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Plans A57L /7--00 mom ` ?,l7S— to 3h MiTek6' MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-399_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: R45996177 thru R45996185 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. /'. PRQp � GIN 87022PE 9r N c1i SAT OREGON nP 4./N Lbs,cc�$ER �1 ‘..\C)A. Hevk' EX• '1:06/30/ '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 ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R45996177 PL15-399 UPPER F01 FLOOR 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon _ 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Nov 27 10:56:22 2015 Page 1 IDzs2ygYHMYItl_Z1 p9y12t1 yAg??-vFt?YmX2d_JVEBng9KU8FpWgluyrhgl HMTHTkUyEzgd 1-2-0 1-0.2 1 1-0-8 I 1-6-0 I 10-10-a 1p-ta1411 1-o-0 1 I I I I Scale=1:36.4 3x4= 5x5= 4x6= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4 11 3x5= 1 2 3 4 5 6 7 8 9 10 11 1• 13 144 15 16 17 e 18 19 20 21 41- e_ a N e Oe • lir 35 34 33 32 31 30 iI 'N / N /' N37 ., % 29 26 27 26 25 24 23 22 4x5 I 14x6= 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 3x6= 3x6= 3x4= 3x5= 21-4-0 I 1-1-0 I 18-6-8 17-5-88 I 7-9-8 1-1-0 Plate Offsets(X,Y)- [1:Edge,0-1-8),112:0-1-8,Edge),[13:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in floc) Vdefl Ud 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 Weight:110 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TPI2007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF 2400E 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat)`Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-34:2x4 DF No.1&Btr(flat) REACTIONS. (lb/size) 35=-607/Mechanical,22=475/Mechanical,34=2748/0-5-8,23=1464/0-5-8 Max Up1ift35=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=4540/0,12-13=-1259/0, 13-14=742/0,14-15=-742/0,18-19=0/1549,19-20=0/1549 BOT CHORD 33-34=1825/0,32-33=440/0,31-32=0/644,30-31=0/644,29-30=0/1273,28-29=0/1527, 27-28=0/1259,26-27=0/1259,25-26=0/1259,24-25=0/342,23-24=-810/0,22-23=876/0 WEBS 2-34=-831/0,1-34=-2607/0,12-28=31/455,8-29=0/255,8-30=-379/0,18-23=1010/0, 18-24=0/869,6-30=0/521,6-32=-647/0,4-32=0/790,4-33=925/0,2-33=0/1000, 15-24=728/0,15-25=0/567,13-25=725/0,20-22=0/1052,20-23=989/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. _0) P R OFFS 3)Refer to girder(s)for truss to truss connections. 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement �\Co �NGI N EF,9 WO2 at the bearings.Building designer must provide for uplift reactions indicated. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to (, 870 2P E '97 be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. 7)Hanger(s)or other connection device(s)shall be provided suffident 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. U) (Ni 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �AT DREG N ti�4N/~ LOAD CASE(S) Standard ��QMEER �1 QQ 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(Of) S A. HE; Vert:22-35=-8,1-21=-80 Concentrated Loads(Ib) Vert:1=-1265(F) EXPIRES:06/30/2017 November 30,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 5111-7473 rev.10/03/2015 BEFORE USE. le t Design valid for use only with MTek(&connectors.This design is based only upon parameters shown.and is for art individual bhldiing iccomponhee overall ot a truss system.Before use,the budding designer must verify the applicbbi ity of design parameters and properly building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing .MtYiIA kT@�C� 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/r911 Qualfy Criteria,056-89 and SCSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus HeiOMs.CA 95610 Job Truss Truss Type Qty Ply POLYGON 845996178 PL15.399 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 10:56:23 2015 Page 1 ID:zs2ygYHMYItI_Z1 p9y12t1 yAg??-NRROm6YgOIRMsLMsi2?No02421ExQ7xQa711 GwyEzqc 1 1-0-0 I 1 1-1-10 ii 1.2-0 1 p-7-711 1-2-0 1 1-2-0 II 1-2-0 11-2-0 1 Scale=1:33.9 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4=- 1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 H ( ' ' ae ! Xea ®\aN7a /ee 29 28 27 26 25 24 23 22 21 3x4 = 4x5= 3x5= 3x5= 3x5= 3x5= 3x4= 3x5= 4x6= 3x4 = 14-2-2 I 13-0-2 103-77-0213-7-0 03-77-2 11-7-0 I 19-11-4 13-0-2 -0 5-9-2 I Plate Offsets(X,Y)- 114:0-1-8,Edge),)24:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Lid 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/TP12007 (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. (fb/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=1588/0,4-0=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. 444 87022PE 9I-- c///416-‘-',Re N +� - �ATOREG N ti� AL 'PO F'44 ,-../ -\' ,-../Oka A. HEk EXPIRES:06/30/2017 November 30,2015 i I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M&7473 rev.10193/2015 BEFORE USE. Design valid for use only with MTebb 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 turns web and/or chord members only.Additional temporary and permanent bracing - Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/rfl1 Quality Criteria,051-89 and/CSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Oty Ply POLYGON R45996179 PL15-399_UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co.,- Beaverton,Oregon -- - 7.530 s Jul 11 2014 M7ek Industries,Inc.Fri Nov 27 10:5625 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-JgZBAoawwvh45eWFgT1 rtR8Td5zquxY12RW7KpyEzga I 1-10.8 I r-1"11 1-0-0 1 1 1-2-0 II 1-0-2 1 11-3-12 1 1-3.0 1 Scale=1:38.1 3x4= 4x10= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 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 . ori��'�..�..1r IN ► IEZI: s kr 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5= 3x4 II 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 3x6= 3x6 = 3x4= 3x5= 14-0-14 I 2-1-8 I 12-10-14 13-5-1 ili 1 19-7-0 I 2 9 1z-4-12 I 2-1-5 10-9-6 '0-7-0 7-0 5-6-2 Plate Offsets(X,Y)- [12:0-1-8,Edgel,[13:0-1-8,Edge1,[35:Edge,0-1-81 LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) I/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 Ina YES WB 0.93 Horz(TL) 0.01 23 n/a n/a Weight:114 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TPI2007 (Matrix) 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=1730/05-8,35=775/0-2-4,23=1496/0-5-8 Max Upliift22=579(LC 6),35=-838(LC 6) Max Gray 34=1731(LC 3),23=1498(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/953,3-4=0/953,4-5=-258/0,5-6=258/0,6-7=-1060/0,7-8=-1060/0, 8-9=-1486/0,9-10=1486/0,10-11=1563/0,11-12=1563/0,12-13=1269/0, 13-14=-739/0,14-15=-739/0,15-16=0/258,16-17=0/258,17-18=0/258,18-19=0/1577, 19-20=0/1578 BOT CHORD 34-35=1637/0,33-34=1679/0,32-33=-301/0,31-32=0/702,30-31=0/702,29-30=0/1317, 28-29=0/1556,27-28=0/1269,26-27=0/1269,25-26=0/1269,24-25=0/329,23-24=532/0, 22-23=-749/0 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=0/956,20-23=1108/0 NOTES- t� 1)Unbalanced floor live loads have been considered for this design. Q�� P l/!�ri 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. C.j"s NGI NE - S,0 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)35. -" 9 2 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 "-V -57 be attached to walls at their outer ends or restrained by other means. 870 2 P E / f 6)CAUTION,Do not erect truss backwards. to >, �Al, OREGON cls 11 - 'PC'r, BER -\ PCO S A. HEC',' EXPIRES:06/30/2017 November 30,2015 I- f M AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Y Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the buiding designer must verify the.applicability of design parameters and properly incorporate this design into the overall M�Tek, building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IP11 QuaHy Criteria,DSII-89 and BCSI Building Component Suite 109 Safely Informallon 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 PL15-399 UPPER F04 FLOOR R45996189 3 1 Pacific Lumber 8 Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Nay 27 10:56:26 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9yl2tl yAg??-nO7WO8aYgDgwjo5ROAY4PfgdN VLEdQdsG5FhtFyEzgZ 1 1-3-0 1 1-5-0 1 1 1-5-6 1 2-0-0 1 1 1-2-0 iii}—;621 Scale=1:37.1 3x4= 1.5x3 II 4x6 = 3x4 II 3x10 = 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x6 FP= 1.5x3.II 3x4= 1.5x3 II 1 2 3• /4 5 6 7 8 : 0 _ __1 o e 26157 16 15 4x5= 3x8= 3x6 FP= 3x10 = 3x6= 1.5x3 II 3x4= 3x6= 3x4= 1 2-11-0 I 21-3-0 2-11-0 18-4-0 I Plate Offsets(X,Y)— f8:0-1.8,Edge),117:0-1-8,Edge),123:Edge,0-1-8) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Lid 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 lncr 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: REACTIONS. (lb/size) 15=657/Mechanical,22=2013/0-5-8,23=812/Mechanical 6-0-0 oc bracing:22-23,20-22. 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. clo ,_N'•' G N F9 si0 87022P- vt' / . - i cv iv -0j`OR GON ()Aci Ai,C� 1SER -\1 �6 A- HE k EXPIRES:06/30/2017 4 November 30,2015 WHIM r a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE. - 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 appfcabiilly of design parameters and properly incorporate this design into the overall ■�B T building design.Bracing.indicated h to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing ,: Mi lek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/rPll Quality Criteria,DS$-89 and BCSI Building Component 7777 Greenback Lane 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 R45996181 PL15-399 UPPER F05 Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s 11 tri-4GChubUbBRXIndustries, nK dxu3J sDlocva27 2015 P?EPh Ez Y e 1 ID:zs2ygYHMYli1n_,Z�7.5301 JulJul11 .. Y Y9 Y 2 Y q 11-6- I "r_'1.r1_2=0-i 1 1-2-0 j 1-2-0 II 1-2-0 j 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 L NW''NIkr. lirillialrrielAIL1 W.\We\k' e~ - 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 14-4-14 11-11-1} I 21-4-0 I I 14-4-14 0.7-0 b-7-0 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edge[,[27:0-1-8,Edge) LOADING(psf) SPACING- in (loc I/defl Lid PLATES GRIP SPACING- 1-7-3 CSI. ) 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(LL) -0.62 29 >410 360 BCLL 0.0 Rep Stress Ina YES WB 0.60 Horz(TL) 0.09 23 n/a n/a Weight:107 lb FT=0%F,0%EBCDL 5.0 Code IBC2012/TP12007 (Matrix) 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. 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=1712/0,34=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 ��(� P R�Fes attached to walls at their outer ends or restrained by other means. ��\Gj�<NG(N E�9 cS'1 17 &7022PE ("" CV <C% Ni -74) OREGO cy QI•l/ � 1OnSER � e. A. HEY, EXPIRES:06/30/2017 November 30,2015 1e' t ®WARNING-VerKy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIF7473 rev.10/03/2015 BEFORE USE • parameters Design valid for use only with MTekS connectors.This design is based only upon parameters shown,and is for an individual bung component,not a truss system.Before use,the bulding designer must verify the applicability of design parameters and properly incorporate this design into the overall �'�'� . building design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing 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,emotion and bracing of trusses and truss systems,see ANSI/TP11 Quatiy Criteria,DS6-89 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 PL15-399_UPPER F06 R45996182 Fbor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon- - 7.530 s Jul 11 2014 MiTek Industries,Inc:Fri Nov 27 10:5629 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-Cbpf09dRz8CVaGp03J6n1 H18ciLmglUJz2ULTayEzq W I 1-10-8 I r-- 1 1-0-0 I 1 1-2-0 1 1 1-0-2 1 1 1-3-8 1 1-6-0 1 Scale=1:38.5 3x4= 4x10= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 356 FP= 354= 3x4 II 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 o e e e Imo e o/•X. la/ ` / \ Z•NZa eNo o/ �s / � 4 la' 35 34 33 32 31 30 29 28 27 26 25 24 23 22 455= 3x4 II 4x5= 3x6 FP= 3x5= 3x5= 3x5 = 3x5= 3x6= 356= 3x4 = 355 = 14-0-14 1 21-8 I 12-10-14 2-1 8 10-9-6 it-5-7-011 I 19-7-0 I n 5-6-2 3-0-8 Plate Offsets X,Y o 7-0 ( )- 112:0.1-S,Edgel,113:0.1-B,Edge1,135:Edge,0.1 8) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl 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/TPI2007 (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. (Ib/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. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/956,3-4=0/956,4-5=258/0,5-6=258/0,6-7=1062/0,7-8=-1062/0, 8-9=-1490/0,9-10=1490/0,10-11=1570/0,11-12=1570/0,12-13=1278/0, 13-14=751/0,14-15=-751/0,15-16=0/252,16-17=0/252,17-18=0/252,18-19=0/1566, 19-20=0/1567 BOT CHORD 3435=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=0/1278,2425=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=0/773,433=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. ,<o s c O P R n 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)22,35. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to �Co �NG I NEER (5> be attached to walls at their outer ends or restrained by other means. 2 5)CAUTION,Do not erect truss backwards. 870 2 P E 9 cv 7 N�-0j, OREGO �et5'At/ •Por,AMBER \\ s A. HEOP EXPIRES:06/30/2017 November 30,2015 I IMMO a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MH-T473 rev.10/0312015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 11111, 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 Miele is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T811 Quality Criteria,D56-89 and SCSI Building Component 7777 Greenback Lane Suite 109 Safely Information available horn Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. - Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996183 PL15-399 UPPER F07 Floor 2 1 Job Reference(optional) Pageek Industries.Inc.Fri Nov 27 10:56:31 2015 Pacific Lumber&Truss Co., Beaverton,Oregon 7.5309y1 s Jul 11 2014 WPR hVISD Zz0Ai8F6iNRgWxGlmfbQMzSYS Ez U ID:zs2ygYHNIYItl_Z1 p53s Jul 11 P ) 9 Y 9 10-10-0 I 9 1 1-2-0 I ul 10-9-n 10-9-0 110-0-0 10-9.0 110-9-0 I0-9-0 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 19 20 21 22 23 24 25 1.3..,, qp 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 18-9-141 20-2-0 I 13-2-14 13-2-14 b-7-0 9-7-0 I 5-9-2 Plate Offsets(X,Y)- 117:0-1-8,Edge),118:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (roc) Udefl Lid 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 Ina YES WB 0.51 Horz(TL) 0.07 26 n/a n/a Weight:108 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) 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, 2427=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. �� P(�OFFs 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)40. Co, GI N EF 65, 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 q 2 be attached to walls at their outer ends or restrained by other means. sza87022 P E '9t' (1< ._c‘ ,N N 7 SATOREGSN ryo a<U 9OnFM8ER N1 Pr kaHEik A. EXPIRES:06/30/2017 November 30,2015 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not MI a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek° building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members.only.Additional temporary and permanent bracing 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/T111 Qualify Criteria,DSI-89 and ICSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. C9ms Heights.CA 95810 Job Truss Truss Type Qty Ply POLYGON PL15-399_UPPER F08 R45996184 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon - - 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Nov 2710:56:32 2015 Page 1 f��n.� ID:zs2ygYHMYIti_Z1 p9y12t1 yAg??c4UneBfJG3a4RjYbkRftfwwfswMS16HIfOi?4vyEzgT 1 1-10.8 1 r-411 1-0-0 1 1 1-2-0 II 1-0-2 1 1 1-3-11 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 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 e .e _ _ 9 �e 9 e 4 0 e - /\ Z \°/ \ /\ N /�Nx\ � 1'229 9 m 35 34 33 32 31 30 29 28 27 26 25 24 3, 22 4x5 = 3x4 II 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 3x6= 3x6 = 3x4= 3x5= 14-0-14 1 2-1-8 I 12-10-14 15-113- 19-7-0 22-4-11 I 2-1-8 10-9-6 7-0 7-01 5-6-2 1 2-9-11 Plate Offsets(X,Y)- 112:0-1-8,Edge),113:0-1-8,Edge1,135:Edge,0-1-81 LOADING(psi) SPACING- 1-7-3 CSL DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Ina 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=-495/0-3-12,34=1730/0-5-8,35=774/0 -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(lb)or less except when shown. TOP CHORD 2-3=0/953,3-4=0/953,4-5=258/0,5-6=-258/0,6-7=-1060/0,7-8=-1060/0, 8-9=-1485/0,9-10=-1485/0,10-11=1563/0,11-12=1563/0,12-13=1268/0, 13-14=-739/0,14-15=739/0,15-16=0/258,16-17=0/258,17-18=0/258,18-19=0/1578, 19-20=0/1579 BOT CHORD 34-35=1637/0,33-34=-1679/0,32-33=-301/0,31-32=0/702,30-31=0/702,29-30=0/1317, 28-29=0/1556,27-28=0/1268,26-27=0/1268,25-26=0/1268,24-25=0/329,23-24=-832/0, 22-23=-751/0 WEBS 2-34=1686/0,2-35=0/1839,12-28=-6/487,8-30=-360/0,18-23=1022/0,18-24=0/881, 6-30=0/502,6-32=629/0,4-32=0/771,4-33=-913/0,2-33=0/1007,15-24=-737/0, 15-25=0/576,13-25=-756/0,20-22=0/959,20-23=-1107/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. , �Ep PRO Fe 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 AG cS'�1 be attached to walls at their outer ends or restrained by other means. ��G0 ANG I NE* 9 /f 4)CAUTION,Do not erect truss backwards. 2 c 87022PE 9f y CC)(),, OREGO rao �N lO ,ysER �1 4O OSA HE'�P EXPIRES:06/30/2017 4 November 30,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1111 ter. Design valid for use only with MOek®connectors.This design is based only upon parameters shown,and is for an individual buddingcomponent,not ,. a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall budding design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent.bracing ..:.MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/711 Qualify Crferia,DSII-89 and ICSI 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 City Ply POLYGON R45996185 PL15-399 UPPER F09 Floor 1 1 Job Reference(optional) - ----- - --- Pacific Lumber&Truss Co., Beaverton,Oregon7.530 5 Jul 11 2014 Mick Industries,Inc.Fri Nov 2710:56:34 :�z342015 Page 1y q Fs R ID:zs2ygYHMYItl_Z1p9y12t1yAg..-YZcY3thaoggog ykl 10-10-°I 1.181-11 1-2-0 1167-A°11°"9-°10-9-0 110-9-0 10-9-0 110-9-0 10-9.0 I Scale=1:34.8 3x4= 4x4= 354 = 3x4= 3x4= 354= 3x4= 3x6 FP= 454= 3x4= 3x4= 454= 4x4= 1 2 3 4 5 6 1 88 9 10 11 12 13 14 15 1166 i1 7 18 19 20 21 22 23 24 25 m‘wilMr.ii "M\- e r-_ 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4= 455= 356 FP=3x5= 3x5= 3x5= 3x5= 4x5 = 355= 4x5= 4x5 = 3x4= 1.5x3 SP= 3x6= 14-7-12 I 14'�'1 a 20-4-13 I 13-5-12 13-5-12 0-7-0 I0-7-0 1 5-9-2 Plate Offsets(X,Y)- (17:0-1-8,Edgel,(18:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud 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 Ina YES WB 0.52 Horz(TL) 0.08 26 n/a n/a Weight:1091b FT=O�F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) 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 2400E 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=892/0-4-4,40=892/0-4-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1397/0,3-4=-1397/0,4-5=-2518/0,5-6=2518/0,6-7=3371/0,7-8=3371/0, 8-9=3953/0,9-10=3953/0,10-11=4267/0,11-12=-4267/0,12-13=4306/0, 13-14=-4306/0,14-15=4116/0,15-16=-4116/0,16-17=4116/0,17-18=3686/0, 18-19=3121/0,19-20=3121/0,20-21=2331/0,21-22=-2331/0,22-23=1277/0, 23-24=1277/0 BOT CHORD 39-40=0/734,38-39=0/1990,37-38=0/2977,36-37=0/2977,35-36=0/3694,34-35=0/4142, 33-34=0/4318,32-33=0/4228,31-32=0/3686,30-314/3686,29-30=0/3686,28-29=0/2770, 27-28=0/1832,26-27=0/668 WEBS 17-31=355/0,18-30=01383,2-40=1126/0,2-39=0/1017,4-39=-91010,4-38=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. �E� P R��s 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ��\C j'\ ��GI NE -, s/O29 be attached to walls at their outer ends or restrained by other means. 87022PE / NN �A OREGO rye <[I Q� �� n BER \'` \-- ka A. HE EXPIRES:06/30/2017 November 30,2015 4 • I AWARNING-Verify design parameters and READ NOTES ON 77415 AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE ' Design valid for use only with Milers&connectors.This design is based only upon parameters shown,and is for an individual bui�ng 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 MIT@k� building design.Bracing indicated is to prevent buckling of individual tens web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPli Quality Cr terra,DSB-B9 and ICU Building Component 7777Suite 109 Safety Information available horn Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus HeiOhts.CA 95610 Symbols Numbering System A General SafetyNotes PLATE LOCATION AND ORIENTATION 1 3j4 Center plate on joint unless x,ymi 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. Igk Apply plates to both sideshof truss and fully embed teet . 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 1 C1-2 C2-3 must be neer.For O'1/16"/T 6 4 2. wide truss Truss isp spacing,individual laterned al bracan es themselves may require bracing,or alternative Tor I pbracing should be considered. �-� 3. Never exceed the design loading shown and never U o U stack materials on inadequately braced trusses. C7� 4. Provide copies of this truss design to the building illFor 4 x 2 orientation,locate cs C5-6 designer,erection supervisor,property owner and plates 0-''u'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6 joint anPlacepd lates embed fully.Knots andon each face ofss 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 location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expresslynoted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 10.Camber is anon-structural consideration and is the 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 LATERAL BRACING LOCATION indicated are minimum plating requirements. 12.Lumber used shall be of the species and size,and Trusses are designed planein all respects,equal to or better than that i� Indicated by symbol shown and/or g d for wind loads in the of the specified. by text in the bracing section of the truss unless otherwise shown. 13.rap 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, BEARING or less,if no ceiling is installed,unless otherwise noted. established by others. ...•••-• 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member orplate without prior ) \ ? (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® Min size shown is for crushing only. mit 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(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, MiTeW ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 MiTek° MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3413-D REVISED 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: K1561293 thru K1561337 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. PRO.r4- 1.4 <44 Ep 89200PE gr" "r6 4"OREGON\t,, 4� .14, 2 41E'RRll - � Al OP' November 30,2015 Baxter,David The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. This design prepared from computer input by PACIFIC LUMBER-BC 15-02-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 1- 2=(-1565) 422 1- 5=(-261) 1154 5- 2=( 0) 289 TC: 2x6 KDDF 91413TH LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-1154) 386 5- 6=(-265) 1149 5- 3=(-41) 57 BC: 2x6 KDDF STtiNLOADING 3- 4=(-1567) 421 6- 4=(-261) 1156 3- 6-) 0) 283 WEBS: 2x9 KDDF STANDD LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT 0= 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( 14.0)= 128.0 PLF 6'- 0.0" TO 9'- 2.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REA IES) TC UNIF LL( 50.0)+DL( 40.0)= 40.0 PLF 9'- 0.0" TO 15'- 2.0" V LOCATIONS0' . " -259/ - 0ACTIONS 1210V -92/ACTS NS SZE 92H 5.50" 1.94N KDDFP(C 625) ___ BC UNIF LL( 0.0)+OL( 90.0)= 40.0 PLF 0'- 0.0" TO 15'- 2.0" V NOTE: 2T9 OPACIOR AT E9SOC UON. FOR 15'- 2.0" -259/ 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 @ 9'- 2.0" 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. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 "" For hanger specs. - See approved plans MAX LL DEFL = -0.031" @ 6'- 0.0" Allowed = 0.713" BOTTOM CHORD CHECKED FOR DS P SC LION LOAD. TOP MAX TL CREEP DEFL = -0.054" @ 9'- 2.0" Allowed = 0.950" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.008" @ 14'- 8.5" MAX HORIZ. TL DEFL = 0.013" @ 14'- 8.5" 5-11-11 3-02-10 5-11-11 Design conforms to main windforce-resisting •( T system and components and cladding criteria. 5-11-11 3-04-10 5-09-11 Sf Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 320# V20# 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-9x6 M-5x6 'J 9.00 Truss ddesigneduration fact forowind6 loads 9.00 in the plane of the truss only. 4i1 . A . 00 nn 6 "" 4 4110 1"* 5 to M-3x4 M-3x4 M-1.5x3 M-3x4 J. 1 J. PRO y 5-09-11 3-08-07 5-07-15 J. 90 PROFe J• 15-02 `CO �G�AGIN 'S' 6122 i :9200 r JOB NAME : 3413-D POLYGON NW - Al Sale: 0.3884 10,r7 WARNINGS: GENERAL NOTES, unless otherMee noted, OREGON a�" 0 lit. 1.Builder and eraoBon codrador should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an IMlvidual ./�e ya Truss: Al end Wammge before construction commences building component Applicability of design parameters and proper I-r. "F.4�1 y� 2,2x4 compression web bradng must be Installed where shown+. Incorporation of component b the roeponsibeily of the building designer. T !r 2.Design assumes the top and bottom chords to be laterally braced et 44'4? � 4s 3.Additional temporary bracing to Insure etaNlBy during construction T o e and at 10 o c.respectively unless braced throughout their lengh by "r/f .. 1 y 't Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheething(TC)and/or drywel(BC) aw: 44 DATE: 11/30/2015 the overall structure Is he responsibility of the building designer. 3.2z Impact bridging or lateral bradng required where shown++ 4,No load should be applbd to any component ural alter a8 bracing and 4.Installation of roes is he respondblety of the respective contractor. SEQ.: K 15 612 9 3 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used ins non-corrosive environment, and are for•dry condition"of use, TRANS ID: LINK design loads beapplied toany component. 8.Design assumes MIbearing atall supports shown.Shim orwedge if EXPIRES:12/31/2015 5.ComWTrua has no control over and assumes no responsibility for the necessary, fabrication.handling,shipment and inetalbeen of components. 7.Design assumes adequate drainage is provided. November 30,2015 8,TTIs design Is furnished subject to the limitation set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINJICA In SCSI.copies of which Mg be Nmished upon request. linea coincide with joint center linea 9.Digits indicate abs of plate m inches. MiTek USA,Inc./CompuTruS Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,608-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x9 KDDF C1TIOR TRUSS SPAN 15'- 2.0" LOAD DURATION INCREASE = 1.15 1-2 2012 MAX MEMBER FORCES 4 -6= -201) 195 BC: 2x4 KDDF #16BTR 2-3=(-576) 228 6-5=(-1222)) 2 538 6-3=()-127) 195 SPACED 29.0" O.C. 2-4=(-576) 204 6-5=(-122) 533 6-4=(-200) 395 WEBS: 2x9 ROOF STAND LOADING 4-5=(-759) 229 6-9=(-200) 195 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 9-5=(-759) 228 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF BEARING MAX VERT '* For hanger MAX TIOZ SSQ.IN. SPG AREA g specs. - See approved plans LL = 25 PSF Ground Snow (Pg) LOCATIONS 5/ACT I37S REACTIONS SIZE 1.02 (SPECIES)F 0'- 0.0" -85/ 637V -125/ 125H 5.50" 1.02 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 15'- 2.0" -85/ 637V 0/ OH 5.50" 1.02 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.011" @ 7'- 7.0" Allowed = 0.713" 7-07 ,7-07 MAX BC PANEL TL DEFL = -0.032" @ 3'- 5.6" Allowed = 0.499" 4 MAX HORIZ. LL DEFL = 0.006" @ 14'- 8.5" 3-10-13 3-08-03 3-08-03 3-10-13 MAX HORIZ. TL DEFL = 0.010" @ 14'- 8.5" 12 9.00 IUM-4X912 Design conforms to main windforce-resisting Q9.00 system and components and cladding criteria. 4.0" 3 , Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 2 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), RN load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. j5X1Mj5x3 z � Allikkik& o 1 �� 0 , � M-3x4 M-3x8 M-3x4 ** 6 0 0 ), 7-07 y 7-07 y l 15-02 ySlo-� rOfi4'61 W 2 89200PE r- JOB NAME : 3413-D POLYGON NW - A2 7 Scale: 0.3509 / J�} "" •� WARNINGS: GENERAL NOTES, unless othenvhe noted: /C• ! Truss: A2 1.Builder and erection contractor should be advised of all General Nobs 1.This design Is hosed only upon the ` and Gaming.before conlrocllon commences. building cont aparameters pa sewn and Is for an individual �OREGON �C O,A 2.2s4 compression web brae pot component is the of design parameters t ere aw proper G Yy,- At rp must M installed where Moven�, Incorporation of component la int roaponslblllty of the buptling designer. 1n 3.Addlional temporary bracing to Insure stabihy during construction 2.Z o n.assumes the lop and bottom chords to be hlerelh braced at It/ti [� �. Is the responsibility of IM erector.AdtlMlanal permanent bracing of 7 o.e.and at 17 o c respectively unless enced throughout their length by V �a C� DATE: 11/30/2015 the overall structure is the responsibility of the building designer. Dt ie continuous sheathing og wah as advpotl required where shod/of tlryweg(BC). //,yj `_ SEQ.: K 15 612 9 4 4.No bad should be applied to any component until after ag brad d 3.In impact hof rue ie lateral po hb ty the where shown t a / : R`�� fasteners are complete and at no time should anybadsan 4.DeA Installation of es trusses Is es Cr.to bs used of the ro-aorrele contractor. TRANS I D: LINK dedgn baa.be eppgad to an greater than B.and assumes susses re h M sew In,en�o roe ve environment, y compoeM. and era for"dry condition"of use. 5.CompuTrua has no control over and assumes no responsibility ler the 6. Design assumes lull bearing at a9 supports shown.Shim or wedge If �( p c yy rr�y�q].g 2ryy fabrication,handling,shipment and installation of components. nsasn oce EXPIRES: :14"./J 1lL 01 a5 8.This design h Nmished subject to the timgatlana eat tech by T.Design assumes adequate drainage Is provided. TPWVTCA In BCSI,copies of which will be famished upon request. 8.Ines oo:ncide weh hint centerhIInea,a of hues,and placed so their unlet November 30,2015 MITek USA,Inc./CompuTrus Software 7.6.6(1L}E S.Digits Indicate size of plate in Inches. ie.For basic connector plate design values see ESR-I311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBERSPECIFICATIONS TRUSS SPAN B'- 0.0"5 ) 1-2=(-1516) 295 1-5=(-304) 1116 5-2=( -306) 1694 TC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1. (Non-Rep) 2-3=( -191) 207 5-6=(-298) 1085 2-6=(-1438) 375 BC: 2x6 KDDF #1&BTR SPACED 24.0" S.C.C. 3-4=( -15) 7 6-3=( -197) 180 WEBS: 2x9 KDDF STAND LOADING 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -198/ 1079V -112/ 219H 5.50" 1.73 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -359/ 1440V 0/ OH 5.50" 2.30 KDDF ( 625) ** For hanger specs. - See approved plans ADDL: BC CONC LL+DL= 1210.0 LBS @ 4'- 0.0" ADDL: BC CONC LL+DL= 637.0 LBS @ 6'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IC OND. 2: Design checked for net(-5 psf) uplift at 24 "o0 spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.012" @ 4'- 0.0" Allowed = 0.354" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.039" @ 4'- 0.0" Allowed = 0.472" MAX HORIZ. LL DEFL= -0.003" @ 7'- 6.5" MAX HORIZ. TL DEFL = 0.006" @ 7'- 6.5" M-1.5X3 -! Design conforms to main windforce-resisting system and components and cladding criteria. f Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor= 9 00 Truss designed for wind loads in the plane of the truss only. M-3x6 0 e° c o . Aill ®,l M-3x4 M-3x8 M-4x6 112108 +x6378V0 PRO/e. y 8-00 ,' ��G'N E,, 6,/0 -44 89200PE <' JOB NAME : 3413-D POLYGON NW - AGIRDScale: 0.4369 ' ' GENERAL NOTES, uMessathendse noted Q OREGer./N t�4/ Cr WARNINGS: pan parameters ,J� ^4 1.Builder and erection contractor should be advised of al Geercl NOBS 1.This design Is based only u the shown and is for an Individual /�� and Warnings before constmdbn commences. building component.Applicability of destgn parameters and proper ��Q��r s ' Truss: AGIRDc• incorporation of component is the responsibility of the building designer, i 2.244 compression Web bredng must be Installed where shown«. 2.Design assumes the lop and bottom chords to be laterally braced at 3.Additional temporsry braising to insure stability during construction 2 pc.and at 12 a.c.respectively unless braced throughout their length by r r '{ Is the responsibility of the erector.Additional permanent bracing of conllnuous aheaming such a•plywood eheathltq(iC)arse/or dryweN(BC). aweR{L.v DATE: 11/30/2015 the oversl structure le the respunstblity of the building designer. 3.2a Impact bridging or lateral bracing required where shown+• 4.No load should be applied to any component ural alter al bredng and 4.Installation of truss Is the responsiblNty of the respective contactor. SEQ.: K15 612 9 5 fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non<armdve environment, and are Mr"dry condition"of use. EXPIRES:12/31/201 TRANS I D' LINK design bads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge If 5.ComWn Mcontrol no over and assumes no responsibility for the nece•aary5. tabrloetsn.handing,shipment end Isstaltessn of serspanasts. 7,Design assumes adequate drainage is previdad. November 30,2015 P WV 8.This design is furnished subpd to the limitations set fart by 8.InPlateses shaltl with tedcentern both faces dims,end placed so their center TfGA In KM,copies of which will be furnished Upon request. g.Digits Indicate size of plate in Inches. MiTek USA,Inc,ICompuTrus Software 7.6.6(1L)-E 10.Far 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: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1_ _ BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-53) 50 2-9-(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -54/ 296V -19/ 72H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -113/ 104V 0/ OH 1.50" 0.17 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. '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" 1-11-11 MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.0" Allowed = 0.123" 1 I MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.184" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" 12 MAX BC PANEL TL DEFL = -0.021" @ 3'- 3.8" Allowed = 0.339" 7 9.00 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. 3 _, Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=1.6, Truss designed for wind loads io in the plane of the truss only. 0 0 , I oc 10111111.111.t ti meals ME:FAC -/1 M-3x4 l 1 y 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 1 6-00 ..k 0 PF1Qp �� Sdl co GIN ',6.• /0./0.. ` 89200PE �r JOB NAME : 3413-D POLYGON NW - AJ1 Scale: 0.6771 41011° .07'- O. WARNINGS: O.ThRAa&gnAb unteuponthndes epars ate -y OREGON 4,1/111/ , Truss: AJ1 Builder tin s eiorcontractor mouldbendvlssdOranGenerelNotes bilddesignipbass.oprycabnthepuamehramownand Isfor er individual and Warnings before conwn,amn commence.. building corpo component.Applicability of design parameters and proper 2 2,4 compression web bradng must be heaped where shofar.. Incorporation orcomponent is me responsibility of me buntline designer. /O y �"\ �,y_ 3.Additional temporary bracing to insure stability during construction 2.Design and at rassumes the top so bottom es,braced to W laterally braced al 2V is the responsibility of the erector.Additional permanent bracing of 2 o.c.and et i V ossa..000 5.ety untag.braatl through A their length by fj� DATE: 11/30/2015 the overal structure is the responsibility ohne baldingdesigner. ntinuous sheathing auch as plywood sheathing(7C)and/or drywall(BC). /111i.R.1�\ V 3. Impact bridging or lateral bracing required where shown.. 1+ SEQ.: K 15 612 9 6 4.No load should be applied to any component until after al bracing and 4.Installation abuse is the responsibility of the respective contractor. fasteners aro complete and at no time should any mads greater then 5.Design assumes Busses are to be used in a non-corrosive environment, TRANS ID: LINK design mads be applied to any component. end are for"dry condition"muse. 5.CompuTrus has no control over and assumes no responsibility kr the B.Design assumes Ml bearing at all supports shawl.Shim or wedge if EXPIRES: I E /31/ 01 fabrication,handling,shipment and installation of components necessary. �•1 '.Design Rate,,.eumeaadedoate nbathfage is esoftr truss November 30,2015 8.This design h furnished easubjectet vo to the limitations get forth by 8.Plates mall be located on both laces oltmu,and placed so their center TP9WrCA in SCSI,copes of which will be furnished upon request. lines coincide with joint center lines. MEek USA,Inc./Com uTrua Software 7,6.6 1L E 9.Digin Indicate size of plate in Inches p ( )- 10.For basic connector pale design values see ESR-1311.ES12-1988(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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF 910BTR SPACED 24.0" O.C. 2-3=(-85) 72 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 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 347V -37/ 118H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -116/ 130V 0/ OH 1.50" 0.21 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" 3-11-11 MAX TC PANEL LL DEFL = 0.020" @ 2'- 2.2" Allowed = 0.290" 1' 1' MAX BC PANEL TL DEFL = -0.035" @ 3'- 1.4" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 9.00 7 3 -1 (, system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads `o 0 in the plane of the truss only. 0 ri 0 I 0 M-3x4 1 l l 1-00 6-00 l'�Rp(� (PROVIDE FULL BEARING;Jts:2,3,4 I 9,�'+'[� (f4 o , 61 co GiN -44 89200PE r JOB NAME : 3413-D POLYGON NW - AJ2 Cr Scale: 0.5814 ; �pwry * WARNINGS: G.This design unteupon the se parameters � OREGON�y, As.1.Bolder51w and s steno Anton ner be advised of al General Notes 1.This design b based only upon the p eemep mews and ps for an Individual OREGON l�4✓ ``V Truss: AJ2 and Warnings before construction commences. bulging component Applksblllty of design parameters and proper /� [y 2.2/4 compression web bracing mud be Installed Where shown it. Incorporetlon of component Is the responsibility of the building designer. //.t 'T k 1 4 y V 4. 3.Additional temporary bracing to Insure stability during construction 2.Design end et ID the top end bottom chords is be leterally braced at 'C./ 1 Is the responsibility I me erector.Additional M bracing of 7 o.c. et 1D'u.c.respective Wely unless braced throughout their length by �A lY opermane continuous sheathing such as plywood aMething(TC)and/or dryWeN(BC). -! fi R`V - DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2e Impact bridging or leteral bradng required where shown++ SEQ.: K 15 612 9 7 4.No load should be applied to any component until after al bradng and 4.Installation of truss is the respondbllty of the respective contractor. radeners are complete end at no time should any pads greater than 5.Design assumes trusses ere to be used in a non-corrosive environment, T RAN S I D• LINK design w 8.Design assumes MI beariads be applied to any component. end are for"dry condition"ri of use. 5.Command has no control over and assumes no responsibility for me of at al supports shown.Shim or wedge II EXPIRES:. 12/31./2015 fabrlcetien.handling,shipment and Installation of components. 7.Dapgnryssumes adequate drainage is provided. November 30,2015 8.This design Is furnished subject to the limitations eat fodh by 8.Plates shall be located on both faces of truss,and placed so their center TPI,WTCA In 8CSI,copies of Mich will be furnished upon request. 9.Inca oiininddde with joi platnteterilinnes. DigitMITek USA,Int./CompuTfus Software 7.6.6(1L)-E /D.For bade connector plate design values see ESR-1311,EBR-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 IC: 2x9 KDDF #108/11; LOAD DURATION INCREASE = 1.15 (Non-Rep) 2x6 KDDF #1&BTR T2 1- 2=( 0) 68 2-10=(-650) 3432 3-10=( -89) 317 8C: 2x6 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-4549) 913 10-11=(-798) 4408 10- 4=( -254) 1451 WEBS: 2x9 KDDF STAND 3- 4=(-9951) 924 11-12=(-663) 3827 10- 5=(-1361) 301 LOADING 4- 5=(-3540) 778 12-13=(-663) 3827 5-11=( -40) 345 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-4424) 968 13- 9=(-460) 2540 11- 6=( -337) 1383 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. SON. 6- 7=(-2555) 552 12- 6=( 0) 136 TOTAL LOAD = 42.0 PSF 7- 8=(-3253) 651 6-13=(-1999) 439 8- 9=(-3379) 650 7-13=( -290) 1574 NOTE: 2x4 BRACING AT 29"OC UON. FOR LL = 25 POE Ground Snow (Pg) 13- 8=( -121) 208 ADDL: TC UNIF LL+DL= 160.0 PLF 8'- 0.0" TO 12'- 0.0" V ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 12'- 0.0" V HEARING 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" -678/ 3376V -137/ 144H 5.50" 5.40 KDDF ( 625) OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 1440.0 LBS @ 12'- 4.0" 27'- 6.0" -918/ 2330V 0/ OH 5.50" 3.73 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Ce For hanger specs, - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (- 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" 0 -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.092" @ 12'- 5.8" Allowed = 1.329" MAX TL CREEP DEFL = -0.292" @ 12'- 5.8" Allowed = 1.772" MAX HORIZ. LL DEFL = -0.032" @ 27'- 0.5" MAX HORIZ. TL DEFL = 0.075" @ 27'- 0.5" Design conforms to main windforce-resisting 7-11-11 11-06-10 system and components and cladding criteria. 7-11-11 f f 3-11-15 3-11-12 4-02-09 2-11-12 9-09-05 3-11-12 3-11-15 T Wind: 140 mph, Enclosed, Cat.2, Exp.B, MWFRS(Dir), h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f (All Heights), 12 5980 f f f f f load Truss ddesigned uration ffor owirad 6l loads M-4x8 M-4x8 12 in the plane of thew truss only. 9.00 V M-3x6 M-4x8 4 9.00 7 S T2 _6 N -1.5X3_ ' M-1.5x3 3 0 om % IIf -Y10 11_ T 13 * y I 0.25"o - xM-1.5x3 M-3x10 M-3x8 0 M 8 M-7x8(5) J• 1 *1440# 7-06-09 4-11-03 2-08-04 4-09-07 y 7-06-09 y .((e, G� r �� S 1-00 27-06 ), ..�rJ G:, 43C?{1t1� /0 w `r` =920oPE 9r' JOB NAME : 3413-D POLYGON NW - B1 0111 • Scale: 0.2244loom""!�^" WARNINGS: GENERAL NOTES, unleseothenmsenotetl 4 CZ' Truss: B1 1.Builder anderection contractor should be advised dell General Notes 1.This design Is based only upon the parameters shown and le Ior an individual .37 OREGON t )t-. and Warnings before construction commences. building component.Applicability of design parameters and proper Lv•,,,,_, lJl-7C 41 V t V 'e. 2.Zoo compression web bracing must be Installed where shown.. incorporation of component is the responsibility of the building designer. �. �f 2-N" ' 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top end bottom chords to be laterally braced at /\ -7 1 4 s �� is the respon&bllity of the erector,Additional permanent bracing of T o c and Cl 10'a.c.r.006clwely unless braced throughout their length by �•/ ,e,e. DATE: 11/30/2015 the overal structure Is the responsibility of the building designer. continuous ehealhing such as plywood sheething(TC)end/or drywal(ec). A v r i `�,1' 3.2s Impact bridging or lateral bracing required where shown.+ lC; SEQ.: Ki5 612 9 8 4.Na load should be applied to any component until ager al bracing end 4.Installation of truss is the respon&billy of the respective contractor. fasteners are compete 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 hada be applied toeny component. and ere for"dry condition"of use. 5.compuTrus hacne control over and assumes no responsibility for the 8.Darden assumes MI bearing at all supports shown.Shim or wedge If labncatbn,hentlling,shipment end installation of components. 7,Design assumes adequate drainage is provided. EXPIRES:12/31/2015 6.ibis design bfamishedsubject hthe limitations set forth by e.Plates shall be located onboth faces oftruss,and placed sotheir center November 30,2015 TPVWrCA In BCSt,copes of which will be furnished upon request. loss coincide with joint center lines MiTek USA,Inc./CompuTrus Software 7.6.6(11)-E9.Digits Indicate size of plate In inches. 10.For basic connector plate design values see ESR-1311,E5R-1966(MITek) This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN B'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 1-2=(-964) 78 1-5=(-154) 694 5-2=( 0) 280 4-7=(-1156) 226 TC: 2x4 KDDF 414BTR LOAD DURATISN INCREASE = 1.15 (Non-Rep) BC: 2x6 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-662) 146 5-6=(-156) 688 2-6=(-276) 128 3-4=(-488) 138 6-7=( -72) 116 6-3=( -52) 288 WEBS: 2x4 KDDF STAND LOADING 6-4=(-224) 1174 TC LATERAL SUPPORT <= 12"OC. SON. 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" -67/ 735V -83/ 164H 5.50" 1.18 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) B'- 0.0" -650/ 3025V 0/ OH 5.50" 4.84 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 121.0 LBS @ 3'- 6.0" - ADDL: BC CONC LL+DL= 637.0 LBS @ 5'- 6.0" @@ADDL: BC CONC LL+DL= 2330.0 LBS @ 7'- 6.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = 0.004" @ 5'- 10.9" Allowed = 0.354" Attach 2 ply with 3"x.131 DIA GUN MAX TL CREEP DEFL = -0.012" @ 5'- 10.9" Allowed = 0.472" nails staggered: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9" oc in 1 row(s) throughout 209 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.2" 9" oc in 2 row(s) throughout 206 bottom chords, MAX HORIZ. TL DEFL = 0.002" @ 7'- 10.2" 9" oc in 1 row(s) throughout 2x4 webs. 5° For hanger specs. - See approved plans 6-02-11 1-09-05 Design conforms to main windforce-resisting '( system and components and cladding criteria. 3-03-13 2-10-14 1-09-05 ,� f f Wind: 140 mph, h=21.5ft, TCDL=4.2rBCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-9x6 load duration factor=l.6, 9.00 End vertical(s) are exposed to wind, 3 M-3x4 Truss designed for wind loads A0111 S, -/ in the plane of the truss only. ril.."111g" 1/1 M-3x9 p o I�p 0 c @@ HANGER BY OTHERS TO APPLY CONC. LOAD(S)EQUALLY TO ALL MEMBERS. o A C®..2 0111 A. 0 l►. 5 6 � 7 I o M-3x4 M-1.5x3 M-6x8 M-3x8 1 1 +121# +63.7#; 63.7# +231.09 3-02-01 2-08-13 2-01-01 � O PROF e. 619 y 1 Ca1NE 8-00 �` 8320a 1 r. JOB NAME : 3413-D POLYGON NW - BGIRD Scala: 0.3864 ,:�` -�''�"'-` WARNINGS: GENERAL NOTES, unlessothenase noted or VRQWIV 1.Builder and eredlan contractor should be advised of all General Notes 1.Tis design b based only upon the parameters shown and is for an Individual r_ ys Truss: BGIRD end Warnings wary...Rudd)commences. budding component.Applicability of design parameter.and proper pL ' x �At 2.D�4 compression web bredng must be Installed where Moven a. Design assuIncorppratiomes of component b the responsibility to a the building edatdesigner. _7 p 2.DedgA aaaumes Iha lop end bottom chords to M laterally braced at A� 3.Additional temporary laming to ensure stability during cons oHbn T ea.end at 10 a.c.reapectNely unless braced throughout their length by "If is the responsibillly efts)erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). (; �'{V DATE: 11/30/2015 the overall ctmdure is the reaponslbllty of the building designer. 3.2.Impel bridging or lateral bracing required where shown.0 4.No bad should be applied to any component untl after al bradng and 4.Installation of trues la the responsibility of the respective contractor. SEQ.: K 15 612 9 9fastener are complete and at no time should any bads greeter than 5.Design assumes trusses are to be used in m non<onoate environment, designload.be applied to any component. and are for"dry condition"of use. TRANS ID• LINKB.Deagnmamma full bearing ataisupports shown.Shim orwedge It EXPIRES:12/31/2015 S.CompuTrua has no control over and assumes no responsibility for the nemsmry. fabrication.hendling,shipment and delegation of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design is furnished subNd to the limitations set forth by 8.Plates shag gbe b with located n both enter ifaces of teas,and placed so their center TpIIWfCA In SCSI,copies of which A be furnished upon request. s. 9.Digits Indicate sbelof plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design value.see ESR-1311,EOR-t988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 39-00-00 HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF 4l&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 68 2-13=(-1605) 5757 13- 3=( -429) 1890 19- 8=( -207) 891 2x6 KDDF 916BTR T2 2- 3=(-7919) 2118 13-19=(-1960) 5201 3-14=( -818) 175 8-20=(-1956) 836 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-5690) 1758 19-15=(-1308) 4472 14- 9=( -13) 389 9-20=( -462) 1832 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-5293) 1769 15-17=(-1969) 5961 4-15=( -286) 113 20-10=( -126) 251 2x4 OF 2900F A; TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=(-4279) 1968 16-18=( -67) 201 15- 5=( -968) 1971 2x9 ODOR #1&BTR B TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 26'- 0.0" V 6- 7=(-5948) 2163 18-19=(-1790) 5989 15- 6=(-2225) 991 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 26'- 0.0" TO 34'- 0.0" V 7- 8=(-4955) 1796 19-20=(-1581) 9909 6-17=( 0) 452 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 34'- 0.0" V 8- 9=(-3799) 1313 20-11=(-1108) 3677 16-17=( 0) 146 BC LATERAL SUPPORT <= 12"OC. UON. 9-10=(-4779) 1589 17-18=(-1725) 5314 TC CONC LL( 966.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" 10-11=(-4869) 1558 17- 7=( -270) 659 TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 26'- 0.0" 11-12=( 0) 68 18- 7=1 -399) 374 NOTE: 2x9 BRACING AT 24"OC UON. FOR 7-19=( -932) 360 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 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP O'- 0.0" -995/ 3513V -155/ 155H 5.50" 5.62 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 34'- 0.0" -995/ 3513V 0/ OH 5.50" 5.62 KDDF ( 625) JT 11: Heel to plate corner = 1.75" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.250" @ 13'- 9.7" Allowed = 1.654" MAX TL CREEP DEFL = -0.500" @ 13'- 4.7" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.123" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.203" @ 33'- 6.5" 7-11-11 18-00-10 7-11-11 2-09 2-05-11 2-09 5-03-05 5-03 4-01-07 3-04-14 3-11-12 3-11-15 Design conforms to main windforce-resisting f f fsystem and components and cladding criteria. 597.30# ' ' 1 4597.30# 1' 12 ' 12 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0,'ASCE 7-10, M-5x10M-5x8 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 6 -M-6x6 M-3x8 -M-4x4 Q 9.00 6 7 8load duration factor=l.6, ✓� T2 e '49'*' Truss designed for wind loads M-3x9 in the plane of the truss only. + M-1.5x3 M-3x8 p + ° 3 M-5x12 4011 o 0 '050013 4 15 M-3 x9 M-9x10 0 17` r 1 M-7x8 I M-1165x3 M-9x12 0.259 201 2 0 0 o M-3x10 M-3x10 t M-3x4+ M-7x10 M-7x8(5) o a 3.75 M-3x4+ 12 • l >v l ) ) l l 1 ) p CI ;GiNR. C fs/O �2-05-082-05-112-07-07 5-10-03 4-11-08 3-11-11 4-01-07 7-06-09k l l y 1-oy-os-08 10-09-08 20-09 1-00 34-00 89200PE: trn JOB NAME : 3413-D POLYGON NW - Cl Scale: 0.1604 �1 WARNINGS: GENERAL NOTES, unless otherwise noted © OREGON s'a.. Truss: C 11anIWer rntl aro s or contredcr en co be ncelNtl o!all General Notes buil design p based only upon the parameters strewn and Ia for an Ind dual 7�� j/ antl warnings Debre constrvctlon commerwes. building component Applicablllly of design pas ehaun and proper �N v 2.2a4 compression web bracing must be Installed where shown e. incorporation of component Is the rosponslblllty of the building designer. O 14, 4 e 4 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom choke to be laterally braced at Is the responsibility or the erector.Additional permanent bracing of T o.e.and a110 o.c.respectively unless mead throughout their length by { DATE: 11/30/2015 the overall structure Is the responsibility continuous sheathing lot as ptyvmotl ahaathing(TC)and/or dryeet(BC). �1 j/'r sponoornp of the building designer. 3.2s Impact stirs g or literalbracing9en&bl required resile shown t• FiR IO- DATE: SEQ.: K 15 613 01 4.Na load should be applied to any component until after all bracing and 4.Installation Ohms Is the responsibiliM of the respective contractor. fasteners are complete and at no time should any Wads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS ID: LINK design Wads be applied to any component. and are for"dry condition"of use. 5.CompuTrue has no control over and assumes no responsibility forth. 6.Desitin"comae MI bearing at all supports shown.Shim or wedge if EXPIRES:12/31/2015 fabrication,handling,shipment and Installation of components. 7.leadsssumes adequate drainage is provided. November 30,2015 8.This design Ie furnished subject to the limitations set forth by 8.Plates shall be located on both faces of Uv ,and placed so their center TPIMITCA In SCSI,copies of which MN be furnished upon request. lines coincide with joint center lines. MiTek USA,Ina/Com Trus Software 7.6.6 1L E 9.Digits Indicate alae of plate In Inches. ( )- 19.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 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-129) 101 TC LATERAL SUPPORT <= 12"OC. NON. 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 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -55/ 165H 5.50" 0.64 ROOF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -95/ 163V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 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 = 0.134" @ 3'- 7.2" Allowed = 0.457" MAX TC PANEL TL DEFL = -0.117" @ 3'- 4.8" Allowed = 0.685" 5-11-11 ,r f MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 3 -/ MAX HORIZ. TL DEFL = -0.001^ @ 5'- 10.9" 12 6) r Design conforms to main windforce-resisting 9.00 7 (fr system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. to 0 0 I o1 r I w of ► 9�1 M-3x4 1-00 y 6-00 y c%,03 PpOF4S (PROVIDE FULL BEARING;Jts:2,4 3 I2i�CO _`GI N-� cS//0 c. 17 8920OPE C.- r JOB NAME •. 3413-D POLYGON NW - AJ3 Scale: 0.4979 4p,- WARNINGS:Builder O.TL deNeisb, uMeupeotherwise parameters 7 OREGON 1,, 1.Bugder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameten shown and Ie for an individual V I-1 t,�W Vt �`G/ Truss: AJ3 and Wemmgs before construction commence.. building component.Applicability of design parameters and proper ,/ [� A. 2.294 compression web basing must be Installed where shown«. Incorporation of component la the responsibility of the building designer. !/) - T.k y 4 s 2 4 3.Addbbnel temporary bednp to mare stability during cenetruclbn 2.Design assumes the top and bottom chords to be laterally braced et �./ 1 Is the responsibility al the erector.Additional M bracing of 7 as and et 10'o.c.respectively unless braced throughout men length by ''''''6'R �yylJ- Spon permanent continuous sheathing such es plywood sheeming(TC)and/or dryweg(BC). ",, `R R.i 4\-, DATE: 11/30/2015 the word structure Is the responsibility of the bolding designer. G 2.impact bridging or lateral bracing required vinare shown«« SEQ.: K 15 613 0 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no ems should any bads growler than 5.Design assumes trusses ere to be used in a non-corrosive enuronment, TRANS I D• LINK design bads be applied to any component. and are for"dry condition"of use, D. 5.CompuTme has no control over and assumes no responsibility ler the 8.Denecessary.assumes MI bearing at Al supports shown.Shim or wedge if EXPIRES. 12/31/2015 fabrication.handling,shipment and habitation of components. 7.Design assumes adequate drainage 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 feces of truss,and placed so their center TPIMTCA In SCSI,copies of which all be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Ino./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design vatuea eee EBR-1311,ESR-7988(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/Cpl=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC:. 2x9 KDDF #1LBTR 1-2=( 0) 68 2-5=(0) 0 SPACED 24.0" O.C. 2-3=(-198) 177 TC LATERAL SUPPORT <= 12"OC. DON. 3-9=( -94) 36 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" -24/ 377V -69/ 201H 5.50" 0.60 NODE ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -203/ 359V 0/ OH 1.50" 0.46 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 5.9" -58/ 26V 0/ OH 1.50" 0.04 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 -, MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.068" @ 2'- 9.2" Allowed = 0.459" ie MAX TC PANEL TL DEFL = -0.062" @ 2'- 11.9" Allowed = 0.689" 12 3 MAX HORIZ. TL DEFL = -0.002" @ 5'- 11.2"11.2" 9.00 7 re) Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22ft, 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 of in the plane of the truss only. 0 0 oLol �� 0 1 5�� M-3x4 y y y 1-00 6-00 1-05-15 �{1 j (_R OF4.6, !PROVIDE FULL BEARING;Jts:2,5,3,9 c.:;, ,Q,. [. GINE G V 5yJO,y. 44 ` ,,�...89200PE �( JOB NAME : 3413-ID POLYGON NW - AJ4 Scale: 0.9709 �� ./ WARNINGS: GENERAL NOTES, unless otherwise noted: .+ 411,„ � /`y.. Truss: AJ4 1.Sodderanderectioncontractor.houldbeadvisedofallGeralNotes 1.The design a 3N based only upon the parameters shown and is for an individual " ' OREGON �` Jr and Warnings before construction commences. building component Applicability of design parameters and proper / v 3ry T^ mac/ 2.204 compres.bn web bracing must be Metalled where shown w, incorporation of component I.the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2 Design assumes me top and bottom chords to be laterally braced atV "�+- la the reaponsibny of the erector.Additional permanent bracing of T c.c.end at 10'o.c.respectively unless bread throughout their length by s DATE: 11/30/2015 the overall structure la the responsibility of the building designer. 3.2a Impactsbridgingio lateral bracing plywood where shoown.drywal(BC). ' ti Ti1 t'y SEQ.: K 15 613 0 3 4.No Had should be applied a any component until after all bracing and 4.Installation of truss Ie the responbbllity of the respective contractor. C: 4+ fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design bads be applied to any component. and are for"dry condition•of use. 5.OompuTrus has no control over and assumes no responsibility for the A Design assumes full bearing at ail support.shown.Shim or wedge if CCyy �] ee fabrication.handling.shipment and installation of components. 7. necessary. GAP R Ey7.7 2/3.1/2 Q15 e S.This design Is furnished subject to me limitations set forth by e.Peesnshalbelocaassumes tedoneboth fa0drainaeals c trusl.,endplacedsotheircenter November 30,2015 TPIMTCA In SCSI,copies of which will be furnished upon request. lice coincide with joint center line. MiTek USA,Inc./CompuTrus Software 7.6.6(1L}E N.Digits indicate size of plate m inches. 10.For beaic connector plate design vela.see ESR-1311.ESR-t gee(MITek) IIMMINIMMIMMMMIMIMMIMMMMIMMIMI This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-12=(-383) 2142 12- 3=( 0) 331 B-17=(-132) 673 BC: 2x4 KDDF#1EBTR SPACED 24.0" O.C. 2- 3=(-2848) 584 12-13=(-271) 1629 12- 4=(-138) 616 17- 9=(-221) 211 3- 4=(-2564) 627 13-15=(-225) 1664 4-13=(-321) 203 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-1831) 493 14-16=( -9) 60 13- 5=(-191) 831 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1411) 445 16-17=(-229) 1601 13- 6=(-530) 176 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE 6- 7=(-1662) 508 17-10=(-317) 1430 6-15=( -2) 220 TOTAL LOAD = 42.0 PSF 7- 8=(-1298) 429 14-15=( 0) 90 8- 9=(-1718) 461 15-16=(-219) 1550 NOTE: 2x4 BRACING AT 24"OC DON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1940) 480 15- 7=( -40) 120 10-11=( 0) 68 16- 7=( -90) 117 ALL FLAT TOP CHORD AREAS NOT SHEATHED 7-17=(-503) 166 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -227/ 1542V -196/ 196H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -227/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.092" @ 13'- 4.7" Allowed= 1.654" MAX TL CREEP DEFL = -0.187" @ 13'- 4.7" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed= 0.133" MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.098" @ 33'- 6.5" 9-11-11 14-00-10 9-11-11 2-07-04 3-06-05 3-10-02 �3-03-05 5-05-11 5-03-10 4-10-11 5-01 Design conforms to main windforce-resisting f12 12 '( fsystem and components and cladding criteria. 12 M-4x6 M-4x6 M-3x4 M-3x8 ' 9.00 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.00 5 6 7 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ... t load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x9 M-1.5x3 M-1.5x3 AllIiiik 3 o M-3x6 .Oa 1 13 r 158- 1• 1 0 o M-5x10 M-3x8 o M-1.5x3 0.25'6 M-3x8 M-3x6 I o M-3x4+ M-5x8 -M-6x6(5) a 3.75 M-3x4+ �pj ryry[• 12 y y l l i `0 Cc y-os oay 7-02-07 3-08-13 y 5-02-03 5-09-03 9-07-15 l lA. Ny � R cS//0� 1-0Q-05-08 10-09-08 20-09 1-00 34-00 y ,, 89200PE 'r" JOB NAME : 3413-D POLYGON NW - C2 Scale: 0.1604 AP WARNINGS GENERAL NOTES, unless otherwise noted TTS, OREGON t)a. CC 1.Budder end erection contractor staold be advised of an General Notes 1.This design is based only upon the parameters shown and Is for an individual C Truss: C2 and Warnings before construction commences building component.Applicability or design parameters and proper �o rIy ��zf1 2.Di4 compression web bradng must be Installed where shown+. Incorporation or component Is the responsibility or the building designer. '1 V 3.Additional temporary bracing to insure stability during construction 2.Design ndwmuon.the lop and respectively vo8omess bre c d throughout lrter lly brecetl etby V+) lathe re ponsim8ty of the erector.Additional rmanent brsdng of c ntio. antl at ee10'hInsuchh as woods braced nd/their length). R to- DATE: o- De continuous Meething such as plywood sheathing(TC)angor drywal(BC). DATE: 11/30/2015 the overall structure Is the responsibility or the bolding designer, 3.7A Imped bddging or lateral bradng required where shown++ S E K 15 613 0 5 4.No load should be applied to any component coal after all bradng and 4.insdaateawm a truasthe responsibility are oto o uYeryydof t e respective conneldroornm.nt, 4• tastenen are complete and at no lane should any loads greeter than and are for"dry common'of use. TRANS ID: LINK design lads be applied to any component. 6.Design assumes Ml bearing atalsupports•hown.0Mmorwedge It EXPIRES:12/31/2015 5.CompuTrus has no control over and assumes no reepomiblliry for me necessary, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is prodded. November 30,205 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of 61.188,and placed so their center TP WVTCA in BCSI,copies of winch will be furnished upon request. lines coincide 9.Diens Indicatewith)oi t oint ceatnter lines. M ITek USA.Inc./CompuTrus Software 7.6.6(1L)E 10.For basic connector plate design values see ESR-1311,E06-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF CATIOR TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-14=(-499) 2157 14- 3=( 0) 331 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2- 3=(-2848) 727 14-15=(-381) 1629 14- 4=(-150) 618 3- 4=(-2564) 758 15-17=(-359) 1664 4-15=(-321) 179 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4- 5=(-1831) 614 16-18=( -14) 60 15- 5=(-216) 831 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 18-19=(-353) 1601 15- 7- BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF =(--13) 234 TOTAL LOAD = 42.0 PSF 7- 7=(-1662) 534 19-12=(-401) 1430 6-17=( -13) 234 7- 8=(-1662) 618 16-17=( 0) 90 NOTE: 2x9 BRACING AT 29"OC UON. FOR 8-10=(-1298) 511 17-18=(-339) 1550 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 18- 8=( -90) 144 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10-12=(-1940) 577 18- 9=( -90) 187 IBC 2012. 12-13=(-1990) 591 8-19=(-143) 187 LIVE LOAD AT LOCATION(S) SPECIFIED BY12-13=( 0) 68 19-11=(-211) 673 OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 19-11=(-211) 187 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -303/ 1542V -197/ 197H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -303/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.092" @ 13'- 4.7" Allowed = 1.654" 11-11-11 10-00-10 11-11-11 MAX TL CREEP DEFL = -0.187" @ 13'- 4.7" Allowed = 2.206" fMAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" 03-05 5-05-11 3-03-10 f2-02 4-08-11 5-01 MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 2-07-04 3-06-05 3-08-01 2-02L T T T f T T Iff 10-00 10-00 MAX HORIZ. TL DEFL = 0.098" @ 33'- 6.5" 'r 'r 6 9 f f 12 M-4x6 T 12 o1,04-4x69.00 5 M-3x9 M-3x8 Q 9.00 sDeysstiegmn cnodnfcoormonteo nmtaidwicndlafdodricen-g rcesriistetring .7 ` Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5x3 Truss designed for wind loads + 1 in the plane of the truss only. M-1.5x3 3 O M-3x6 7 If o' ' -13 rI x r: sM-3x8 o w 1 1 3 -,o M-5x10 , M-1.5x3 0.25 M-3x8 M-3x6 0M-3x4+ =M-6x6(S)M-5x8 a 3.75 M-3x4+ 12 y 2-05-08y 7-02-07 3-08-13 y 5-02-03 5-09-03 9-07-15 1-00-05-08 10-09-08 20-09 1-00 �� ,I�7� " S/� 34-00 J' 4,f 89200PE fir" JOB NAME : 3413-D POLYGON NW - C3 7 �,/'�. -' Scale: 0.1604 WARNINGS: sty ..... 1.Builder and erection contractor should be advtsatl of General stoles GENERAL NOTES, unless otherwise noted) . fr. Truss: C3 This design is based only upon the parameters krownand Is for anIndividual .� OREGON "/ and Warnings before construction commences. building component.Applicability of design parameters and proper /� 'I�_w✓R Sr 1J 5 w.. 2.2,4 compression web bracing must be Metalled where shown« Incorporation of component Is the rosponslivaly of the building designer. a,-1 1+s 3.Addklonal temporary bracing to insure atadlty during construction 2.Design MUMS the top and bottom chomp la be laterally braced at � -7 ./a DATE: 11/30/2015 Is the reeponpbllltyof the erector.Additional permanent bracing of 2'oc.aM a1 10'ee o.c,reapedNely unless braced throughout their length by "' a � the averaa structure Is the responsibility of the building designer. cominuct sheathing or suebah as cng reuirewhere shown tlryweA(BC). `ri 3 in Impart bridgingheath or lateral bracing required where shown ♦ ,/.i7 SEQ.: K 15 613 0 6 4.No mad should be applied to any component until after aA bracing and 4.Installation of trues Is the responelawty of the respective contractor. fasteners are complete and et no time should any meds greater than 5.Design eseumes trusses are to be used ins noncorrosive environment, TRANS ID: LINK design loads be applied to any component. end are for"dry condition"of use. 5.CompuTnn has no control over and assumes no rosponelbl try for the 8.Design assumes full bearing at all supports shown.Shim or wedge it EXPIRES: 12/31/2015 .....y.fabrication,handling,shipment and Installation of components. 8.This design I.furnished subject to the limitations sat forth by 7.Design assumes adequate drainage faeIs truss, November 30,2015 8.Plates shall be located on both faces of suss,and place so their center TPUW 7CA In SCSI,copies of which will be furnished upon request. knee coincide with Joint tamer lines. MITek USA,Inc./CompuTrua Software 7.6.6(1L}E B.Digits indicate eine or plate In inches. 70.For beak connector plate design values ale ESR-1311,ESR-1600(MITek) This designLUMBER-BC prepared from computer input by TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 1- 2=) 0) 68 2-10=(-209) 1516 10- 3=( 0) 294 TC: 2x4 KDDF #16BTR LOAD DUSPTIED I24R0"SE = 1.15 2- 3=(-1962) 415 10-11=(-210) 1514 3-11=(-476) 245 WE: 2x4 KDDF S1613TR SPACED 29.0" O.C. 3- 4=(-1502) 458 11-12=1-140) 1146 11- 4=(-152) 556 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-1084) 434 12-13=(-240) 1442 11- 5=(-187) 100 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL) 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1084) 434 13- 8=(-239) 1444 5-12=(-187) 100 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 42.0 PSF 6- 7=(-1502) 458 6-12=(-152) 556 8=(-1962) 415 12- 7=(-476) 245 TOTAL LOAD = 92.0 PSF 8- 9=( 0) 68 7-13=( 0) 294 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PIP Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHEDBEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 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" -250/ 1542V -273/ 273H 5.50" 2.47 KDDF ( 625) OVERHANGS: 12.0" 12.0" 34'- 0.0" -250/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.064" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.130" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.035" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.058" @ 33'- 6.5" 13-11-11 6-00-10 13-11-11 ,, T 1' Design conforms to main windforce-resisting system and components and cladding criteria. 7-02-12 6-08-15 3-00-05 3-00-05 6-08-15 7-02-12 � T f f 'r 'r f 12 Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 4 M-3x9 12 M-4x6 M-4x6 ''\19.00load duration factor=l.6, 5 Truss designed for wind loads /r ` in the plane of the truss only. M-3x9 M-3x4 3 O N o 7 niar 1.3 _ o �'j I2A14161111111// - ,`t0 PR0pk I r'I -3x5 M-115x3 10.25" M25x8(S) M-1.5x3 M-3x5 1 t [� M-5x8(5) y r'j 14611E � Vf0 y l y y l \ 7-01 6-06-15 6-08-03 6-06-15 7-01 )' 4 `.11 y y 1-00 89200PE r' 1-00 39-00 JOB NAME : 3413-D POLYGON NW - C4Scale: 0.1602 ili� WARNINGS: GENERAL NOTES, unless othstwlse noted: 1.11.1Wr-.. lir CZ' 1.Builder and erection contractor Mould be advised of al General Nates 1.This design is based only upon the parameters shown and Is bran Individual J� Truss: C4 and Warnings before construction commences. building component.Applicability of design parameters and proper ,4,... t [SA } bcorportibn of component is the responsibility of the building designer. _TF W a,-"(� 2.2a4 compression web lensing much be installed contra Moven*. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure etabllby during construction 7 o.c.and at 10'o.e respectively unless braced throughout their length by MM. ��; is me rasponstbility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(7C)and/or dryw il(BC). ,F f DATE: 11/30/2015 the overall sirudure la the reapondbtty of the building designer. 3.Zr impact bndging or lateral bracing required where shovel+d 4.No bad should be applied to any component until alter ail bracing and 4.Installation of truss Is the responsibility of the respective contrsdnr. SEQ.: K 15 613 0 7 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, and are for'dry condition"of use. TRANS ID: LINK design bads be ledtoanycomponent. 6.Design assumes full beayngatalsupports shoxn.Shim orwedge if EXPIRES: 2131201 E.CompuTnhas noco n no ntrol over and assumes no responsibility leco r the neasery. 5 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. Ni ovember 30,201 5 6.This design Is furnished subject to the limitations set forth by e.Pates shall be located on both faces of Cuss,and placed so their center TPNNfCA In SCSI,copies of which will be furnished upon request. Anes coincide with joint center 9.Digits Ind uta ainoplate in inches. MiTek USA,Ina./CornpuTrus Software 7.6.6(1L)'E 10,For basic connector plate design values see ES11-7371,ESR-1966(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF #16BTR TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 BC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-12=(-313) 1521 12- 3=( 0) 294 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2- 3=(-1962) 527 12-13=1-314) 1520 3-13=(-475) 232 LOADING 3- 9=(-1502) 569 13-19=(-183) 1149 13- 4=(-181) 567 TC LATERAL SUPPORT <= 12"0C. UDN. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=1 0) 0 14-15=(-334) 1442 13- 6=(-198) 125 BC LATERAL SUPPORT <= 12"OC. SON. DL ON BOTTOM CHORD = 10.0 PSF 4- 6=(-1084) 516 15-10=(-333) 1444 6-14=(-198) 125 TOTAL LOAD = 42.0 PSF 6- 8=(-1084) 516 8-19=(-181) 566 7- 8=1 0) 0 14- 9=(-976) 232 NOTE: 2x4 BRACING AT 29"OC UON. FOR 8- 9=(-1502) 569 9-15=( 0) 294 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) 9-10=(-1962) 527 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10-11=( 0) 68 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) 0'- 0.0" -328/ 1542V -274/ 274H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -328/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.064" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.130" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" 15-11-11 2-00-10 15-11-11 MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 7-02-12 6-06-15 2-01-06-00-02-02 6-06-15 7-02-12 MAX HORIZ. LL DEFL = 0.035" @ 33'- 6.5" 1 f fMAX HORIZ. TL DEFL = 0.058" @ 33'- 6.5" 14-00 T 14-00 s 12 f Design conforms to main windforce-resisting 9.00 M-9x69 M-3x9NM-4X612 system and components and cladding criteria. ,, 6Q 9.00Wind: 190 mph, h=25.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, M-Sx$(S) Truss designed for wind loads -SX8(S) in the plane of the truss only. 0.253" . 25M4SUUiN1 "V of -3x5 M-1.5x3 0.25" 0.25'4 M-1,5x3 15 �� 1 0 M-5x8(S) M-5x8(S) M-3x5 0l y y ��p P R okF 7-01 6-06-15 y 6=08-03 y 6-06-15 y 7-01 y .� �GIN' V/O 1 l 19 1-00 34-00 y 0 '�.! ' " 100 �'` :9200PE v- JOB NAME : 3413-D POLYGON NW - C5 11110! !!; Scale: 0.1602 WARNINGS' GENERAL NOTES, unless otherwise noted: 110 Truss: C 5 1.Builder and erection contractor should be advised of e1 General Notes 1.TMs design is based only upon the parameters shown and Is for an Individual OREGON end Warnings before construction commences building component.Applicability of design parameters and proper OREGON s+ 2.2x4 compression web bracing must be Inelalbtl Where shone+. Incorporation of component Is the responsibility of the building designer. ,�y \ I- " 3.Atldllanal temporary bracing to Insure elablldy daring conahucllon 2.Design assumes the top and bottom Moms to be laterally braced at /\ 7�' 14 t��, DATE: 11/30/2015 Istnereaponslallryofineer.aer.Addmanalpeerr st6rocmgoI ]o.c.andattaocrespectivelyunlaasbracedthroughouttheirlengthby Z/ a y... the averoN et star le the reyonalblllly of the bulldl�designer. continuous sheathing such as plywood sheathing(TS)end/or drywal(BC). /�y/y` SEQ.: K 15 613 0 6 4.No sad should be applied to any cum3.2x Impact bridging or lateral bracing requked where shown+♦ 1 []IO- DATE: component until eller al bracing and 4. Ntbn of truce is the rosponsibllty of the respective contractor. 1-1 L fasteners are complete and at no time should any pads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design bads be applied to any component and are tsr"dry osndtisn"of See 5.CompuTrue has no control over and assumes no responsibility for the 5.D5 esign assumes full bearing at a1 supports shown.Shim or wedge If �/p� ] [ /�7 fabrication,handling,shipment and installation of components. ry' EXPIRES:7l Ec7:1 2/31J.G 01 5.This design Is furnished subject to the limitations set forth by 7.Design assumes adequate both drainage is provided. In SCSI,copes of which will be fumiehed upon request. 8 Mnete coined with Joint ocenterllinesa of lruaa,and placed so their comer November 30,2015 MiTek LISA,Inc./CompuTrus Software 7.6.7(1L)-E g.Digits Indicate size of plate In Inches. 70.For basic connector pate design values see E517-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cil=1.00 LUMBER 4PECIFICATIONS 1- 2=( 0) 68 2-10=(-215) 1640 3-10=(-246) 204 TC: 2x4 KDDF #15BTR LOAD DURATION I2CR0ASE C 1.15 2- 3=(-1946) 412 10-11=(-153) 1374 10- 9=( -60) 972 WE: 2x4 KDDF S1613TR SPACED 29.0" O.C. 3- 4=(-1798) 460 11-12=(-153) 1254 4-11=(-615) 289 WEBS: 2x4 KDDF STAND LOADING 9- 5=(-1271) 455 12- 8=(-229) 1432 11- 5=(-368) 1139 5- 6=(-1271) 455 11- 6=(-615) 289 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 42.0 PSF 5- 6=(-1271) 460 1-16=( -60) 289 TOTAL LOAD = 42.0 PSF 7- 8=(-1946) 912 12- 7=(-296) 209 g_ g=( 0) 68 OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -272/ 1542V -336/ 336H 5.50" 2.47 KDDF ( 625) 39'- 0.0" -272/ 1592V 0/ OH 5.50" 2.47 KDDF ( 625) !COND. 2: Design checked for net(-5 psf) uplift at 24 "no spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.079" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.198" @ 17'- 0.0" Allowed = 2.206" 17-0 0 17-00 MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 5-10-14 5-06-09 5-06-09 T 5-06- 09 � 5-06-09 � 5-10-19 1' MAX HORIZ. TL DEFL= 0.060" @ 33'- 6.5" 12 12 M-9x6 9.00 7 9.00 Design conforms to main wlndforce-resisting 9.0" system and components and cladding criteria. 5 f( tt Wind: 140 mph, h=25.6ft, TCD.=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), load uration M-Sx6(S) M-5x625 (5) Truss ddesigned ffor owind 6loads in the plane of the truss only. 0.25" . " 4 06 V4 /ii‘ii.,, M-1.5x3 M-1.5x33Oo /A4111 12 O �y*y�/� -444-- I 10 10.25" M-3x4 M-3x5 oI {�, � �(lp�rih o l -3x5 M-3x4 M-5x8(S) c( GC6 t‘GINEe /0 8-08-03 y 8-03-13 8-03-13 8-08-03y y L4.1 n F�dF 1r y 1-00 4 89200 E r 1-00 34-00 JOB NAME : 3 413-D POLYGON NW - C6 __-__4111010901.:. Scale: 0.1602 GENERAL NOTES, unless othenvtss noted: © OREGON e: I.BuilderWenn s before contractor should on be advised of al General Notes 1.Thisldesign p based Applicability cabn y the parameters ars Meand dlp for an individual F -. Yl aV` Truss: C 6 and Warnings before cone ruction commences. building component.co ponenabllly of design parametersproper 6 y {'y 2.944 compression web brsdng must be Installed where shown+. Design assumes of component an is the rospondsto of the budding designer. y 4 s �y 2.Design assumes the top end bottom chordate be laterally braced at V - 3.Additional temporary bracing to Insure stability dwing construction 2 o c and at 10 o.c.reepedNely unless bread throughout Meir length by �t Is the responsibility of the erector.Additional permanent brining of continuous sheathing such as plywood sheathing(TC)and/or drywel(BC). V DATE: 11/30/2015 the overol structure le the responsibility of the building design.. 3.2x Impact bridging or lateral bradng required where shown++ 4.No bad should be applied to any component until after al bradrq and 4.Installation of truss llty ss Is the respondbof me respective contractor. SEQ.: K 15 613 0 9 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses ere to be used M a non-corrosive environment, and are fordry condition.of use. EXPIRES; [� .l n i TRANS ID: LINK design bads be applied to any component. 8.Design assumes lull bearing at a8 supports shown.Shim or wedge if G/ f�f1G53: 1 1/20/ 5.CompuTNe Me no control over and eewmas no responsibility for the 5 neoeessry. 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 s shaglbe with led n bother gf tees of truss,and placed so their center TPUVYTCA in SCSI,copies of which wR bs furnished upon request. 9.Digits Indicate size of plate In Inches. MTek USA,Ina./CompoTNS Software 7.6.6(1L)E II.for basic connector plate design values see ESR-1311,ESR-1988(MITsk) 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 #SaBTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1A;BTR 1- 2=( 0) 68 2-12=(-389) 1516 3-12=(-210) 186 WEBS: 2x4 KDDF STAND SPACED 29.0" O.C. 2- 3=(-1992) 606 12-13=(-907) 1700 12- 4=(-137) 669 LOADING 3- 9=(-1720) 593 13-14=(-407) 1700 12- 6=(-611) 212 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=( 0) 0 14-10=(-418) 1932 13- 6=( 0) 343 BC LATERAL SUPPORT <= 12"OC. 005. DL ON BOTTOM CHORD = 10.0 PSF 4- 6=(-1302) 524 6-14=(-605) 197 TOTAL LOAD= 92.0 PSF 6- 8=(-1312) 528 8-14=(-125) 665 7- B=( 0) 0 14- 9=(-209) 176 NOTE: 2x9 BRACING AT 29"OC VON. FOR LL = 25 PSF Ground Snow )Pg) 8- 9=(-1720) 609 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-10=(-1992) 615 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10-11=( 0) 68 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -318/ 1542V -197/ 197H 5.50" 2.47 KDDF ( 625) 39'- 0.0" -325/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.079" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.159" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.040" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.065" @ 33'- 6.5" 11-11-11 9-02-10 12-09-11 5-01 4-08-11 2-02 5-00-05 4-02-05 3-00 4-08-11 5-01 Design conforms to main windforce-resisting .1 T ff fsystem and components and cladding criteria. 10-00 10-00 Wind: 140 mph, h=24ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f 7 5 9.00 M-9x6 12 load duration factor=1.6, M-9X6 Q 9.00 End vertical(s) are exposed to wind, M-3x6 Truss designed for wind loads 4 6 in the plane of the truss only. ear" M-1.5x3 3 M-1.5x3 \\N0 c • w o o 12 o -3x5 M-3x8 ®.25" 14 i; 1 o M-3x8 M-3x5 0l M-5x6(5) 4Y1"1 PROF e.y y l [1VJ flV ry ) y 9-07-15 7-04-01 7-04-01 9-07-15 y � 1 : h Sj0 1 0o . ) T 34-00 1-00 89200PE �r JOB NAME : 3413-D POLYGON NW - C7 Scale: 0.1602 .r WARNINGS. GENERAL NOTES, unlessethenvhe notetl Ill Truss: C7 1.Builder and eredkn connector should be advised ofal General Notes 1.This design is based only upon the parameters shown and is for an Individual -y OREGON 4, and Warnings before construction commences, building component.Applicability of design parameters and proper T OREGON 4✓'V , 2.2a4 compression web bradng must be installed where shown a Incorporation or component is Me responsibility of the building designer. ,11 y� �•y, 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �/�) 7 y V DATE: 11/30/2015 la the responsibility of me erector.Additional permanent bracing of 2o.e.end at 10 o.c.respectively unless braced throughout their length by a �� the ovens structure is the responsibility of the building designer. continuous0 Imps sheathing laterallateb wing re aired oreCRovvrrand/or drywaA(BC). .174'l R I .' 3.2a Impact bridging or orarebracing required w}rore ehovm e♦ 4y S EQ.: Ki5 613 10 4.No load Mould be applied to any component until after all bndrp end 4.InstaMMn of buss Is the responsibility of the respective contractor fasteners ere complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for dry oondOien or tee. 5.CompuTma baa no control over ane assumes no responsibility ler me 8.D5 esign assumes lull bearing at all supports shown.Shim or wedge it EXPIRES: 'yl]{pC(� yry J .A rJ .A fabrication,handling,shipment and installation of components C.Tr l fl 1.a7: I G/3.I.�L�1 8.Ms design is furnished subject to the Ilmletlone net forth by 7.Design assumes adequate drainage Is truss, I.t3 G L 8.Plates Mseoin del beOCRbedenberline,sofinne,antlplacedeathelreenler November 30,2015 TPUWfCA in SCSI,copies of which will be furnished upon request. Ms coincide with joint tamer lines. MITek USA,Inc./CompuTrus Software 7.6.7(1 L}E 9.Digits indicate size or plate in inches. 10.For basic connector plate design values see ESR-1311.ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PECIFICATIONS 1- 2=( 0) 68 2-11=(-291) 1505 3-11=(-219) 211 TC: 2x4 KDDF #16BTR LOAD DURATION I24R0ASE = 1.15 2- 3=1-1942) 992 11-12=(-274) 1698 11- 4=(-122) 659 WE: 2x4 KDDF STANTR SPACED 29.0" O.C. 3- 4=(-1720) 474 12-13=(-274) 1698 11- 5=(-596) 183 WEBS: 2x9 KDDF STAND LOADING 9- 5=(-1300) 490 13- 9=(-339) 1932 12- 5=1 0) 343 5- 7=(-1301) 453 5-13=(-599) 162 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 6- 7=( 0) 3 7-13=1-106) 658 7- 8=1-1720) 994 13- 8=1-218) 199 TOTAL LOAD = 92.0 PSF 8- 9=(-1942) 510 NOTE: 2x4 BRACING AT 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=1 0) 68 ALL FLAT TOP CHORD AREAS NOT SHEATHED _____________ - BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" 0'- 0.0" -240/ 1542V -196/ 1966 5.50" 2.47 KDDF ( 625) 34'- 0.0" -250/ 1592V 0/ OH 5.50" 2.97 KDDF ( 625) ICOND. 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 LL DEFL = -0.079" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.159" @ 17'- 0.0" Allowed = 2.206^ MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.090^ @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.065" @ 33'- 6.5" 9-11-11 13-02-10 10-09-11 1 '1 1' Design conforms to main windforce-resisting 5-01 4-10-11 7-00-05 6-02-05 1-00 4-08-11 T 5-01 T system and components and cladding criteria. '� 10-00 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 M-4x6 12 load duration factor=l.6, 12 M-4x6 M-3x8End vertical(s) are exposed to wind, 17Q 9.00 Truss designed for wind loads 9.00 rw \ in the plane of the truss only. f M-1.5x3 M-1.5x3 3 . z, O o .-1 r�.i .are -va' Q, 12 , 13 @ 0 o 1 �M-3x5 11 0.25" M-3x8 M-3x5 0 r^ PryO�. h,1 M-3x8 f GV fl t7 z. M-Sx6(S) ). y '<('' 61 61�..... J.. 9-07-15 y 7-04-01 y 7-04-01 9-07-15 y y 'c. 'T . , .. 1-00 34-00 1-00 4:t 89200PE �' JOB NAME : 3413-D POLYGON NW - C8Scale: 0.1852 '� ` WARNINGS: GENERAL NOTES, unless otherwise noted: 7�. A OREGON A t.�C 1.Builder end eredien contractor should be advised of al General Notes 1.This design Is based only upon the parameter Mown and Is ler an i dddual f r' i ^4 Truss: C 8 end warning.before construction commences. holding component.Applicability of deign parameters end proper %f ,J SC) ) �4 2.2x4 compression web bracing must be Installed where shown♦. incorporation assumes of component Is the reapondstlty of the bulking designer. '� •T 1 d a "' 3.Additional tempo: bac to Insure stability during construction 2.Design assumes the tap and bottom chords to M leterally bated at 1"Y yyy� temporary bracing I o.c.and at 10 0.c.respectively unless bec.throughout their length by 'l v' la the responsibility of the erector,Additional permanent bradng of continuous sheathing such as plywood sheathing(TC)and/or dryWal(BC). 441eR R.10- DATE: r,,..V DATE: 11/30/2015 the overel structure la the reapondbNly of the building designer. 3.2a Impact bridging or lateral brewing required:Mime Move 0 0 No load Mould be applied to ens component unl ager all bracing and 4.Installation of Imes is the responsibility of the respective contractor. SEQ.: K 15 61311 4.fasteners are complete and al no time should any loads greater than 5.Design assumes Manes are to he used in.non-corrosive environment, design loads be applied to any component. and are ler"dry oondbeari of use. TRANS ID: LINK fi.Design manes Mlbearingatall aupponsaiwwn.Shim orwedge II EXPIRES: 12/31/2015 5.camparnrs hes no control over assumes no responsibility for the nem fabrication,handling.shipment end installation of components. 7.Design same,adequate drainage Is prodded. November 30,2015 6.This design Is Snaked subject to the limitations set forth by 8.Plates shall be located on both facet of truss,and placed so their center TPUWrCA In SCSI.copies of wfilM all be NmlMed upon request. 9.lines Indbate sizend&With of lines. of plate In inches. MITek USA.Ino./CompuTrue Software 7.6,7(1L)-E 10.For bask connector plate design values see EBR-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: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 68 2-14=(-316) 2274 3-14=( -88) 126 BC: 2x6 KDDF #1&BTR SPACED 29.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-3056) 514 19-15=(-282) 2304 14- 4=( -108) 46 3- 4=(-2942) 518 15-16=(-544) 3684 4-15=( -50) 266 LOADING 4- 5=(-2790) 542 16-17=(-734) 4466 15- 5=( -224) 1254 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2318) 460 17-18=(-932) 5088 15- 6=(-1836) 396 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4120) 814 18-12=(-954) 4966 6-16=( -146) 1030 TOTAL LOAD = 42.0 PSF 7- 9=(-4666) 1026 16- 7=( -724) 286 NOTE: 2x4 BRACING AT 29"OC DON. FOR 8- 9=( 0) 0 7-17=( -418) 766 LL = 25 PSF Ground Snow (Pg) 9-10=(-5558) 1210 9-17=( -412) 2114 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 28'- 0.0" TO 34'- 0.0" V 10-11=(-6550) 1382 17-10=(-1488) 418 11-12=(-6616) 1366 10-18=( -544) 2320 ADDL: TC CONC LL+DL= 598.0 LBS @ 26'- 0.0" 12-13=( 0) 68 18-11=( -68) 372 OVERHANGS: 12.0" 12.0" @@ADDL: BC CONC LL+DL= 3025.0 LBS @ 27'- 6.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BERG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-3x4 where shown; Jts:2,4,6-7,10,14 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. 0'- 0.0" -393/ 2254V -157/ 157H 5.50" 3.61 KDDF ( 625) -'r- 34'- 0.0" -990/ 4753V 0/ OH 5.50" 7.60 KDDF ( 625) ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN nails s ing1e red: 9" oc n 1 row(s) throughout 2x9 top chords, 9" oc in 2 row(s) throughout 2x6 bottom chords, 9'• oc in 1 row(s) throughout 2x4 webs. ICOND. 2: Design checked for net(-5 ps f) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 @@ HANGER BY OTHERS TO APPLY CONC. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" LOAD(S)EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.064" @ 20'- 0.8" Allowed = 1.659" MAX TL CREEP DEFL = -0.203" @ 20'- 0.8" Allowed = 2.206" MAX LL DEFL = -0.001" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.021" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.052" @ 33'- 6.5" 7-11-11 17-02-10 8-09-11 3-04-14 3-01-061-05-07 5-11-09 6-01-09 5-01-09 1-0903-073-01-06 3-04-14 Design conforms to main windforce-resisting T T f ,( .f . j' . system and components and cladding criteria. 8-00 Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 8 1598# T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-9x6 12 load duration factor=1.6, 9.00 17 5 6 7 End vertical(s) are exposed to wind, y ss, 9'00 Truss designed for wind loads 0 in the plane of the truss only. M-1.5x3 } M-1.5x3 3 000000 N. .1 mi o o OI 1 19 15 r+�1 .� I o M-3x8 �.25" 1B ' 3 M-3x8 M- 8 0 y j J. M-7x8(S) y M-7x8 �Ep PFF°F . y y 6-02-12 1-05-03 9-04-01 9-04-01 1-05-03 6-02-12 l l ,eco NGIN.Et 9 `S/Q 1-00 34-00 1-00 89200PE , JOB NAME : 3413-D POLYGON NW - C9Allp� �/, ,.- Scale: 0.1834 .•' WARNINGS: GENERAL NOTES, orale"otherwhe noted: Cr Truss: C9 1.Milder and erection contractor should be advised oral General Notes 1.This design la based only upon the parameters shown end Is for an Individual -OREGON V je and Warnings before conebucnon commences, building component.Applicability of design parameters and proper .✓ ^4/ ] ?x4 compression web bracing moat be installed where Mown+, Incorporation or component la Me responNbNlty of the building designer. ,I ,le.' �$ 3.Additional temporary bracing H Insure stability during construction 2.Design aawmea the top and uely a chorda to be lateralty braced et �O A s is the reapensibllily of the erector.Additional permanent bracing of T o.c.and at 70'we.respectively unless lhlr throughout their length by 'Y DATE: 11/30/2015 the overall structure Is Me responsibility or the building designer. continuoussImpact mginior weneaacng re uire where sendr 0 tlrywati(BC). 44,4F10- DATE: 2a bridging or Wend bracing required where mown t+ RR SEQ.: Ki5 61312 4.No load mould be applied to any component until ager ah bracing and 4.Installation of truss M the responsibialy of the respective contractor. fasteners are complete and at no time mould any bads greater than 5.Design assumes trusses are to be used in°nontorroAve environment, TRANS ID: LINK design bads be applied to any component. and are for"sky condhmn"of use. 8.DC sicogen assumes full bearing at all supports mown.Shim or wedge If 5.CompuTma has no control over and assumes no responsibility for the EXPIRES:12/31/2015 fabrication,handling,shipment and Installation of components. °Bry' 6.Tills design is furnished ambled to the limitations set forth by 8.Design sahall be adequate drainah ge e is tnvse, November 30,2015 TPMMCA in SCSI,copies et which will be furnished upon request. 8.feet,coincideewhh Mint center llineas Ohms,and placed so their comer MITek USA,Inc./CompuTrus Software 7.6.7(1 L}E 9.Digits Indicate she of plate In inches 70.For basic connector plate design values see ESR.1311,ESR.1088(MITek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(-47) 110 6-5=( 0) 18 BC: 2x9 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-227)8) 900 5-7=(-74) 163 5-3=(-160) 76 WEBS: 2x4 ROOF STAND LOADING 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= 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -38/ 370V -37/ 118H 5.50" 0.59 KDDF ( 625) OVERHANGS: 12.0" 0.0" - LL = 25 PSF Ground Snow (Pg) 8'- 10.0" -150/ 105V 0/ 0H 5.50" 0.17 KDDF ( 62 ) B'- 0.0" 0/ lOSV 0/ OH 5.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 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 = -0.007" @ 2'- 4.4" Allowed = 0.170" MAX TL CREEP DEFL= -0.013" @ 2'- 3.8" Allowed = 0.226" MAX LL DEFL = 0.000" @ 7'- 3.0" Allowed= 0.178" 3-11-11 MAX BC PANEL TL DEFL = -0.037" @ 4'- 7.1" Allowed = 0.269" f ,r MAX HORIZ. LL DEFL= 0.007" @ 7'- 3.0" MAX HORIZ. TL DEFL = 0.011" @ 7'- 3.0" 12 9.00 7 4 -/ Design conforms to main windfocce-resisting 1 system and components and cladding criteria. M-4x6 Wind: 190 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c load duration factor=1.6, AfllillIllIllIllIlliIllIll".'.-_AIIIIIIIIIIIIIIIIII.. '''-' woEnd Vextical(s) ace exposed to wind, Truss designed for wind loads 1 in the plane of the truss only. N o O/- m ,I o M-1.5x9 � I c f �� 14-3x4 0 0 M-3x4 M-3x5 y y y y 2-03-12 4-11-04 0-09 l 1 l l QED pPQF4. 1-00 2-05-08 8-00 5-06-08 CO% GINE6tg� ky 'PROVIDE FULL BEARING;Jts:2,4,7 I 89200PE r NW - CJ2 � C JOB NAME : 3 413 D POLYGON5.57 Scale: 0.5126 w IL' W I Sutdsre GENERAL NOTES, unless otherwise noted ", OREGON 4t./+'k,� 1.Builder and erection conhedor should be advised of a8 General Notes 1.This design b based only upon the parameters shown and N for an Individual "}./6 �' A 4 y N�V,e. Truss: CJ2 and Warnings before conatrudlon commences. budding component.Apgleabllity of design parameters and proper 2.204 compression web bracing must be Installed where shown e. Incorporation of component Is the responsibility of the building designer. • 3.Additional temporary bracing to insure stability during construction 15 2.Design assumes the tap and bosom chards to be leteraNy braced at .`F RIO- T o.e.and at 19 o.c.resped5ety unless braced throughout Ih*Ir length by Is the responelbNBy of the*rector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywad(BC). DATE: 11/30/2015 the overall structure la the responsiblity of the budding designer. 3.24 Impact bridging or latera)bracing required where shown e• S E K 15 613 13 4,No Toed should be applied to any component until after al bredng and 4.Installation of trusNtasthe responsibility eeyc f the n respective contractor. t. 4•: fasteners are complete and atnoBmashould any Bed•greater thanDesigna•sumes E} p1RES:12/31/2015 deeign loads be applied to any component. end gra for°dry t4l bearing of use. T RAN S I D: LINK 5.CompuTrus has no control over and assumes no re•ponslblltty for the 6.Design assumes M141 bearing et all supporta shown.Shim or wedge if November 30,2015 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject Is the limitation set forth by 8.Plates shall be located on both faces of trues,and placed so their center TPI/WMA in SCSI,copies of width will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate she of plate in Inches. MiTek USA,Ina./CompuTruS Software 7.6.7(11)-Z 10.For basic connector plate design values see ESR-7371,ESR-1988(Mask) This design prepared from computer input by JP LUMBER SPECIFICATIONS TC: 2x9 KDDF #16BTR TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 BC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(-120) 199 6-5=( 0) 18 WEBS: 2x9 RODE STAND SPACED 24.0" O.C. 2-3=(-308) 95 5-7=(-184) 300 5-3=( 0) 68 LOADING 3-9=( -73) 63 3-7=(-310) 190 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD= 10.0 PDF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -32/ 426V -55/ 165H 5.50" 0.68 KDDF ( 625) LL = 25 PSF Ground Snow (pg) 5'- 10.9" -126/ 128V 0/ OH 1.50" 0.20 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8 - 0.0 0/ 139V 0/ OH 5.50" 0.22 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. • BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" 5-11-11 MAX LL DEFL= 0.015" @ 2'- 4.4" Allowed = 0.270" MAX TL CREEP DEFL= -0.023" @ 2'- 3.8" Allowed = 0.359" MAX LL DEFL = 0.000" @ 7'- 3.0" Allowed = 0.078" --/ MAX TL CREEP DEFL = 0.000" @ 7'- 3.0" Allowed = 0.105" 712MAX HORIZ. LL DEFL =-0.016" @ 7'- 3.0" MAX HORIZ. TL DEFL= 0.019" @ 7'- 3.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, N (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oload duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. m.,,„,„,,,,„„,,„,„...........__iiimam------ ---- , 0 0 ,..,, , 7 ....._., , 1 oM-1.5x4 o ) l , vi 2-03-12 4-11-04 0-09 l l l ) x,9`0) P R oFe 1-00 2-05-08 8-00 5-06-08 'PROVIDE FULL BEARING;Jts:2,9,7 I jr`�C� .,,\6'N U�/0 -14 ,._...89200PE Wit' JOB NAME : 3413-D POLYGON NW - CJ3 as Scale: 0.9686 ---,it d ?,r. WARNINGS: GENERAL NOTES, untase otherwise noted. P� OREGON©I V�V' �'r Truss: CJ3 1.Balder and erection contractor should be addend of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 'Y •/ and Wemings before construction commences. budding component Applbablly of design parameters and proper /0 �7 i Q �4 2.2s1 comprepbn web bracing must be Installed where elwwn+, Incorporation of component le the responsibility of the balding designer. �, 3.Additional temporary bracing to Insure stability during construction Z.Design assumes the lop and bottom chords to be laterally braced et /,/a,� y DATE: 11/30/2015 le the responsibility of the erector.Atltllien.)permenenl bracing of 2 n.c.end et 10'c.c,respectively ueesa braced throughout their length by If .` (�j( t ill overall structure Is the responsibility of the balding designer. continuous Nlaetmng such as plywood required where endror drywal(BC). 1-7 1 i.lr SEQ. : K1561314 4.No load should be applied to any component 4.2almptdbodgusslatherelpredngryofewhpraMown+a aregonad unty load g eatcinh and 4.Design lassion of cow le cos,Is be usedne of the respective contractor, daetign la ds complete and at no tine should any bads greater than 5.and assumes bullas are to be m a non-corrosive environment, (Fy p r�p r� y TRANS ID: LINK design bad.be applied l any over anponem, antl aro for"dry contldlon"of guse. EXPIRES:1GIJ1/LO1 5.CompuTrue has no control over and.pumas no responsibility ler the 3.Design nutmeg full bearing at al supports ehuvm.Shim or wedge If .d fabrication,handling,shipment and Installation of components, necessary. November 30,2015 6.This design Is furnished subject mine limitations act forth by I.Design assumes adequate drainage is provided. TPIM/lCA in BCS(,copies of%Mich coil be Nmished upon request. S.In,.Males inns be bated on bent laces of truss,and placed p their center P 4 Inez coincide with Mint center linen MITek USA,Inc./Com puTfU9 601bA2re 7.6.7(1L}Z 9.Digits indicate sire of plate In Inches. f0.For basic connector plate dedgn values see ESR-7311,ESR-1933(MITek) This design prepared from computer input by JP LUMBER SPECIFICATIONS IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TRUSS SPAN 8'- 0.0" 1_2=( 0) 68 2-6=(-230) 310 6-5=( 0) 18 BC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE9. " 0 C 1.15 2-3=(-412) 91. 5-7=(-350) 468 5-3=) 0) SPACED 29.0" O.C. 69 3-9=(-122) 92 3-7=(-982) 361 WE: 2x9 KDDF #1&BTR WEBS: 2x9 KDDF STAND; LOADING 2x9 KDDF STUD A 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 BC LATERAL SUPPORT <= 12"00. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. 0'- 0.0" -95/ 969V -79/ 213H 5.50" 0.75 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 3.0" -13/ 180V 0/ OH 5.50" 0.29 KDDF ( 625) OVERHANGS: 12.0" 0.0" 7'- 11.7" -96/ 159V 0/ OH 1.50" 0.25 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP GOND. 2: Design checked for net(-5 psf) uplift at 29 "on spacing. J AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290r TL=L/180 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL =-0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL= 0.027" @ 2'- 9.4" Allowed = 0.354" 7-11-11 MAX TL CREEP DEFL =-0.034" @ 2'- 3.8" Allowed= 0.472" ,r MAX HORIZ. LL DEFL = -0.028" @ 7'- 3.0" -/ MAX HORIZ. TL DEFL= 0.030" @ 7'- 3.0" 1( Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=22.2ft, TCDL=9.2,BCDL=6.0, ASCE - , 9.00 (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 d' in the plane of the truss only. I co 0 M-4x6 3 AIPII�OrnillielliWarniiillrn IIIIIIIIIIIIIII.W''- . -1 A I M-1.5x4 -E o I - M13x4 0 O M-3x4 M-3x5 2-03-12 4-11-04 0-09 � `�N�" `R s',p ' y 1-00 )' 2-05-06 1 e-00 s-o6-os c.l 'PROVIDE FULL BEARING;Jts:2,7,4 I �V 892 00 r E �` JOB NAME : 3413-D POLYGON NW - CJ4Scale: 0.3929 • -ys , ,OREGON�t,,�}xv cr WARNINGS: GENERAL NOTES, unless omendse noted 1,, ("� 1.Builder and erection contractor should be advised of a0 General Notes 1.This design Is based only upon the parameters shown and Is for an Indlvldual 3' '1 A `" building component.Applicability of design parameter and proper 1 4 e Truss: C J 4 and Warnings before construction commences. Incorporation of component lame reeponsibRb of the building designer. + 2.Neil compression web bracing must be Installed where Moven•. 2,Design assumes the top and bottom sherds to be laterally braced al "` + �..`�' 3.Additional temporary bracing to insure stability during construction T o.c.and al l R o.c.respeotNety unless braced throughout their length by la the responsibility of the.redo,.AddRonal permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywao(BE). DAT_E: 11/30/2015 the overal structure is the responWbltty of the building designer. 3.234 loped bridging or lateral bradng required where Moven"5 �j 7] +'] r7 4.No load Mould be applied to any component until eller all bredlp and 4.Installation of truss is the responsibility of the respectwe contractor. EXPIRES.12I31.I�O15 SEQ.: K15 61315 fasteners are complete and at no Urns Mould any woes greater than 5.aDesign assumes trusses are to be used m a non-corrosive enmrenment and are ssor•dry trusses of use. TRANS ID: LINK design wade be applied to any component.n M 8.Design assumes full bearing at all support.shown.Shim or wedge if November 30,20.I15 S.CompuTne nocontrol over end assumes a responsibility for the necessary. fabrkation,handling,shipment and installation of components. 7.Oesign assumes adequate drainage is prodded. 8.This design Is furnished cabled to the limitations set forth by 8.Plates shallhalbe locwithated dt n both faces of truss.and placed so their center TPNNfCA In BCSI,copies of which MI be furnished upon request. s. g.Digits Indicate etre of plate in Inches. Wee USA,Inc./CompuTrus Software 7.6.7(1L(Z 10.For basic connector plate design values see ENR-1311,ESR-19811(MITek) This design prepared from computer input by OP LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x9 KDDF 141&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-7=(-185) 270 7-6=( 0) 18 BC: 2x9 KDDF N1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2-3=(-365) 71 6-8=(-283) 908 6-3=( 0) 69 3-4=(-212) 177 3-8=(-421) 292 LOADING 9-5=( -86) 38 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PUP BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL =25 PSF Ground Snow (Pg) 0'- 0.0" -37/ 999V -93/ 263H 5.50" 0.72 KDDF ( 625) 7'- 3.0" -6/ 163V 0/ OH 5.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.2" -208/ 393V 0/ OH 1.50" 0.44 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -15/ 8V 0/ OH 1.50" 0.01 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" f f MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" -1 MAX LL DEFL = 0.021" @ 2'- 4.4" Allowed = 0.354" MAX TL CREEP DEFL =-0.029" @ 2'- 3.8" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.023" @ 7'- 3.0" MAX HORIZ. TL DEFL = 0.026" @ 7'- 3.0" 12 Design conforms to main cree-resisting 9.00 system and components andd cladladding criteria, Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ' load duration factor=1,6, IEnd vertical(s) are exposed to wind, pTruss designed for wind loads in the plane of the truss only. . Alierm..._.....ii_ _, /7, 111N M-1.5x4 M23x4x4 0 M-3x5 y , y y 2-03-12 4-11-04 0-09 y y y y �� p P {Q� `�iS 1-00 2-05-08 7-06-03 y y ,• ��Cp I 3IN,E ' 8-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,8,9,5 I ,(t-, 89200P r JOB NAME: 3413-D POLYGON NW - CJ5 • Scale: 0.3317 U" • y� ON• Cts WARNINGS: GENERAL NOTES, unless otherwise noted 'Y� O' e+, (to Truss: CJ5 Bolder and arodl9nconrectorM°udbeadvised ofailGeneral Notes Thlsdesign Isbextl°rail upon theparemslereshownaMIabranIndlvsuet , sit'' A,. and Warnings before construction commences. building component.Apgleabll8y of design parameters and proper 0 -7 ' 2.204 compression web bradng mus!be Installed wham 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 tap and bottom chords to be laterally braced atA "4-40i IR'��SYh DATE: 11/30/2015 Is the responsibility of the erector.Additional permanent bracing of 20 Ilnand o sseheeNinp respectively u ea sty untilsheathing(TC)Ina rd lr length by the overall structure Is the responsibility of the bolding designer. 3.24 Impact mldging or lateral bracing required Wee hown a s II(BC). SEQ.: Ki5 61316 4.No load should be applied to any component untl after ail bradng end 4.Installation sf true Ia the responsibility of the reepedlve contractor. fastens an complete and at no time Mould any bads greater than 5.Deign assumes trusses are to be used Ina noncorrosive environment. TRANS ID: LINK design bade be applied to any component. and ere for'drycondmon•ofum. 6. aelEXPIRES: 12/31/2015 5.CompuTroa hes no control over and assumes no responsibility ler the �a�eawmea MI bearing H all wppona Move.Shim or wedge If .I fabrication,handling.shipment and installation of components. ry' November 30,205 S.Tran deign la furnishedsubjectb ma Ilmllallone set bran 7.Deign assumes adequate drainage is provided. by S.Plates shall be located on both face.°Inose.and placed so their center TPVWTCA In BCS(,copies of which WA be Nmished upon request. Anes coincide WAh joint center line. MiTek USA,Inc./CompuTrus Software 7.6.7(iLFZ 9.Digits Indlute size of plate In Inches. 70.For basic connector plate deign who.see ESR-7311,ESR-1938(MITek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 916BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-7=(-167) 274 7-6=( 0) 18 SPACED 24.0" 0.C. 2-3=(-361) 68 6-8=(-256) 413 6-3=( 0) 69 BC: 2x4 KDDF STANDA 3-4=1-284) 245 3-8=(-426) 263 WEBS: 2x4 KDDF STAND LOADING 4-5=1-102) 49 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF' BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -36/ 447V -112/ 316H 5.50" 0.72 KDDF ( 625) 7'- 3.0" -9/ 162V 0/ OH 5.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.2" -235/ 375V 0/ OH 1.50" 0.48 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 11'- 11.7" -56/ 89V 0/ OH 1.50" 0.14 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 11-11-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" T f MAX TL CREEP DEFL =-0.003" @ -1'- 0.0" Allowed = 0.133" 5 _,, MAX LL DEFL= -0.020" @ 2'- 4.4" Allowed = 0.354" MAX TL CREEP DEFL = -0.029" @ 2'- 3.8" Allowed= 0.472" MAX HORIZ. LL DEFL= 0.022" @ 7'- 3.0" MAX HORIZ. TL DEFL = 0.027" @ 7'- 3.0" Design conforms to main windforce-resisting system and components and cladding criteria. 12 4 Wind: 140 mph, h=23.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 9.00 7 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, 'I Truss designed for wind loads ooin the plane of the truss only. 0 • M-4x6 3 AI,irAlmulmiummommin oospzillnialle d, t 1� o M-1.5x4 oI 1 M-3x4 M-23x4 to M-3x5 1 l y l ��70 P R Ore 2-03-12 4-11-04 0-09 l y 1 1 `c �GIN,EF `-f0 1-00 y 2-05-08 9-06-03, y � p n ry , 8-00 3-11-11 89200PE 1-- 'PROVIDE FULL BEARING;Jts:2,8,4,5 I JOB NAME : 3413-D POLYGON NW - CJ6 Scale: 0.2919 li OREGON )�� GENERAL NOTES, unless otherwise noted: A_ A ��/ 1.Bolder end erection conanofon se be advised of all General Notes 1 building componentThis design is .only Applicability of design paramen the parameters ern,end is for ters and proper individual '''.3. --.C.1 1 4 `4.3 q lits, Truss: CJ6 and Warnings before cone ucdon commences. Incorporation of component is the responsibility of the building designer. /a/ 2,264 compression web bracing must be Installed where shown+. 2 Design assumes the top and bottom chords to be laterally braced at f"4. \ �,,, 3.Additional temporary blectng to insure stability during construction 2'o.c,and et 10 c.c.reepectNely unless braced throughout Meir latgih by 1-1 L is the responsibllny*Idle erector.Additional permanent bracing of continuous sheathing such as*woad sheathing(TC)and/or drywcl(BC). DATE: 11/30/2015 the overall structure is the respotwbalty of balding designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K15 61317 4.No load should be applied to any component anti viler all bracing end 4.Installation of truss Is the roepondbllity of the respectNe contractor. fasteners are complete and at no time should any loads greater than 5,Design assumes bases are to be used Ina non-corrosive environment, design badbel s applied tcomponent.o any comp . and are rosary condbeari of use. EXPIRES:12/31/2015 TRANS ID: LINKpons 6.DedgneswmesNlberingeteawppoMM*vm.Shim arwedge li November 30,2015 s.comp*Tina has no control over and assumes no responsibility for m• seen. 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 6.Plates shall be located on both faces of Buss,and placed so their center TPIMTCA to BCSI.copies of which will be furnished upon request. g.DigitsOnes oincide size of jointpc enterllines. MiTek USA,Ina/CompuTrus Software 7.6.7(1L}Z II.For basic connector plate design values see ESR-1311,ESR-7966(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x9 KDDF CATION TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x9 RIDE #l&BTR LOAD DURATION INCREASE = 1.15 SPACED 29.0" O.C. 1-2=( 0) 68 2-9=(0) 0 TC LATERAL SUPPORT <= 12"OC. SON. 2-3=(-1) 76 BC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSP BEARING DL ON BOTTOM CHORD = 10.0 PSF MAX VERT MAX TION BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 0'- 0.0" -62/ 287V -19/ 72H 5.50" 0.46 KDDF ( 625) 1'- 10.9" -150/ 157V 0/ OH 1.50" 0.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 69V 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 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10 PSF 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 = 0.003" @ 1'- 0.0" Allowed = 0.123" MAX TC PANEL TL DEFL = -0.006" @ 1'- 1.5" Allowed = 0.189" MAX BC PANEL LL DEFL = 0.012" @ 3'- 6.6" Allowed = 0.354" MAX BC PANEL TL DEFL = -0.078" @ 4'- 9.8" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 1-11-11 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" I I 12 Design conforms to main windforce-resisting 9.00 system and components and cladding criteria. Wind: 140 mph, h=19,9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. to 0 0 o I o Ilk �� CD 1 ./9 M-3x9 1 y 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I B-,.. ) �cc. P R pp�rss ,, tryGIN , , � r 89200PE -7r JOB NAME : 3413-D POLYGON NW - J1 Scale: 0.5751 �'�'" WARNINGS: GENERAL NOTES, unless otherwise noted C)" .� Truss J1 7.Builder and erection contractor should be advised of all General Notes 1.This design is baeed only upon the parameters shown and is for an Individual ') OREGc� snd Warnings before mnarucgon commences, building component.Applicability of design parameters and proper y._ 2.2s4 compression web bracing must be Installed where shown t. Incorporation of component Is me respon°Iblllty of the building designer. � 2.0 � ) Vt 414 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom Moms to be lateral braced at �. -! y (,V DATE: 11/30/2015 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 70 o c respectively Mesa braced throughout their length by 1 y � the overall structure la the responsibility of the briding designer. continuous sheathing such as plywood required n9(TC)and/or drywreN(BC). SEQ.: K1561320 4.No load should be applied to any component until after all brad 4.lntmpactbodging a therelbredngtyof whereahe contractor. o to �`C]()'�� ig and 4.Inetagatlon of truss Is the rocpo be use of the respective contradot `'l�!-7 fasteners ere complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, wadab°epplhowany°ompoem. and arofor^arynendmen^oruse. TRANS ID: LINK de:ign 5.CompuIn has no control over and assumes no re ponaiblllly for the 6 Design assumes hal bearing at eN supports shown.Shim or wedge I! °a ry. fabrication,handling,shipment end installation of components. EXPIRES:12/31/2015 8.This design b furnished subject to the limitations set forth by T.Design assumes adequate drainage Is provided. TPIANTCA in SCSI,copba of which nil be furnished upon request. N lines°coiewe Mts shall be h joint center lineted on both s.of tont,and placed so their comer November 30x2015 MTek USA,Inc./COmpuTfUs Software 7.6.6(11..)-E9.Digits Indicate size of plate in Inches. 70.For basic connector plate design values see ESR-7371.ESR-7968(MITek) This design prepared from computer input by PACIFIC LUMBER-BC IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TRUSS SPAN 8'- 0.0" 1-2=( 0) 68 2-9=(0) 0 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 2-3=(-78) 80 BC: 2x9 KDDF #1BTR SPACED 24.0" O.C. BC: 2X9 KDDF #1&BTR TC LATERAL SUPPORT <= 12"00. UON. LOADING BEARING MAX VERT MAX BORE BEG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)051,( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0.- 0.0" -27/ 358V -37/ 118H 5.50" 0.57 KDDF ( 625) OVERHANGS: 12.0" 0.0^ TOTAL LOAD = 42.0 PSF 3'- 10.9" -170/ 162V 0/ OH 1.50" 0.26 KDDF ( 625) LL = 25 POP Ground Snow (Pg) 8'- 0.0" 0/ 71V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" MAX BC PANEL LL DEFL = -0.017" @ 3'- 6.6" Allowed = 0.354" MAX TC PANEL TL DEFL = -0.032" @ 2'- 2.2" Allowed = 0.435" MAX BC PANEL TL DEFL = -0.116" @ 4'- 4.8" Allowed = 0.472" 3-11-11 MAX HORIZ. LL DEFL= -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 3'- 10.9" 12 9.00 3 Design conforms to main windforce-resisting system and components and cladding criteria. 17 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 0 I o I 0 1 M-3x4 l y b 1-00 (PROVIDE FULL BEARING;Jts:2,3,9 1 8-00 PF 4 89200PE r' JOB NAME : 3413-D POLYGON NW - J2 Scale: 0.5501jt .-- WARNINGS: WARNINGS: GENERAL NOTES, unless otherwise noted ! OREGON ��(J .. t.Builder and eredbn contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for proper individual /� 'A1j l^ Truss: J2 and Warnings before construction commences. building component.Applicability of detain paremeteo and ��I `j1Cr Incorporation of component la the rotponsibliry of the building designer. �.y 2.2i4 compression web bhang must be installed where Chown�. 0 4 2 Design assumes the top and bottom ulama to be laterally braced at ��a��. s - 3.Addlbnel temporary bracing to Insure stability during construction 2 o.c.and at 117 0.0.respectively unless braved throughout their length by 444i.r l ILA- DATE: 5 Is the responsibility of the erector.Additional permanent bredng of continuous sheathing such as plywood sheathing(TC)and/or dryvsl(BC). lir DATE: 11/30/2015 the overall structure as the responsibility of the bolding designer. 3.24 Impact bridging or lateral bracing required where Mown 0 0 4.No load should be applied to any component ural after all bracing and 4.•Installation of truss la the responsibility of the respective contractor. SEQ.: K 15 613 21 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 and are for"dry condition'of use. r..l/�� CC. �y� (t](li TRANS I D• LINK design bads be applied to any component. 6.Design assumes MI bearing at al supports shown.Shim or wedge II EXPIRES: L L[V I 5 6.CompuTrus hes no control over and assumes no responsibility for the necessary. fabrication,handling,ehiproent and installation of components. 7.Design assumes adequate drainage is prodded. November 30,2015 6.This design is furnished subject to the Iltnlatbns set forth by 8.Plates shall be bated on both races of truss,end placed so their center TPNMfCA In BC6t,copies of which oil be furnished upon request. Anes coincide with joint center lines. 9.Digits indicate stye of plate In inches. MTek USA,Inc.ICompuTfus Software 7.6.6(1L)-E to.Farbastc connector plate design values tee ESR-1311,ESR-11188(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 816BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 NODE' #16BTR 1-2=( 0) 68 2-9=(0) 0 SPACED 24.0" O.C. 2-3=(-123) 107 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 = 92.0 PIE 0'- 0.0" -24/ 422V -55/ 165H 5.50" 0.68 KDDF ( 625) 5'- 10.9" -154/ 190V 0/ OH 1.50" 0.30 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 83V 0/ OH 5.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 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/290, TL=L/1B0 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" 5-11-11 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.194" @ 3'- 2.1" Allowed = 0.457" MAX BC PANEL TL DEFL = -0.154" @ 4'- 1.4" Allowed = 0.472" ,,/ -/ MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 129.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 1p in the plane of the truss only. • -e M-3x4 y y l 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 2 • t :92O0PE -r�' JOB NAME : 3413-ID POLYGON NW - J3 Scale: 0.9979 WARNINGS: GENERAL NOTES, unless otherwise noted TrussJ3 Builder and erection contrador should be advised of a8 General Notes 1.This design Is based only upon the parameters shown and is for an Individual ' 7 ,, OREGON 4./and Warnings before construction commences, building component Applicability or design parameters and proper 2.21,4 compression web bradng must be Metalled where shown+, Incorporation of component Is the rssponsibllgy or the budding designer. A'r, 4'_4 3.Additional temporary bracing to insure stabllty during constructbn Z Design assumes the top and bottom chorda to be Weedy braced at ' /) is me responsibility of the erector.Additional permanent bracing of T o.c.and at 10 o.c.roapecllwly unless braced throughout their boom by 4 a DATE: 11/30/2015 the overall structure 6 thereresponsibility continuous bridging atcheaacnroodairedwhere seen rdryweA(BC). nl�� apo ty of the building designer.bracing 3.2a Impact bridging of lateral bracing required where shaven to iL; SEQ.: K 15 613 2 2 4.Na load should be applied to any component until alter all bradng and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete end at no time should any beds greater than 5.Design assumes trusses are to be used M a noncorrosive environment, TRANS ID: LINK design bads be applied to any component. and are tor"dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the 8. Design assumes full bearing at a8 supports shaven.Shim or wedge II �(A'�p C[� 2/ q y fabrication,handling,shipment and installation of components. 7.Desig necessary. EXPIRES:it CJ:1 L!3.1/CQ 1 5. 8.This design isfrnishedsubject tothe limiatiansset forth by 8.Plaesnshalbelocaassumes teduoneboth tacesdrainagels oftrprusss,and placed satheir center November 30,2015 TPWNTCA M SCSI,copes of which will be furnished upon request. linea coincide with joint center lines. MiTek LISA,Inc./CompUTfus Software 7.6.6(11.)-E9.Digits indicate see of pate in inches. 10.For basic connector piste design values see ESR-1311.ESR-1888(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 k16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 204 KDDF ft16BTR SPACED 24.0" O.C. 2-3=(-170) 138 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 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" -44/ 480V -74/ 213H 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ 173V 0/ OH 5.50" 0.28 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -130/ 225V 0/ OH 1.50" 0.36 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 7-11-11 ` MAX TC PANEL LL DEFL = 0.456" @ 4'- 9.0" Allowed = 0.624" T 1 MAX TC PANEL TL DEFL = -0.467" @ 4'- 6.0" Allowed = 0.935" 3 -1 MAX HORIZ. LL DEFL= -0.002" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" I Design conforms to main windforce-resisting system and components and cladding criteria. 12 9.00 7 Wind: 140 mph, s),h=22.2ft, .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. l0 0 0 0 0 ►_ 1 llItilli -/ 4 0 1 M-3x4 l 1 )• PROi 1-00 8-00 cG GINE''PROVIDE FULL BEARING;Jts:2,4,3 I f ` 4 '.,'T r.0,.. 89200PE r' JOB NAME : 3413-D POLYGON NW - J4 • Scale: 0.9357 -41.*.. WARNINGS: GENERAL NOTES, unless otheredee noted' �� OREG/•t IL1A Ir 1.Binder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters Mover ends for an Individual OIl lr 4J�V\ ' , A Truss: J4 and Wamings before construction commences. binding component Applicability of design parameters and proper .r [� 2.204 compression web bradnp mud be'nestled where snows�. Incorporation of component is Sre responeblity of the building designer. ✓/\ A r „W `�"' 3.Addgonal temporary bracing to insure siaMllty during construction 2.Design ad mea the lop and bottom chords to d:latently braced et S./ W ,e.s Is the responsibility 1 the erector.Additional permanent brsdng of 7 continuous and et 1a hino.crespectively as sty unless Mawtl(TC)n d they(all(B by , ('+.Fi RIO- DATE: 1�y p lY c coMlnuow Meelhmp such as plywood sheathing(TC)antl/or tlrywall(BC). V DATE: 11/30/2015 the overall atmdure is the responsibility of the buldiug designer. 3.2s Impact bridging or lateral bradng required where shown•• SE K1561323 4.Na load should be applied to any component ural ager a8 bradog and 4.Installation aeof roses q�respobablu•yNdt the re,ppooroe contractor.4•: adaners are complete and et no time should any ova•greater man and are for-dry condmon'of use. TRANS ID: LINK design loads be applied to any component. 8.Design assumes full bearing at al supports shown.Shim or wedge if EXPIRES:12/31/2015 5.compuTmsn.enoaomrolowr.nd.ewmeanoreepon.lMlllyrorme „ece••ary. fabncelbn.handling.shipment and Installation of components. 7.Dedgn snows adequate drainage is provided. November 30,201 5 8.This design is furnished subject to the imitation set forth by 8.Plates shall be located on both races of truss and placed so their center TPUWTCA In BCSl,copies of which Mil be Nndehed upon request. 9.Inca indicate with ointcf enterlIInes. DigMEek USA,Inc./CompuTrus Software 7.6.6(1L)-E ie.For basis connector plate design values rte ESR-1311,ESR-1N86(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF 01EBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x4 KDDF #1013TR SPACED 24.0" O.C. 2-3=(-254) 236 3-4=(-132) 54 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/ 942V -93/ 262H 5.50" 0.71 REEF ( 625) LL = 25 POE' Ground Snow (Pg) 7'- 9.2" 0/ 167V 0/ 011 5.50" 0.27 KDDF ( 625) 7'- 11.2" -287/ 511V 0/ OH 1.50" 0.65 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.7" -98/ 44V 0/ OH 1.50" 0.07 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.326" @ 3'- 10.6" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.257" @ 3'- 11.0" Allowed = 0.939" MAX HORIZ. LL DEFL = -0.004" @ 7'- 11.2" MAX HORIZ. TL DEFL = -0.004" @ 7'- 11.2" 129.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. I..1, Pligilillilliiiiii ,,,,/ 5 1-w I 1 o M-3x4 R PR0 1, 1-00 8-00 1-11-11 CC. 6151 5 �y61r E /2,0'PROVIDE FULL BEARING;Jts:2,5,3,4 I ~ 'T : �L� 89200PE �r JOB NAME : 3413-D POLYGON NW - J5Scale: 0.4026 _,! -OAP' CC WARNINGS: GENERAL NOTES, unless otherwise noted: 7, je 1.[Wilder and erection contractor Mould be advised of al General Notes 1.This design is based only upon the parameters shown and Is for an Individual OREGON t4 4/ Truss: J5 and 8arninga before construction commences. building component Applicability of design parameters and proper .n �, 2.2a4 compression web bradnp must be installed where shown+. Incorporation of component Is the reaponabllty of the building designer. /"vj., "T - 1 4 s 2 = 3.Addllonal temporary bracing to Insure stability during conduction 2.Design assumes the top and sly ar chorda to be Wordy braced at V A � Is the reeponsibllty of the eredor.Additional t bracing of continuous ntand et 1 P hin sash es ply ood a braced i)TI)a d/rheic length). /ArS 10- DATE: ` permanen Zoc.a sheathing such es plyell utile s braced throughout and/or drywapgth by ��I///' '''FI(; y DATE: 11/30/2015 the Ductal structure le the responsibility of the building designer. 3.2s Impact bodging or lateral bracing required where Mown++ SEQ.: K 15 613 2 4 4.144 load Mould be applied to any component until after all bracing and 4.Installation of tons Is the reaponsiblNty of the respedhe contradict. fasteners are complete and at no tiros Mould any pada greater than 5.Design assumes trusses ere to be used Ina non-corrosive environment. TRANS ID LINK assign loads be applied to0 any component. and egne;sudryfull bearing 077 a at e. wedge 5.CompuTrvahasnocontroloverandassumesnoresponeibilityforthe 8.Design mea Mlbeann t leu rtsMavn.3hlmarwed If EXPIRES:12/31/2015 fabrication,handling,shipment and maallatlon of components. 7.Designaaoames adequate drainage la provided. November 30,2015 S.This design Is furnished subject to the limitations eat forth by e.Plates shell be located on both faces of truss,and placed so their center TPVW IA in BCS!,copies of which will be famished upon request. linea coincide with fold center linea 9.Digits indicate size of plate In Inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1L).E to.For basic connector plate design values see ESR-7377.ESR-1908(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5= BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-322) 301 (0) 0 TC LATERAL SUPPORT <= 12"00. UON. LOADING 3-4=(-121) 52 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 = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 999V -112/ 316H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 168V 0/ OH 5.50" 0.27 KDDF ( 625) 7'- 11.2" -293/ 987V 0/ OH 1.50" 0.62 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11'- 11.7" -41/ 61V 0/ OH 1.50" 0.10 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. -I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" II) MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.253" @ 4'- 5.8" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.268" @ 3'- 11.0" Allowed = 0.939" MAX HORIZ. LL DEFL = -0.005" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.005" @ 11'- 10.9" 12 Design conforms to main windforce-resisting 9.00 17 3 system and components and cladding criteria. Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, b( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads io in the plane of the truss only. 0 0 m 0 a1,40 o 1 - 5 -� -, o M-3x4 1-00 8-00 3-11-11 GINE- ro j. (PROVIDE FULL BEARING;Jts:2,5,3,4 IC:;%. 4.._ 89200PE .7 r.- JOB NAME : 3413-D POLYGON NW - J6 Scale: 0.3548 . dri / /'�. • p . ..__. WARNINGS: GENERAL NOTES, unless otherwise noted ..syr Truss: J 6 1.Builder and erection sentractor should be advised of ail General Notes 1.This design Is based only upon the parameters shown end b for an Individual OREGON and Warnings before construction commences, building component Applbablty of design parameters and proper YJJ/VV'"' ,J y 4~f 2.2a1 compression web bredng must be installed where shown.. Incorporation of component Is the responsibility of the building designer. ,I'O r 1 4 y 2.Q'' 3.Additional temporary bracing to insure stability during construction 2 Design and cr 15 the top end bottom chorda to be laterally braced at V Is the roaponstblitty of the erector.Additional permanent Oradrp of T o.c.antl al 10 sc.respedHaly unless braced throughout their length by DATE: 11/30/2015 the overall structure is the rensiblp f the building designer. continuous idpngsheathor such l b plywood required ing(TC)ands tlrywaA(BC). as.e.� �p pg g 4.lnZr lmpactoforhterelprectnglySIRewspectbecohere shown.e j+f�+.� u SEQ.: K 15 613 2 5 4.Na load should be applied b any component until eller al Dredng end 4.Installation of truss la the responsibility of the raspectNe cantredo, fasteners are compete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment TRANS I D: LINK design bads be applied to any component. end are for"dry conditionof use. 5.CompuTnn has no control over and assumes no respensihnty ler the 5.Gasters assumes hill bearing el a8 supports shown.Shim car wedge II EXPIRES:12/31/2015 fabrication,hendling,shipment end installation of components. 7.Design saunlas adequate drainage Is provided. November 30,201 5 6.This design Is furnished wiped to the pmitatbf tr ns set forth by S.plates shall be located on both feces ouss,and placed so their center TPIi TCA in BCSI,coples of which nit be famished upon request. linea coincide with joint center linea 9.Digits indicate abe of plate in inches. MiTek USA,Inc./ComlwTrua Software 7.6.8(1L}E 10.Far basic connector plate design values see ESR.t311,EBR•1 g88(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 RODE' #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(0) 0 BC: 2x9 ROOF (116BTR SPACED 24.0" O.C. 2-3=(-389) 369 3-4=(-150) 96 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -44) 39 BC LATERAL SUPPORT <= 12"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 POE. Ground Snow (Pg) 0'- 0.0" -30/ 949V -131/ 370H 5.50" 0.71 KDDF ( 625) 7'- 9.2" 0/ 168V 0/ OH 5.50" 0.27 ROOF ( 625) BOTTOM CHORD CHECKED FOR A 20 POE' LIMITED STORAGE 7'- 11.2" -300/ 990V 0/ OH 1.50" 0.63 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 11'- 11.2" -89/ 125V 0/ OH 1.50" 0.16 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13'- 11.7" -39/ 70V 0/ OH 1.50" 0.11 KDDF ( 625) 5 '. OND. 2: Designchecked for net(-5 sf IC (- p ) uplift at 24 "oc spacing. 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" q MAX TC PANEL LL DEFL = 0.251" @ 4'- 5.8" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.268" @ 3'- 11.0" Allowed = 0.939" MAX HORIZ. LL DEFL = -0.007" @ 13'- 10.9" MAX HORIZ. TL DEFL = -0.007" @ 13'- 10.9" 12 Design conforms to main windforce-resisting 9.00 � system and components and cladding criteria. Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, li o Truss designed for wind loads pin the plane of the truss only. 0 0 ti o priAlimmimmilimilim I 1 6-'� o M-3x4 „ .D PR0pe • ' 1-00 8-00 5-11-11 \AGINEc/4' /�j. (PROVIDE FULL BEARING;Jts:2,6,3,4,5 I �" 89200PE r JOB NAME : 3413-D POLYGON NW - J7 Scale: 0.3133 .�? . -r/0"'.• INARoFdsre O.This gnisb, uMess uponparaise meters OREGON �(/ Truss: J7 it and should commences. encelud of all General Notes buiildesignIpbaud optyupony the pesrneprMovenand 1propr IMlvmal 4- -10. £f A and Wamings before construction commences. building componentApplicability of design parameters and proper /!f 2.DM compression web bredng must be Installed where shorn+ incorporation of component Is the responsibility of the building deMprror. �,]_ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom as,braced b be laterally braced al .Feb 14' �y�(' Is the responsibility of the erector.Additional permanent bndng of T c.c.and at 10 c.a.fespectNely unless braced hrouMo:Meir length by "(" DATE: 11/30/2015 the overall structure is the re ndbUlTt impauaahging or wahlbas pynro red uire where shown tlrywaA(BC). V/ ��'y spa poen enIF building designer.t) n 4.ln,Impactoftrus or lateralbracingof the whpre.he co to 10- DATE: SEQ.: K 15 613 2 6 4.No bad Mould be applied to any component until ager all bracing and 4.IneleAallon of truss Is the roapoalblNty o!the respective contractor. fasteners are complete and at no time ehoatd any loads greater than 5.Design assumes tresses are to be used In a non-corrosive environment TRANS I D: LINK design loads be apgrod to any component end are kr"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility kr me 6.Design assumes NI Turing at all supports shaven.Shim or wedge II EXPIRES:12/31/2015 hbrinellon,hantllirp,shipment and Inatallellan of components. 7nes Design e,e . eshaNbeeaadedenbethfecdrainageleprosided.s,an November 30,2015 6.This C'design Is furnished S).copies sument l the lbfu limitations set forth by 8. shall be is ateq re bum feces of truss,and placed so their shier TP WOTCA In SCSI,copies of which niA be furnished upon request. lines coincide with joint center line. MiTek USA,Inc./Com uTrue Software 7.6.6 L 9.Diggs indicate size of plate in Inches. 1 P ( E 10.For basic connector plate design values see ESR•131 t,ES124988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-454) 436 3-4=(-229) 172 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -89) 70 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -30/ 445V -151/ 927H 5.50" 0.71 KDDF ( 625) 7'- 9.2" 0/ 168V 0/ OH 5.50" 0.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.2" -298/ 473V 0/ OH 1.50" 0.61 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 11'- 11.2" -153/ 218V 0/ OH 1.50" 0.28 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIF. 15'- 11.7" -77/ 121V 0/ OH 1.50" 0.19 KDDF ( 625) 6-09-14 9-01-13 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" ' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.258" @ 4'- 5.8" Allowed = 0.639" MAX TC PANEL TL DEFL = -0.275" @ 3'- 11.0" Allowed = 0.958" MAX HORIZ. LL DEFL = -0.009" @ 15'- 10.9" MAX HORIZ. TL DEFL = -0.009" @ 15'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=25.2ft, TCDL=9.2,BCOL=6.0, ASCE 7-10, 9.00 17 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads coo in the plane of the truss only. 0 m M-3x5(S) o I Mimi 0 ti 4' rel -, 0 1 = 6-_- o M-3x9 �ry ��cD P R Q��Sc$' y y y y 1-00 8-00 7-11-11 ,, 4GINE�R %. 'PROVIDE FULL BEARING;Jts:2,6,3,4,5 1 .. :92 1 0 P c"' JOB NAME : 3413-D POLYGON NW - J8 " 4:iri; • . Scale: 0.2745 Cr WARNINGS: GENERAL NOTES, unless°theorse noted Ile jC 1.Balder and erection contractor should be advised of al General Notes 1.Thls design 9 based only upon the parameters shown and Is Or en Individual 7� OREGON a�, ��ff Truss: J8 and Warnings before construction commences. balding component.Applicability of design parameters and proper �y 4^ {{{ 2.2c4 compression web bradnp map be installed where shove*. incorporation of component Is the responsibility of the building designer. /e 7'I' `©� 4 3.Additional temporary bracing to Insure stability during wnetnwlbn 2 Design assumes the tap and borism gaschobe to be laterally brand et O 4 e CS,,a is die responsibility of the erector.Additional permanent bracing of Z etc.and at 10 c.c.respectively unless braced throughout their length by (R1q- `_ continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). "/'1 f'l I l DATE: 11/30/2015 the sacral structure Is the respondbulty of balding designer. 3.7t Impad bridging Sr lateral bracing required where Mewn v« 1� L SEQ.: K 15 613 2 7 4.No load should be applied to arty component until after all bracing and 4.DesignBaton of truss is tM reesponsibto be uBpty o the d in a respective contractor. (wieners are complete and at no time should any loads greater than nment, and n sor e cry trusses are of use. TRANS I D: LINK design bads be applied to any component. B.Dealgn assumes hal bearing at all supports shown.Shim or wedge If 5.CompuTrus has no control over and sewn.no responsibility for the ae,pry. EXPIRES:12/31/2015 fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design la furnished subject to the limitations set forth by 8.Plates shall be located on both faces of sip,and placed so their center TPStVECA in BCSt,copies of which will be furnished upon request. lines coincide with Joint center line. 9.Digits indicate etre of plate In Inches. MITek USA.Inc.ICompuTrus Software 7.6.6(1L).E 10.For bade connector plate design values see ESR-7371,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 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-15) 36 2-9=(0) 0 BC: 2x9 KDDF #I&BTR SPACED 24.0" S.C. 2-3=(-27) 19 TCLATERAL SUPPORT <= 12"OC. VON. 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" -73/ 298V 0/ 29H 1.50" 0.90 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" -39/ 20V 0/ OH 1.50" 0.03 KDDF ( 625) 4.00 1 ' 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 29 "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 = 0.003" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX BC PANEL LL DEFL = -0.000" @ 0'- 5.6" Allowed= 0.026" MAX BC PANEL TL DEFL = -0.000" @ 0'- 5.6" Allowed= 0.035" MAX HORIZ. LL DEFL = 0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = 0.000" @ 0'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 3 -e' End vertical(s) are exposed to wind, :r/' Truss designed for wind loads in the plane of the truss only. 2 O f �� co o ,/ 10 M-3x5 0, /4 0,) PROF l 1-00 y 1-00 l c�' �y IN 'j0 (PROVIDE FULL BEARING)Jts:2,3,9 I -'V3 1- 4 89200PE c JOB NAME : 3413-D POLYGON NW - EJ Scale: 1.1020 ©.�ss� ,3f ),��' WARNINGS: GENERAL NOTES, unless otherwise noted. -y, ! OREGON Ay Truss: EJ I.Balder and erection contractor should be advised of all General Notes I.This design Is based only upon the parameters shown end le for an indlvbuel �rQ {I i S � 4 and Warnings before construction commences. boldine component.Applicability of design parameters end proper (T 2.° 2.2e4 compression web bracing must be installed where ehawn.. Incorporation of component Is the reaponleblily of the building designer. 3.Additional temporary bracing to Inure stablllly during consitrudbn 2 Design acsumea the top end bottom chords to be laterally braced et +'� � No Is the reeponeldlty of the erector.AtldRene)permanent bracing of 2'o.c.end et 10'o.c.reapecas plywood unless braced throughout their length by LCA DATE: 11/30/2015 the overel structure le the responsibility f the building designer. 5Impctcontinuoudgor Wsuehlbrsdngodahael where s)oe,,,ccndlor all(BC). Wo^ ry^ 3.2e Impact bridging or leterel bracing required where shown.. SEQ.: Ki5 613 2 8 4.No load should be applied to any component untl after al bradng and 4.Installation of Iruss is the responsibility of the respectle 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. end are for"dry condition.of use. EX Pi E ..1 / 1/ 01 TRANS ID: LINK desIgn lebe loadsapplied to any component. 5.Compalrua hes n control over and assumes no responsibility for me S.Design assumes full bearing at al supporta shown.Shim or wedge If necessary. November 30,2015 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. S.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPp'MCA in SCSI,copies of which vdg be furnished upon request. Ines coincide with point center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CempuTrus Software 7.6.7(1L)-E to.For basic oonnedor plate design values see EBR-1311,ESR-1958(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #158TH LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-9=(0) 0 BC: 2x9 KODF #158TH SPACED 29.0" O.C. 2-3=(-62) 32 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 PIF 0'- 0.0" -71/ 301V -19/ 72H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -31/ 27V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -20/ 41V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL iii REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 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 = 0.054" 1 1' MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 9.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, -e (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 0 o I c 0 010111111/-3: y /. l 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,4,3 I • vo �c - GPNE-,E. S>(2 2 a :9200PE 77 r' JOB NAME : 3413-D POLYGON NW - SJ1f"'� Scale: 0.6696 cis All"- WARNINGS: O.NERAL This I.NOTES, uNaupon the parameters 7 OREGON k,, �4/ sr Ct. 1.Raider and erodhn contractor should be advised of al General Notes I.This dedgn h based only upon the parametere shown and is for en Individual r.(.`"1 Truss: S J 1 and Wamhgs before conetrudlon commences. building component.Applicability of dedgn parameters and proper 2.254 compression web brodng must be Installed where shown 4. Incorporation of component Is the responsibility of the building detlgner. � '"1�/ a o 14 3.Additional temporary bracing to Insure stability during construction 2 Design ed 10 the tap and bottom chords to be neatly braced at �� Is the responsibility f the erector.Additional M bracing of 2 o.c.and et 10 a.c.respectively unless braced throughout their length by i�'a,, qy o perma a continuous ridging ng such es acing rd sheathing(TC)end/or dryweg(BC). '"/ +.`Y.']i'.']i 1` y DATE: 11/30/2015 the overall shunts,.Is the respnmlbBty of the balding designer. 3.2e Impact bddging or lateral booing required where shown•+ /"'�1'l 1+ SEQ.: K1561329 4.No load should be applied to any component until after el brodng and 4.Installation of bussis thea este0si responsibility of th non-corrosive contractor. fasteners ere compete and at no time should any loads greater than Design assumes designhada be applied to any component. and are for"dry condition"of use. TRANS I D: LINK s.CompuTras hes no control over and assumes no responsibility for the 8.Design assumes hill lose ng at all supports shawl.Shim or wedge If EXPIRES:12/31/2015 fabrication,handling,shipment and installation of components. 7.Design ssumes 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,and placed so their center TPI/WFCA In SCSI.copes of which will be famished upon request. lines coincide with joint canter lines. 9.Digits Indicate so.of plate In Inches. MiTek USA,Ina./COrpuTrus Software 7.6.6(1L)E to.For bade connector plate design wine see ESR-7311,ESR-1998(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1HBTR LOAD DURATION INCREASE = 1.15 1-2=(-40) 36 1-3=(0) 0 BC: 2x9 KDDF #16BTR 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 -15/ 38H 5.50" 0.16 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" 0/ 24V 0/ OH 5.50" 0.04 KDDF ( 625) 1'- 11.7" -35/ 99V 0/ OH 1.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1-11-11 lREQUIREMENTS OF INC 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 TC PANEL LL DEFL = 0.002" @ 1'- 2.9" Allowed = 0.123" I 12 MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.184" 9.00 17 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=19.9ft, 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. o 0 0 I o f oRIFAIIIMIIMIII I 1�� 3/►�� -f 1 M-3x4 J. 1 2-00 'PROVIDE FULL BEARING;Jts:1,3,2 tic3, SGP E /p 01, �`> t._.. 89200PE 1"" JOB NAME : 3413-D POLYGON NW - SJ1X //y/ Scale: 0.7393 A WARNINGS: G. hRAe NOTES, any a other/Weeaparameters ar noted -y' A OREGON e Truss: SJ1X I.Builder and erection con.ot rerrouc)bences. ora%General Nates i.buledesign ingeetIs nend.ontyupon yn pesige par shown and isfopen individual and Warnings before pnswGlon commences. building component.ApplksNi%y or design parameters and proper 2,2t4 compression web bracing must be installed where shown incorporation of component Is the responsibility of the building tlesigner. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to p laterally braced at �Q. �� 14 s "AW b me responsibility of the erector.Additional permanent bracing of T o c.and e1+R o.c.respectsely ueese braced throughout their length by �^ DATE: 11/30/2015 the overall structure lame rsspandbitity of the baldingdesigner. 2aImpcontinuausebestgl or suebasacing re uisheewhershown rcrywa%(ec). �^]l''� 3.2x Impsd b dging or th.re bracing required where shown FIR R I O- SEQ.: K 15 613 3 0 4.Na load should be applied to any component until after a%bracing and 4.Installation of tons Is the responsibility of the respective contractor. fasteners are complete and s no time ehouid any loads greater than H.Design assumes trusses are to be used in a nonconasve environment, TRANS ID: LINK design loads be applied to any component. and Ore tsr'dry eendtioe'of use. 5.Com Twehasnocanneloverandassumesnores 6.DestgnaswmesNdbearingate%wpporteanovm.Shim orvredgeIt EXPIRES:12/31./2015 pu responsibility ler me Dory fabrication.handling,shipment arc)instaletioe 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 an both raps of truss,and placed so their canter TPINVTCA in SCSI,copies of whkh will be furnished upon request. Anes coincide with joint center lines MITek USA,Inc./Com Trus Software 7.6.61L 9.Digit.Indkate etre of plate In inches. PU i ( E 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 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 254 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 254 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-91) 63 TC LATERAL SUPPORT <= 12"OC. ZION. 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 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/ 322V -37/ 118H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -7/ 62V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -60/ 96V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 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" 12 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 9.00177 3 -e MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" I MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), to load duration factor=1.6, o Truss designed for wind loads o in the plane of the truss only. rn o ,_ I o 9 -f 0 M-3x4 1 l l 1' 1-00 2-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,4,3 I 44 8992000PE r JOB NAME : 3413-D POLYGON NW - SJ2 Scale: 0.6592 4/ �y _.F WARNINGS: OENERAL NOTES, unless othenNae noted © OREGON! t,, ""'G. 1.Builder and erection cantractor should be advised snail General Notes 1.This design Is based only upon Be parameters shown and is for an individual �yA,,' Truss: SJ2 and Warning.before construction commences. building component.Applicability of design parameters and pro 1. \ys /4 2.2t4 compreMon web bracing must be Installed where.lassov. Incorporation of component is the responsibility of the building designer. fj,t 'q�. ,� x ("S 3.Additional temporary bracing to Insure stability during cansiruclbn 2.Zeegn assumes s lop and boftom doles to M laterally braced at V ` lathe responsibility of the erector.Additional permanent bracing of T o.c.and at 10 0.0.roapedNaly uNess bretd throughout their length by �d '�`�, continuous sheathing such as plywood.healhing(TC)and/or drywal(BC). "tel C]fl 1 �„ DATE: 11/30/2015 the overall structure is the responsibility of IM building designer. 3.Et Impact bridging or Were'bracing required where shown en R R t- v, SEQ.: K 15 613 31 4.No load should be applied to any component until after all bracing and 4.ant letron of truss is shee rresponsibility po sibibe usytyd tin the nesppaonoive contracctonment, heaners are complete and at no time should any bads greater than end ere assumesdry trusses ere tousb. TRANS I D: LINK design loads be applied to any component. 6.Design assumes Ad bearing at al euphoria shown.Shim or wedge If 5.ComWwro Tr"alnanocontroloverandaemesnoeponaldlltyforthe necessary. EXPIRES:12/31/2015. fabrication,handling,shipment and installation of components. 7.Deegn assumes adequate drainage is provided. November 30,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shal be located an bath faces of trans,end placed so their center TPIM?CA in SCSI,Nodes of which whit be Nmished upon request. lines coincide with joint center linea 9.Diels indicate sire at plate in inches. Wee USA,Ino./CompuTrus Software 7.6.6(h)-K 19.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 6.5" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x4 KDDF 015BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 29.0" S.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 3 9.00 2 - - m 4 M-3x4 y b e 1-00 11-06-08 °Fed 892001E r' JOB NAME : 3413-D POLYGON NW - P1 iee Scale: 0.5806 (} WARNINGS: GENERALI.Thedesign nisNOTES, tiny upes he a ') OREGON I.Bulder and Fraction contractor should be advised of all General Notes 1.Th s tlesign la based only upon the parameters shown and Is for en Individual 1IN Truss: P1 and Warnings before construction commences. building component.Applleabllny of design parameters and proper Fret *7 2.214 sompresabn web baring must be Installed where shown+. Incorporation of component la the et n responsibility to of Ila.buil.fly big designer. /0 14, �, �4 3.Additional temporary brackp to Insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at A Is the responsibility of the erector.Additional permanent bed f o.c.and al 10'a.c.reepectWety e d C braced throughout their length by tri,rj/.., )r 10- DATE: H apon ng o continuous sheathing such as plywood sheethbg(TC)and/or drywall(BC). _!,�"+ DATE: 11/30/2015 the overall shooter.is the responsibility of the building designer. 3.2r impact bridging or lateral bracing required where shown e SEQ.: K1561332 4.No bad should be applied to any component unnalter all bracing and 44..Desilatlennftruss 15the rreresponsibility diin the nors"hecontrreetor. /awenels are compete end at no time should any bads greater than andaro assumes "dry Cusses re use. TRANS I D: LINK design pada be applied to any component. 8.Dedgn assumes full bearing at Clsupports shown.Shim or wedge If 5.CompuTrus has no control over end assumes no responsibility for the EXPIRES: 12/31/2015 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 shell be loafed on both baselhose,and placed so their anter TPL`ARCA In SCSI,copies of which will be famished upon request. Anes coincide with joint center lines. 9.Digits indicate size of plate In Inches. MITek USA,Inc./CompuTrus SoftWare 7.6.7(1L)-E 10,For basic connector plate design values sae ESR-1311.ESR-7988(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/Cpl=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-85) 69 1-3=(0) 0 BC: 2x9 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" -27/ 130V -32/ 83H 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 92.0 PIF 1'- 9.2" -27/ 72V 0/ OH 5.50" 0.12 KDDF ( 625) 3'- 11.7" -64/ 99V 0/ OH 1.50" 0.16 KDDF ( 625) LL = 25 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. 1 12 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" 9.00 MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 2 -/ MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" Design conforms to main n windforce-resisting '' system and components cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. o 0 0 r o f I o I 1 3111188- 4 M-3x4 l l y 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:1,3,2 89200PE •p•c"" JOB NAME : 3413-D POLYGON NW - SJ2X Scale: 0.6561 r � / „�. -- '---� WARNINGS: GENERAL NOTES, anise.othenole.noted: w OREGON Ct. 7 Builder and erection contractor Mould be advised dad General Notes 1.This desgn M based only upon the parameters shown and la for an Individual Truss: SJ2X end Warnings before conarose commence.. building component.Applicability of deagn parameter.and proper . Qa 2.2.4 compression web bracing must be Installed where shown e. incorporation or component is me responsibility of the wilding aestgner. p�"2) `, �.,. �( .y�'" 3.Additional temporary bracing to Insure stability during construction Z Deelgn and .1IDumes the top and bottom dome to be laterally braced at y • � is the responsibility of C.erector.Addillonei permanent bracing or 2'o.c.and at 1Q o.e.rsepect.as ply unless braced throughout then length by /�,: `- DATE: 11/30/2015 the oveeI structure lathe responsibility of the building deegner. continuous4ImpMging or suerhlre airedsheatwhereeosn•drywail(BC). '✓/�` Y t 3.In tmpto boftrus 5 the rel bradng required the e."own contractor.a "w• y,.1+ $EQ.: K1561333 4.Nokedmerecbe mleeankenotimponent houl.myseer ailersdrtane 5.DesignionestrIstesareobeuse Ina feepedosienviren Menem ere complete and et no time should any loads greater then 5.e Design assumes trusses ars to e.used In anon-conoalve environment TRANS ID: LINK design loads be applied to any componem. end.reror^dryondeon^otos. 5.Dormant.has no control over and assumes no responsibility for the 6.Oeelgn assumes Rd bearing N alt supporie°horn.Shim or wedge If EXPIRES:12/31/2015 /abriotion,handling,shipment and Installation or compunente. Design ry. '.Ded°"assumes adedoneotlfacelotruss,an November 30,2015 O.This destgnlarumleheawbJedt.meummaonasstronnby B.Rlabaenanbelootedonbomra«eofwss,anepla«aaotnen«mar TPUWICA In RCS),copies of which will be furnished upon request. lines coincide with Joint canter fines. B.Dlglts mdkete stye of plate In Inches. MTek USA,(nc./CompuTrus Software 7.6,6(1L)-E NO.For MN connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-6=(-225) 67B 6-3=( 0) 262 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-779) 197 6-7=(-229) 672 3-7=(-739) 202 3-9=( -98) 90 7-4=(-149) 115 WEBS: 2x4 KDDF STAND LOADING 4-5=( -7) 3 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 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) 1'- 0.0" -77/ 610V -47/ 13 OH 5.50" 0.77 KDDF ( 625) 11'- 6.5" -57/ 98989V 0/ OH 5.50" 0.77 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** For hanger specs. - See approved plans 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 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.016" @ 6'- 2.1" Allowed = 0.531" MAX TL CREEP DEFL = -0.034" @ 6'- 2.1" Allowed = 0.708" MAX HORIZ. LL DEFL = 0.005" @ 11'- 1.0" MAX HORIZ. TL DEFL = 0.009" @ 11'- 1.0" 6-03-14 4-10-14 0-03-12 Design conforms to main windforce-resisting 1 't fsystem and components and cladding criteria. 12 M-1.5x3 Wind: 190 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.00 D q 6 -f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, fEnd vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 3 oo N I erhiniA I 2 spa 6IIIMIIIMIIMIIIMIIIMIMIIMIIIIIMIIIMIIMIIMIIMIIMIIIVI 7 o M-3x4 M-1.5x3 M-3x4 y y 1 6-02-02 5-04-06 y l y 11-06-08 1_0o �* ,46IN ��+/0 2oz 89200PE v JOB NAME : 3413-D POLYGON NW - P2Sale, 0.9181 WARNINGS: GENERAL NOTES, unless otherwise noted. OREGON )a 1.Builder and erection contractor should be advised or all General Notes 1.This design is based only upon the parameters shown and Is for an Individual ,ll y,/a R GO I VOx f'Y✓ Truss• P2 and Warnings before construction commences. building component.Applicability of design parameters and proper 4. !,�y j ( • h 2.244 compression web bradng must be Instated where shown*. incorporation of component la the responsibility of the building designer. �O.' "7 j' 1 4 2-'C) 5+ 4 3.Additional temporary bracing to Insure stability during constructton 2.Desitin and s I p the top and bosom chortle to M oaughlaterallY braced at �./ Is the responsibility of the erector.Addlional permanent bracing of T ntin and et ffi hint respectively ply unlessod brecod(TC)a d/r dryeir all(B) "7/ s,-r II 2'wfta nd t 10.c.c.such ti plywood sheathing(TC)t throughout and/or dryweAgth b ,1 M k- DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.7s Impact bridging or lateral bracing required where shown s* 4.No load should be spplled to any component until alter a8 bracing and 4.Installation or truss Is the responsibility of the respective contractor. SEQ.: K 15 613 3 4 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina non.corroeive environment, TRANS ID: LINK design bads beapplied toany component. end are for°dry condition"of use. B. Comprise has no control over and assumes no responalbillty for IM 6.De Wcoe�ryeumes MI bearing at all supports'howl.Shim or wedge if EXPIRES:, 12/31/2015. fabrication,hendlig,shipment and metsllstion of components. 7.Design assumes adequate drainage la provided. November 30,2015 8.This design is furnished subject to the limitations set forth by a.Plates shall be boated an both faces of truss,and pieced so their center TPIANTCA in SCSI,copies of which will be famished upon request. Anes coincide with joint center lines. a.Digits indicate alis of plate In inches. MITek USA.Inc.ICotnpuTtus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1 988(MTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 8.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cil=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-6=(-261) 383 3-6=(-418) 244 BC: 2x4 KDDF #SaBTR SPACED 29.0" O.C. 2-3=(-947) 209 6-9=(-126) 98 WEBS: 2x9 KDDF STAND 3-9=( -75) 72 LOADING 9-5=( 0) 0 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -70/ 995V -35/ 102H 5.50" 0.79 KDDF ( 625) 8'- 8.5" -43/ 369V 0/ OH 5.50" 0.58 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP net(-5 checked for OND. 2: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Design (- 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 BC PANEL LL DEFL = -0.135" @ 9'- 4.2" Allowed = 0.349" MAX BC PANEL TL DEFL = -0.204" @ 4'- 4.2" Allowed = 0.965" 4-06-06 3-10-06 -03-12 f f f f MAX HORIZ. LL DEFL = -0.003" @ 8'- 3.0" 12 MAX HORIZ. TL DEFL = 0.009" @ 8'- 3.0" 4.00 " M-1.5x3 9 5 Design conforms to main windforce-resisting system and components and cladding criteria. MI Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, :LH::: :::lowsiencid,1::12, Exp.B, MWFRS(Dir), _......iiiiiiiiiiii dfor=1.6, e ) e exposo wind, M-1.5x3 3 in the plane of the truss only. N I ✓w N 0 Pt o t 1 �_ � of 2�� ►�. M-3x4 M-3x4 l , 1 8-03 0-05-08 J' 1 1-00 8-08-08 y .�REo PQF4196 , IyGIifV4,.9 f4 . :9200P <' JOB NAME : 3413-D POLYGON NW - P3 4,00,"' Scale: 0.5204 R- WARNINGS: GENERAL NOTES, unless otherwise noted w /l+, Truss: P 3 I.Binder and eredian contractor should be adveed of all General Notes 1.This design is baud only upon the parameters Mown end is for an individual 7L OREGON I Ja+C and Warnings before construction commences. building component.Applkablllty of design parameters and proper 7 l VJ I V f", A. 2.Di4 compression web bredrp my be Inetelbd where ehovm.. incorporation of component is the respondbgity of the building designer. I� .Yt t,,, ' �ry'lA,l.+s0 3.Additional temporary bracing to insure stability during construction 2 Design andamae the top end bottom o chows to be throughoutty braced at _7 7" V Is the responsibility of the erector.Additional permnent bracing of Z a.c. at t s o e respectively.,sty union braced ditheir length by ,(y 11/30/2015 the overall structure is the responsibility or the building designer. 3.Do l,rt a bridginggthor latera es plywoodcideet send/or tlryweA(BCJ. � 10- DATE: �..i 4.No bed should be applied to any g an Pa or lateral bracing required where shown SEQ. : K 15 613 3 5 fasteners are complete ed at no time should anyit Rads al than d 5.Des Aation of truss Is the responsibility of the respectNe contractor. lila greaterDesign assumes trusses are to be used Ina noncorrosive environment, TRANS ID: LINK design bads be applied to any component, and are for"dry condition"of use. 5.CampuTrue has no control over and assumes no responsibility for the 6.Demeee founts full bearing at all supports shown.r.Shim or wedge If EXPIRES: 12/31/2015 1/ 1 pment and InstelistIon of fabrication, gsndI components. adequate is provided,TTisesihandling, W h subject S.Plaesshagbetout7.Design assumes onbothfacesoftruss,and placed so their center November 30,2015 TP6'ATCA in SCSI,depiss of which nil be furnished upon request. linea coincide with Joint center Ines MiTek USA Inc./CompuTNs Software 7.6,7(1L}E 9.Digits indicate size of plate Sr Inches. to.For basic connector plate design values see ESR-1311,ESR-1868(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 8.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 204 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 BC: 204 KDDF #140TR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(bir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-102 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 4.00 iii1iH 2 0001 H M 0 4 M-3x4 J, l 1-00 8-08-08 I vo PR 0Fe. �ro ��yGIN R /ple 89200PE c-- JOB 'JOB NAME : 3413-D POLYGON NW - P4 Scale: 0.6329 � �� .—.-. WARNINGS: GENERAL NOTES, unless otherwise noted. t(/ f1f.:]Cf')a�111lr 1.Buider end erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and la for an individual .77 OREGON ,o, 'Y✓ Truss: P4 and Wemings before contraction commence". building component.Applicability of design parameters and proper4 2.2s4 compression web bradrp mast a installed where snow,... Incorporation of component Is the responsibility of the building designer. �/..0 -I), .� (�. 3.Additional temporary bracing to insure stability during construction 2.Design assumesat16 the lop end vel uneaarbr to d throughout arelly braced el V x ,Nj� Is me responsibility of Me erector.Addhlonal M bracing of 2'ntin ant et i g a.c.such es ply woods braced(TC)ad/their all(B by /1.1 R 1 kA- [w' permanent contlnuoue sheathing such es plywood eMalhinglTC)end/or drywep(BC), DATE: 11/30/2015 the overall structure Is ns responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown•• SF. Ki5 613 3 6 4.Na bed should be applied to any component anti agar all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4•• fasteners are complete and et no time should any bads greeter than 5.Design assumes trusses are to be used in s non-corrosive environment, design bads be applied to any component. and era tar"dry condition"of use. TRANS ID: LINK 8.Design assumes full bearing at all supports shown.Shim or wedge it EXPIRES:12/31/2015 5.compwtrwa has n control over and assumes n responsibility for the r„.eaa,y. fabrication,handling,etpmentand installation ofcomponents. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design is furnished subject to the Nmhatbne set forth by 8.Plates shah be located on both faces of truss,and placed so their center TPNARCA In(SCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digits Indicate size of plats in inches. MiTek USA,Inc,/CORIpuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cit=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-9=(0) 0 BC: 2x4 KDDF #1&RTR SPACED 24.0" O.C. 2-3=(-135) 92 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" -25/ 310V -55/ 1656 5.50" 0,50 ROOF ( 625) 1'- 9.2" -55/ 155V 0/ OH 5.50" 0.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -93/ 147V 0/ OH 1.50" 0.24 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 IC OND, 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 BC PANEL LL DEFL = 0.004" @ 1'- 0.1" Allowed = 0,054" 3 -1 MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.072" 12 6 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 9.00 17 ( Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads oin the plane of the truss only. I 4 o 7 o �- o �� 4 E� / 1 M-3x4 l l y y 1-00 2-00 3-11-11 PROVIDE FULL BEARING;Jts:2,4,3 I ��9.0 P A 0 he 1S.I , 9200PE �t- JOB NAME : 3413-D POLYGON NW - SJ3 Scale: 0,5345 / ...011... ...-- WARNINGS: GENERAL NOTES, unless othsMlse etert li 4r. Truss: S J3 1.Builder end erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and Is for an Individual "ISG OREGON jeja•,'. and Warnings before construction commences. building compoeM.Applicability of design parameters and proper 7 ["`V 2.2x4 compression web bracing must be installed where shown e, IncorporeHon of component Is me responsibility of the building designer. [[��,,� "'S, 3.Additional temporary bracing to Insure stability during construction 2 Dsstgn assumes the top and bottom choke to b laterally braced et �/\ � 4e �W 4 Is the responsibility of the erector.Additional permanent bracing of T o c and al 10 o,c respectively unless braved ihroughoN mein length by V1 DATE: 11/30/2015 the overact structure is the responsibility of the balding designer. continuous sheathing such as plywood aheething(TC)and/or drywall(BC). -`Al R.ILA- DATE: LA jJ 3 20 Impact bddghg or lateral bracing required where shown•• SEQ.: Vi5 613 3 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 lime should any bads greater Nan 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS D. LINK design bads be applied to any component, and are for dry eondnlon^or use. Design 5.ComWTrvshas noconImlover and assumes noroapoMlbbtybrthe 8 nneaasaassumesfullbeadngatSIsupportsshone.Shimorwedgeif EXPIRES:12/31/2015 fabrication,handling,shipment and Installation of components. necessary. 8.This Imitationsdesign isfurnished subject tothe N setforthby Plate.�°gs aeWmelshall be caedaateted nboth'face'aprus'°°°.c of truss,and placed co their center November 30,2015 TPISnTCA In SCSI,copies of which wig be furnished upon request. 8 Inecoincide with joint centerlines. MiTek USA,Inc./CompuTN6 Software 7.6.6(1L}E 9.Digits Indbat5 sirs or plate In inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 11/4" I (Drawings not to scale) Damage or Personal Injury offsets are indicated. E = Dimensions are in ft-in-sixteenths. •r446. Apply plates to both sides of truss 1 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 2. Truss bracing must be designed by aln engineer.For 1/16 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I Milliniff bracing should be considered. _ O 3. Never exceed the design loading shown and nver r !..a- cis ce-7 C5-6 O4.Ustackmaterialsoninadequatelybracedtrussese.illiPialitil a O_ Provide copies of this truss design to the building For 4 x 2 orientation,locate , designer,erection supervisor,property owner and plates 0-14g'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 shall snot exceedl .lumber 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-131I,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 i� Indicated bysymbol shown and/or SYP represents values as published specified. i� Y by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. 1 Indicates location where bearings (supports) occur. Icons vary but ©2012 16.Do not cut or alter truss member or plate without prior Woke Rights Reserved approval of an engineer. •M11• reaction section indicates joint11 111 ...ilIM 17.Install and load vertically unless indicated otherwise. number where bearings occur. ...:..—_-.4 B.-L.—el size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. miTeke BCSI: Building Component Safety Information, 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