ,Y( 1\ v Is the res onelbiN f the erector.A tllNonel t bract r 2'o.c.and at 10'o.c.respectively unless braced throughout their length by R R i» p ly o permanent ng o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/30/2015 the overall structure W the reaponsib ity of the building designer. 3.2a Impact bridging or lateral bracing required where shown t+ SEQ.: K 15 61315 4.No load should be applied N any corppenent until alter all bracing end 4.Installation of truss is the responsibility of the respectBe contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are 10 be used In a noncorrosive environment, EXPIRES: 12/31/2015 . TRANS I D: LINK design loads be applied to any component. and an for „moons a at a. p� wedge 5.CompuTrus has nocontrolover and assumesnoresponsibility for the 8.Design full '°N as "°'hewn.8Mmerw°' November 30,2015 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitation set forth by 8.Plates shell be heeled on both feces of truss,and placed so their center TN/YWCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrns Software 7.6.7(1 L)-Z 10.For basic connector plate design values see ESR-1311,E812-1988(MITek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 224 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 224 KDDF #1EBTR 1-2=( 0) 68 2-7=(-165) 270 7-6=( 0) 18 WEBS: 224 KDDF STAND SPACED 24.0" O.C. 2-3=(-365) 71 6-8=(-283) 408 6-3=( 0) 69 3-4=(-212) 177 3-8=(-421) 292 LOADING 9-5=( -86) 38 TC LATERAL SUPPORT <= 12"01. ION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 0= 12"OC. ION. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -37/ 449V -93/ 263H 5.50" 0.72 KDDF ( 625) 7'- 3.0" -6/ 163V 0/ OH 5.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.2" -208/ 343V 0/ OH 1.50" 0.44 ROOF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -15/ 8V 0/ OH 1.50" 0.01 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TLMCREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" -/ MAX LL DEFL = 0.021" @ 2'- 4.4" Allowed = 0.354" MAX TL CREEP DEFL = -0.029" @ 2'- 3.8" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.023" @ 7'- 3.0" MAX HORIZ. TL DEFL = 0.026" @ 7'- 3.0" Designconforms to ma windforce-resisting 9.00 system and componentsr and claddingcriteria. Wind: 140 mph, h22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Sir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads I in the plane of the truss only. M-4x�Oc,, ,�8 - M-1.5x4 I,,,/ M23x4ox4 0 M-3x5 l l y y PR 2-03-12 4-11-04 0-09 { P'ls J, J. 1 b [. �-{� � 1-00 y 2-05-08 7-06-03 b 3. ,,, , iG'N� Sf 8-00 LL 1-11-11 \`e /-� 1e ROVI DE FULL BEARING;Jts:2,8,9,5 I ':t' 89200P E• v JOB NAME : 3413-D POLYGON NW - CJ5 • Scale: 0.3317 y} /'-• tid WARNINGS: GENERAL NOTES, unless otherwise noted: 1j L✓�• VN s.^ A, Truss: C JS 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 indhldual G �Y and Warnings before construction commences. building component.Applicability of design parameters and proper j/� 14 A 2.2a4 compression web bracing must be Installed where shown 4. incorporation of component is the responsibility of the building designer. S.J A V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom unless braced to t laterally braced at 2Y��'"'F RIO- ^� Is the responsibility of the erector.Atltlillonal permanent bracing of 2'o.c.and at 10'o.c.respeces ply throughout theft iengih by /z�, DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 2x impact sheathing such b acing re uir el nhere shown and/or arywall(BC). 4.Naload should be lied la any3.In imptio bridging Isor lateral bracing required the where tive cot a SEQ. : K 15 61316 pp component until eller an bracing and 4.Installation of trues la the responsibility of the respective contractor. fasteners are complete and a1 no time should any mads greater than 5.Design assumes tosses are to be used Ina non-corrosive environment, EXPIRES. 12/31/2015 TRANS ID: LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over end assumes no responsibility for the 8.Design assumes lull bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and Installation of components. wry. November 30,2015 ne7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by e.Plates shall be located on boththfaces of truss,and placed so their center TPIMRCA In BCSI,copies of which w111 be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 1 L 7.6.7 9.Digits Indicate size of plate In Inches. D ( )"Z 10.For basic connector plate design values see ESR-1311,ESR-1980(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTRLOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-7-7-167) 274 7-6=( 0) 18 BC: 2x4 KDDF $116BTR ', SPACED 29.0" O.C. 2-3=(-361) 68 6-B=(-256) 413 6-3=( 0) 69 WEBS: 2x9 KDDF STAND 3-4=7-284) 245 3-8=(-426) 263 LOADING 4-5=(-102) 49 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 POE BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF • TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0 -36/ 447V -112/ 316H 5.50" 0.72 KDDF ( 625) 7'- 3.0" -9/ 162V 0/ OH 5.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.2" -235/ 375V 0/ ON 1.50" 0.48 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 11.7" -56/ 89V 0/ OH' 1.50" 0.14 KDDF ( 625) i BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • 'COND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 • 11-11-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" f1' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5 -, MAX LL DEFL = -0.020" @ 2'- 4.4" Allowed = 0.354" MAX TL CREEP DEFL - -0.029" @ 2'- 3.8" Allowed = 0.472" ' MAX HORIZ. LL DEFL = 0.022" @ 7'- 3.0" • MAX HORIZ. TL DEFL = 0.027" @ 7'- 3.0" • Design conforms to main windforce-resisting system and components and cladding criteria. ' 4 9.007 Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ', (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, cr End vertical(s) are exposed to wind, I Truss designed forwind loads '.. co in the plane of the truss only. 0 co M-4x6 -io TM=3X44 ;T P!�ry 2-03-12 9-11 09 0-09 C�• ., il��s 1-OOy 2-05-08 '' 9 D6-03y y 8-00 3-11-11 VG0! C= C'+ 'PRO/IDE FULL BEARINGIJts:2,8,4,5 „lee JOB NAME : 3413-D POLYGON N! - CJ64 /„., Scale: 0.2919 iiii '�L.. • N WARNINGS: • GENERAL NOTES, unless otherwise noted. -374. ,.. "�L�"AlORE CO s� t` t 1 Builder and erection t br h d! advised of all General Notes 1.This design Is based only upon the parameters shown and Is tel an individual ,f"� '-J to t A�,t� ^�w� Truss: CJ6 and Warnings before construction manences. building component.Applicability of design parameters and proper • G^• ��r,�•�•s(� ! 2.2x4 compression web bracing must• Instated where shown+, Incorporation of component is the responsibility of the building designer. /1, V 3.Additional tem bracing to Inau a liability dunconstruction 2.Design assumes the top and bottom chords to be laterally braced at 'v Y/f R[-j 1 t-•\.- 2' y \ V temporary 9 Y ng 2'o.c.end el 70'o.c.respectively unless braced throughout their length by ('1 L+ is the responsibllly of the erector.A•dlllonel permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/30/2015 the overall structure is the responsl•.Nty of the building designer. 3.2x Impact budging or lateral bracing required where shown++ SEQ.: K 15 61317 4.No load should be applied to any component until after all bracing end 4.Instellalmn of truss Is the responsibility of the respective contractor. fasteners are complete and at no bine should any mads greater man 5.Design assumes trusses are to be used in a nonconoslve environment, EXPIRES: 12/31J2t?1.5 TRANS I D: LINK design loads be applied to any component. and aDesigre ass"dry condition" use. 5.CompuTrushas nocontrol over and assumesnoresponsibility for the 6.nnecessaaesumesmilbearingelapsupportsshown.Shimofwedgeif November 30,2015 ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both feces of truss,end placed so their center TPIAITCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inn./ConrpuTrus Software 7.6.7(1 L)-Z 10.For basic connector plate design values we ESR-1371,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-1) 76 IC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. TON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 287V -19/ 72H 5.50" 0.96 KDDF ( 625) 1'- 10.9" -150/ 157V 0/ OH 1.50" 0.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed.= 0.133" MAX TC PANEL LL SEFL = 0.003" @ 1'- 0.0" Allowed = 0.123" MAX TC PANEL TL DEFL = -0.006" @ 1'- 1.5" Allowed = 0.184" MAX BC PANEL LL DEFL = 0.012" @ 3'- 6.6" Allowed = 0.359" MAX BC PANEL TL DEFL = -0.078" @ 9'- 9.8" Allowed = 0.972" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 1-11-11 '( '1 Design conforms to main n windforce-resisting 12 system and components cladding criteria. 9.00 7 Wind: 190 mph, h=19.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. ti f - o _ o J`9 1 M-3x9 1 b b 1-00 (PROVIDE FULL BEARING;Jts:2,3,9 I 8-00 '\ A VPt,) 89200PE JOB NAME : 3413-D POLYGON NW - J1 ,,, /--r-' Scale: 0.5751 OW* 050 5 : W1.Builder GENERAL.This design unyuponthe aramete: 'R OREGON 1.eultler end erection contractor should be advised of all General Notes 1 This tlecign is based only upon the parameters meters shown and is for an individual Truss: 31 and Warnings before construction commences. bolding component.Applicability of design parameters and proper b 2.204 compression web bracing must be Installed where shown w. Incorporotlon of component Is the responsibility of the bolting tleslgner. � . 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom chords to be laterally braced at f+� � �;(�,� 4� is the responsibility of the erector.Additional permanent bracing of 2'a c and al 10 o c respectNely unless braced throughout their length by DATE: 11/30/2015 the overall structure Is the responsibility of building designer. continuous sheathinginorsuchbplywooduiredig(TC)endfor tlrywall(SC). �e[']R t P ty° g g^ar 3.c0 tinuou bridging or lateral braclworequired where shown•re SEQ.: K1561320 4.No load should be applied to any component until alter all bracing and 4.Installation of trues Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorroNve environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition'of use. 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes fun bearing at all supporta shown.Shim or wedge if EXPIRES: 12/31/2015 fabrication,handling, ry shipment ct and Installation etfo components. 7.Design shall assumes adequate ondrainage is tue,provided. November 30,201 5 6.This design is famished subject to the limitations sal forth by e.Plates shall be located on both feces of hose,and placed so their center TPIIWICA In SCSI,copies of which will be furnished upon request. lines coincide with joint center linea. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.6(tL)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS I TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TO: 2x4 KDDF #16BTR I LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x9 KDDF #16BTR ',, SPACED 24.0" O.C. 2-3=(-78) 80 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. ILIA 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -27/ 356V -37/ 118H 5.50" 0.57 KDDF ( 625) 3'- 10.9" -170/ 162V 0/ OH 1.50" 0.26 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 71V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" MAX BC PANEL LL DEFL = -0.017" @ 3'- 6.6" Allowed = 0.354" MAX TC PANEL TL DEFL = -0.032" @ 2'- 2.2" Allowed = 0.435" MAX BC PANEL TL DEFL = -0.116" @ 4'- 4.6" Allowed = 0.472" 3-11-11 ,r • ,r MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 3'- 10.9" 12 9.00 7 -- 3 ! Design conforms to main windforce-resisting • • system and components and cladding criteria. r Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '. load duration factor=1.6, ', Truss designed for wind loads in the plane of the truss only. • 0 I o rh o 1 C O .. 7.,4 1 M-3x4 • • • • 1 l 1 1-00 (PROVIDE FULL BEARING;Jts:l,3,4 I 8-00 ° PRacs p �g1as .9 g� 89200PE c-" JOB NAME : 3413-D POLYGON NW - J2 Scale: 0.5501 • WARNINGS GENERAL NOTES, unless otherw se noted: � � ^i. 1.Builder and erectiont ctshould be advised of all General Notes 1 This design is based only upon the parameters shown and is for an individual s,. 44/ Truss: J2 and Warnings before alb commences. building component Applicability of design parameters and proper 1,s^ I` 2.Tt4 compresslo b bracing uat b4lnstaC d where shown+, Incorporation of component s the responsibility of the bulking designer. /© Al y 14, 2 . ,.. stability during construction 3.Additional temporary bracing to Insure 2 Design assumes the lop and bottom chorda to be laterally braced at 204.o ,and at 10 o.c.respectively unless braced throughout their length by Is the responsiblNry of the erector.Ad Monet permanent bracing or (^� *{J DATE: 11/30/2015 the overall structure is the res onsibi of the buildingdesigner. to Imps continuous sheathing stebracing plywoodrequired uia where sown.r tlrywall(BC). r i R D MY 3.2a Impact bridging or lateral where shown++ SEQ. : K 15 613 21 4.No load should be applied to any component until after all bracing and 5.4. llation of tru,Nsshe are to responsibility used Into nonamtroeive environment, contractor. fasteners are complete and at no time should any bads greater thanDesign assumes design nada be applied to any compdnent. and are for"dry condition"of use. TRANS ID: LINK 5.CnmpuTruehasnocemroloverantlassumesnoresponsibiliyforthe 8.Design assumes full bearing atall euppotlsshown.Shim orwedge it EXPIRES: 12/31/2015 fabrication,handling, sorry edlsmeenlo the lmitaion al components. T.Pes gnaaebelcaed on bothl face lotprovided. n November 30,2015 6.This design h Nmished subject to the llmkatbna set forth by S.Plates MeA be located on both latae of trues,end placed ao their center TPIIWTCA In BCS(,copies of which Will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values sea ESR-1311,ESR-1988(MITak) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1-2=( O) 68 2-4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 29.0" O.C. 2-3=(-123) 107 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.D)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -29/ 922V -55/ 165H 5.50" 0.68 KDDF ( 625) 5'- 10.9" -159/ 190V 0/ OH 1.50" 0.30 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 83V 0/ OH 5.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" 5-11-11 MAX TC PANEL LL DEFL = 0.194" @ 3'- 2.1" Allowed = 0.457" T f MAX BC PANEL TL DEFL = -0.154" @ 4'- 1.9" Allowed = 0.472" 3 -/ MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" Z Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir)load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. oo l b l 1-00 'PROVIDE FULL BEARING;Jts:2,3,9 _ 6-00 PR ace �5' 0. ` ` =9209PE JOB NAME : 3413-D POLYGON NW - J3 Scale: 0.9979 7r WARNINGS: O. hRAeNOTsb, unless o the parameters OREGON �^.{., 1.Builder end erection contractor should be advised of all General Notes I.This design Is based only upon Iha parameters shown end is for an Individual • lad Truss: J3 and Warnings before construction commences building component Applicability of design parameters and proper w, 3.204 compression wee bracing mast be installed where shown v. Incorporation of component Is the responsibility of the building designer. • / `Q !'� 1 3.Additional temporary bracing to Insure stability during constnicton 2 Design assumes the top end bottom chortle lobe throughoutateraIN braced at i jl, G-• t+y Is the responsibility of the erector.Additional permanent bracing of 2'o c.and at 10 o.c.respectively unless braced their length byA T DATE: 11/30/1015 the overall structure le the responsibilityf the building designer. continuous sheathing aMrsucI b acinplywg re aired here s and/or tlrywelllgC). �I i C'1[y \ L, o g g 3 2x Impact bridging or lateral bracing required where shown • �-7 fl l.+ SEQ. : K15 613 2 2 4.No lead should be applied to any component until after all bracing and 4.Installation of truss Is the responsibikly MM.respectNe contractor. • fasteners are complete and at no lime should any bads greater than 5.Design assumes trusses are toe.used in a noncorrosive environment, TRANS I D• LINK design loads be applied to any oompanem. and are for y conditionof use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown Shim or wedge If EXPIRES: 12/31/2015 fabrication,handling, necessary. assumes edisu beta theeslionslrth 5.Plateslbaded onneothlfage to truss,an November 30,2015 6.This design is furnished subject to limitations set forth by B.Plates shall be located both feces of truss,and placed so their center • TPVWICA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ES12-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF ql&BTR SPACED 29.0" O.C. 2-3=(-170) 138 TC LATERAL SUPPORT <= 12"0C. UON. LOADING • BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP BEARING MAX VERT MAX PORE BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -44/ 480V -74/ 213H 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ 173V 0/ OH 5.50" 0.28 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -130/ 225V 0/ OH 1.50" 0.36 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" '.. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 7-11-11 MAX TC PANEL LL DEFL = 0.956" @ 4'- 9.0" Allowed = 0.624" ,r ,r MAX TC PANEL TL DEFL = -0.967" @ 4'- 6.0" Allowed = 0.935" 3 -/ MAX HORIZ. LL DEFL = -0.002" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 7 . Wind: 14D mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, • (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, • i Truss designed for wind loads in the plane of the truss only. I 0 nd • • • • 0 1 0 1 M-3x4 • • b y1 I y 1-00 eros �<<'?, PRQ 0, (PROVIDE FULL BEARING Jts.2,41,3 VNG'N "'�77 /tea_ F 4 • 82{70PE �" JOB NAME : 3413-D POLYGON NW J4 1 Scale: 0.93571.1 /�+. 1.WBuildersGS: O. hBAeNOTsb, unless otherwisetheramels: OREGON �44, 7.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and is for an Individual ^!p s„ Truss: J4 and Warningsbefore construction commanoea balding component.Applicability of design parameters and proper "" 2.244 compression web bracing must bp Installed where shown incorporation of component Is the responsibility of the building designer. /'jam 'q 14 f��. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at Z) L Is the responsibility of the erector.Ad tional permanent bracing of T 0.c.and at 10'0.5.respecaWeN unless braced throughout their length by (,'yam DATE: 11/30/2015 the overall structure Is the responsible of the building deal continuoussheathingor suchlbas ac cog requiredod iwhores ownander drywell(BC). "1. +L"1 RIO- and spone g goer. 3.241mpacl bridging or late rel brecing where shown e• !� S EQ.: K 15 613 2 3 4.No load should be applied to any comOne onent until l oar all brecing and 4.5.Desellniton of ssumtruss Is the es trussees are to bebullty or sed Inche a nonrnrrive osive etnvirl nrment fasteners are complete and at no time should any loads greeter men re TRANS ID• LINK design mads be applied to a ny compo em. are for dry condition'.of use. S CompuTrus has no control over and alsumes no responsibility for the 8 necessary. esign assumes full bearing al all supports shown.Shim or wedge if EXPIRES:: 12/31/201.5 fabrication,handling, ry L ff L6677 J G J shipment and s components. B.Plans all b el adequate onbothi face is provided. November 30,201 5 8.Thio design is furnished subject to the limitations set forth by B.Plates shah be located on both feces of truss,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. B.Digits indicate ske of plate In inches. MiTek USA,Inc./ConlpuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-13/1,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 204 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3-(-254) 236 3-4-(-132) 54 TI LATERAL SUPPORT <- 12"01. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 992V -93/ 262H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2 0/ 167V 0/ OH 5.50" 0.27 KDDF ( 625) 7'- 11.2" -287/ 511V 0/ OH 1.50" 0.65 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.7" -98/ 99V 0/ OH 1.50" 0.07 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/18D MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100",,,,/ MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.326" @ 3'- 10.6" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.257" @ 3'- 11.0" Allowed = 0.939" MAX HORIZ. LL DEFL = -0.004" @ 7'- 11.2" MAX HORIZ. TL DEFL - -0.004" @ 7'- 11.2" 12 9.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, '-' Truss designed for wind loads 0 in the plane of the truss only. 0 1! 0 c o 5 Ci 1 M-3x4 1 1 1 1 0 PROFC, 1-00 8-00 1-11-11 co "GINE -N E - / (PROVIDE FULL BEARING;Jts:2,5,3,4 19 3 89200PE JOB NAME : 3413-D POLYGON NW - J5Sale: 0.4026 .a P WARNINGS: GENERAL NOTES, unless otherwise noted: V ('Y E/°wON JaCC 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 �r �,{a U G V �'v(J Truss: J5 and Warnings before construction commences. building component Applicability of design parameters and proper �//^ 4,/ '4 y� 2.2a4 compression web bracing must be InateIi d wirers shown�. Incorporation of component Is the responsibility of the bot ng designer. /r/� "7 1 4 I �V� '�^' 3.Additional temporary bracing to Insure stability during construction 2.Design amumec the lop and bottom chorda to be laterally braced at V �� Is the responsibility of the erector.Additional t bracing of 2'o.c.and at is o.c,rsuch as sly unless braced throughout rtd,y length by p ty permanen g continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). R R 1 1:-.V- DATE: 11/30/2015 the overall structure Is the responslb@ty of the building designer. 3.let Impact bridging or lateral bracing required where shown'e SEQ. : El5 613 2 4 4.No load should be applied to any component until alter all braGng and 4.Installation of truss is the responsibility of the respective contractor. ' fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a nonurrosive environment, TRANS I D: LINK design loads be Boated to any component and Design assumes are for"dry condition"Huse.e supportswedge 5.CompuTrue has no control over and assumes no responsibility for the 8.Desfull bearing1 11 shown.Shim or we If EXPIRES: 12/31/201.5 necessary. EXPIRES: L. J /Gl/ J fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. November 30,201 5 8.This design Is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center TPINJTCA In BCS(,copies of which will be furnished upon request. Imes coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc.lCornpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,115-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 411&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x4 KDDF kl&BTR SPACED 24.0" O.C. 2-3=(-322) 301 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=(-121) 52 BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 444V -112/ 316H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 16BV 0/ OH 5.50" 0.27 KDDF ( 625) 7'- 11.2" -293/ 4B7V 0/ OH 1.50" 0.62 KDDF ( 625) ,BOTTOM CHORD CHECKED FOR A 20 PIF LIMITED STORAGE 11'- 11.7" -41/ 61V 0/ OH 1.50" 0.10 KDDF ( 625) (LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 1THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIF. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 4 -f VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" i MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.253" @ 4'- 5.8" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.268" @ 3'- 11.0" Allowed = 0.939" MAX HORIZ. LL DEFL = -0.005" @ 11'- 10.9" MAX HORIE. TL DEFL = -0.005" @ 11'- 10.9" 12 Design conforms to main windforce-resisting 9.00 li 3 system and components and cladding criteria. c Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, li( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ',, load duration factor=1.6, li Truss designed for wind loads 0 in the plane of the truss only. 1 0 m 0 M-3x4 l l y y �- , .O P R 0,14c• , 1-00 0-00 11 3-11-11 Co { /y IyROVIDE FULL BEARING;Jts:2,5,3,4 I .,.. ., ll { 89200P r" JOB NAME : 3413-D POLYGON NW J6 Scale: 0.3598 f,,0'. • 4/r • WARNINGS: GENERAL NOTES, unless otherwise noted' `•t.. Truss J6 1.Builder and erectcontractorsnId be a41vsed of all General Notes 1,This design is based only upon the parameters shown and is for an individual -T�L a OREGON 4•- incorporation Warnings bel construction nles building component Applicability of design parameters and proper ! /If •- ].2x4 compressis b bracing mast b installed where shown+. Incorporation orcomponenI is the responsibility of the building designer. �^' 2 y 3.Adds onal temporary bracing to insureleblhy during construction 2 Design assumes the lop and bottom chords to be laterally braced al V 7 '!A v �^�'•' is the responsibility of the erector.Additional permanent bracing of 2'o.and at 10'o.c.respectively unless braced throughout their length by DATE: 11/30/2015 the overall structure is the responsibility o1 M 3 e building designer. continuous sheathing such as plywood sheathing(TC)end/or drywell(BC). 4 " ?P I VA - shown 2x Impact bridging or lateral bracing required where shown++ (^�' SEQ. : 0<1561325 d.No load should be applied to any componeal until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any mads greater man 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any componept. and are for"dry condition"of use. 5.CompuTrus has no control over end assumes no responsibility for the B nDecesse assumes lull bearing et all supports shown.Shim or wedge If EXP!RES: 12/31/2015 fabrication,handling,shipment end lnstapetmn of components. ry. 1, p B.This design is furnished subject to the!initiations set forth by 7.Design assumes adequate endrainagefis truss, November 30,2015 8.Plates anon be located an both races of truss,ane places so their center TPINKCA in BCBI,copies of which Win be furnished upon request. Imes coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 9.Digits indicate size of plate in Inches. 1 I.For basic connector plate design values see ESR-1311,EBR-1988(MiTek) 2 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6= BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-389) 369 (0) 0 3-4=1-150) 96 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -44) 39 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -30/ 444V -131/ 370H 5.50" 0.71 RODE ( 625) 7'- 9.2" 0/ 168V 0/ OH 5.50" 0.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.2'• -300/ 490V 0/ OH 1.50" 0.63 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 11'- 11.2" -89/ 125V 0/ OH 1.50" 0.16 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13'- 11.7" -39/ 70V 0/ OH 1.50" 0.11 KDDF ( 625) 5 IC OND. 2: Design checked for net(-5I g (- psf) uplift at 24 ••oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" q MAX TC PANEL LL DEFL = 0.251" @ 4'- 5.8" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.268" @ 3'- 11.0" Allowed = 0.939" gll'I'llrd!111°1°11/ 1i MAX HORIZ. LL DEFL = -0.007" @ 13'- 10.9" MAX HORIZ. TL DEFL = -0.007" @ 13'- 10.9" 12 Design conforms to main windforce-resisting 9.00 17 system and components and cladding criteria. 9 Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, �i o Truss designed for wind loads oin the plane of the truss only. 0 o I a t o = -r.'1 6�-� C. M-3x4 1-00 5-00 5-11-11 .7,�a 0 .1O1NE •9 `S'// (PROVIDE FULL BEARING;Jts:2,6,3,4,5 I ' 8920OPE �r JOB NAME : 3413-D POLYGON NW - J7 007-00.- Scale: 0.3133 -', WARNINGS: ,GENERAL NOTES, unless on the ise parameters �� OREGON bi �4U Truss• J7 andW and Warnings contractorshould co be advsect of all General Notes buil design Ipbased onlyuponthep spar sewn and is for an individual • and warn ngs Tenors construction commencen building component.Applicability of design parameters and proper 2.254 compression web bracing moat be Installed where shown 4. Incorporation of component is the reaponslbilily of the building designer, ..� °' t. ^t`+:� 9 Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bodom chortle to be kterally braced at /� 7 -'�A f -+yr.V Is the responsibility of the erector.Atlditionel permanen(bracing of 2'o.c.and al 10'o.c.respectively unless braced throughout their length by v J� '..i. DATE: 11/30/2015 the overall structure la the responsibility of 0e building designer. continuous sheathing or g ater l b acing required sheat where s and/or drywall(BC). "M`/ ^ L 3.In2Impact boil is lateral bracing ry ofthe whpe shown•a ("� 4+ SEQ.: K15 613 2 6 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. fasteners are complete and al no lime should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK deaignbads beapplied bany component. and are for"dry condition"ouse. 5.Compuirus has no control over end assumes no responsibility for the 8.Design assumes mil bearing at all supports shown.Shim or wetlga If EXPIRES: 12/31/2015 2/31/2015 fabrication,handling,shipment components. nt and installation of com necessary, t 7.Design assumes adequate drainage in provided. November 30,2015 6.This design is furnished subject to the limitations set forth by 8.Plates Mall be boated on both feces of truss,and placed so their canter TPI/wTCA In SCSI,copies of which will be furnished upon request. lines coincide with join)center linea. 9.Digits Indicate size of plate In inches. MITek USA,Inc./CompuTrus Software 7.6.6(IL)-E 10.For basic connector plate design values see E5R-1311,E5R-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR I LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(0) 0 BC: 2x9 KDDF ft16BTR I SPACED 24.0" O.C. 2-3=(-959) 936 3-9-(-229) 172 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 9-5-) -89) 70 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -30/ 995V -151/ 427H 5.50" 0.71 KDDF ( 625) 7'- 9.2" 0/ 168V 0/ OH 5.50" 0.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PIF LIMITED STORAGE 7'- 11.2" -298/ 973V 0/ OH 1.50" 0.61 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 11'- 11.2" -153/ 218V 0/ OH 1.50" 0.28 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 15'- 11.7" -77/ 121V 0/ OH 1.50" 0.19 ROOF ( 625) 6-09-19l 9-01-13 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. '' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed - 0.100" ' MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL - 0.258" @ 4'- 5.8" Allowed - 0.639" MAX TC PANEL TL DEFL = -0.275" @ 3'- 11.0" Allowed = 0.958" MAX HORIZ. LL DEFL - -0.009" @ 15'- 10.9" MAX HORIZ. TL DEFL = -0.009" @ 15'- 10.9" Design conforms to main windforce-resisting ',. system and components and cladding criteria. 12 Wind: 190 mph, h=25.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 9.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, I Truss designed for wind loads kit in the plane of the truss only. 0 3 I M-3x5(5)' o VO 11 0 t 1 - 6 1 M-3x9 )1 city e co t l 7-11-11 y t1GitV "7 ' JLC 'PROVIDE FULL BEARING;Jts:2,6,3,4,5 I C :Q2• e 0 P (''. JOB NAME : 3413-D POLYGON 'NW - J8 • .40.11.'Scale: 0.2745 l 110 1:r WARNINGS: GENERAL NOTES, unless upo the ae'. __ OREGON 1.Builder and erectioncontractor should be of all General Notes 1.This building design is based only upon the parameters wagear shown and Is for an individual "7 Truss: J8 and Warnings before conetrdcllon comnencea bullding component Applicability of design parameters meters aid proper �1 .[�. 2.2r4 compression web bracing must be Instated where shown+. Incorporation of component is the responsibility of the building designer. J6 '7 y"+ 1�{' V -3t 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterality braced al 'G✓ Y ��s. lathe res onsibili 'the erector.Additional t brach t 2'o.c,and at 1D o.c.respectively unless braced throughout their length by ary+s,("j p ty o building en g o continuous sheathing such as plywood sheathingeTC)andlor drywall(SC). 1.13 I I I O- DAT E: 11/30/2015 the overall structure Is Me responsib)aly of the bullding designer. 3.20 Impact bridging or lateral bracing required where shown++ a 4.No load should be epplled to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. SEQ.: K 15 613 2 7 fasteners are complete and al no unie should any loads greater than 5.Design assumes trusses are to be used Inc noncorrosive environment, TRANS ID: LINK design loads be applied to any coml+onem. and are or'dry ondition°of use. 5.CompuTrus has no control over end eesumes no responsibilly for the 8.Design assumes saumea full bearing at all supports shown.Shim or wedge 1 EXPIRES: 12/31/2015 1 2 J31 1201 5 ry, h( fl!_i7 1L1�7 7GV1J fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,201 5 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on bath faces of truss,and placed so their center TPIIWICA in 8151,copies of which will be furnished upon request. lines coincide with joint center lines. O.Digits indicate size of plate In Inches. MITek USA,Ino./CompuTrus Software 7.6.6(IL)-E 1o.For basic connector plate design values see ESR-1311,ESR-10813(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IRC 2012 MAX MEMBER FORCES 9WR/DDP/Cq=1.00 TC: 209 KDDF #1fiBTR LOAD DURATION INCREASE = 1.15 1-2=(-15) 36 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-27) 19 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -73/ 248V 0/ 29H 1.50" 0.90 KDDF ( 625) 0'- 11.2" -15/ 28V 0/ OH 1.50" 0.09 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -34/ 20V 0/ OH 1.50" D.03 KDDF ( 625) 9.00 v LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.026" MAX BC PANEL TL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.035" MAX HORIZ. LL DEFL = 0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = 0.000" @ 0'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, i 3 -/ End vertical(s) are exposed to wind, Truss designed forwind loads in the plane of the truss only. o0 MIM o 0 001111111111111111112 114 -/ M-3x5 ,W) PRape ' y y y 1-00 1-00 co c31NE, •/c, ...... (PROVIDE FULL BEARING;Jts:2,3,9 1 4:t- 89200PE fir" JOB NAME : 3413-D POLYGON NW - EJ v=-0 04.- • Scale: 1.1020 OREGON s�� L4✓ WARNINGS: GENERAL NOTES, unless otherwise noted ��" g�115 A, t.Builder and erection contractor should be advised of all General Notes t.This design Is based only upon the parameters shown and is for an n5Ndual f""A }.+ ' , '�` �� Truss: EJ and Warnings before construction commences. building component.Applicability of design parameters and proper {� 2.254 compression web bracing must be Installed where shown+. incorporation of component b the roaponsibil°y of the building designer. r 3.Additional temporary bracing to insure stability during conatruorlon 2.Design assumes the top end bottom chortle to be laterally braced at /r, a+? RIO b the responsibility of the erector.Additional permanent bracing of 2'o.c.and alta'o.c.respectively unless braced throughout their length by (;/'7 1•+ continuous sheathing such as plywood sheet C)and/or drywall(BC). DATE: 11/30/2015 the overall structure Is the responsibility or the building designer. 3.2x Impact bridging or lateral bracing required wherewhere shown++ SE K 15 613 2 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4• fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design beds bemantled toany component. 6.andre for"dry mOEermfuteilaq naanown.snlmarwed If EXPIRES: 12/31/2015 5.Compatnas has no control over and assumes no responslbl8y for the neq Design °°°m°• g° IPO g° November 30,2015 fabrication,handling,shipment and Installation of components. assumes 7.Design ladequate tothl face Is truss, 6.This design b furnished subject to the limitations sal forth by 8.Plates shall belocatedon both feces of truss,end placed so their center TPINJICA In SCSI,copies of which will be famished upon request. lines coincide with joint center lines. B.Digits Indicate sae of plate In Inches. MITek USA,Ino./CompuTtus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 111&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-9=(0) 0 BC: 2x9 RODE 91&BTR SPACED 29.0" O.C. 2-3=(-62) 32 TC LATERAL SUPPORT <= 12"0C. TON. LOADING BC LATERAL SUPPORT <- 12"00. UON. ',•• LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" '. TOTAL LOAD = 92.0 PSF 0'- 0.0" -71/ 301V -19/ 72H 5.50" 0.98 KDDF ( 625) -31/ 27V 0/ OH 5.50" 0.04 RIDE ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -20/ 91V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. • BOTTOM CHORD CHECKED FOR 10P5F LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. •I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-1111 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.059" f ,r MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" • MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 • MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 9.00 7 ••• Design conforms to main windforce-resisting system and components and cladding criteria. Hind: 190 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, '• 3 -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), • load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 o o • 0 1 M-3x9 I. • • • • • J• l l 1-00 2-0'x,0 • 'PROVIDE FULL" BEARING;Jts:2,9,3 • � • ,�C� Q �. • ��� ��yGtNE 9 `4' 9200PE r" JOB NAME : 3413-D POLYGON NW - SJ1 / •Scale: 0.6696 . � : WARNINGS: GENERAL NOTES, unless otherwise noted: MPOREGON ' 1.Builder and erect) t ctd h W b d d of all General Notes 1.This desgn k based only upon the parameters shown and le for an Individual 44/ Truss: SJ1 and Warnings beforeStuc(lon d s. building component Applicability of design parameters and properLriAb 4, 2.7x4 compression web bracing joust be ingaied where shown+. incorporation of component is the respons bldg of the building designer. f^' +Q t. 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at �../ f 'i 4 o l'y le the responsibility of the credo,.Additional permanent bracing of 2'o i and at 111'o c respectively as ly unless braced throughout their length by .�ry7 T� continuous sheathing such as plywood sheathing(TC)end/or drywal9BC). 'lL'''' fl I` "" DATE: 11/30/2015 the overall structuretheresponsibility Cl the building deagner. 3.2a Impact bridging or lateral bracing required where shown++ l� k- SEQ. : K 15 613 2 9 4.No bed should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used Inc noncorrosive environment, TRANS ID: LINK designloads beapplbdbany component. and are for dry conditionof use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et ci supports shown.Shim or wedge if EXP I R E S• a 12/31/2015 fabrication,handling,shipment and installation of components. 7.Design ssumes adequate drainege Is provided. 8. November 30,2015 J This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA In SCSI,copies of which wit be furnished upon request. lines colnGde with joint center lines. 9.Sigh indicate size of plate In Inches. MITek USA,Ino./CofnpuTrus Software 7.6.6(114-E I1.For basic connector plate design values see ESR4311,ESR-1988(MiTek) 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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-90) 36 1-3=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. TC LATERAL SUPPORT <- 12"OC. ION. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. ION. LLI 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -13/ 98V -15/ 38H 5.50" 0.16 KDDF ( 625) TOTAL LOAD = 42.0 POP 1'- 9.2" 0/ 29V 0/ OH 5.50" 0.09 KDDF ( 625) 1'- 11.7" -35/ 99V 0/ OH 1.50" 0.08 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1-11-11 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL - 0.002" @ 1'- 2.9" Allowed = 0.123" 12 MAX TC PANEL TL DEFL - -0.002" @ 1'- 2.9" Allowed = 0.184" 9.00 17MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=9.2,BCDL-6.l, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 2 Truss designed for wind loads in the plane of the truss only. ti o a 1�� 3111=30 M-3x9 1 ,L 2-00 (PROVIDE FULL BEARING;Jts:1,3,2 1 !'y_3\ ^+*t:\ A}'1//N((}^Ey1` fV-F."rey />+., •,892OO E JOB NAME : 3413-D POLYGON NW - SJ1X Scale: 0.739341111""°e-' * WARNINGS: GENERAL NOTES, unless otherwise noted: } ������ 1.Builder and erection contractor should be advised of all General Notes 1.This design le based only upon the parameters shown end is/or an individual A Truss: SJ1X and Warnings before construction commences. gcomponen.A Applicability ofparameters 1b 'R,, t pP itY design parame proper 2.204 compression web bracing must be InSIaIed where shown+. Incorporation of component Is the responsibility of the building designer. Al r 3.Additional tem bracing to Insure stabilityBarinconstruction 2 Design assumes the top and bottom chards to bekteralo braced at temporary g g 2 o c and at 10 oA.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood ahealhlng(TC)end/or drywall(BC). 1[7 1 �, DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.28 Impact bridging or lateral bracing required where shown++ 7�I-1 l.• SEQ. : El5 613 3 0 4.No load should be applied to any component until eller all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes asses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.Compuirus has no control over and assumes no responsibility for the 6.necessary.Design assumes full bearing et all supports shown.Shim or wedge If EXPIRES: 12/31/2015 fabrication,handling, shipment and installation of components. 7.Mates shall b assumes adequate ne othl face to provided. November 30,2015 6.This design Is furnished subject to the limitations set forth by 8.Pleiea sheA be located on both laces of truss,and placed so their center TPIIWfCA In BCSI,copies of which wig be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. • MiTek USA,Inc./CompuTroo Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 ROOF #166TR '', SPACED 29.0" 0-C. 2-3=(-91) 63 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C- SON- LL( 25.0)+DL) 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -50/ 322V -37/ 118H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -7/ 62V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -60/ 96V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "on spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 12 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 9.00 V3 MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.059" MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" A. Design conforms to main indforce-resisting • system and componentsand cladding criteria. • Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, • (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), `D load duration factor=l.6, cp I Truss designed for wind loads in the plane of the truss only. I M O /._ ISI '',''.. o - I "I 4; > -/ o �\ 1 M-3x4 I • • • • • • y yl 1 1-00 2-0© 1-11-11 • 'PROVIDE FULL'BEARS,NG;Jts:2,4,3 1 ACS, • 89200PE r' JOB NAME : 3413-D POLYGON NW - SJ2 „ / Scale: 0.6592 �'y.. 1.WARNINGS: GENERAL NOTES, unless otherwise noted: �� © � A.1.Builder and erectiontre ki should be advised of all General Notes 1 This design k based only upon the parameters shown and Is for an Indkidual Truss: SJ2 and Warnings befores 6tion nces building component.Applicability of design parameters and proper y 2.2s4 compression web b cig must be Pistolled where shown+ Incorporeton of component s the responsibility of the bulking designer. ,/"6 i++ ' !)'�� 3.Additional temporary bracing to Insure clabmy during construction 2.Design assumes the top and bottom chords to be laterally braced at L t.„. la the responsibility of the erector.are sl nal permanent bracing of 2'0.c.and at 10 o.c,respectively unless braced throughout their length by 4,, y�(�'),,C DATE: 11/30/2015 the overall structure re Ia the re 'bhp f the building deet continuous sheathing each as plywood sheathing(TC)endror drywell(BC). "�4:R R I O- apons N o g gner. 3.2v Impact bridging or lateral bracing required where shown++ !�7 1-1 SEQ.: K15 613 31 4.No load should be applied to any con1ponent until if all bracing and 4.Installation of truss Is the responsibility of the respective contractor. tinr fasteners are complete and al no time should any mads greater Man 5.Design a non- corrosive trusses are to be used in a nonorrosive environment, TRANS ID• LINK design loads be applied to any component. and areo,�drycandinon^or ase. 5.CompuTrus hes no control over end assumes no responsibility for the b nDeces"assumes full bearing Cl all supports shown.Shim or wedge i( EXPIRES: 12/31/2015 2 31/201 5 fabrication,handling,shipment and irntallatinn of components. assume f i/ 7.Pates l adequate on both is provided. November 30,2015 6.This design Is furnished subject to the limitations eel forth by e.Plates shall be located on both Mces of truss,and placed so their center TPINJICA In SCSI,copies of which will be furnished upon request. lines coincide with joint center Tines. 9.Digits indicate size of plate in inches. MITek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 11'— 6.5" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x4 BEEF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #15BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall VON. 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. 12 3 4.00 v P 2 f 1 M-3x4 l l 1 1-00 11-06-08 �.�VD Pfd0P.6,0 89200PE JOB NAME : 3413—D POLYGON NW — P1 Scale: 0.5806 ..+� WARNINGS: OhRAeNOTsb, unless o ee: V OREGON �°•i. 1.Builder should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual -{9 Truss: P 1 and Warnings before construction commences building component Applicability of design parameters and proper �. 2.254 compression web bracing must be installed where shown+, Incorporation of wmponent Is the responsibility o/the build ng designer. /"6 q r 14> p� t 3.Additional temporary bracing to Insure stability during construction2.Design assumes the lop and bottom chords to be pterally Crated al Is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c,respeccNely unless braced throughout their length by continuDATE: 11/30/2015 the overall structure is the responsibility of building designer. 20:mpa us sheathingbridgingor such as plywood eheel where s and/or drywall(BC). �� �']I 1 I t` V P ty o g g 3.2x Impact or lateral bracing required where shown++ 'Till UV-- DATE: . : K 15 613 3 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and al no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6 necessary.esign assumes full bearing et all supports shown.Shim or wedge If EXPIRES: 12/31/2015 fabrication,handling, ry' shipment and installation of components' 7.Design assumes adequate drainage is provided. November 30,2015 8.This design is furnished subject to the Ilmitetkns set forth by 8.Plates shall be located on both laces of truss,and placed so their canter TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate eye of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6,70 L)-E 10.For basic connector plate design values see ESR-1311,ESR-f 988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-2=(-85) 64 1-3=(0) 0 BC: 2x4 KDDF #14BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"00. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"00. UON. LL) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -27/ 130V -32/ 83H 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" -27/ 72V 0/ OH 5.50" 0.12 KDDF ( 625) 3'- 11.7" -64/ 99V 0/ OH 1.50" 0.16 KDDF ( 625) LL = 25 POE Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 12 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL LL DEFL - 0.002" @ 1'- 0.1" Allowed = 0.054" 9.00 ' ''i MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.072" , MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 2 -/ MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. i 0 rn o ri I o - I3 -I o X M-3x4 1 y y 2-00 1-11-11 IPROVIQE FULL BEARING;Jts:1,3,2 I9,.. ..D 0 PR OPe � , N � � �� ,c 89200PE JOB NAME : 3413-D POLYGON NW - S J2 X '" Scale: 0.6561 _ 411, on CC*WARNINGS: GENERAL NOTES, unless otherwise noted: I � � +.t„ 1.Builder end erect) t ct should b advised of all General Notes 1 This design is based only upon the parameters shown end is for an IndtidualR Truss: S J2 X end warnings bef notion a bmming component.Applicability of design parameters and proper 17 A\ c, 2.2x4 compression b bracing(nu t b ltaAed where shown+ incorporation of component Is the responsibility of the building designer. .A t� ..*A,� 3.Additional temporary bracing to insurestability during construction 2 Design assumes the top and bottom chords to be laterally braced al !� 1( 1 ( �} Is the responsibility of the erector.Atltlilonal permanent bracing of 2'o.c.and at 10'o.c.respealveN unless braced throughout their length by {,a'� DATE: 11/30/2015 me overall structure Is the res Iblll of the building des) continuousxImp sheathing or such as acing replywood aI where)end/or drywell(BC). ^I. +P?MO"' t "' phos ty g goer. 3.2x Impact bridging or talent bracing required where Mown++ (�I-1 4. SEQ. : K 15 613 3 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete end et no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID' LINK design mads be applied to any component. endanro erycomm�o of use. 5.Con has no control over end assumes no responsibility for the 8 nDecessa esign assumes lull bearing at ail supports shown.Shim or wedge if EXPIRES: 12/31/2015 fabrication,handling, 7 edlsujncto ealmRelio of components. T.Designassumesbe adequate onbothiface isprovided.trusts, November 30,2015 0.This design Is furnished subject to the limitations sat forth by 8.Plates shaft De located both feces of Truss,and placed so their center TPIM'TCA in SCSI,copies of which will be furnished upon request. Ilnes coincide with joint center lines. 9.Digits indicate 50e of plate in Inches. MiTek USA,IncfCompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-6=(-225) 678 6-3=( 0) 262 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-774) 147 6-7=(-229) 672 3-7=(-739) 202 WEBS: 2x4 KDDF STAND 3-4=( -98) 90 7-4=(-144) 115 LOADING 4-5=( -7) 3 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 POE TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -77/ 610V -47/ 136H 5.50" 0.98 KDIF ( 625) 11'- 6.5" -57/ 484V 0/ OH 5.50" 0.77 KDDF ( 625) .. For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IOC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.016" @ 6'- 2.1" Allowed = 0.531" MAX TL CREEP DEFL = -0.034" @ 6'- 2.1" Allowed = 0.708" MAX HORIZ. LL DEFL = 0.005" @ 11'- 1.0" MAX HORIZ. TL DEFL = 0.009" @ 11'- 1.0" 6-03-14 4-10-14 0-03-12 .1 1 4' 4' Design conforms to main windforce-resisting system and components and cladding criteria. 12 4.00 " M-1.5x3 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 5 -/ (All Heights), Enclosed, Cat.2, Exp.E, MWFRS(Dir), load duration factor=1.6, fEnd vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x9 .41,401111/11 3 N 0 N 0 _..millgglligillIllIllIlllN tI. 111119.1.4 -7 r 0 2► 6 7 0 M-3x4 M-1.5x3 M-3x4 b y l i 6-02-02 5-04-06 y1-00 b 11-06-08 y <('?" ace.°(.9 89200PE r JOB NAME : 3413-D POLYGON NW - P2 'T�+'r ,v Sale: 0-4181 11111 I.WAildGENERAL is unless on the ise parameters _ OREGON �"^' 7.Builder and erection contractor should be advised of all General Notes 1.Thle design Is based only upon the paameters shown and Is for an IndNitlual 12_ OREGON ff\\C...l] f V w. Truss: P2 end Warnings before construction commences. building component.Applicabildy of design parameters and proper �i �y\ 2.204 compression web bracing must be installed where shown v. incorporation of component h the responsibility of the building designer. <0 "/ 14, vl v 3.Additional tem bracingto Insure stabilityduringtaction 2 Design assumes the lop and bodom chorda to be laterally braced at �J v � !!! temporary cone 2 o.c.and al 10 o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of cont nuo.sheathing such as plywood sheathing(TC)and/or drywall(BC). R R 10- DATE: 11/30/2015 the over all structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown•• (l SEQ.: K1561334 4.No bait should be applied to any component until alter all bracing end 4.4.AesilinlioneDesisruss isthheareto responsibility i istytlineenononivelveive environment, fasteners are complete and at no time should any bads greater man and ere for"dry trusses condition"et use. TRANS ID: LINK design loads asnocapplied toany component. 8.Design assumes full bearing at al suppose shown.Shim or wedge it EXPIRES: 12/31/2015 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,201 5 8.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces oftruss,and placed so their center TPIANICA In BCSI,copies of which will be furnished upon request. lines coincide with joint centerlines. B.Digits indicate size of plate in inches. MiTek USA,Ino./CotnpuTtus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1317,ESR-1908(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-6=(-261) 383 3-6=1-418) 244 BC: 2x4 RODE #1&BTR I SPACED 24.0" O.C. 2-3=(-447) 209 6-4=(-126) 98 WEBS: 2x4 KDDF STAND 3-4=( -75) 72 • • • LOADING 4-5=( 0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"01. UON. ''. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" ' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) • I LL = 25 PIF Ground Snow (Pg) 0'- 0.0" -70/ 495V -35/ 102H 5.50" 0.79 KDDF ( 625) • 8'- 8.5" -43/ 364V 0/ OH 5.50" 0.58 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ,• .BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP CONS. 2: Di 5 'AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. I Design checked for net(-5 psf) uplift at 24 "cc spacing. '., VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 • MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" • MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.135" @ 4'- 4.2" Allowed = 0.349" MAX BC PANEL TL DEFL = -0.204" @ 4'- 4.2" Allowed = 0.465" 4-06-06 3-10-06 0-03-12 f f 1' ' MAX HORIZ. LL DEFL = -0.003" @ 8'- 3.0" 12 MAX HORIZ. TL DEFL = 0.004" @ 8'- 3.0" 4.00 M-1.5x3 6 Design conforms to main windforce-resisting 4 -/ system and components and cladding criteria. Y Wind: 140 mph, h=15ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, ', • ' M-1.5x3 Truss designed for wind loads in the plane of the truss only. 3 N • Y H N I N ri 03 I M _Z Iii I II 1111 II ill r-11111111..-M-3x4 ', M-3x4 • b J, b 8-03 0-05-08 1 y l 1-00 e-oa-oa \)‘0) � PO/ • • 9200P- JOB NAME : 3413-D POLYGON NW - P3 Scale: 0.5204 WARNINGS: ", GENERAL NOTES, unless otherwise totetl � �� ��`i. 1.Builder and erect) contractor shout be advised of all General Notes 1.This design is based only upon the parameters shown and is bran individual L Truss: P3 and Warnings bel )on intones. building component Applicability of design parameters and p 're Incorporation fcom I is the responsibilityo g�rgner. �' 2.2v4 compression web bract must b Installed where shown s. rpora on o component /the building des ley.} �+ 3.Additional temporary bracing tp In stability during conshucibn 2.Design assumes the lop and bottom chords to be laterally braced at 1 A, {]� Is the responsibility or the eredor.Ad Hanel permanent bracing of 2 o.and at 10 o c respectively unless braced throughout their length by /f- U DATE: 11�30�2015 the overall structure is the res onalbrN al the buildingtleel continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,/( RF11 \ Y P designer. 3.20 Impact bridging or lateral bracing required where shown•e /'x 1 lv SEQ.: K 15 613 3 5 4.No load should be applied to any tom Doan until after all lancing end 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete end et no time'slould any loads greeter than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be app iidtoanycomponent. end are for"dry condition"Ouse. S.Coe rvTrue hes no control over and assumes no responsibility for the 8.Design assumes hill bearing at all supports shown.Shim or wedge If necessary. EXPIRES: 12/31/2015 fabrication,is furnished shipment totnd installation of components. 7.Design assumes adequate drainage Is provided. November 30,2015 5.This design Is furnished subject the limitations set forth by B.Plates shah be located on both faces of truss,end placed so their center TPIM/TCA in BCSI,copies o/which MI be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. Mack USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 8.5" ICONS. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #19BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 91&BTR SPACED 24.0" O.C. Design conforms to main windfoxce-resisting system and components and cladding criteria. TO LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)011( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.6ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 POE load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 POE Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR IOPSF 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. 12 9.00 D 3 -7, ii N oI M oiri _.... 11lllllIl1l to cm 111 0 4 P4-3x4 b ) l 1-00 8-08-08 '4 89200PE r" JOB NAME : 3413—D POLYGON NW — P4Bcale: 0.6329 r , WARNINGS: GENERAL NOTES, unless otherwise noted'. 0 OREGON f.-+'"�j'} 1,CC 1 Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and Is Mr an individual J rya,,,,c fl EGO L"`i/ Truss: P4 and Warnings before construction commences. building component.Applicability of design parameters and proper pfd 'fes} ��r �N A• z.za4 compression web bracing must be installed where shown a. incorporation of component the responsibility of building designer. i' 7 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced et by Is the responsibility of the erector.Additional permanent bracing of continuous and at sheathing respectively unless bracad ihrou and/orhout dryeir length). continuous sheathing such as plywood d sheathin9(TC)and/or drywall(BC). R' DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown.. SEQ.: K15 613 3 6 4.No load should be applied to any component until alter all bracing and 4.4.Design of truss M thhs rerapo sibiltytl In y of tae noncorrosive resctWe ntracenironrmenI fasteners are complete and at no time should any loads greater than assumes TRANS ID' LINK design loads be app lied to any component. and are for"dry condition"or use. ry pC 6.Design assumes full bearing at act supports shown.Shim or wedge 11 EXPIRES: v 171 Q C C: 12/31/2015 5.CompuTrus has no control over and assumes no responsibility for the necessary. CJl f I I 1 Liz fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. November 30,2015 6.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPUWcCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate abe of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E to.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x9 KDDF #168TR LOAD DURATION INCREASE = 1.151_ _ BC: 2x4 RIDE #165TR SPACED 29.0" O.C. 2-3=(-135) 92 2-9 (0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -25/ 310V -55/ 165H 5.50" 0.50 KDDF ( 625) 1'- 9.2" -55/ 155V 0/ OH 5.50" 0.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -93/ 197V 0/ OH 1.50" 0.29 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/160 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.004" @ 1'- 0.1" Allowed = 0.059" 3 -I MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 '' MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 9.00 • • • • Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21.9f t, TCDL=9.2,BCDL=6.0, RICE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 0 in the plane of the truss only. a • • • 10/ o f 41111E720 0 1 M-3x4 1-00 2-00 3-11-11 PR (PROVIDE FULL BEARING;Sts:2,9,3 I `[L ) PIl /T • co G4S,‘461N4-• h 'DC7 • • • •• C O2OOPE r- JOB NAME : 3413-D POLYGON NW - SJ3 '' liiiiP • Scale: 0.5395 • /� IP WARNINGS: I GENERAL NOTES, unless otherwise noted: ..+ Truss SJ3 Balder and erect) ih Idt 1Tdvl d of all General Notes 7 This design is based only upon the parameters shown ands for an individual -5 f OREGON �1/„ end Warnings before sh tido I) building component.Applicability of design parameters and proper 4c `v 2.2x4 compression web bracing reuse be kr (led where shown v Incorporation of component k the responsibility of fhe building designer. 11n .'1 ?.0 { 3 Additional temporary bracing to Insure Aa tlliey during construction 2.Design assumes the lop and bottom chorda l0 6e laterally braced at Q / 14 V� ^5^' Is the responsibility of the erector.Addlt°NO permanent bracing of Y o c.and at 10'o.c.reapectivply unless braced throughout their length byiv. DATE: 11/30/2015 the overall structure Is the responsibility of the buildingdesigner. continuousx sheathing such as plywood required where shown tlrywall(BC). fy���j 3.2x impactalbum bridging or lateral bracing required where shown•t e (`� Y SEQ. : K 15 613 3 7 4.No load should be applied to any cempdnanl until after ell bracing and 4.Installation of trues Is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greeter than 5.Design assumes trusses are to be used Ina noncorrosive environment TRANS I D: LINK design loads be applied to any component, and are for dry conditioncross. 5.CompuTrus has no control over and assumes no responsibility br the B.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2015 1/201 fabrication,handling,shipment and InstellatIon of components. necessary. e p 7.Design sall be loctedon oil,face to ruslded. November 30,2015 6.This design Is furnished subject to the limitations set forth by B.Plates shall be located at both races of truss,and placed so their center TPIM/TCA In BCBI,copies of which wM be famished upon request. lines coincide wth joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Ino./CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-7311,ESR-1988(MiTek) • 9 Symbols Numbering PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3 " Centerplate onjoint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths 1 /4 I I (Drawings not to scale) offsets are indicated. Damage or Personal Injury 'ME Dimensions are in ft-in-sixteenths. U4 Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. Cl_2 c2-3 2. Truss bracing must be designed by an engineer.For 1/16 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I 11110,121* bracing should be considered. O= O 3. Never exceed the design loading shown and never i, U U stack materials on inadequately braced trusses. a- O o 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c�-e ce-� b - designer,erection supervisor,property owner and BOTTOM CHORDS all other interested parties. plates 0-14a' 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 yAROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. required direction of slots in THE LEFT. connector plates. 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 SIZEuse with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR 1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that SYP represents values as published specified. / Indicated by symbol shown and/or by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. 1 Indicates location where bearings 1 b.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. *IMI reaction section indicates joint 17.Install and load vertically unless indicated otherwise. III MIllmiLAMI number where bearings occur. Min size shown is for crushing only. MIN IN 6 18.Use of green or treated lumber may pose unacceptable ►--� environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all poes) this designvie (front,back,words and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. snot sufficient. DSB-89: Design Standard for Bracing. r Tek BCSI: Building Component Safety Information, M ° 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013