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MI ME IR, ltiTA- ‘0%eN-S'??-n MiTek® 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. NGNEE9 io9 87022PE fiA� OREGON c7� tti -pO '1I ER ' OSA ERCP " R .3U I 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 ANSUTPI 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 0 Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:57:14 2015 Page 1 ID:zs2ygYHMYIti_Z1 p9y12t1 yAg??-OF1 fTYAfNzt7TAmfCFPKMnfjdri?tCvwJYtDYTyEzpp i0^ ft-n-1411 1-0-0 1 1 1-2-0 II 1-0-2 1 1 1-0-8 1 1-6-0 1 Scale=1:36.4 3x4= 5x5= 4x8= 3x4 = 3x4= 3x4 = 3x4= 3x4= 3x4= 3x8 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 e o_ o �_ o e e a e e e � � 'e l'ji i3235 34 33 31 30 29 28 27 26 25 24 23 22 4x5 14x6= 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 3x6= 3x6= 3x4 = 3x5= UPLIFT CONNECTION SHALL BE DESIGNED AND APPROVED BY PROJECT ENGINEER 1 1-1-0 1 18-6-8 I 21-4-0 1 1-1-0 17-5-8 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) 1/deft Lid 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/TPI2007 (Matrix) Weight:110 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)*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 Gray 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=0/1259,2425=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=-728/0,1525=0/567,13-25=-725/0,20-22=0/1052,20-23=989/0 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. _�[} PR QF4* 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement �";�C G]N� t)n/� at the bearings.Building designer must provide for uplift reactions indicated. �rN (GN �R CA. 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. Strong backs to '9 be attached to walls at their outer ends or restrained by other means. 87022 P: r 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. , .. - 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). . , >:V N 7 A), OR GON cP LOAD CASE(S) Standard � ,� 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 On M13ER Q� Uniform Loads(plf) S F‘t\ A. HE Vert:22-35=-8,1-21=80 Concentrated Loads(Ib) Vert:1=-1265(F) EXPIRES:06/30/2017 November 30,2015 A i IMMO 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 Meek®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/1'11 Quality Criteria,DSB-89 and BCSI Building Component Safely 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 R45996196 P1.15402_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 p9y1 2t1 yAg??-sRa2guA 18G?z5KKslzwZu_CzwFz5cfp4YCdn4vyEzpo 1 1-0.0 I 1 1-1-10 1 1 1-2-0 I P-7-211 1-2-0 1 1-2-0 1 1 1-2-0 1 1-2-0 I 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 . e N _r\ - `�N a/Na/Ne/Ne/ Ne \a V .\ a • / l'cl: - O e is 30 29 28 27 26 25 24 23 22 21 1 3x4 = 4x5= 3x5= 3x5= 3x5= 3x5= 3x4= 3x5= 4x6= 3x4= 14-2-2 I 13-0-2 13-7-21 1 19-11-4 1 13-0-2 0-7-0 13-7-0 5-9-2 Plate Offsets(X,Y)- [14:0-1-8,Edge],[24:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 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 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=871/Mechanical,20=871/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)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. ��-�t.° PR°Fess ��� NGI NEER /02 `t- 870 2PE v ORE U y �, GO ry O 9 F 1 �' MBER 1 OS A. HER�P EXPIRES:06/30/2017 November 30,2015 1 I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. I. Design valid for use only with MTek®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 property 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' ek 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/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Informafon 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 PL15-402 UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:57:17 2015 Page 1 f1.�f1ID:zs2ygYHMYIti_Z1 p9y12t1 yAg??-ogio5aCYguFhKeUEtOz1_PHLV3j_4SQN?W6t9oyEzpm 1 1-10-8 1 r 1.1.1.-11 1-0-0 1 1 1-2-0 II 1-0.2 1 1 1-3-12 1 1-3-0 1 Scale=1:38.1 3x4= 4x10= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4 = 3x6 FP= 3x4= 3x4 II 3x5= 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 !e -. e • o_ r ®,a a 44 m • % '-i, e N li ICTI !/tee o -./ / ! / N + /- 'N / N. � e e = 3 e e e = . - G .• �1 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 = 3x4 I I 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 3x6= 3x6 = 3x4= 3x5= 14-0-14 1 2-1-8 1 12-10-14 1?-5-141 1 19-7-0 1 22-4-12 1 2-1-0 10-9-6 7-0 7-0 5-6-2 2-9-12 Plate Offsets(X,Y)- [12:0-1-8,Edge],[13:0-1-8,Edqe],[35:Edge,0-1-81 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 0.93 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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=-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 :11/953,3-4=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=-1686/0,2-35 /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. 2)All plates are 1.5x3 MT20 unless otherwise indicated. ��ED P R OFFS 3)Refer to girder(s)for truss to truss connections. "� G[NE Sw 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)35. �N. !GN 4E 9 02 � 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 17 be attached to walls at their outer ends or restrained by other means. 8 I 2 P E r 6)CAUTION,Do not erect truss backwards. , OREGO (1OWN‘. %).,c AMBER *\\ Or, A. He?, EXPIRES:06/30/2017 November 30,2015 c N. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 861-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTel&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 the 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/TPI1 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. Carus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996198 PL15-402_UPPER F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Nov 27 10:57:18 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9yll�211 yAg??-GOGAIwDARBNYyo3RR5UG W WdgVGT5OpxV EArRhEyEzpl 11-3-0 1 1-50 1 1 1-5-6 1 2-0-0 1 1-2-0 1 f"_'1."1 Scale=1:37.1 3x4= 1.5x3 II 4x6 = 3x4 I I 3x10= 1.5x3 II 3x4= 1.5x3 II 3x4 = 1.5x3 II 3x6 FP= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 • N ! II a / 44444.44.4.44.4444 a a e/ \ / \_0 N e 23 z2 21 20 19 18 17 16 15 4x5= 3x8= 3x6 FP= 3x10 = 3x6= 1.5x3 II 3x4= 3x6= 3x4= 2-11-0 1 21-3-0 2-11-0 18-4-0 Plate Offsets(X,Y)— 18:0-1-8,Edge],[17:0-1-8,Edge],123:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) Vdefl Ud 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 Ina: 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.OE(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. (lb/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. A.�Ep PRQFFs1s ��N �NGI N F9 /0, 870 2PE 9 N /,N - �'oj, OREGO cid 4N •'AO AMBER .\\ O �`, A. HO; EXPIRES:06/30/2017 November 30,2015 1 a 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 8 based only upon parameters shown,and is for an individual building coponent,not il, 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 flek 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/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 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:zs2ygYHMYIti_Z1p9y12t1yAg??-kDgYWGEoCWPaxed_f?V3gNcpsK YR2gSgb_DgyEzpk 1 1-0.0 1 0 l 1 4:i 11-2-0 1 1-2-0 11 1-2-0 1 1-2-0 1 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 12 13 14 15 16 17 18 19 20 21 22 Cl Ic7, M O O I , • C O O ve • O 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 11-11-1 1 21-4-0 14-4-14 0.7-0 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/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.40 29 >641 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.62 29 >410 360 BCLL 0.0 Rep Stress Inc,' YES WB 0.60 Horz(TL) 0.09 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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 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) 23=933/0-4-4,35=933/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)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, 18-19=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 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)Required 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 ��EO PR Q, . attached to walls at their outer ends or restrained by other means. �� ANG[NsR w.,„ 87022PE 9r / 7(' r N ,, OREGON 15) � -A ''4,/AMBER 1'` Ov ps A. HO; EXPIRES:06/30/2017 November 30,2015 k a WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Nal, Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for on 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/TPI1 Quality Criteria,DSB-89 and SCSI 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 R45996200 PL15402_UPPER F06 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 1.1 f1. ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-gbyJxxF2k617pFo?6E1 z8FS1 Ug4w0GMyw8451ZyEzpi 1 1-10-8 I fr--�d111-0.0 1 1 1-2-0 II 1-0.2 1 1 1-3-8 1 1-6-0 1 Scale=1:38.5 3x4= 4x10= 3x4= 3x4= 3x4= 3x4= 3x4= 394= 3x6 FP= 3x4= 3x4 I I 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 e- o o_ o_ a_ -® ®a a -2---. - e® .••• e '•11 o o e eNX• `e� N i- 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5= 3x4 11 4x5= 3x6 FP= 3x5= 3x5= 3x5 = 3x5= 3x6= 3x6= 3x4= 3x5= 14-0-14 2-1-8 1 12-10-14 19-x-19 I 19_7-0 I 22-7-8 1 2-1-8 10-9-6 11-7-0 5-6-2 3-0-8 0-7-0 Plate Offsets(X,Y)- [12:0-1-8,Edge],[13:0-1-8,Edge],[35:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL, in (loc) 1/defl Ud 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 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=-431/0-2-12,34=1732/0-5-8,35=-776/0-2-10,23=1453/0-5-8 Max Uplift22=-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=0/956,3-41/956,4-5=-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. .?,0 P R,0, -� 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)22,35. Co G[N E R.o 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 N F O be attached to walls at their outer ends or restrained by other means. �� 7i9 5)CAUTION,Do not erect truss backwards. iZt- 870, 2 P E �,,, r' y - OREGON rl5 tN �0e,F sER '\1 �O ' A- HO; EXPIRES:06/30/2017 November 30,2015 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 MiTeks connectors.This design r based only upon parameters shown,and is for an individual building component,not Mill, 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 M Trek' is always requred 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 Qualify 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&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:57:22 2015 Page 1 ID:zs2ygYHMYIti_Z1 p9y12t1 yAg??-9oVh8HGhUQt_RPNCgxYDhT?9o4LClgH69opeq?yEzph 10-10-0 II 11-2-0 I p-7-19 10-9-o I"-ID I I°-9-°1 C)-9-°1113-943 Ia-943 I 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 o TEC o el'i_ 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 l -9-14( 1 20-2-0 1 13-2-14 b-7 -0 0-7-0 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edge],[18:0-1-8,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 0.40 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 lncr YES WB 0.51 Horz(TL) 0.07 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:108 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=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=0/560,14-32=-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. ^((<.-P ..).n PR OFCCs 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)40. cos G[NF 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 �,� ',N FR Q be attached to walls at their outer ends or restrained by other means. -9 870 2PE / N ,N N - �Aj, OREGON ti� 1t/ "5/ On �O OS A. HECk EXPIRES:06/30/2017 November 30,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mil, Design valid for use only with M1TekE 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 property 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 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria.DSB-89 and BCSI Building Component 7777109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. itCitrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996202 PL15-402_UPPER F08 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Nov 27 10:57:24 2015 Page 1 rID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-5AdRZzHx017igj WanMbhmu4Ykt6dDd9Pc611vuyEzpf 1 1-10-8 1 r-��f��d`4.11 1-0-0 1 1 1-2-0 111-0.2 I 11-3-11 [ 1-3-0 1 Scale=1:38.1 3x4= 4x10= 3x4= 3x4= 3x4= 3x4= 3x4 = 3x4 = 3x8 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 I • e a o a a o a/\-8--e ®• ‘-' e51- O ! N O C e O 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 = 3x4 I I 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 3x6= 3x6 = 3x4= 3x5= 14-0-14 2-1-8 1 12-10-141 -5-1 1 19-7-0 1 224-11 I 2-1-8 - 10-9-6 b-7-0 7-0 5-6-2 2-9-11 Plate Offsets(X,Y)- [12:0-1-8,Edge],[13:0-1-8,Edge],[35:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) 1/defl Ud 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 /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. c0 P R(1F�C 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 5< G]N� R s�O be attached to walls at their outer ends or restrained by other means. .' N F 2 4)CAUTION,Do not erect truss backwards. �w 87022PE 9r y(f) IRr �'oj, OREG•N c]� VN 9O t 48ER \� OrO 1/4) 5 A. HECk EXPIRES:06/30/2017 November 30,2015 t 1 MINIM 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 MiTekE 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 Niel(' 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/IP11 Quality Criteda,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 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:zs2ygYHMYIti_Z1 p9y12t1 yAg??-1 ZIC_fJBYfNQvOgzvnd9rJ9rchj 1 hd9h3QnszmyEzpd ISH IcLeAl I 1-2-0 I 1_7_,1,0110-9-0 10.9-0 110-9-0 10-9-0 110.9-0 10-9-0 I Scale=1:34.8 3x4= 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 4x4= 3x4= 3x4= 4x4= 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 I • -, o a a_ e_ o_ sI,. o_ o '.® e_. a eIi - Lid /\ /\ /\ /\ z\ z\ �\ � \ /\ /\ �/ \• IN 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 13-5-12 111-0-121 1 20-4-13 1 13-5-12 b-7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edge],[18:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid 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 Incl YES WB 0.52 Horz(TL) 0.08 26 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 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(lb)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 /2977,36-37=0/2977,35-36=0/3694,3435=0/4142, 33-34=0/4318,32-33=0/4228,3132=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 live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. ��`VD PR OFFS 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. w-C. .„. [N E1 9 O. 870 2PE �9� -y NTcv �- q,OREGON 4N 9O AMBER \' O � S A. HECk EXPIRES:06/30/2017 November 30,2015 a II 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 Wearconnectors.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 property incorporate the design into the overallmp' building design. Bracing indicated k to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M i Ey eI ' 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/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION I 6-4-8I dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 3/" Center plate on joint unless x,y I� Y 4 (Drawings not to scale) offsets are indicated. Damage or Personal Injury Ira= Dimensions are in ft-in-sixteenths. I ilk Apply plates to both sides of truss 1 23 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. O 1/16" 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves p may require bracing,or alternative Tor I _11111M,11%p O ILI:PAIN p bracing should be considered. O 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building C78 For 4 x 2 orientation,locate -- designer,erection supervisor,property owner and plates 0 ''I ' 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 *Plate 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 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 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 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ■�0 reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. �� rpi 1.::_---. s, 18.Use of green or treated lumber may pose unacceptable 1C7-8a environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, . . .I rem 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-B REVISED 11-25-15 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: K1561174 thru K1561218 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. -\C�' p P R Opt. cis Y- 89782PE 94 L OREGON 4r) 'A U L RAJ 74.- ' :'c='niM/2016 . November 30,2015 Rivera,Mark 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 15-02-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-2060) 559 1- 5=(-451) 1772 5- 2=( 0) 289 BC: 2x6 KDDF #16BTR 2- 3=(-1772) 530 5- 6=(-456) 1767 5- 3=(-30) 49 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-2065) 558 6- 4=(-450) 1777 3- 6=( 0) 285 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( 26.0)= 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" -256/ 1210V -48/ 48H 5.50" 1.94 RODE ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR 15'- 2.0" -256/ 1210V 0/ OH 5.50" 1.94 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 9'- 2.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.058" @ 6'- 0.0" Allowed = 0.713" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.102" @ 6'- 0.0" Allowed = 0.950" MAX HORIZ. LL DEFL = 0.012" @ 14'- 8.5" MAX HORIZ. TL DEFL = 0.020" @ 14'- 8.5" 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, 5-11-11 3-02-10 5-11-11 Truss designed for wind loads f ii3200 43200 f in the plane of the truss only. 12 12 6.00 M-4x6 .2::14-6x6 Q 6.00 2 1011. illA co p IVAI v4 1* 5 6 4 o M-3x5 M-3x4 M-1.5x3 M-3x5 o ,1 b y b 5-00-06 3-10-12 5-06-12 y �is 15-02 �SGIE- `0ma 9782PE c- JOB NAME : 3413-B POLYGON NW - Al Scale: 0.4009 ' . 7' `• Nig WARNINGS: GENERAL NOTES, unless otherwise noted' 6_lire,,, /'J ('�IR /'�A' �40 1.Builder and erection contractor should be advised of all General Notes I.This design Is based only upon Me parameters shown end Is for an individual /J J"V IR E G U X V x�, Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper -t� / !7`4 2.2x4 compression web bracing must be installed where shown+. Incorporation of component k the responsibility of the building designer. �� CJA -y(1 V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and Sodom chords to be laterally bracetl at -'--1 t-7 le 605 responsibility of the erector.additional permanent bracing of 2'o.c,and at 70'o.c.respectNely unless braced throughout their length by DATE: 11/30/2015 the overall structure Is the responsibility of building designer. continuousImsrhging ogatehasacgre requirediwhere sho) wn d/or drywell(BC). p11 1 14 � p tY a g3.20 Impact bridging or lateral bracing where shown++ r'1 V{n SEQ.: K 15 6117 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss iss the n are responsibility uey of the non-corrosivedive contractor.ntnt, fasteners are complete and at no sme should any loads greater than Design assumes tlestgn loads be spplietl to any component. and are for"dry condition"of use. TRANS ID: LINK 5.CompuTmahas nocontrol over and assumes noresponsibility for the 8.Design assumes ullbearingalagwpportsehown.shams,sedgeit EXPIRES: 12/31/2016 7 fabm,handling,shipment and installation of components. 7.Design assumes adequate otamage is provided. November 30,2015 6.Thiss design Is furnished subject to the limitations set lodh by 8.Plates shall be located on both faces of truss,and placed so their center TPIAVICA In SCSI,copies of which will be furnished upon request. Ilnes coincide with joint center lines. 9.Sighs Indkete size of plate In Inches. MiTek USA,Inc./CompuTrus 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 P by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-774) 153 1-4=(-97) 587 4-2=(0) 353 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-774) 153 9-3=(-97) 587 WEBS: 2x4 KDDF STAND LOADING TO 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 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -80/ 637V -66/ 66H 5.50" 1.02 KDDF ( 625) 15`- 2.0" -80/ 637V 0/ OH 5.50" 1.02 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF 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. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.055" @ 7'- 7.0" Allowed = 0.950" MAX TC PANEL LL DEFL = 0.085" @ 9'- 0.2" Allowed = 0.519" MAX HORIZ. LL DEFL = 0.006" @ 14'- 8.5" MAX HORIZ. TL DEFL = 0.011" @ 14'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. 7-07 Wind: 190 mph, h=21.1ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 7-07 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1' ' T load duration factor=l.6, 12 12 Truss designed for wind loads 6.00 IIM-4x9 Q 6.00 in the plane of the truss only. 4.0" 2 ( 1.1 rn rn U 0 F41 117, 1** 9 3 0 o M-3x4 M-1.5x3 M-3x4 0 b b ). 7-07 7-07 y 15-02 y 9, E `ca, GtN� 9 /O v ` ' 89782PE p1" JOB NAME : 3413-B POLYGON NW - A2 '`.- `"-'-..�,/ �-100,w . • Scale: 0.4009 WARNINGS: GENERAL NOTES, unlessolherwise noted, ' EG • Truss A2 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 anindNidual 's" OREV ON ti • and Warnings before construction commences building component.Applicability of design parameters and proper fc 2.244 compression web bracing must be installed where shown*. Incorporaron of component h the responsibility of the bribing designer. I G�ri y/ �� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at I "-7 is the responsibility of the erector.Additional permanent bracing of Y continuous and at 10 o.c.such as ply unless braced throughout their length by - l DATE: 11/30/2015 the overall structure la the responsibility of the building designer. 0Impact sheathing such as plywood required aistraw shown andi0r tlrywall(BC). �'A U l� \ 3.2x Impact bridging or blend bracing where .• SEQ.: K15 6117 5 4.No had should be applied to any component until alter all bracing and 4.Installation of truss NS.responsibility of the respectNe contractor. fasteners are complete end at no time should any loam greater than 5.Design assumes busses are to be used in a noncrorroswe environment, TRANS ID: LINK design roads be applied to any component and are for"dry condition"or use. 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes lull bearing at et supporta shoe,,,Shim or wedge if EXPIRES 12/31/2016 2/31/2016 fabrication,handling,shipment and installation of components. 7.Design ssumes adequate drainage Is provided. November 30,2015x 8.This design Is furnished subject to the limitations set forth by 8.Plates shell be located on loom feces of truss,and placed so their center TPIM?CA in BCSI,copies of which will be furnished upon request, lines coincide with joint centerlines. 5.Digits indicate else of plate in inches. MiTek USA,IRC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1508(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1578) 306 1-5=(-303) 1341 5-2=( -216) 1310 BC: 2x6 KDDF 41&BTR SPACED 24.0" O.C. 2-3=( -116) 107 5-6=(-295) 1292 2-6=(-1494) 350 WEBS: 2x9 KDDF STAND 3-4=( -10) 5 6-3=( -119) 120 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -146/ 818V -57/ 144H 5.50" 1.31 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -369/ 1701V 0/ OH 5.50" 2.72 KDDF ( 625) ADDL: BC CONC LL+DL= 1210.0 LBS @ 5'- 0.0" • ADDL: BC CONC LL+DL= 637.0 LBS @ 7'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 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/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ 4'- 0.0" Allowed = 0.354" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.041" @ 9'- 0.0" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.004" @ 7'- 6.5" MAX HORIZ. TL DEFL = 0.008" @ 7'- 6.5" 4-01-12 3-06-08 0-03-12 .I .f T '' Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 M-1.5x3 4 -/ Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.e, MWFR5(Dir), d load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x6 2 M O O C M ® N ���I O f maggiiiiiiiiiiiiiiiiiii o f 1�� 5 ** 6 I o M-3x4 M-3x8 M-4x8 b y +12100 +6370 b 4-00 4-00 y 800 b �E0PPOft, 4 8.782PE 1 JOB NAME : 3413-B POLYGON NW - AGIRD '' • Scale: 0.4610 .r • WARNINGS: GENERAL NOTES, unless otherwise noted: ft.,�y (',p^� /''±/'�R� N.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 T4(✓F3 E�+O r Truss: AGIRD end Warnings before construction commences. building component.Applicability of design parameters and proper /- f- 2.204 compression web bracing must be Installed where shown*. incorporation of component k the responsibility of the building designer. //�� V 1 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chorda to be laterally braced al �/ti,1 1 Is the responsibility of the erector.Additional permanent bracing of 2'c.c.and at 10.o.c.respectively unless braced throughout their kngth by !4- { {�"]� DATE: 11/30/2015 the overall structure Is the responsibility f the kidding continuous sheathing such as plywood required ng(TC)andor drywall(BC). PA U s+ " � p ty o 9 designer.. 3.2s Impact bridging or lateral bracing where shown++ SEQ.: K1561176 4.No load should be applied to any component until after al bracing and 4. IallationoftrusssIsthheresmn.�l�aiftene Ries ntmacctorn.nt, fasteners are complete and at no time should any loads greater man Design assumes tlesign loads be applied to any component. and are for"dry condition'of use. TRANS I D: LINK 5.CompoTros has no control over and assumes no responsibility for the B.Design assumes full bearing al al supports mown.Shim or wedge if EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and the of components. 7. tes assumes adequate drainage is provided. November 30,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center TPIAN1CA 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,IncJCompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see EBR-1311,ESR-1988(MiTek) 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) 50 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-42) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 POE 0'- 0.0" -61/ 297V -7/ 47H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -102/ 88V 0/ OH 1.50" 0.14 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 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 = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" 1-11-11 MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.145" '( . MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.250" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.333" 12 MAX HORIZ, LL DEFL = -0.000" @ 1'- 10.9" 6.00 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=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 a 0 ti o a 11 I 0 1 2 i� LTRI9 M-3x4 ), Jv y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 II 'c 89782PE <' JOB NAME : 3413-B POLYGON NW - AJ1 . . Scale: 0.6771 ' 1 .. MAW , WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON Truss: AJ 1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual n.� and Warnings before construction commences. building component.Applicability of design parameters and proper Q 2.204 compression web bracing mull be installed where shown e. 13- Incorporation of component la the responsibility of the building designer. .,sj �{ 1. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at l 'l �f ', �e�. Is the responsibility of the erector.Additional permanent bracing of T continuous and at 10•o.c.respectsly unless braced throughout their length by ery 7 T✓ DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. Impactsheathing such l bs plywoodsmrequirediwhere TC) and/or tlrywall(BC). �� 3.20 Impactoftruss bridging or lateral bracing shown SEQ.: K15 6117 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any mads greater than 5.Design assumes trusses are to be used In a nontorroaive environment, TRANS ID: LINK design made be applied to anycompanent end arorortlryponmuon prase. 5.cam Trus has no control over and assumes no N.Design assumes EXPIRES: 12/31/2016 pu responsibility for the ce-, 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 8.Plates shall be located on both faces of truss,end placed so their center TPIIWTCA In BCS(,copies of which will be furnished upon request. lines coincide with joint center fines. B.Digits Indicate size of plate In Inches. MiTek USA,Ino./CotnpaTrus Software 7.6.6(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-1588(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TO: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-65) 49 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG 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" -50/ 346V -14/ 77H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -97/ 113V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 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 lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -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 TC PANEL LL DEFL = 0.012" @ 2'- 2.2" Allowed = 0.246" 3-11-11 MAX BC PANEL TL DEFL = -0.034" @ 3'- 1.4" Allowed = 0.333" T f MAX BC PANEL TL DEFL = -0.003" @ 4'- 1.4" Allowed = 0.333" 12 MAX HORIZ. LL DEFL = -0.000" 6 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 3 -/ Wind: 140 mph, h=20.2ft, 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 cw rn O �-I m IN O M-3x4 • l k l 1-00 6-00 'PROVIDE FULL BEARING:Jts:2,3,4 I ,<<, co PIR Ope �,.c_ . INfi[ /�?i 'mow 897821`E �% JOB NAME : 3413-B POLYGON NW - AJ2 . . • Scale: 0.6146 ii,^.� WARNINGS: GENERAL NOTES, unless otherwise noted 6/ h40 I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an Individual -74, OREGON �., Truss: AJ2 and Wamings before construction commences. building component.Applicability of design parameters and proper /. (75:7' 2.244 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. ,;(,l 7^.0" A5 V4�^, 3.Additional temporary bracing to Insure stability during construction 2.Design assumes me top and bosom chorda to M leterally braced at `7 is the responsibility of the erector.Additional permanent bracing of T continuous and et 10'ob.reuolr as sty unless braced throughout their length by //�.+� DATE: 11/30/2015 the overall structure is the responsibility t the building sheathing such as plywood sheelhing(TC)and/or drywall(BC). " A U I- ` spona ty o designer. 3.2x Impact bridging or lateral bracing required where shown"" SEQ.: K 15 6117 B 4.No load should M applied to any component until after all bracing and 4.Installation of truss is the respo sibulayd In ethe nenamtroelve eive nvironment, , - lasleners are complete and at no time should any loads greeter than 5.Design assumes sare design beds be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 5.CompuTrushas nocontrol over and assumes noresponsibiliyfor the 8.DC g assumes lull bearing ateNsuppodashovm.ShimorwetlgeIt EXPIRES: 12/31/2016 ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided November 30,2015 8.Thiss design is furnished subject to the limitations set forth by 8.Plates Map be located on both laces of truss,and placed so their center TPIMRCA in SCSI,copies of which will be fumished upon request. lines coincide web Joint center linea. 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 see ESR-1311,ESR-1988(MiTek) 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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-3=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-97) 68 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" -57/ 902V -22/ 10BH 5.50" 0.69 ROOF ( 625) 5'- 9.2" 0/ 79V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -68/ 160V 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 lOPSF LIVE LOAD. TOP 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 DEFL = 0.079" @ 3'- 7.2" Allowed = 0.395" 5-11-11 MAX TC PANEL TL DEFL = -0.092" @ 3'- 9.8" Allowed = 0.593" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 6.00 3 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 in the plane of the truss only. . M m o /- I I I o f M-3x4 y b y 1-00 6-00 (PROVIDE FULL BEARING:Jts:2,9,3 4' 89782PE JOB NAME : 3413-B POLYGON NW - AJ3 • t , • • Scale: 0.5762 WARNINGS: GENERAL NOTES, unless otherwise noted: / OREGON Truss: AJ3 I.Builder end erection contractor should be advised of all General Notes t.This design Is based only upon the parameters shown and is for an individual M and warnings before construction commences. building component.Applicability of design parameters and proper ��(���jjjFFF/// (yQ 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. �y rf�4 (! 3.Additional temporary bracing to Insure stability during construction • 2.Design assumes the top and bottom brads o be braced at J.9 N is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10'o.c.rsuch as sly unless braced throughout their length by }.� DATE: 11/30/2015 the overall structure is the responsibility of the building designer. continuoussimpbridgingehgor ltehaapcwootlsheathing(TC)rehown•tlrywall(BC). AU � 3.2x Impact01trues or lateral bracing required where mown++ SEQ.: K15 6117 9 4.No load should be applied to any component unci after all bracing and 4.Installation of truIs the responsibility of the respective contractor. fasteners are complete and at no time should am loads greater man 5.Design assumes trusses are to be used m a non-corrosive environment, TRANS I D• LINK design loads be applied to any component. and are for"dry condigon"or use. • 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at se supports shown.Shim or wedge if `' E`-PI R ES: 12/31/2016 2/31/2016 necessary. fabrkation,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design Is furnished subject to the limftations set forth by 8.Plates shall bet located on both faces of truss,and placed so their center TPIIwrCA In BC51,copies of which will be furnished upon request. lines coincide with joint center linea. 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 sea ESR-1311,ESR-7908(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-116) 93 3-4=( -70) 27 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD= 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -35/ 377V -28/ 131H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -192/ 352V 0/ OH 1.50" 0.45 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 5.9" -58/ 15V 0/ OH 1.50" 0.02 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 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX IL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.041" @ 2'- 9.3" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.050" @ 2'- 11.9" Allowed = 0.596" 12 4 -/ MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" 6.00 I:7' 1 MAX HORIZ. TL DEFL = -0.001" @ 5'- 11.2" 3 Design conforms to main windforce-resisting system and components and cladding criteria.0Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), load duration factor=l.6, Truss designed for wind loads N in the plane of the truss only. cmm M o /- m, 1 1 5 O M-3x4 i I b )' 1-00 6-00 1-05-15 'PROVIDE FULL BEARING;Jts:2,5,3,9 I \�'<.S4'E [;4�e 89782PE 'f-- JOB NAME : 3413-B POLYGON NW - AJ4 , // • Scale: 0.5437 ' /' -44.44.41 WARNINGS: GENERAL NOTES, unless otherwise noted: _�OREGON 4) 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for en Indhidaal III_ OI Vry h`. Truss: AJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper V 2.204 compression web bracing must be Installed where shown.. incorporation of component is the responsibility of the building designer. �'T �Alpy A{�. 3.Atldltmnal temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be lalara throughout braced et I `� ngth by it V1.11,0 is the responsibility of the srector.Additional permanent bracing of c2 ntinuo sasheathin rsuch as plywoply uol d ehealhin ss braced(TC)a d/or tl their le II BC). DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracingrequiredwhere Mown.��( ' AA U L SEQ.: K1561180 4.No load should be applied to any component until alter all bracing and 4.Installation of buss la the responsibility of the reapectne 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, and TRANS ID: LINK design mads beappnedtoany componeM. Design 55 mes nlbeaikgon"of ati p� wedge 5.CompuTrus has no control over and assumes no responsibility for the B. full beerm t all supports shown.Shim or we if EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their canter TPVWrCA 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 ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 6.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-10=(-1007) 5209 3-10=( -61) 465 2x6 KDDF#1&BTR T2 SPACED 24.0" O.C. 2- 3=(-5997) 1190 10-11=(-1314) 6874 10- 4=( -231) 1993 BC: 2x6 KDDF #1&BTR 3- 4=(-6056) 1207 11-12=(-109B) 5996 10- 5=(-1830) 393 WEBS: 2x9 RODE STAND LOADING 9- 5=(-5410) 1106 12-13=(-1098) 5996 5-11=( -25) 347 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-6898) 1424 13- 9=( -712) 3898 11- 6=) -379) 1591 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3907) 761 12- 6=( 0) 130 BC LATERAL SUPPORT <= 12"01. UON. TOTAL LOAD = 92.0 POE 7- 8=(-9412) 831 6-13=(-2519) 598 8- 9=)-4445) 895 7-13=) -259) 1590 LL = 25 PSF Ground Snow (Pg) 13- 8=) -55) 309 NOTE: 2x9 BRACING AT 29"01 UON. FOR 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 BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0" 0'- 0.0" -670/ 3376V -73/ 79H 5.50" 5.90 HOOF ( 625) OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 1940.0 LBS @ 12'- 9.0" 27'- 6.0" -412/ 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. CT 2: Heel to plate corner = 0.75" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. ** For hanger specs. - See approved plans 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 = 0.168" @ 12'- 5.8" Allowed = 1.329" MAX TL CREEP DEFL = -0.537" @ 12'- 5.8" Allowed = 1.772" MAX HORIZ. LL DEFL = -0.050" @ 27'- 0.5" MAX HORIZ. TL DEFL = 0.116" @ 27'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 7-11-11 11-06-10 7-11-11 Truss designed for wind loads f ' T 1' in the plane of the truss only. 4-00-12 3-10-15 4-02-09 2-11-12 4-04-05 3-10-15 4-00-12 T f 459814 f T T T T 12 12 6.00 M-5x12 M-3x6 M-9x10 M-4x10 Q 6.00 4 5 6 Tz � M-1.5x3 1M-1.5x3 3 /n ..± . M o 0 2 10 I 1 12 13 **9 I o M-4x10 M-3x10 0.25" M-4x10 M-3x10 C. M18HS-7x14(5) M-1.5x3 ,, l 1440# ), ), y �1.Q''j} PRQF S 7-04-12 5-01 2-08-04 4-11-04 7-04=12 y ��. ‘A GI � •p y '� ti h, 1-00 27-06 c` 9 82 E 1' JOB NAME : 3413-B POLYGON NW - B1 ''`'....... . , Scale: 0.2249 ro- OREGON p� WARNINGS: GENERAL NOTES, unless otherwise noted: � 'y C}REGt7N Truss: B 1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an indNldual *a and Warnings before construction commences. building component.Applicability or design parameters end proper ewe ,• 2 '" 2.2x4 compression web bracing muH be installed where shown+. Incorporation of component is the responsibility of the building designer. .,{) V�T ` V �+. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at T "'"'''ff :J ��,n"a lathe responsibility of the erector.Additional permanent bracing of T o.c.and at o.c.respectively unless braced throughout their length by 4 V' DATE: 11/30/2015 the overall structure is the responsibility of the buildingtleai continuous sheathingginon ouch es plywood aheelhing(TC)and/or tlrywall(BC). PA U s.+ p ty goer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K1561182 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any mads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment. TRANS ID: LINK design loads be applied toanycomponent and arero dry condition oluse. 5.CornpuTrushas nocontrol over and assumes noresponsibiliyfor the 6.Designaesumea/ullbeeringetaNsupportsshone.SMmorwetlgelt EXPIRES: 12/31/2016 fabrication,handling, necessary. shipment and Inst gation of components. 7,Design assumes adequate drainage is provided. November 30,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIPoVICA 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./CompuTws Software 7.6.6(lL)-E 10.For barb 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'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2948) 628 1-5=(-568) 2526 5-2=( -232) 1254 4-7=(-1984) 446 BC: 2x6 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-1606) 366 5-6=(-556) 2462 2-6=(-1172) 282 WEBS: 2x4 KDDF STAND 3-4=(-1408) 342 6-7=( -44) 104 6-3=( -114) 568 LOADING 6-4=( -506) 2308 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -344/ 1658V -42/ 105H 5.50" 2.65 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -711/ 3191V 0/ OH 5.50" 5.11 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED @@ADDL: BC CONC LL+DL= 1210.0 LBS @ 3'- 0.0" @@ADDL: BC CONC LL+DL= 637.0 LBS @ 5'- 0.0" @@ADDL: BC CONC LL+DL= 2330.0 LBS @ 7'- 0.0" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. �� LIMITED 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 Join together 2 ply with 3"x.131 DIA GUN MAX LL DEFL = 0.011" @ 3'- 0.0" Allowed = 0.354" nails staggered at: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.034" @ 3'- 0.0" Allowed = 0.472" n/ 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. /yVy\ 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = -0.003" @ 7'- 10.3" 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. TL DEFL = 0.005" @ 7'- 10.3" ** For hanger specs. - lee approved plans 6-02-11 1-09-05 Design conforms to main windforce-resisting 3-01-12 3-00-15 1-09-05 system and components and cladding criteria. T T T T 12 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 M-4x6 load duration factor=l.6, Truss designed for wind loads 3 M-3x5 in the plane of the truss only. 4 -/ 10 1 M-3x6 2 N io1141Iprjij441 C o @@ HANGER BY OTHERS TO APPLY CONC. LOADS)EQUALLY TO ALL MEMBERS. ...411111111111111111111 m G® 111M O NB I 1►� 5 6 ** 7 o M-3x4 M-3x4 M-7x8 M-3x8 y ♦1210# +6379 y +2330# , 3-00 7 2-09-12 2-02-04 y 8-00 y ��1¢-4 PRo ss, 4' 8.782PE r" JOB NAME : 3413-B POLYGON NW - BGIRD / '' • • Scale: 0.4649 •/ WARNINGS: GENERAL NOTES, unless otherwlaa noted'. v OREGON h40 I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual j OR EGOI Vp e•y s.� Truss: BGIRD end Warnings before construction commences. building component Applicability of design parameters end proper /f I 2 2a4 compression web bracing must be Installed where shown.. Incorporotbn of component k the responsibility of the building designer. �'Q///��� tl,/Q�j .y 3.AddNlonal temporary brocing to nears s1eb11Xy during consiructbn 2.Design assumes the lop and bottom chorda to be laterally braced at •9 '/T y 4 b Is the responsibility of the erector.Additional permanent bracing of 2'o.o,and at 10'o.c.respectively unless braced throughout their length by DATE: 11/30/2015 the overall structure is the responsibility of the buildingdesigner. continuousxImpridgingior eterlbh as acwg requirede weres****eathing(TC)and/or tlrywell(BC). pA p ty 3.2a Impact bridging or lateral bracing where Mown** 4• SEQ.: K1561183 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the ar e to si ulliytlnty of thenon�rroe contractor. environment, fasteners are complete and at no time should any loads greeter then Design assumes design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 8.Design asau 8.Compurrushas nocontrol over and assumes noresponsibilnyfor me rn fullbeedngeteNwppons hone Shim orwetlgeif EXPIRES: 12/31/2016 necessary. fabrication,trending,shipment and installation of components. 7. Designlatesassumes acted oneothi faces of russed. November 30,2015 S.This design Is furnished subject to the limttelbne set forth by S.Plates shell be bcatetl on both kces of truss,and placed so their center TPIANICA in 5151,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./CornpaTros Software 7.6.6(1L)-E 10.For bask 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 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-22) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-37) 25 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -74/ 248V -4/ 36H 1.50" 0.40 KDDF ( 625) 0'- 11.2" -15/ 28V 0/ OH 1.50" 0.04 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -35/ 22V 0/ OH 1.50" 0.04 KDDF ( 625) 6.00 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: 140 mph, h=19.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, rh Truss designed for wind loads o in the plane of the truss only. n 2 �' o a o o f Il 1 // „4 -/ M-3x4 b b y ; Qo PRo�+ +1-00 1-00 s ,c,73c7 INE,`" �< V'PROVIDE FULL BEARING:Jts:2,4,4 153 <2.0,..l� �8•78rypE• JOB NAME : 3413-B POLYGON NW - BJ '' • Scale: 1.1073lir, WARNINGS: GENERAL NOTES, unless otherwise noted: 6.- OREGON ''� J'1/'� hv,� 1.Builder end erection contractor should be advised of all General Notes 1.This design la based only upon the parameters shown and le for an individual TA�t„/R EGON a-" Truss: BJ and Warnings before construction commences. building component.Applicability of design parameters and proper V� 2� T 2.2x4 compression web bracing must be Installed where shown*. Incorporation of component Is the responsibility of the building designer. (f i� 3.Additional tem bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced al 9,�k q R y 5 temporary g y ne cons 2•o.c.and at 10"o.c.respectivey unless braced throughout their length by ` is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). '4 U DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+* L. SEQ.: K1561184 4.No load should be applied to any component until after all bracing and 4.Installatlonofsuss lsthe responsibility ofthe respect6econtractor. fasteners are complete and at no time should any bads greeter than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID• LINK design mads be applied to any component. and are for•dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the S ecessa Design assumes lull bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 hi t and installation of com ry fabrication,handling,shipment components. 7.Design assumes adequate drainage lo truss, November 30,2015 6.This design is furnished subject to the limitations sal forth by e.Plates Map be located on both faces of Truss,and placed so their center TPIIWICA in SCSI,copies of which will be furnished upon request. lines coincide with join)center lines. 9.Digits indicate alto of plate in Inches. . MiTek USA,Inc./Com uTrus Software 7.6.7 1L-E 10 1,basic connector plate design values see ESR-7317,ESR-7988 IMITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 34-00-00 DUTCH SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.0D TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-15=(-2648) 11304 15- 3=( -758) 3660 11-22=(-264) 1800 2x6 KDDF #1&BTR T2 2- 3=(-12816) 3050 15-16=(-2302) 9724 3-16=(-1936) 366 22-12=( -92) 390 BC: 2x4 KDDF #1&BTR LOADING .3- 4=( -8746) 2256 16-17=(-1950) 7802 16- 4=( -12) 594 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( -8050) 2210 17-19=(-2496) 9360 4-17=( -622) 82 2x4 DF 2400F A; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 34'- 0.0" V 5- 6=( 0) 0 18-20=( -108) 404 17- 5=( -330) 2134 2x4 KDDF #1&BTR B TI SNIP LL( 100.0)+DL( 28.0)= 128.0 PLF 8'- 0.0" TO 26'- 0.0" L 5- 7=( -7224) 2018 20-21=(-2166) 8308 17- 7=(-2586) 756 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0,- 0.0" TO 34'- 0.0" V 7- 8=( -9308) 2620 21-22=(-2004) 7500 7-19=( 0) 512 TC LATERAL SUPPORT <= 12"01. UON. 8-10=( -7568) 2160 22-13=(-1540) 5898 18-19=( 0) 142 BC LATERAL SUPPORT <= 12"01. UON. TC CONC LL( 466.7)+01( 130.7)= 597.3 LBS @ 8'- 0.0" L 9-11=( 0) 0 19-20=(-2058) 7942 TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 26'- 0.0" L 10-11=( -6138) 1702 19- 8=( -388) 1234 11-12=( -6882) 1862 20- 8=( -724) 422 NOTE: 204 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12-13=( -6844) 1842 8-21=(-1138) 250 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13-14=( 0) 50 21-10=( -146) 942 10-22=(-2088) 688 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP OVERHANGS: 12.0" 12.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -900/ 3801V -95/ 95H 5.50" 6.08 KDDF ( 625) 34'- 0.0" -900/ 3801V 0/ OH 5.50" 6.08 KDDF ( 625) M-1.5x4 or equal at non-structural ( 2 ) complete trusses required. vertical members (uon). Join together 2 ply with 3"0.131 DIA GUN nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 206 top chords, GOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. 9" oc in 1 row(s) throughout 2x4 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" 12-08-11 8-05-06 12-09-15 MAX LL DEFL = -0.318" @ 13'- 4.7" Allowed= 1.654" f MAX TL CREEP DEFL = -0.613" @ 13'- 4.7" Allowed = 2.206" 2-09-12 4-04-03 5-01 1-02-14 3-11 MAX LL DEFL = 0.001" @ 35'- 0.0" Allowed = 0.100" 2-09 -09-12� 0-0105 2-08-081 T3=04-02 4-05-08 MAX TL CREEP DEFL = -0.001" @ 35'- 0.0" Allowed = 0.133" 2 1' '1' T '1' 1 f 1' 1' 4' 4' MAX HORIZ. LL DEFL = 0.159" @ 33'- 6.5" 8-10 8-10 MAX HORIZ. TL DEFL = 0.257" @ 33'- 6.5" ,{ =M-4x4+ 12 +697.30# M-3x8 3 +597.30# 12 4 6.00 Q 6.00 Design conforms to main windforce-resisting M-3x6 M-5x6+ system and components and cladding criteria. M-5x6+ '61...,./`yM-3x6 p Wind: 140 mph, h=22.4ft, TCDL=9.2,BC DL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x10 M-5x6 load duration factor=1.6, M18HS-5x16 5 1' 1 1 Truss designed fox wind loads T9 - in the plane of the truss only. M-3x4 4 M-1.5x3 M-3x8 2 M-2.504 or equal at non-structural diagonal inlets. rn -_ W a. B rn M-9x10 %_' o - v 1 "r��-15 16 17 19°' P M-3x9 M-3x8 "N 0 2 O 18 20 �1 22 1 I o M-1.5x3 M-3x10 0.25 M-3x8 M-3x8 to 0 M-7x10 { PA a 3.75 M-Sx8(S) .y,,ED PAO E J, y y J, J. y J, .J J. c,� GINE cS'j .19 2-05-082-09-122-11-08 5-02 y 4-11-08 3-07-10 3-09-06 8-02-12 y +(,,� �f) e) y a�as oe 10-09-08 20-09 y oy 4 L9782PE r- 1-00 34-00 1-00 JOB NAME : 3413-B POLYGON NW - Cl y " Scale: 0.1478 v /'. ('^�{ ?� WARNINGS: GENERAL NOTES, unless otherwise noted'. V,j, S" 'E"'ON ~ � 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ° A Ry A r Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters end proper '-7 7 (j_ 2.2a9 compression web bracing must be Installed where shown e. Incorporation of component is the responsibility of the Sainting designer. 1/ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be Wterally braced at t1A U L Is the responsibility of the erector.Additional permanent bracing of 2'A.and at 10'o.c.respectively unless braced throughout their length by f" continuous sheathing such as plywooding(TC)andlor drywall(BC). DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•• SEQ.: K 15 6118 6 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 end at no time should any bade greeter then 5.Design assumes trusses are to be used In a noncorrosive environment, and TRANS ID: LINK design loads be applied to eny component. e.Daserebr^ery ios.emrateusa naenown.smmorwed If EXPIRES: 12/31!2016 5.CompuTrushas nocontrol over and essumesnoresponsibiliyfor the necessary.mss bearing at ppo g" November 30,2015 fabrication,handling,shipment and installation of components. ry 7.Dates assumes adequate othi face is provided.s S.This design is furnished subject to the limitations set forth by S.Plates shall be located on both faces of truss,end placed so their center TPI/WI-CA in ECM,copies of which will be furnished upon request. Ones coincide with joint center lines. g.Digits indicate size of plate in Inches. MITek USA,Inc/CompuTrus Software 7.6.6(1 L)-E 10.For basis connector plate design values see ESR•1311,E512-1888(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 HOOF #19BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-376) 2138 3-10=(-253) 175 BC: 2x4 RODE#16BTR SPACED 24.0" O.C. 2- 3=(-2510) 513 10-11=(-254) 1794 10- 4=( -15) 446 WEBS: 2x9 KDDF STAND 3- 4=(-2275) 488 I1-12=(-272) 1794 4-11=(-642) 235 LOADING 4- 5=(-1611) 437 12- 6=(-398) 2138 11- 5=1-229) 1069 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)001( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1611) 437 11- 6=(-642) 235 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2275) 488 6-12=( -15) 446 TOTAL LOAD = 42.0 PSF 7- 8=(-2510) 513 12- 7=(-253) 175 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 50 LL = 25 POE Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN- (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -235/ 1542V -187/ 187H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -235/ 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 = -0.114" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.232" @ 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 = 0.050" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.083" @ 33'- 6.5" 17-00 17-00 1' 4' '{ Design conforms to main windforce-resisting 6-00-05 5-05-13 5-05-13 5-05-13 5-05-13 6-00-05 system and components and cladding criteria. T T T T T T T 12 12 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 M-9x6 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 4.0" Truss designed for wind loads 5 •h( in the plane of the truss only. M-5x6(5) N4 M-5x6(5) 0.25"09 �0 25rr M-1.5x31\ Nopp,.M-1.5x3 3 o '"t cr ae O I }M-9x9 M-3x4 44 lo 10.25" +B o o M-5x8(5) M-3x4 .M-9x4 0 �¶ O QP y y y y y c�� ,t G1 N cS'j 6-09-04 6-02-12 8-02-12 6-09-04 \ . 1-00 34-00 1-00 89782PE "<" JOB NAME : 3413-B POLYGON NW - C2 • Scale: 0.1727 .•. vo airi WARNINGS: O. hRAedesignisb, unless otherwise arametnoted: -$7+OREGON Truss: C21ner Warnings sbaonr contractor should om be advised of all General Notes Thislbuilding m p neat.oppyupon lhe design parameters and laoper lntlNltlual p es� and Warnings before construction commences. builtling component.Applicability of Design pa re meters and proper % CP �'" 2.244 compression web bracing must be InstaNed where shown+. incorporation of component Is the responsibility of Me building designer. ,,a?� 4 V � 3.Additional tem bracing to Insure stability during 2.Design assumes the lop and bottom chorda to be laterally braced at T . temporary g y g construction 2'o.c.and at 10'o.c.roapecti ly unless braced throughout their length by �^y le the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood ing(TC)and/or drywall(BC). yt� DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.24 Impact bridging or lateral bmcig required Where shown+0 PAUL ♦- SEQ. : K15 611 8 7 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 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 era Ior'dry condItion'of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes lull bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 necesfabrication,handling,shipment and Installation of components. 7.Design ssumes adequate drainage is provided. November 30,2015 8.This design la furnished subject to the limftatlone set forth by B.Plates shell be located on both faces of truss,and placed so their center TPIMRCA In SCSI,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-1988(MITek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-11=(-774) 4293 11- 3=( -202) 1398 7-16=( 0) 406 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-4872) 917 11-12=(-677) 3691 3-12=(-1247) 322 16- B=(-206) 197 WEBS: 2x9 KDDF STAND 3- 4=(-2797) 540 12-13=(-373) 2949 12- 4=( 0) 371 LOADING 4- 5=(-2106) 991 14-15=( -8) 54 4-13=( -754) 176 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2076) 581 15-16=(-294) 1872 5-13=( -295) 203 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1621) 932 16- 9=(-390) 2127 19-1.3-) 0) 29 TOTAL LOAD = 42.0 PSF 7- 8=(-2278) 986 13-15=) -199) 1319 OVERHANGS: 12.0" 12.0" 8- 9=(-2501) 506 13- 6=( -301) 1073 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 50 15- 6=( -57) 416 15- 7=( -690) 238 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 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -235/ 1592V -188/ 188H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -235/ 1592V 0/ OH 5.50" 2.47 KDDF ( 625) IC OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I i • • 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 = -0.182" @ 13'- 9.0" Allowed = 1.659" MAX TL CREEP DEFL = -0.363" @ 13'- 9.0" 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" 17-00 17-00 MAX HORIZ. LL DEFL = 0.108" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.179" @ 33'- 6.5" 2-09 5-03 5-04-12 3-05-08 6-06 4-07-07 6-00-05 T T T 1' T T T T 12 12 Design conforms to main windforce-resisting 6.00 IIM-6x6 Q 6.00 system and components and cladding criteria. 6.0" Wind: 140 mph, h=23.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, . 6 A (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), r%% load duration factor=1.6, M-1.5x3 M-5X6(5) Truss designed for wind loads 6 in the plane of the truss only. M-5x6(5) 0.25" 0.25" Aibil.* 4 t? M-1.5x3 8 M-3x6 3 M-3x8 i c 1 12 or, _.,00 -ES •c: Wiimm......___ AliniVAlli rn o 13: D M-3x4 0 1q 16 - 16 i.9 of M-5x6 o M-5x8 M-4x8 0.25" =M-4x4 i M-5x6(5) .G13.75 M-1.5x3 12 b b b b Y * y '0 PROpE y 2-05-08 5-03 5-08-04 y 3-07-04 8-02-12 8-09-04 y y iN 1-09-05-08 10-09-08 20-09 1-00 ., €.•i �. b 34-00 y '� 89782PE X9c'' JOB NAME : 3413-B POLYGON NW - C2-C ' Scale: 0.1602 - ..,�. WARNINGS: GENERAL NOTES, unless otherwise noted: f G.." OREGON 1 h6 l 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters clown and is for an Individual 1 Truss: C2-C and Warnings before construction commences. bidding component.Applicability of design parameters and proper ,/f� ('} 2.2a4 compression web bracing must be Installed where shown.. Incorporation of component Is the responsibility of the building designer. ".e9 'A P y +G V � at 3.Additional temporary bracing to Insure stability during construction 2.Design assumes Me top and bottom unlesschobraced to be througaterallyhout braced en I "7 1�) Is the responsibility of the erector.Additional permanent bracing of 2.5.0.and at 10'o.c.respeGi ply throughout their length by continuous sheathing such as plywood sheathing(TC)andror drywall(BC). p11 1 I DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.. �4 1✓ SEQ. : K15 6118 9 4.No load should be applied to any component until after all bracing and 5.4. allation of tru,suIsthhe ressarepo sI used In°ibly of enonpecroaN°erye nvironment, fasteners are complete and at no time should any beds greater thanDesign assumes design loess be applied to any component. antl are ler"dry condition"of use. TRANS ID: LINK s.CompuTraahas nocontrol over and assumes noresponsibility for the 6.Design mum.full bearing atall supports shown.Shim°rwedge it EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and installation of components. '.Plates shall be thfaceloruseNovember 30,2015 8.This design is furnished subject to the'Imitations set forth by S.Plates eheti be bcetetl on both feces of truss,and placed so their center TPIMTCA in BC SI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size or plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 1G For bask connector plate design values see ESR-1371,ESR-1988(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 1- 2=( 0) 50 2-10=(-387) 2154 10- 3=( 0) 289 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2- 3=(-2528) 537 10-11=(-389) 2151 3-11=(-570) 209 WEBS: 2x9 KDDF STAND 3- 4=(-1944) 494 11-12=(-263) 1708 11- 4=( -98) 542 LOADING 4- 5=(-1644) 490 12-13=(-420) 2151 11- 5=(-174) 94 TC LATERAL SUPPORT <= 12"0C. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1644) 490 13- 8=(-418) 2154 5-12=(-174) 94 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1944) 494 6-12=( -98) 542 TOTAL LOAD= 42.0 PSF 7- 8=(-2528) 537 12- 7=(-570) 209 8- 9=( 0) 50 7-13=1 0) 289 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -222/ 1542V -152/ 152H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -222/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) JT 2, B: Heel to plate corner = 1.75" 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 = -0.114" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.230" @ 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 = 0.052" @ 33'- 6.5" ' MAX HORIZ. TL DEFL = 0.087" @ 33'- 6.5" 15-11-11 2-00-10 15-11-11 Design conforms to main windforce-resisting T f f f system and components and cladding criteria. 7-03-09 6-05-04 3-03-08 3-03-08 6-05-04 7-03-09 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f T T T f T T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 19-00 19-00 load duration factor=l.6, ss d or ads 12 M-4x6 M-4x6 1E inuthedplaneeoffthewtrussoonly. 6.00 D 4 M-3x4 s 6.00 M-3x9 M-3x4 3 7 ,....iiiiiiiiih m o M o c 1 .- `W.. wlti 0 I M-4x9 M-1105x3 10.25" 0.25"12 13 �'e o o M-1.5x3 =M-9x4 0 M-5x8(S) M-5x8(S) ED PROF FQ $� 'y ), l ), b y 4 E& S,7-01-08 6-05-09 6-10-08 6-05-04 7-01-08 �,*." � ©y b l 4% 1-00 - 34-00 1-00h^7p p "pe :71021 E 444 JOB NAME : 3413-B POLYGON NW - C3 ,. Scale: 0.1852 , WARNINGS: GENERAL NOTES, unless othmwlae noted. . `*- Truss: C 3 1.Builder end eroceon contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 1f and Warnings before construction commences building component.Applicability of design parameters and proper (}Q 2.2a4 compression web bracing must be Installed where shown•. Incorporetbn of component's the responsibility or the building designer. !4.4/ C/9)G (! 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom choles M be laterally braced at 7 J �t✓+ Is the responslblEy or the erector.Additional permanent bracing of c o.c.and at 10'o.c.respectively unless braced throughout their length by .n �(A+ DATE: 11/30/2015 the overall structure la the responsibility of the buildingdesi continuousehgeg or suchlbacinas grtliwhereSoweor tlrywell(BC). /1 y\ g^°' 3.2x Impact bridging or lateral bracing required shown• A s- SEQ.: K 15 6119 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are m be used m a noncorrosive environment. TRANS ID: LINK design loads be applied to any component and ere for dry mid non'or use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Desillnessumeafullbearingdel supporfs shoc.rr.shim or wedge if EXPIRES. 12/31/2016 fabrication,handling,shipment necessary. pmentandlelelletionorT.Plates assumesadequatedrainage is provided. November 30,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and pieced so their center TPBwTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. uTrus Software 7.6.6 1 L-Z B.Digits Indicate size of plate In inches. MITek USA,Inc/Com P ( ) 10.For basic connector plate design values see EMI 311,ESR-1988(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 1- 2=( 0) 50 2-10=(-387) 2154 10- 3=( 0) 289 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2528) 537 10-11=(-389) 2151 3-11=(-570) 209 WEBS: 2x4 KDDF STAND 3- 4=(-1944) 494 11-12=(-263) 1708 11- 4=( -98) 542 LOADING 4- 5=(-1644) 490 12-13=(-420) 2151 11- 5=(-174) 94 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1644) 490 13- 8=(-418) 2154 5-12=(-174) 94 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-1944) 494 6-12=( -98) 542 TOTAL LOAD = 42.0 PSF 7- 8=(-2528) 537 12- 7=(-570) 209 8- 9=( 0) 50 7-13=( 0) 289 NOTE: 2x4 BRACING AT 24"01 UON. FOR LL = 25 PIF Ground Snow (Pg) I ALL FLAT TOP CHORD AREAS NOT SHEATHED I BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -222/ 1542V -152/ 152H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -222/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) • JT 2, 8: 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 = -0.114" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.230" @ 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 = 0.052" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.087" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 13-11-11 6-00-10 13-11-11 T 'I ,' ,f, Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-03-04 6-08-07 3-00-05 3-00-05 6-08-07 7-03-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T f 1' 1 ' f f load duration factor=1.6, Truss designed for wind loads 12 12 in the plane of the truss only. 6.00 M-4x6 M-9x6 Q 6.00 4 M-3x9 s • . w • M-3x9 M-3x9 3 fn M 0 0 c1 - B mm 6 p 10 � � � 12 13 8 0 I M-4x4 M-1.5x3 0.25" 0.25" M-1.5x3 =M-4x4 i M-5x8(S) M-5x8(S) c) PROFe y y y y y y ,co-4:' ca� �1 G1NE63 s/0 7-01-08 6-05-09 6-10-08 6-05-09 7-01-08 b J' ), 1-00 34-00 1-00 , •‹.. 8 J 82PE v.+ JOB NAME : 3413-B POLYGON NW - C4 Scale: 0.1852 . a' �..� WARNINGS: GENERAL NOTES, unless otherwlse noted: / R+.' OREGON /'gyp h4) 1.Builder end erection contractor should be advised of all General Notes 1,This design is based only upon the parameters shown and Is for an Individual -7 _OR E G W N a-4 a,� Truss: C4 end Warnings before construction commences. building component.Applicability of design parameters and proper 'j/ l9V: ^E 2.2,4 compression web bracing must be installed where shown«. incorporation of component la the responsibility of the building designer. -V �.i a.v G V. ((a'+ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 7 ""7(".f 7 Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at la o.c.respectively plywood ss braced throughout their length by continuous sheathing such as rd ahesihln ndfor drywall(BC). PAUL IS DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown«« SEQ.: K1561191 4.No load should be applied to any component until after all bracing end 4.Installation of truIs responsibility of be inthe nonpecrosalventraconrmanl, fasteners are complete end at no time should any loads greater than Design assumes TRANS ID: LINK design loads be applied to any component. B. and are or°drycondition"dnf"tails"supports n 5.CompuTrua has no control over end assumes no responebility for the ossa saunasNIIB a DPo �e EXPIRES: 12/31/2016 ry fabrication,handling,shipment and installation of components. T.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,and placed so their center November 30,2015 TPIiW1CA In SCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits indicate 59e of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For beak connector plate design velues see ESR-1311,ESR-1988(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: 2x9 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-12=(-611) 2190 3-12=(-179) 159 BC: 2x4 KDDF dl&BTR SPACED 24.0" O.C. 2- 3=(-2509) 789 12-13=(-727) 2521 12- 4=(-100) 628 WEBS: 2x9 KDDF STAND 3- 9=(-2272) 723 13-14=(-727) 2521 12- 6=(-699) 281 LOADING 4- 5=1 0) 0 19-10=(-660) 2140 13- 6=( 0) 241 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1973) 679 6-14=(-699) 260 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1973) 690 8-14=1 -88) 628 TOTAL LOAD = 92.0 PSF 7- 8=( 0) 0 14- 9=(-173) 153 8- 9=(-2272) 738 NOTE: 2x9 BRACING AT 24"01 UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2509) 799 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=1 0) 50 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 12.0" BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -289/ 1542V -109/ 109H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -297/ 1592V 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 = -0.149" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.300" @ 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 = 0.059" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.097" @ 33'- 6.5" Design conforms to main windforce-resisting 11-11-11 9-02-10 12-09-11 system and components and cladding criteria. 5-01-08 4-07 2-03-03� 5-00-OS 4-02-OS 3-01-03 4-07 5-01-08 f Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T f q f f f f load duration factor=l.6, 10-00 10-00 Truss designed for wind loads f ' 7 1 f in the plane of the truss only. 12 5 6.00 M-4x6 M-4x6 12 9 M-3x8 Q 6.00 6 M-1.5x3 M-1.5x3 3 M o M -1111101 o o 1 13 'f ►: 1 i"a' 0 to M-4x4 M-3x8 0.25" M-3x8 .7.14-4x4 1 o M-5X6(S) fy �G� PIEV' 1l ), y y y SAN -9-06-12 7-05-04 7-05-04 9-06-12 �.FsFJ VAGIN �� /py y yy 1-00 34-00 1-00 ' :9782PE v JOB NAME : 3413-B POLYGON NW - C5 Scale: 0.1852 V. WARNINGS: 6. hRAeNOTsb, unlessuponthe otherwisenoted: 1? 0EGON +� Truss C5 Bud er and bfonr contractor should nrcnceadvised of all General Notes Thisdesignud onlyuponihe design parameters and Is ton en lndNidual • and Warnings before construction commences, building component.Applicability of design parameters and proper '• 2.2a4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. VA� [�.�: 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chorda to be laterally braced at1:9 yfir. is the responsiblety of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c. as ply unless braced throughout their length by DATE: 11/30/2015 the overall structure is the responsibility of the building designer. continuousxImp sheathingigr such l b ecwg re uired where A sonand/.tlrywall(BC). PAUL ` 3.in Impact bridging or labral bracing required Mown SEQ.: K 15 6119 2 4.No bad should be applied b any component until after all bracing and 4.Installation of trues 1s the responsibility of the respective contractor. fasteners ere complete and 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 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.Design assumes NII bearing et all supports shown.Shim or wedge If EXPIRES: /20 16 fabrication,handling,shipment and installation of components, necessary. .Design hail b assumes adequate to oth fac e is provided. and 30,2015 8.This design h furnished subject to the limitations set forth by 8.Plates shell be located on both faces of trues, placetl so their center TPIIWTCA in SCSI,copies of which Wil 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(7 L)-E 10.For basic connector plate design values see ESR-1317,ESR.1 O88(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 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) 50 2-11=(-495) 2140 3-11=(-175) 189 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2509) 644 11-12=(-534) 2521 11- 9=( -83) 628 WEBS: 2x4 KDDF STAND 3- 4=(-2272) 562 12-13=(-534) 2521 11- 5=(-649) 236 LOADING 4- 5=(-1973) 542 13- 9=(-544) 2140 12- 5=( 0) 241 TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-1973) 566 5-13=(-649) 208 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 7-13=( -66) 628 TOTAL LOAD = 42.0 PSF 7- 8=(-2272) 590 13- 8=(-174) 176 8- 9=(-2509) 665 NOTE: 2x4 BRACING AT 24"01 UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=1 0) 50 ALL 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 OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -223/ 1542V -109/ 109H 5.50" 2.47 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 34'- 0.0" -233/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) '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 = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.149" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.300" @ 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 = 0.059" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.097" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 9-11-11 13-02-10 10-09-11 Wind: 140 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f T f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 5-01-08 4-10-03 7-00-05 6-02-05 1-01-03 4-07 5-01-08 Truss designed for wind loads f f .r f 1 f f '1 in the plane of the truss only. 10-00 T '1 12 M-4x6 M-3x8 6 M-4x6 12 6.00 5 Q 6.00 r oar M-1.5x3 M-1.5x3 3 t -E M 0 0 0 o 11 12 13 -9 0 0.25" M-3x8 -M-4x4 o M-4x4 M-3x8 0 M-5X6(0) ci0 PROFS y y ), )' y �"� ,` Ct�- +S 9-06-12 7-05-04 7-05-09 9-06-12 )' b „c.,0 NGIN` '9 �c2.,,, b b Y 1-00 34-00 1-00 89782PE JOB NAME : 3413-B POLYGON NW - C6 • ; -Am.- - • Scale: 0.1852 IN WARNINGS: GENERAL NOTES, unless otherwise noted �+:.,.,OREGON ^' h( I.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown ands ler an IndNidual 'V/ R G ,Vn Truss: C6 and Warnings before construction commences. building component Applicability of design parameters and proper N 2.2c4 compression web bracing must be Installed where shown+. Incorporation of component lathe responsibility of the building designer. .41„,c, �„4 Y ' S �+�, 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at1 �`�. Is the responsibility of the eroctor.Additional permanent bracing of 2'o.c.and at 10'o.c,/such as pty unless braced throughout their length by /y ('� continuous sheathing such as pywood sheathing(TC)and/or drywall(BC). Pq I /F s� DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•-• {`/�r SEQ.: K1561193 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the reapecthe contractor. fasteners are complete and at no time should any mads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, and TRANS ID: LINK design loads be applied to any componem. Design to,"drycondition"of use. • 5.CompuTrus has no control over and assumes no responsibility ler the 8.Design asumec full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 ry fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. H.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and pieced so their center November 30,2015 TPWNJfCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MEek USA,IncJCompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-7988(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 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 (Non-Rep) 1- 2=( 0) 50 2-14=(-1532) 7788 3-14=( -78) 440 BC: 2x6 ROOF #1&BTR SPACED 24.0" O.C. 2- 3=(-8988) 1824 14-15=(-1508) 7862 14- 4=( -670) 2884 WEBS: 2x4 KDDF STAND 3- 4=(-9058) 1848 15-16=(-1226) 6930 4-15=(-1792) 472 LOADING 4- 5=(-7776) 1582 16-17=( -950) 5698 15- 5=( -350) 1906 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-7212) 1474 17-18=( -508) 3480 15- 6=( -540) 996 BC LATERAL SUPPORT <= 12•'01. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-6386) 1170 18-12=( -544) 3458 6-16=( -838) 310 TOTAL LOAD = 42.0 PSF 7- 9=(-3556) 646 16- 7=( -148) 1198 8- 9=( 0) 0 7-17=(-2470) 506 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3856) 694 9-17=( -158) 1136 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADSL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 6'- 0.0" V 10-11=(-3926) 676 17-10=( -68) 382 11-12=(-4012) 688 10-18=( -114) 42 ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0" 12-13=( 0) 50 18-11=( -36) 134 OVERHANGS: 12.0" 12.0" @@ADDL: BC CONC LL+DL= 3191.0 LBS @ 6'- 4.5" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required. 0•- 0.0" -1006/ 4915V -87/ 8711 5.50" 7.86 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN nails staggered: BOTTOM CHORD CHECKED FOR 1DPSF LIVE LOAD. TOP 34'- 0.0" -398/ 2258V 0/ OH 5.50" 3.61 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 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 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.128" @ 13'- 10.8" Allowed = 1.654" MAX TL CREEP DEFL = -0.410" @ 13'- 10.8" Allowed = 2.206" (g@ HANGER BY OTHERS TO APPLY CONC. MAX LL DEFL = 0.001" @ 35'- 0.0" Allowed = 0.100" LOAD(S)EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.001" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.034" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.080" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 7-11-11 17-02-10 8-09-11 1' f T 1' Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3-06-10 2-11-101-05-07 5-11-02 6-02-05 5-01-02 1-011-032-042-11-10 3-06-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '( T T f ,( . T ( T T .f load duration factor=1.6, End vertical(s) are exposed to wind, 8-00 Truss designed for wind loads +5984 f '1 in the plane of the truss only. 12 M-5x8 B M-5x8 12 ,100:::°°1411°11111°::::)4°4 .00 p s M-3x4 M-3x4 9 Q 6,00 M-3x5 6 7 0 x5 9 � aF 74tAillitak" � o 1 M-1,5x3 + M-1.5x3 3 1 03 4/ 01 lr-��' ' se& :adze- 3 O 14 15 16 17 187N o1 M-3x10 M-6x8 0.25" M-3x8' M-3x10 10 13193#8 M-7x8(5) M-6x8 O O PR Opp, b y 6-02-12 1-09 9-05-04 y 9-05-04 1-04y 6-02-12 y b `�ti CaIN E'E 9 w 1-00 39-00 1-00 \`a "� 8.782PE r" JOB NAME : 3413-B POLYGON NW - C7 /// Scale: 0.1852 r, s-. ===.1.0.===.===.1.0. WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON `^ Truss: C 7 1.Builder and erection contractor should be advised of all General Notes 1.This design k based only upon the parameters shown and Is for en individual i} 1;7, �v�a� and Warnings before construction commences building component.Applicability of design parameters and proper -1 -I�/� C}� .?" 2.2s4 compression web bradng must be installed where shown+. incorporation of component is the responsibility of the building designer. 'T,? Lf A a.s Y AS r �w 3.Additional temporary bracing to Insure stability star rg construction 2 Design and at IS the top and bottom unless breds o be lalerelly braced length 7 !j'� :J �(�,+_` is the responsibility of the erector.Additional permanent bracing of 2'o.c. sheathings.respectively braced throughout their by ir ` DATE: 11/30/2015 the overall structure la the responsibility f the building designer. continuous us inosuch as plywood aired where a and/or drywall(BC). .�, D ryo g 3.2e Impact brltlglve or lateral bracing required where shown++ l.. SEQ.: Ki5 6119 4 4.No loadensa should be applied to any time component until alters ll cing and 4.InstallaDesign of trussisthe responsibilityuedof a no respective contractor. ractor. 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 I D: LINK design loads be applied to any component. and are for"dry condition"of use. 5.Com Trus has no control over and assumes no re H.Design assumes fun bearing et aA supports shown.Shim or wedge if EXPIRES: 12/31/2016 pu responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design is Nmished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIM/ICA in SCSI,copies of which wail be furnished upon request. lines coincide with joint center lines. uTrus Software 7.6.7 1 L-E 9.Sigh indicate size of plate in inches. MiTek USA,Inc./Com P ( ) 10.For basic connector plate design values see ESR-1311,ESR-1588(MING) 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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-31) 112 6-5=( 0) 18 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-183) 0 5-7=(-68) 219 5-3=( 01 58 WEBS: 209 KDDF STAND 3-9=( -19) 35 3-7=(-221) 69 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -53/ 357V -14/ 77H 5.50" 0.57 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -149/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) 8'- 0.0" 0/ 108V 5/ 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 LO PSF LIVE LOAD. TOPICOND. 2: Design checked fox 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" 3-11-11 MAX LL DEFL = -0.008" @ 2'- 4.7" Allowed = 0.170" MAX TL CREEP DEFL = -0.019" @ 2'- 3.8" Allowed = 0.226" '' 1' MAX LL DEFL = 0.000" @ 6'- 3.7" Allowed = 0.178" 2-03-12 1-07-15 MAX BC PANEL TL DEFL = -0.017" @ 4'- 0.2" Allowed = 0.173" 1 T 1' MAX HORIZ. LL DEFL = -0.005" @ 6'- 3.7" 12 MAX HORIZ. TL DEFL = 0.010" @ 6'- 3.7" 6.00 Design conforms to main windforce-resisting 4 system and components and cladding criteria. i,, Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-9x6 • Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dix), ') m load duration factor=1. , o Truss designed for wind loads 1 in the plane of the truss only. m 0 11111.1MMEmme...,-_-411111111111111111111111111111111111111111 mill O o ISI I M-3x9 d, rr''of 1 2 M63x9 c' 0 M-3x9 M-3x5 2-03-12 3-11-15 1-08-05 b ). b y PR 1-00 2-05-08 8-00 5-06-08 `_ �� pFesS (PROVIDE FULL BEARING;Jts:2,9,7 I �e`S 4(p �''7If/�61a�Ep�L7 �2 89 8V2 E r- JOB NAME : 3413-B POLYGON NW - CJ2 Scale: 0.5501 WARNINGS: GENERAL NOTES, unless otherwise noted: 9A. OREGON.~ r.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and la for an individual � �//&,a4 y r Q'+. Truss: CJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper "7li 3 2.204 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. { .....‘e<, 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chorda to be laterally braced at . PA U w �` lathe responsibility of the erector.Additional permanent bracing of 2'o.c.and at IG o.c,such a vely unless braced throughout their length by DATE: 11/30/2015 the overall structure Is the responsibility of the baldingdesigner. continuousxImshgingi org suereaptywg rearedd neresawl+drywall(BC). P N 3.2x Impact bridging or lateral bracing required where shown++ SE Ki5 6119 5 4.Na load should be applied to any component until after all bracing and 4.Installation of buss A the responalbikty of the respective contractor. Q•• fasteners are complete and at no time should any toads greater man 5.Design assumes trusses are to be used in a non-corrosive environment. design loads be ePPlled to any component. and are for"dry condition"of use. EXPIRES: 12/31/2016 TRANS I D: LINK G Design assumes lull bearing at all supporta shown.Shim or wedge If B.CompuTruahas nocontrol over and assumes no responsibility for the necessary. November 30,2015 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. b.This design is furnished subject to the limitations set form by b.Plates shall be located on both feces oftruss,and paced so their center TPIMRCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. B.Digits indicate 505 of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For been connector plate design values see ESR-1311,ESR-1988(MO) 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&RTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-101) 239 6-5=( 0) 18 BC: 2x9 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-320) 55 5-7=(-211) 977 5-3=( 0) 69 WEBS: 2x9 KDDF STAND 3-9=( -50) 46 3-7=(-483) 213 LOADING TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -57/ 4111 -22/ 108H 5.50" 0.66 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -111/ 118V 0/ OH 1.50" 0.19 KDDF ( 625) 8'- 0.0" 0/ 148V 0/ OH 5.50" 0.29 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 "cc 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 = 0.021" @ 2'- 9.7" Allowed = 0.270" ,r MAX TL CREEP DEFL = -0.039" @ 2'- 4.7" Allowed = 0.359" 2-03-12 3-07-15 MAX LL DEFL = 0.000" @ 6'- 3.7" Allowed = 0.078" ,r ,r MAX TL CREEP DEFL = 0.000" @ 6'- 3.7" Allowed = 0.105" 12 MAX HORIZ. LL DEFL = -0.019" @ 6'- 3.7" MAX HORIZ. TL DEFL = 0.022" @ 6'- 3.7" 6.00 9 -, Design conforms to main windforce-resisting 0 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), ora load duration factor=1.6, 0 I Truss designed for wind loads M-4x6 o in the plane of the truss only. 3 N rillinallini-AMMENNE.mm--__ .....iiiiiill 1111.1111111111111111111ME o f- 111 T m r 0 M-3x4 1 f 1 �' M6-3x4 0 0 M-3x4 M-3x5 k k y y 2-03-12 3-11-15 1-08-05 l b l y �� ❑ 1-00 2-05-08 8-00 5-06-06 ,\�`N�D/'±PRpF6'Ss 'PROVIDE FULL BEARING;Jts:2,4,7 J •rA` ( �,^A,1pN�'4- I,I') ccw w /Q G l E 4/p1-- JOB NAME : 3413-B POLYGON NW - CJ3 AM Scale: 0.5126 c,,, OREGON40 WARNINGS: GENERAL NOTES, unless otherwise naiad ,�J� STA_ `�••Ems^.ON Q Truss: C J3 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is tor an individual �,�yR (��� and Warnings before construction commences. building component Applicability of design parameters and proper 7 y�„ 2.204 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building decigner, jam. ��`�/ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bodom chorda to be laterally braced al •` { is the responsibility of the erector.Atltlitionel permanent bracing of 2'o.c.end at 10'o.c.respectively as ety unless braved Throughout their length by PAUL. �} • DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 2 Impactcsheathing en wehesacing resheathing(TC)ufredereshown 3. s of trusgs or hterel bracing ty of the where ive o SEQ.: Ki5 6119 6 4.No load should be applied to any component until after all bracing and 4.Installation o! Is the responsibi4ty of the respeGNe contractor. {I�/�j.{//y fasteners are complete end at no time should any mads greater than S.Design assumes trusses are to be used in a noncorrosive environment EXPIRES: I Gl a7 1!GQ 1 TRANS ID: LINK design loads be applied to any component. ,ndaressunre for"dry futbea or use. S.Campurrus has no control over end assumes no responsibility for the e.Design assumes full bearing alae supports shown.Shim or wedge if November 30,2015 fabrication,handling,shipment and installation or components. scary. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be boated on both faces of truss,and placed so their center TPI WFCA 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./C0mpuTfus Software 7.6.6(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-7988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- D.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-127) 93 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 BOG AREA DL ON BOTTOM CHORD = 10.0 PSE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PIE 0'- 0.0" -58/ 481V -30/ 1390 5.50" 0.77 KDDE ( 625) 7'- 9.2" 0/ 101V 0/ OH 5.50" 0.16 KDDF ( 625) LL = 25 PSI" Ground Snow (Pg) B'- 0.0" -94/ 219V 0/ OH 1.50" 0.35 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICONS. 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 = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.275" @ 4'- 9.3" Allowed = 0.596" MAX TC PANEL TL DEFL = -0.357" @ 4'- 6.1" Allowed = 0.820" MAX HORIZ. LL DEFL = -0.001" @ 7'- 11.2" MAX HORIZ. TL DEFL = -0.001" @ 7'- 11.2" 3 -7/ 12 Design conforms to main windforce-resisting 6.000system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, - Truss designed for wind loads in the plane of the truss only. m 0 0 v M Of IrilP Of -/ i 1 2►� 4�� 0 M-3x4 I Ib 1-00 (PROVIDE FULL BEARING;Jt5:2,9,3 1 8-00 ���E0 P R Q/' � C :9782PE f' JOB NAME : 3413-B POLYGON NW - CJ7 •' .i/ Scale: 0.5126 ,. A. WARNINGS: GENERAL NOTES, unless otherwise noted: T� * E^ N 1 Builder and erection contractor should be advised of all General Notes 1.This design la based only upon the parameters shown and is for an ndmtlual **EGON Truss: CJ7 and Warnings before construction commences. building component.Applicability or design parameters and proper t1V 2.2a4 compression web bracing must be Installed where shown*. Incorporation of component h that responsibility of the building designer. ,Ly ,y C.RV ' 3.Adddional temporary bracing to Insure stability during censiructmn 2.Design andaltassumes the top and bottom chorda to be laterally braced at /ly 1 J Is the responsibility of the erector.Additional permanent bracing of 2'°.°. a110'o.c.rsuch asNety unless braced throughout their length by ` DATE: 11/30/2015 the overall structure Is the res onalbik f the building Nril continuous sheathing such pawootl sheat where shown and/or drywall(BC). p A 1 1 4 r"S p ly o g designer. 3.28 Impact bridging or lateral bracing required where shown** �,/l•• SEQ.: K1561197 4.No load should be applied to any component until alter all bracing and 4.Installation of trususses responsibility be Itytl inthe h non-corrosivectNontrraconrmenl, fasteners are complete and al no time should any roads greater than Design assumes tleaign meat be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 6.Design assumes 5.CompuTrus has no control over and assumes no responsibiley for the 1,11 bearing et al supports shown.Shia sedge If EXPIRES: 12/31/2016 nary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. November 30,2015 8.This design Is Nmished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPbWfCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. B.Digits Indicate she of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values sea ESR-1311,ESR-1586(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 TO: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-7=(-239) 901 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-492) 122 6-8=(-491) 803 6-3=( 0) 83 WEBS: 2x4 KDDF STAND; 3-4=(-127) 105 3-8=(-805) 447 2x4 KDDF #1&BTR A LOADING 4-5=( -10) 5 4-8=(-176) 156 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TO LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -80/ 473V -54/ 144H 5.50" 0.76 KDDF ( 625) 8'- 0.0" -46/ 328V 0/ OH 5.50" 0.53 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. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.046" @ 2'- 4.7" Allowed = 0.354" 2-03-12 0-01-12 5-06-08 MAX TL CREEP DEFL = -0.070" @ 2'- 4.7" Allowed = 0.472" TT T MAX HORIZ- LL DEFL = -0.029" @ 7'- 6.2" M-1.5x3MAX HORIZ. TL DEFL = 0.036" @ 7'- 8.2" 5 -/ 12 4 6,00 Design conforms to main indforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, 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- , oo 0 I M-9x6 M •3 1D OG M ®�i O 1 Alao M-3x9 o /- 1 5413x40 0 M-3x4 M-3x5 .6 1, ), )' 2-03-12 5-02-12 0-05-08 y 1-00 y 2-05-08 1 8-00 5-06-08 y lit��� ' G L E �'.2 k� tG 1jp 89782PE f" JOB NAME : 3413-B POLYGON NW - CJ8 Scale: 0.9751 OREGON '_� WARNINGS: GENERAL NOTES, unless otherwise noted: -V OREGON h 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 .�J 4. /1/4,�4 9.9.e Truss: CJ8 and Warnings before construction commences, building component.Applicability of design parameters and proper 7� l pw y A6, 2.2x4 compression web bracing must be Installed where slaw".. Incorporation of component Is the responsibility of the building designer. �1� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced el jyA f1. v lathe responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respedlvely unless braced throughout their length by !"' {-' DATE: 11/30/2015 the overall structure le the responsibility of the buildingdesigner. 2e loped bridging such as plywood required where s and/or arywen(Bc>. p ty 3.2e bridging or lateral bracing Mown he SEQ.: Ki5 6119 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss le the responsibility of the respectNe contractor. EXPIRES: 12/31/2016 Iy Y� �j/� y� fasteners are complete and at no time Mould any leads greater than 6.Design assumes busses are to be used In a non-corrosive environment. EXPIRES: 1 G/31/L"V V TRANS I D• LINK design loads be applied to any component. and are for condition'of use. 6.Design ass 5.CompuTrue has no control over end assumes no responsibility for the assumes full bearing at all supports shown.Shim or wedge If necessary. November 30,2015 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 shaft be boated on both faces of truss,and placed so their center TPWVTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. g.Digits Indicate size of plate In inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR•/986(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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 50 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=(0) 61 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" -69/ 286V -7/ 47H 5.50" 0.46 KDDF ( 625) 1'- 10.9" -139/ 136V 0/ OH 1.50" 0.22 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. 'COND. 2: Design checked for net(-5 psf) uplift at 29 'roc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 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 DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.005" @ 1`- 1.5" Allowed = 0.195" MAX BC PANEL LL DEFL = 0.011" @ 3'- 6.6" Allowed = 0.350" MAX BC PANEL TL DEFL = -0.075" @ 4'- 9.8" Allowed = 0.467" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 1-11-11 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 1 1' 12 Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h=19.7ft, 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. 3 -/ VA o 0 o r- - �4 -/ 1 o M-3x4 b Jr Jr 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 R O PRope, �r`� tyGiNE � /0 :9782PE JOB NAME : 3413-B POLYGON NW - J1 .+a -.0' Scale: 0.6001 / / RIM /^ WARNINGS. GENERAL NOTES, unless otherwise noted. • C/y OREGON n/'�p� Wil' it 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is br an Individual .42', O77.EGOI V (}. Truss: J1 end Warnings before construction commences. building component Applicabildy of design parameters and proper L/- (1 ` 2.2k4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 4f rj V , 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chorda to be laterally braced at �1144 /1 Is the responsibility of the erector.Atlditional permanent bracing of �'c.c.and at f 0'o.c.respectively a plywood unless braced throughout their length by DATE: 11/30/2015 the overall structure is the responsibility ofthe Wilding tleai continuous sheathing such as sheet whereC)andlor drywall(BC). PA ` p ty 9 gner. 3.2a Impact bridging or lateral bracing required shown++ {.• SEQ.: K 15 612 01 a.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respectNe contractor. • - fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, design loads be applied to any component. and are for"dry condition'of use. p� TRANS I D: LINK 5.CompuTrue has no control over and assumes no responsibility for the 8 Designassumeseaumes NII bearing et ail supports shown.Shim or wedge if EXPIRES: 12/31/2016 necessary. [� G/a�7 V fabrication,is bhandling,shipment and installation of components. T.Design assumes adequate drainage is provided. November 30,2015 8.This designmished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center TPI/TCA in BC SI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate slue of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1371,ESR-1988(Mitek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 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) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-59) 61 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 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" -43/ 357V -14/ 77H 5.50" 0.57 KDDF ( 625) 3'- 10.9" -149/ 139V 0/ OH 1.50" 0.22 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 8'- 0.0" 0/ 70V 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -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 = -0.012" @ 3'- 6.6" Allowed = 0.350" MAX TC PANEL TL DEFL = -0.026" @ 2'- 2.2" Allowed = 0.369" MAX BC PANEL TL DEFL = -0.111" @ 4'- 4.8" Allowed = 0.467" 3-11-11 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" '1' '(' MAX HORIZ. TL DEFL = -0.000" 8 3'- 10.9" 12 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, 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 0 in the plane of the truss only. c 0 N of NI T 2�� 111. 14 O M-3x4 y b b 1-00 PROVIDE FULL BEARING:Jts:2,3,4 1 8-00 ` t,0 PROPe0 c AG1 N E',�cxi /(� ,„...-4...- :9782PE r JOB NAME : 3413-B POLYGON NW - J2 • �• Scale: 0.5751 WARNINGS: GENERAL NOTES, unless otherwise noted: C." 1 J2 1.Builder and erection contractor should be advised of all General Notes 1.This design isbased only upon the parameters shown end Isfor enindividual -V • h Truss • and Warnings before construction commences. building component.Applicability of design parameters and proper 1 2 (�Q �" 2.244 compression web bracing must be installed where shown.). Incorporelion of component is the responsibility of the building designer. 9,9 L/ a,.� G V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chorda to De latently braced et 7 Al'^I fw� ',:J ar. Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'Ac.respectively unless braced throughout their length by 7 `(/, DATE: 11/30/2015 the overall structure lethe resonsiMI of desl continuousathing ) tlrywall(BC). HAUL ` responsibility o g goer. 3.z4 impact bridging or lateral bracing required whore shown.• SEQ.: Ki5 612 0 2 4.No load should be applied to any component until eller all bracing and 4.Installation of truss Is the responsibility of the respectNe contractor. fasteners ere complete and al no time should any dads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D• L INK design bads be applied to any component. and are for condition"of use. • 5.CompuTrus has no control over end assumes no responsibility for the 8.Deecne n assumes lull bearing at all suppose shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling, eery shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,201 5 8.This design is furnhhed subject to the limitations set forth by B.Plates shall be located on both feces of truss,and placed so their center TP1/16.1CA In SCSI,copies of which will be furnished upon request. lines coincide with joint centerlines. 5.Digits Indicate sive of plate In inches. MiTek USA,Ino./CompoTras Software 7.6.6(1 L)-E 10.For bests connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-93) 73 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -99/ 922V -22/ 108H 5.50" 0.67 KDDF ( 625) 5'- 10.9" -125/ 170V 0/ OH 1.50" 0.27 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 82V 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. '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 = 0.002" @ -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" MAX TC PANEL LL DEFL = 0.086" @ 3'- 2.2" Allowed = 0.395" 5-11-11 MAX BC PANEL TL DEFL = -0.149" @ 4'- 1.4" Allowed = 0.467" 1' ' MAX HORIZ. LL DEFL = -0.000" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 5'- 10.9" 12 6.00 I:7' 3 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 in the plane of the truss only. 0 rn m o /- c FA 0 M-3x9 l b b 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 Ea PROF,.• 8'782PE • JOB NAME : 3413-B POLYGON NW - J3 7 •'' ' • Scale: 0.5501 �• " IIPV ^ate: WARNINGS: GENERAL NOTES, unless otherwise noted'. F./' /'��j['^�'x A' 1.Builder and emotion contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 1j(-V r'1 C 47014 �h a„� Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters end proper .Y/ (7 Y 2.2x4 compression web bracing must be lnsteUed where shown+. incorporation of component is the responsibility of the building designer. .t9 4'A T.y . G 4 V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chorda to be laterally braced at J "7 r-f 1 ) ` Is the responsibility of the erector.Additional permanent bracing o/ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1,s continuous sheathing such as plywood sheet whereC)and/or drywall(BC). p.Al1 ` DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required shown++ A 1.., SEQ.: K1561203 4.No toed should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the reepectNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are m be used In a non-corrosNe environment, design loads be applied to any component. and are for"dry condition"Muse. TRANS ID: LINK 8.Design assumes lull bearing at all supports shown.Shim or wedge if EXPIRES: ry/y{j�y c 5.Comp-true has no control over and assumes no responsibility for the necessary. E X l-I R ES: 1 G/3 1/201 6 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. November 30,2015 8.This design is furnished subject to the limeetions set forth by 8.Plates shall be located on both feces of truss,and placed so their center TPUWTCA in BOB:,copies of which will be furnished upon request. lines coincide with joint centerlines. 9.Digits Indicate size of plate In Inches. Wok USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1908(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: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-127) 92 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 BAG REQUIRED BAG 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" -58/ 480V -29/ 139H 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ 101V 0/ OH 5.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -94/ 218V 0/ OH 1.50" 0.35 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" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.270" @ 4'- 9.1" Allowed = 0.544" MAX TC PANEL TL DEFL = -0.353" @ 4'- 5.9" Allowed = 0.817" 7-11-11 MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.9" ,r MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 3 12 6.00 Design conforms to main windforce-resisting system and components anddcladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. a 0 c M O f i f 1 2 401111.-'41 0 M-3x4 1-00 IPROVI DE FULL BEARING;Jts:2,4,3 I 8-00 ���, ,0 PR 0fiFss :9782PE �C JOB NAME : 3413-B POLYGON NW - J4 . ,,r .•00" Scale: 0.5126 �� SIMI WARNINGS: GENERAL NOTES, unless otherwise noted: rye['- 4;0^ Truss: J 4 1.Builder and erection contractor should be advised of all General Notes 1.Thie design is based only upon the parameters shown end is for en Individual -V. OREGON a"s • and Wamings before construction commences. building component.Applicability of design parameters and proper .,s� / 2 �". 2.2s4 compression web bracing must be inpalled where shown e. Incorporation of component Is the responsibility of the building designer. T,(1 L,� Q•... 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at T�J' (�j_`r• Is the responsibility of the erector.Additional permanent bracing of T o.c,and at ss o.c.such as sty unless braced throughout their length by /� { �[•]"`` - DATE: 11/30/2015 the overall structure is the responsibility of the budding designer. continuous sheathing later as apcwg requirede sheathing(Tc)a ownand/a tlrywall(SC). A/"1 U a.� 3.2z Impact bridging or the bracing where shown++ SEQ.: K 15 612 0 4 4.No load should be applied to any component until alter all bredng and 4.Installation of truss Is the responsibility of the respective contractor. fasteners ere 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 am component. and are for"dry conaivan^or use. 5.CompuTrus hes no control over end assumes no responsibility for the 6.Decease assumes lull beefing et all supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handl) ry nshipment and installation of components. 7.Plates shall b assumes adequate ne othifage is provided. November 30,201 5 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of trues,end placed as their center TPW/TCA 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 7.6.6(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-150) 126 3-9=( -99) 37 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 992V -37/ 170H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 90V 0/ OH 5.50" 0.19 KDDF ( 625) 7'- 11.2" -202/ 991V 0/ OH 1.50" 0.63 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -93/ 28V 0/ OH 1.50" 0.09 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICONS. 2: Design checked for net(-5 psf) uplift at 29 "on 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 = 0.200" @ 3'- 10.8" Allowed = 0.596" MAX TC PANEL TL DEFL = -0.199" @ 3'- 10.9" Allowed = 0.820" MAX HORIZ. LL DEFL = -0.002" @ 7`- 11.2" 9 MAX HORI Z. TL DEFL = -0.002" @ 7`- 11.2" 12 t) Design conforms to main windforce-resisting 6.00 7 3 system and components and cladding criteria. Wind: 140 mph, h=21.7ft, 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 in the plane of the truss only. [Clo M O A- 1MN o 2�� 5 o M-3x9 y 1-00 y 8-00 (PROVIDE FULL BEARING;Jts:2,5,3,9 y I 1-11-11 y �. .. . P R(QFEA", �`5 NGtNEE fp1.- JOB NAME : 3413-B POLYGON NW - J5 Scale: 0.9500 gid:997782PE ' WARNINGS: GENERAL NOTES, unless otherwise noted: 6/g E /'`y%�1 ti4 V I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is ler an Individual ,F/� OR GO J r, �y. Truss: J5 end Warnings before construction commences. building component.Applicability of design parameters and proper '1I'/- (1 V ` 2.304 compression web breGng must be installed where shown v. Incorporation of component Is the responsibility of the building designer. i,/xl jy V � 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top respectively bottom secchobraced to be laterally braced at '%-9:1?.., �� Fry - Is the responsibility of the erector.additional permanent bracing of 2'o.c.and at 10'o.c,such unless throughout their length by continuous sheathing such as plywood shoe ing(TG)endlor drywall(BC). P 1 1\ C14\ DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown"" r'{V 1.+ SEQ.: K15 612 0 5 4.No bad should be applied to any component until after all bracing and 5.4. allation of trusss is thhe e are po sibilllityd In hty of enentortoelve ntrrespective ralronrmenl, fasteners are complete end at no time should any loads greater ThanDesign assumes deign hada be applied to any component. end are for"dry condition.of use. TRANS ID: LINK e 5.CompuTrushasnocontroloverandassumesnoresponsibilityforthe S.Design assumes unbearing at a%wpportsahourn Shim orwedge ll EXPIRES. 12/31/2016 necessary. fabrication,handling,shipment and Installation of component.. 7.Design assumes adequate drainage is provided. 8.This design Is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center November 30,2015 TPWW1IA 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./CompuTros Software 7.6.6(1 L)E 10.For bask connector plate design values see ESR-1311,EBR-7988(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: 2x9 KDDF #1&STR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 BC: 2x9 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-191) 128 3-9=( -90) 38 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 444V -45/ 202H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 90V 0/ OH 5.50" 0.19 KDDF ( 625) 7'- 11.2" -204/ 468V 0/ OH 1.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 11.7" • -34/ 60V 0/ OH 1.50" 0.10 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF 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/290, TL=L/180 MAX LL DELL = 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 = 0.147" @ 4'- 5.8" Allowed = 0.546" MAX TC PANEL TL DEFL = -0.202" @ 3'- 10.9" Allowed = 0.820" MAX HORIZ. LL DEFL = -0.002" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 11'- 10.9" 4 -v Design conforms to main windforce-resisting ° system and components and cladding criteria. 12 Wind: 190 mph, h=22.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 3 in the plane of the truss only. I 0 rn O El o 2►4 5�� 1 M-3x9 P y 1-00 L 8-00 k 3-11-11 y ���"RaGt 4�s/p PROVIDE FULL BEARING:Jts:2,5,3,4 � iF'l`e 9 1- A.r :9732PE �'r' JOB NAME : 3413-B POLYGON NW - J6 ,• '_ ,r ,-01" Scale: 0.3858 WARNINGS: GENERAL NOTES, unless otherwise noted: �r/ (0c / h40 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 lndtldual 'Q OREGON 6, Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper .,�J / (aV �� 2.244 compression web bracing must be installed where shown 4. Incorporation of component is the responsibility of the building designer. 7.(1 �.�7 a.� G V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom a tbe lateraIN braced at 7�r "7 JY ',"J 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 continuous sheathing such as plywood where and/or drywell(BC). .�/I 4 R\ DATE: 11/30/2015 the overall structured the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown♦♦ n 4+ SEQ.: 1<1561206 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respectNe 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 componentand are for"dry condition"muse. 5.CompuTrus has no control over and assumes no responsibility for the S.Desitin assumes full bearing at all supports shown.Shim or wedge i/ EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. sn as smen prhey 7.Design assumes adequate drainage to truss,a November 30,201 5 S.This design is furnished subject to the limitations sal forth by S.Plates shall be located on both feces of truss,and placed so their center TPINOICA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. indicate size of plate inches. MiTek USA,Inc./Com uTrus Software 7.6.6 1L-E 1 For basic connector plateindesign values see ESR-1371,ESR-1888(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 14-00-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2- 7=(-318) 1572 7- 3=( 0) 253 BC: 2x6 KDDF #16BTR 2- 3=(-1837) 435 7- 8=(-323) 1567 7- 4=(-67) 80 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-1572) 413 8- 5=(-317) 1575 4- 8=( 0) 246 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1841) 433 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 5- 6=( 0) 50 BC LATERAL SUPPORT <= 12"00. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 8'- 0.0" V TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 8'- 0.0" TO 14'- 0.0" V BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 14'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"00 UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 0'- 0.0" -231/ 1226V -52/ 52H 5.50" 1.96 KDDF ( 625) TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 8'- 0.0" 14'- 0.0" -231/ 1226V 0/ OH 5.50" 1.96 KDDF ( 625) OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1SPSF LIVE LOAD. TOP GOND_ 2: Design checked for net(-5 psf) uplift at 24 "cc 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 = -0.041" @ 6'- 0.0" Allowed = 0.654" MAX LL DEFL = 0.002" @ 15'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 15'- 0.0" Allowed = 0.133" MAX TC PANEL TL DEFL = 0.110" @ 10'- 8.6" Allowed = 0.508" MAX HORIZ. LL DEFL = 0.010" @ 13'- 6.5" MAX HORIZ. TL DEFL = 0.017" @ 13'- 6.5" 5-11-11 2-00-10 5-11-11 Design conforms to main windforce-resisting system and components and cladding criteria. T $320# $3208 T 12 12 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 17' M-4x6 M-6x6 'Cl6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 3 9 End Vertical(s) are exposed to wind, 00 Truss designed for wind loads in the plane of the truss only. Mo i fl 1 � 6 6M o o M-3x4 M-3x4 M-1.5x3 M-3x4 0 l k b l 5-08-08 2-08-12 5-06-12 J, 1-00 y 14-00 y 1-00 y \�4ik `pN 0,c, 1-00 c. ,..,...."44/ :9782PE �%-" JOB NAME : 3413-B POLYGON NW - P1 ..r -r"' .Scale: 0.3991 , WARNINGS: GENERAL NOTES, unless otherwise noted: (,.e' OREGON X40 I.Bu lder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown ends for en Indhidual -t7'f z� Truss: P1 and Warnings before construction commences. building component.Applicability of design parameters end proper �/j (i V' .' 2.2x4 compression web bracing must be Installed where shown.. Incorporation of component k the responsibility of the building designer. ..a� V V 3.Additional tern bracing to Insure stability during construction 2.Design assumes the lop end bottom chords to be laterally braced et 7.,n ' temporary g Y g co^s 2'o.c.and at 10'o.c.respectively unless braced throughout their length by e T ` Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood Meet C)and/or drywall(BC). PA UL DATE: 11/30/2015 the overall structure is the responaibifty of the building designer. 3.Zit Impact bridging or lateral bracing required wherewhere shown.. 4 SEQ.: K15 612 0 7 4.No load should be applied to any component until after all bracing and 4.Installation of hose is the responsibility of the respectNe contractor. fasteners are complete end et no time should any beds 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 condnion°of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shone.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7. s assumes necessary. eeca8Qon drainage"pfus1November 30,2015 8.This design is Nrnlehed subject to the limitations set forth by 8.Plates Meg be located on both feces of trues,end placed so their center TPVw?CA in SCSI,copies of whiol will be furnished upon request. lines coincide with Joint center lines. B.Digits Indicate size of plate In Inches. MiTek USA,Ino./CornpuTrus Software 7.8.7(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 14'- 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) 50 2-6=(-28) 531 6-3=(0) 324 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-705) 133 6-4=(-28) 531 WEBS: 2x4 KDDF STAND 3-4=(-705) 133 '• LOADING 4-5=( 0) 50 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 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -B9/ 702V -63/ 63H 5.50" 1.12 KDDF ( 625) 14'- 0.0" -B9/ 702V 0/ OH 5.50" 1.12 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/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 = 0.002" @ 15'- 0.0" Allowed = 0.100" • MAX TL CREEP DEFL = -0.003" @ 15'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.044" @ 3'- 8.7" Allowed = 0.470" MAX TC PANEL TL DEFL = 0.124" @ 10'- 3.3" Allowed = 0.705" MAX HORIZ. LL DEFL = 0.005" @ 13'- 6.5" MAX HORIZ. TL DEFL = 0.009" @ 13'- 6.5" 7-00 7-00 12 12 Design conforms to main windforce-resisting IIM-9x9system and components and cladding criteria. 6.00 1-.2"' Q 6.00 4.0" Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 "`'-( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. i.l rn M o 1 © �, 5o 6 1 o M-3x9 M-1.5x3 M-3x4 l b b 7-00 7-00 k 1-0o y 14-00 y 1-00 y `�'<'' LYS. .w :9782PE �{ JOB NAME : 3413-B POLYGON NW - P2 " it Scale: 0.3991 ,.. • ^T" WARNINGS: GENERAL NOTES, unless otherwise noted: 4.- �! /'�/'� 1.Bulkier and erection contractor should be advised of all General Notes 1.This design k based only upon the parameters shown and is for an Individual �{ •47 0'EGON �� a.� Truss: P2 and Warnings before construction commences. building component.Appllcabllly of design parameters and proper !% 1'4I ry a� 2.2v4 compression web bracing must be Installed where shown*. incorporation of component Is the responsibility of the building designer. .A� V Al it? 63 V CyJ� 3.Additional tem bracing to Insure stability during construction 2.Design assumes the lop end bottom chords to be laterally braced at TT Al J temporary g y g cons 2'o.c.and at 10'o.c,respectively unless braced throughout their length by t {A is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood ing(TC)and/or drywall(BC). PAUL " DATE: 11/30/2015 the overall structure is the responslbNHy of the building designer. 3.24 Impact bridging or lateral bracing required where shown•• SEQ.: K15 612 0 8 4.No load should be applied to any component until after of bracing and 4.Installation of trues Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater man 5.Design assumes trusses are to be used m a non-corrosive 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 8.Design assumes lull bearing et all supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7. 7 s7 Design s assumes el c ted drainage is provided. November 30,2015 8.This design is lumlehed aubJed to the limitations sal forth by B.Plates shall be located on both feces of truss,and placed so their anter TPUN?CA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate she of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values sae ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=( -15) 7 5-3=(-113) 168 5-2=(-207) 191 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-139) 113 WEBS: 2x4 KDDF STAND 3-4=( 0) 50 LOADING 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 12.0" 0'- 0.0" -32/ 273V -114/ 44H 5.50" 0.44 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 6.0" -60/ 407V 0/ OH 5.50" 0.65 KDDF ( 625) "r. For hanger specs. - See approved plans 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" @ 7'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 7'- 6.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.097" @ 3'- 3.5" Allowed = 0.397" MAX TC PANEL TL DEFL = 0.133" @ 3'- 3.6" Allowed = 0.596" 0-05-12 6-00-04 f MAX HORIZ. LL DEFL = 0.001" @ 6'- 0.5" 12 MAX HORIZ. TL DEFL = 0.001" @ 6'- 0.5" 1 M-1.5x3 f Q 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, IllIlliIlIllIlIllIllIllIllIllbei... (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M O O M �O f 11. 111111111.11110 I y 1 5«♦ 119"-=-43 9 0 M-1.5x3 M-3x4 • ; ), b 0-05-12 6-00-09 l b b 6-06 1-00 �1 ?c=O PROFE„- U1�� � goy 89782PE � JOB NAME : 3413-B POLYGON NW - P3 Scale: 0.5233 WARNINGS: GENERAL NOTES, unless otherwise noted: (� 40 ('�(^�REGON 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for en individual 'Q OR E GON ''s Truss: P3 and Warnings before construction commences. building component.Applicability of design parameters end proper . * I4/4 2�' �a 2.2x4 compression web bracing must be installed where shown.. incorporation of component is the responsibility of the building designer. ,,,9R /A Y ,� t V �. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced al Ny Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and a170'o.c.respectivey unless braced throughout their length by DATE: 11/30/2015 the overall structure lathe roe onalbla f the building tlesi continuous sheathing such as plywood sheathing(TC)and/or tlrywell(BC). PA U{ ' P y o g gner. 3.2x Impact bridging or lateral bracing required where shown.. {�. SEQ.: Ki5 612 0 9 4.No bad should be applied to any component until after ea bracing end 4.Installation of trues Is the responsibility of the reapectNe contractor. fasteners are complete and at no time should any bads greater than s.Design assumes truasasare tobeused inanon-corrosive environment, TRANS I D• LINK design bads be applied b any component. and aro for conditionoruee. 6. 5.CompuTms hes no control over and assumes no responsibility for the DeUlps�assumes full bearing et all supporta shown.Shim or wedge d EXPIRES: 12/31/2016 fabrication,handling.shipment and installation of components. ry4+� '.Pl ssallbebotedobothlfceiotruss,aned. November 30,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIM?CA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate ado of plate In inches. MITek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For bask 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 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-42) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. 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" -53/ 297V -6/ 43H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -93/ 86V 0/ OH 1.50" 0.14 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 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 = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" 1-11-11 MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.145" ,( ,( MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.250" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.6" Allowed = 0.333" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 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=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 m 0 ti rn 0 , 111 o 1 2 1��4 M-3x4 1-00 'PROVIDE FULL BEARING:Jts:2,3,4 I 6-00 ,cc•• NGINEft /01 „ :9782PE fir' JOB NAME : 3413-B POLYGON NW - PJ1 �. Scale: 0.6771 }},�,� WARNINGS: GENERAL NOTES, unless otherwise noted: � (.../y /''�['�C {^� v j ' 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for en Individual Fjt-OREGON E'GO N hh Truss: PJ1 and Warnings before construction commences. building component.Applicebilfy of design parameters and proper 'I/j_ ()V 2.2x4 compression web bracing must be Installed where shown e. incorporation of component is the responsibilay of the building designer. V V_ �'' 3.Additional temporary bracing to Insure stability during construction 2.2's.c.Desigassumes the top and bottom choke to be laterally braced at �� �` Is the responsibility of the erector.Additional permanent basing of 2'o.c.end at 10'o.c.respectively unless braced throughout their length by (�y J� DATE: 11/30/2015 the overall structure Is the res onslbifi f the building designer. continuousImp sheathing suchrl bracings plywood re uir a where sown')and/or tlrywall(BC). !"A U 1 ' p H o g ear. 3.25 impact bridging or lateral required cohere shown.. 4 SEQ.: K 15 61210 4.No load should be applied to any component until after all bracing and 4Installation of tries Is the e are o used responsibility f non-corrosive the tAe c ntraactor.environment, fasteners are complete and at no time should any loads greater than Design assume. TRANS ID: LINK design toads be applied to amamponenl. and are for dry nonaction or use. R CompuTrus hes no control overrand assumes no responsibility for the 8 nDecesm assumes NII bearing at all supports shown.Shim of wedge H EXPIRES: 12/31/2016 ry fabsesignIhandling,shedsmenten helimeetiinstallationofcomponents. 7.Plates assumes adequate donbedrainage isprovided. November 30,2015 8.This design Is banished subject to the limitations set forth by 8.Plates shall be bested on both feces of truss,end placed so their center TPUWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. g.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see EBR-1311,ESR-1888(MITek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 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) 50 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-65) 98 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 ERG 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" -91/ 396V -13/ 71H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -88/ 112V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 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 lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -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 TC PANEL LL DEFL = 0.012" @ 2'- 2.2" Allowed = 0.246" 3-11-11 MAX BC PANEL TL DEFL = -0.039" @ 3'- 1.4" Allowed = 0.333" T 4' MAX BC PANEL TL DEFL = -0.003" @ 4'- 1.4" Allowed = 0.333" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 6.00 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ' load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 N O I IN11110- 114 -/O M-3x4 J' b b 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,3,9 I �<c o I F �� vo Lc 89782PE <-- JOB NAME :NAME : 3413-B POLYGON NW - PJ2 fi ' Scale: 0.6146 WARNINGS: GENERAL NOTES, unless otherwise noted ('� ['^ /'�8,' 40 Truss PJ2 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual } 17 OREGON h • and Wamings before construction commences. building component.Applicability of design parameters and proper 1., /I ryu �( 2.2v4 compression web bracing must be Installed where shown•. Incorporation of component Is the responsibility of the building designer. „ry� �,(�7 y` Ce i9 Addtional temporary braGng to Insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced et 7 '-1 1:J �E,r„ IS the responsibility of the erector.Additional permanent bracing of 2'o.c.and sheaths.respectively unless braced throughout their length by \ V DATE: 11/30/2015 the overanmructoreIsthe reaponeblwrymthe buiidmgdesignec combnoaaaneanmgeucnaspywoodehaambg(rc).narorarywen(Bc>. AAUE .. 3. Impact bridging or lateral bracing required where shown•• SEQ.: Ki5 612 I I 4.No load should be applied to any component until after all bracing and 4.In Installation of truss Is the responel of the respective contractor. fasteners are complete and at no erneseed In a non-corrosive environment, TRANS ID' LINK design mads be applied b any component. and ere for"dry condinon'eruse. • 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at ell supports shown.Shim or wedge If EXPIRES: 12/31/2016 2/31/201 6 fabrication,handling, spry' `a p,edismentao the installation of components. 7.Design be laded on both is truss, November 30,2015 8.This design h furnished subject to the limitations set forth by B.Plates shall be located on both laces of trues,and placed so their center TPI/WTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 5.Digits indicate sae of plate In inches. MITek USA,Ino.iCofnpuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1958(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF 141&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2X4 ROOF #16BTR SPACED 24.0" O.C. 2-3=(-97) 47 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORS 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" -46/ 402V -20/ 99H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 74V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -66/ 160V 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 lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.079" @ 3'- 7.2" Allowed = 0.395" 5-11-11 MAX TC PANEL TL DEFL = -0.092" @ 3'- 4.8" Allowed = 0.593" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 6.00 3 -v Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. rn 1 c 0 I /- 1 2�� 4�� -/ M-3x4 l b b 1-00 6-00 j (PROVIDE FULL BEARING:Jts:2,4,3 I L V (-R OF _, Rry eo • 1 N E�- O> :9782PE p<' JOB NAME : 3413-B POLYGON NW - PJ3 .,yint/ • Scale: 0.5762 `T- �. WARNINGS: GENERAL NOTES, unless otherwise noted: �..-ev�'y/;...41.....00. EG /^� 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end le for an indhldual J y� •n.EGON s,� Truss: PJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper Y� �(- 2.2x4 compression web bracing must be Installed where shown«, incorporation of component Is the responsibility of the laterally bbuilding designer. r!J �E7 E1 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chorda to be laterally braced at T `-7 i la the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectsely unless braced throughout their length by DATE: 11/30/2015 the overall structure Is the responsibility of the buildingdesigner. 2x Impactinuous t sheathing wehasanroodeheething(re shown tlrywell(BC). UL �` p ty goer. 3.2x Impact bridging or lateral bracing required where Mown lJ(.+ SEQ.: K 15 61212 4.No load should be applied to any component until eller all bracing and 4.Installation of truss Is the responsibility of the respectNe contractor. fasteners are complete and al no time should any loads greater than s.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads esnooapplied to any component. and are fordryconditior•ofuse. 8.CompuTrus has no control over and assumes no responsibility for iha 6.Design assumes lull bearing at all supporta shown.Shim or wedge If EXPIRES: 1 2 31/2n 7 6 fabdcetbn,handing, my.um G/J V shipment end installation ofcomponents. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center TPIM/TCA In BC51,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Ino./CotnpuTrus Software 7.6.7(1L)-E 10.For bask 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/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-50) 15 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -68/ 301V -6/ 93H 5.50" 0.98 KDDF ( 625) 1'- 9.2" -29/ 29V 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ ON 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 lOPSF LIVE LOAD. TOP ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.050" 1' T MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.067" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 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=15ft, 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 3 -i in the plane of the truss only. 0 o m f O 111 1o I O 1 21_01M1 4 M-3x4 1-00 2-00 (PROVIDE FULL BEARING:Jts:2,9,3 I �cLN �. - 44,_ '� :97821...E 1.�� JOB NAME : 3 413-B POLYGON NW - S J1 .40 .4111." Scale: 0.6957 '�/ WARNINGS: GENERAL NOTES, unless otherwise noted, 40 Truss: SJl 1.Builder and erection contractor should be advised of all General Notes I.This design k based only upon the parameters shown and is Mr an individual } " OREGON a` • and Warnings before construction commences building component.Applicability of design parameters and proper L 4.6, q� t " 2.2x4 compression web bracing must be Installed where shown•. incorporation of component is the responsibility of the budding designer. /,may C./,.1 3.Additional temporary bracing to insure stability during construction 2,Design assumes the top and bosom chorda to be throughoutty braced at 7� "7 J �f 'y �a�. is the responsibility of the erector.Additional permanent bracing of 2'continuousex.and at 10'o.c.respectively sly unless braced their length by /�- `S,/ DATE: 11/30/2015 the overall structure is the responsibilityof the buildingdesigner. 20Impact edging orng such as plywood required where and/or tlrywall(BC). -1 P Jt U y 1/4` b 3.2x Impact bridging or lateral bracing where shown a a �^1 in SEQ.: K1561214 4.No load should be applied to any component until aver all bracing end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any keds 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 arerordrypondiuon orae. 5.CompuTruahas nocontrol over and assumes noresponsibility for the 8.Design assumes full bearing atail supports ahown.Shimorwedge ll EXPIRES: 12/31/2016 fabrication,handling, sorry. is shipment to elimitatio s forth components. 7.Plates shall b assumes adequate drainage is rstsd. Novem ver 30,201 5 B.This design Is furnished subject to the limitations set forth by 8.Plates shall be loafed on both has of truss,and pieced so(heir center TPINOTCA 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./CompuTrus Software 7.6.6(1L)-E 10.For bask connector plate design values see ESR-1311,E8R-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/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-28) 22 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. 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" -13/ 98V -6/ 24H 5.50" 0.16 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" 0/ 23V 0/ OH 5.50" 0.04 KDDF ( 625) 1'- 11.7" -24/ 96V 0/ OH 1.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1-11-11 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 '1 "AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.001" @ 1'- 2.9" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.2" Allowed = 0.145" 12 6.00 MAX 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=19.7ft, 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 in the plane of the truss only. 2 -/'' o co f 0 o011 I liEMEN 310231 M-3x4 b b 2-00 (PROVIDE FULL BEARING;Jts:1,3,2 OFE �(( RR- ss X43 OA ,5' /©� :9782PE r JOB NAME : 3413-B POLYGON NW - SJ1X s--1-1_,....Z.,,, • • scale: 0.7401 WARNINGS: GENERAL NOTES, unless otherwise noted: • (.,.-'s-� /'� c/1y'�p� YJ. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is ler an individual T OREGON Truss: SJ1X and Warnings before construction commences. building component.Applicability of design parameters and proper 4// z_ Q' 2.2e4 compression web bracing must be installed where shown e. Incorporation of component Is the responsibility of the building designer. 1:9 ('l a,,,y A5 V 3.Additional temporary bracing to Insure stability during construction 2.Design and at 1 assumes the lop and bottom chords to be laterally t theirbraceat lI "'"'!i J+� :J G_ Is the responsibility of the erector.additional permanent bracing of conY o.c.antl at 10'o.c.respectively unless braced throughout their length by 1 V DATE: 11/30/2015 the overenewatarelathe res meofinedesigner. 20lrrpauaengingoreathing sa°haeplywoodaheamihoreCanarorenywan(ec). P 1 'L �` responsibility bidding p 3.2s Impact bridging or lateral bracing required where shown..• PAUL SEQ.: K1561215 4.No load should be applied to any component until ager a bracing and 4.Installation of trues la 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 In a non-corrosive environment, TRANS I D' LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus hes no control over end assumes no responsibility for the 8 nOecegseaesaumes cull bearing et all supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handing,shipment end installation of components. "y '.Design shallbassumes adedon drainageIs provided. November 30,2015 6.This design is furnished eubled to the limitations sal forth by 8.Plates shall be located on both faces of trues,and placed so their center TP WJTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. a.Digits Indicate the of plate In Inches. MiTek USA,Ino./CofnpuTrus Software 7.6.6(1 L)-E 10.For basic connector date design values see ESR-1311,ESR-1088(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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-69) 30 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 322V -13/ 71H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -3/ 60V 0/ OH 5.50" 0.10 RIDE ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -44/ 94V 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. 12 COND. 2: Design checked for net(-5 ' 6.00 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP q 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 BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.067" 3 -/ MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 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=l5ft, TCDL=4.2,BCDL=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 i in the plane of the truss only. N I. M /- o o o 10 2 4 11110- 11111 f f M-3x4 r y * y y 1-00 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,4,3 <c''° IJ.Ct CO PROP :9782PE '� JOB NAME : 3413-B POLYGON NW - SJ2 ,,41� �% . Scale: 0.7840 _ lir WARNINGS: GENERAL NOTES, unless otherwise noted: 6..." 4.) 1.Builder and erection contractor should be advised of all General Notes 7.This design Is based only upon the parameters shown and Is for en Individual "p' OREGON �~� Truss: S J2 and warnings before construction commences. building component.Applicability of design parameters and proper ,,e�� �/`- (y , �' 2.254 compression web bracing must be installed where shown•. Incorporation of component is the responsibility of the building designer. T,(1 l.A1 a.s G V 3.Additional temporary bracing to Insure stability during construction 2.Design at 1'the top and bottom chords to bd t laterally braced at 7�7� "'7 j`r J �(/,+„ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at sheathing rsuch as sty unless braced throughout their length by { \ ‹ DATE: 11/30/2015 the overall structure Is the res onaibitiof Inc building deet 2s lnr continuous eh ging such as plywood cited ing(TC)and/or tlrywall(BC). �'A U s+ P ly g gner. 3.2s Impact bridging Sror lateral bracing required where shown 4 v SEQ.: K1561216 4.No load should be applied to any component until after aft bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any mads greeter than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D• LINK design made be applied m any component and are for dry conditionof use. 5.CompuTrushasnocontroloverendassumesnoresponsibilitymrthe 6.Design assumes full bearing etatisupports shown.Shim orwedge if EXPIRES. 12/31/2016 fabrication,handling,shipment components. ry EXPIRES:a7 I /J V sbjec o installation etf Is. 7.Design ted on bslhl face Is provided. November 30,2015 6.This design b furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center TPIIWOCA 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./CompuTnls Software 7.6.6(IL)-E 10.For basic connector plate design values see ESR-1371,ESR-1888(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 #103TR LOAD DURATION INCREASE = 1.15 1-2=(-64) 30 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"01. 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" -28/ 131V -13/ 54H 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" -15/ 68V 0/ OH 5.50" 0.11 RODE ( 625) 3'- 11.7" -46/ 96V 0/ OH 1.50" 0.15 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 6.00 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 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 = 0.050" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.067" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" rii2 -1 Design conforms to main windforce-resisting system and components and cladding criteria. /' Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 c9 o xr 0 o f l r 3 1111119/- 1 M-3x4 y y y �„V,EO PRap , 2-00 1-11-11c [�+ `' (PROVIDE FULL BEARING;Jts:l,3,2 I �,,,..r �INA.J�19 l��q�l • JOB NAME : 3413-B POLYGON NW - SJ2X Scale: 0.8965 -_ rr WARNINGS: GENERAL NOTES, unless otherwise noted' 4'+" j� (1/'� 40 1.Builder and erection contractor should be advised of all General Notes 1.This design k based only upon the parameters shown and is for an individual 14 � Truss: SJ2X and Warnings before construction commences building component applicability of design parameters and proper Y C 2.2x4 compression web bracing must be Installed where shown/), Incorporation of component Is the re ponsibil ty of the building designer. 1%) t! �.A^ .. G 1� 3.Additional tem bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at 7 'l/`` 'J temporary g y g cons 2' and at 70'o.c.respectively a unless braced throughout their length by { NA Is the responsibility&the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). PA U s+ " ` DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown 9• SEQ.: I'll5 61217 4.No load should be applied to any component until after all bracing and 4.Installation of truss is thehres oto bebiltyed the noncortoa a ntracto. fasteners are complete and et no tee should any loads greater than Design assumes use. TRANS I D: LINK design loads be applied to any component 6. eent, andar ign assumes for"drycondtio'ofg at all suppo s shown.Shim or wedge If 5.CompuTrus has no control over and assumes no responsibility for the scary u EXPIRES: 12/31/2016 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 S.Plates shall be located on both faces of truss,end 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 7.6.6(1 L)-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 5'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TO: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-9=(0) 0 BC: 2x9 BIDE #1&BTR SPACED 29.0" O.C. 2-3=(-102) 47 TC LATERAL SUPPORT <= 12"00. 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" -50/ 311V -22/ 108H 5.50" 0.50 KDDF ( 625) 1'- 9.2" -46/ .152V 0/ OH 5.50" 0.24 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -68/ 194V 0/ OH 1.50" 0.23 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 SOPSF 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" 12 MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.009" @ 1'- 0.1" Allowed = 0.067" 6.00 - MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 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 y, in the plane of the truss only. 0 M ro O /- all I 1 2 rilli 4 M-3x4 y ), 1 y 1-00 2-00 3-11-11 'PROVIDE FULL BEARING:Jts:2,9,3 I R y'� ,,( V PR R 0\GINEF9 �0 2 'N :9782PE 1.-- JOB JOB NAME : 3413-B POLYGON NW - SJ3 �,�✓�� . Scale: 0.6303 lir WARNINGS: GENERAL NOTES, unless otherwise noted: �/'� (�/^w40 Truss: S J3 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is bran Individual A I' { R Ci a�N h and Warnings before construction commences. building component.Applicability of design parameters and proper Ljw eyy 2.2x4 compression web braGng must Be installed where shown 5. incorporation of component is the responsibility of the building designer. 'TAN, ey� �b V L�... 3.Additional temporary bracing to Insure stability during constructlon 2.Design assumes the top end bottom chorda to d throughout ry braced al 7 ,/Jty � �w Is the responsibility of the erector.Atlditional permanent bracing of 2'c.c.and at 10'o.c.respectNe y unless braced their length by ' continuous sheathing such as plywood eheadMng(TC)and/or drywall(BC). PA U L DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where Mown<< SEQ. : K1561218 4.No bad should be applied to any component until after all bracing and 4.Installation of truss I the reeponabilly of the respective contractor. fasteners are complete and at no time should any loads greater than 6.Design assumes trusses are to be used In a non-corrosive environment. TRANS ID: LINK design bade be applied to any component. and are for"dry conditionof use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing et all suppose shown.Shim or wedge if e„sass EXPIRES: 12131/2016 fabrication,handling.shipment and etallationofcomponents. 7.Deesignassumes adequate drainage isprovided. November 30,2015 8.This design Is furnished subject to thehelimitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center TPIAMCA In 8151,copies of which will be furnished upon request. lines coincide with joint center lines. B.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-1988(Minn) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 /a 3 " unless x,y Center plate on joint 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damageor Personal Injury r��= Dimensions are in ft-in-sixteenths. ii4k. 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. 1 �� 2. Truss bracing must be designed by an engineer.For 0"/16" Iiiiii)Abc:icii wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor bracing should be considered. Oz 3. Never exceed the design loading shown and never 111.1141111pO stack materials on inadequately braced trusses. 12 O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate 1--- designer,erection supervisor,property owner and plates 0 'na' 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. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,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 P caIndited bybol SYP represents values as published specified. symbol shown and/orby 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. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ■iii1 reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 'INN0 18.Use of green or treated lumber may pose unacceptable _4 environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. ■ is not sufficient. BCSI: Building Component Safety Information, mil Rik 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