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Plans (57) mom / ST 3-o/ ? 3PL CA/ z/4 MiTeW MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL1 5-402 UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45996195 thru R45996203 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. PR oFFss �NGwEF'4 ��2 Q� 87022PE 9r N y Aj, OREGON tib �N 0 M)3ER .\\ OSA ERCP • . 3U i f November 30,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON PL15-402_UPPER F01 FLOOR 9 1 R45996195 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:57:14 2015 Page 1 �r��r��� ��0.,��� ID:zs2ygYHMYIti-Z1p9y12t1yAg??-OF1fTYAfNzt7TAmfCFPKMnfjdri?tCvwJYtDYTyEzpp I-""1 r"'_'.'i 1-0-0 I 1 1-2-0 11 1-0-2 I 1 1-0-8 1 1-6-0 1 Scale=1:36.4 3x4= 5x5= 4x6= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4 II 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 CR 35 34 33 32 31 30 29 28 27 26 25 MI 23 22 4x5 1146= 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5 = 3x6= 3x6= 3x4 = 3x5= UPLIFT CONNECTION SHALL BE DESIGNED AND APPROVED BY PROJECT ENGINEER 1 1-1-0 1 18-6-8 I 21-4-0 1-1-0 17-5-8 2-9-8 Plate Offsets(X,Y)- [1:Edqe,0-1-8],f12:0-1-8,Edge],[13:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.09 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.14 27-28 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.53 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:110 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat)*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-34:2x4 DF No.1&Btr(flat) REACTIONS. (lb/size) 35=-607/Mechanical,22=-475/Mechanical,34=2748/0-5-8,23=1464/0-5-8 Max Uplift 35=-1474(LC 6),22=-568(LC 6) Max Gray 35=703(LC 5),34=2752(LC 3),23=1480(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-35=-705/1451,1-2=0/1825,2-3=0/1100,3-4=0/1100,6-7=-1009/0,7-8=-1009/0, 8-9=-1449/0,9-10=-1449/0,10-11=1540/0,11-12=-1540/0,12-13=-1259/0, 13-14=-742/0,14-15=-742/0,18-19=0/1549,19-20=0/1549 BOT CHORD 33-34=-1825/0,32-33=-440/0,31-32=0/644,30-31=0/644,29-30=0/1273,28-29=0/1527, 27-28=0/1259,26-27=0/1259,25-26=0/1259,24-25=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. 3)Refer to girder(s)for truss to truss connections. ¢ED PR OFF 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement �`G ss at the bearings.Building designer must provide for uplift reactions indicated. .Op ,NG)NEER > 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 �i be attached to walls at their outer ends or restrained by other means. �� 87022 P- 91' 6)CAUTION,Do not erect truss backwards. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1265 lb down at 0-0-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). S. Slk rN LOAD CASE(S) Standard 7- A� OR GON ti� �✓ 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 r0 �/j.IBER \1 `J� Uniform Loads(plf) Vert:22-35=-8,1-21=-80 OS A. fl Concentrated Loads(Ib) Vert:1=-1265(F) EXPIRES:06/30/2017 November 30,2015 e mil.,.... f WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated 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/TPII Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996196 PL15-402_UPPER F02 Floor 10 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:57:15 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y1211yAg??-sRa2guAl8G?z5KKslzwZu_CzwFz5cfp4YCdn4vyEzpo 11-0-0 I I 1-1-10 I I 1-2-0 I p-7-21 I 1-2-0 1 1-2-0 1 1 1-�-0 1 1-2-0 1 Scale=1:33.9 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 • o e_ o � o •-' e_ 0 0 0 • a- • O • O O Na. o O 30 29 28 27 26 25 24 23 22 21 3x4= 4x5= 3x5= 3x5= 3x5= 3x5= 3x4= 3x5= 4x6= 3x4= 14-2-2 I 13-0-2 13-7-2I I 19-11-4 13-0-2 0-7-0 0-7-0 5-9-2 Plate Offsets(Xy)- [14:0-1-8,Edge],[24:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.31 24-25 >756 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.49 24-25 >482 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=871/Mechanical,20=871/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1588/0,3-4=-1588/0,4-5=-2786/0,5-6=-2786/0,6-7=-3608/0,7-8=-3608/0, 8-9=-4042/0,9-10=-4042/0,10-11=4122/0,11-12=4122/0,12-13=3586/0, 13-14=-3586/0,14-15=-3053/0,15-16=-3053/0,16-17=-1806/0,17-18=-1806/0 BOT CHORD 29-30=0/843,28-29=0/2232,27-28=0/3242,26-27=0/3871,25-26=0/4132,24-25=0/3999, 23-24=0/3586,22-23=0/3586,21-22=0/2507,20-21=0/970 WEBS 14-23=0/364,2-30=-1181/0,2-29=0/1042,4-29=-903/0,4-28=0/776,6-28=-639/0, 6-27=0/513,8-27=-367/0,12-24=-662/7,18-20=-1271/0,18-21=0/1096,16-21=-919/0, 16-22=0/716,15-22=-31/252,14-22=-1052/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,��Ep�cNGPRpFFSo cc�\� R t NEE /02 870 2PE y N�Aj, OREGO c AO �o AMBER \1 OS A. HSI? P EXPIRES:06/30/2017 November 30,2015 4 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1., Design valid for use only with M7el&connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/IPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996197 PL15-402_UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:57:17 2015 Page 1 ID:zs2ygYHMYIt1_Z1 p9y12t1 yAg??ogio5aCYguFhKeUEtOz1_PHLV3j_4SQN?W3t9oyEzpm 1 1-10-8 1 o-1 1 1-0-0 1 1 1-2-0 II 1-0-2 1 1 1-3-12 1 1-3-0 1 Scale=1:38.1 304= 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 1 �.i o/.-aX.\aX.\oX.\'X aNa/ mac/\17% .� e 12 is 0 Cr 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 = 3x4 I I 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 3x6= 3x6= 3x4= 3x5- 14-0-14 1 2-1-8 1 12-10-14 1 -5-11 1 19-7-0 1 22-4-12 1 2-1-8 10-9-6 7-0 -7-0 9-9-7 2-9-12 Plate Offsets(X,Y)- [12:0-1-8,Edge],[13:0-1-8,Edge],[35:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=-493/Mechanical,34=1730/0-5-8,35=-775/0-2-4,23=1496/0-5-8 Max Uplift22=-579(LC 6),35=-838(LC 6) Max Gray 34=1731(LC 3),23=1498(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/953,3-4=0/953,4-5=-258/0,5-6=-258/0,6-7=-1060/0,7-8=-1060/0, 8-9=-1486/0,9-10=-1486/0,10-11=-1563/0,11-12=-1563/0,12-13=-1269/0, 13-14=-739/0,14-15=-739/0,15-16=0/258,16-17=0/258,17-18=0/258,18-19=0/1577, 19-20=0/1578 BOT CHORD 34-35=-1637/0,33-34=-1679/0,32-33=-301/0,31-32=0/702,30-31=0/702,29-30=0/1317, 28-29=0/1556,27-28=0/1269,26-27=0/1269,25-26=0/1269,24-25=0/329,23-24=-832/0, 22-23=-749/0 WEBS 2-34=-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- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. �,c0 P R OFFS 3)Refer to girder(s)for truss to truss connections. 'S �o 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)35. ��N� IsC, NEER /O2 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 y be attached to walls at their outer ends or restrained by other means. 8 I 2 P E 6)CAUTION,Do not erect truss backwards. -p N�4j, OREGO ti czzi '5 �CMBER \\ \- On A. HEY` '0)- EXPIRES: 0P EXPIRES:06/30/2017 November 30,2015 A.WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Pill,. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996198 PL15-402_UPPER F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 S Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:57:18 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y1211 yAg??-GOGAIwDARBNYyo3RR5UGWdgVGT5OpxV WEArRhEyEzpl 1 1-3-0 I 1-5-0 11 1-5-6 I 2-0-0 1 1 1-2-0 1,0^ 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 II 1 2 \ 3 4 5 6 7 8 9 10 11 12 13 14 1 N1 0 !� I \ e_ e / - a/ \ a / \ e 1N e 23 22 21 20 19 18 17 16 15 4x5= 3x8= 3x6 FP= 3x10 = 3x6= 1.5x3 II 3x4= 3x6= 3x4= I 2-11-0 I 21-3-0 I 2-11-0 18-4-0 Plate Offsets(X,Y)— [8:0-1-8,Edge],[17:0-1-8,Edge],[23:Edqe,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.14 18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.21 18 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.02 15 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:22-23,20-22. REACTIONS. (lb/size) 15=657/Mechanical,22=2013/0-5-8,23=-812/Mechanical Max Uplift 23=-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. �<0 E- PR°F�ss ���� , I N EF9 /q2 Q 870 2PE "gy N�Aj, OREGO r AZ/ t AMBER 1\ OS A. HEY` EXPIRES:06/30/2017 November 30,2015 1 , ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/Pit Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996199 PL15-402_UPPER F05 Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:57:19 2015 Page 1 ID:zs2ygYHMYItL21p9y12t1yAg??-kDgYWGEoCWPaxed_p?V3gNcpsK YR2gSgb_DgyEzpk 1 1-0-0 I Oro r4 1�H117,2111-2-0 1 1-2-0 II 1-2-0 1 1-2-0 I Scale=1:36.4 4x4-4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 • ol - .1:-• . W. - i..1i - AVAE 0 : CN. .11###mMr Wr W NI I I I r \.N1 I I r NNIFI\ o N O cu, OO O O -0 O •O 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4= 4x6= 3x6=3x6 FP= 3x5= 3x5= 3x5= 3x5= 4x4= 3x5= 4x6 = 3x4= 1.5x4 SP= 15-6-14 I 14-4-14 11-11-114 1 21-4-0 I 14-4-14 0-7-11 7-0 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edge],[27:0-1-8,Edqe] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.40 29 >641 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.62 29 >410 360 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.09 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:107 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 23=933/0-4-4,35=933/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1712/0,3-4=1712/0,4-5=-3036/0,5-6=-3036/0,6-7=-3981/0,7-8=-3981/0, 8-9=-4547/0,9-10=-4547/0,10-11=-4727/0,11-12=-4727/0,12-13=-4554/0, 13-14=-4554/0,14-15=-4554/0,15-16=-3935/0,16-17=-3935/0,17-18=-3339/0, 18-19=-3339/0,19-20=-1950/0,20-21=-1950/0 BOT CHORD 34-35=0/905,33-34=0/2419,32-33=0/3553,31-32=0/3553,30-31=0/4309,29-30=0/4682, 28-29=0/4688,27-28=0/4254,26-27=0/3935,25-26=0/3935,24-25=0/2723,23-24=0/1042 WEBS 16-27=0/550,17-26=0/389,2-35=-1268/0,2-34=0/1130,4-34=-990/0,4-33=0/864, 6-33=-724/0,6-31=0/598,8-31=-460/0,8-30=0/334,12-28=-255/55,15-28=0/498, 15-27=-885/0,21-23=-1366/0,21-24=0/1190,19-24=-1014/0,19-25=0/807, 18-25=-20/270,17-25=1150/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be ��1GQ PR OFk-„, attached to walls at their outer ends or restrained by other means. ���` �NG'N Etc. (1 ,79 87022PE r-- // (P ,N N -7• �A�, OREGON tip O<v 'A�' FMBER �,' Niel A. HS��P EXPIRES:06/30/2017 November 30,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 110- Design valid for use only with Mirekht connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. uiteCitrusHeights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996200 PL15-402_UPPER F06 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:57:21 2015 Page 1 ID:zs2ygYHMYItI_Z1 p9y1211 yAg??-gbyJxxF2k617pFo?6E1 z8FS 1 Ug4w0GMyw8451ZyEzpi 1 1-10-8 1 1}_11}_1.411 1-0-0 1 1 1-2-0 11 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= 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 1Ii/ - I �•�a� �a�•�aI _ o�aN .I \V ._ I0IN0 O O m O O O a 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5= 304 I I 4x5= 3x6 FP= 3x5= 3x5= 3x5 = 3x5= 3x6= 3x6= 3x4= 3x5= 14-0-14 1 2-1-8 1 12-10-14 1}-5-19 19-7-0 1 22-7-8 1 2-1-8 10-9-6 0-7-0 5-6-2 3-0-8 0-7-0 Plate Offsets(X,Y)- [12:0-1-8,Edge],[13:0-1-8,Edge],[35:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/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. (lb/size) 22=-431/0-2-12,34=1732/0-5-8,35=-776/0-2-10,23=1453/0-5-8 Max Uplift22=-523(LC 6),35=-840(LC 6) Max Grav 34=1735(LC 3),23=1455(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/956,3-4=0/956,4-5=-258/0,5-6=-258/0,6-7=-1062/0,7-8=-1062/0, 8-9=-1490/0,9-10=-1490/0,10-11=-1570/0,11-12=-1570/0,12-13=-1278/0, 13-14=-751/0,14-15=-751/0,15-16=0/252,16-17=0/252,17-18=0/252,18-19=0/1566, 19-20=0/1567 BOT CHORD 34-35=-1641/0,33-34=-1683/0,32-33=-303/0,31-32=0/703,30-31=0/703,29-30=0/1320, 28-29=0/1562,27-28=0/1278,26-27=0/1278,25-26=0/1278,24-25=0/342,23-24=-819/0, 22-23=-810/0 WEBS 2-34=-1690/0,2-35=0/1843,12-28=-7/485,8-30=-362/0,18-23=-1021/0,18-24=0/878, 20-22=0/974,20-23=-1036/0,6-30=0/504,6-32=-631/0,4-32=0/773,4-33=-915/0, 2-33=0/1009,15-24=-736/0,15-25=0/575,13-25=-754/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. QED PRGPFF 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)22,35. �G s 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ,\GJ� �NG]NEF9 c5'�c be attached to walls at their outer ends or restrained by other means. 4 9 5)CAUTION,Do not erect truss backwards. 870 2 P E / (n t1l y �Aj, OREGON tip �N fiOr,AMBER \\ �O S A. He?' EXPIRES:06/30/2017 November 30,2015 It I AMIE ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Mill. Design valid for use only with MTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DS8-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996201 PL15-402_UPPER F07 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:57:22 2015 Page 1 ID:zs2ygYHMYItL_Z1 p9y12t1 yAg??-9oVh8HGhUQt_RPNCgxYDhT?9o4LClgH69opeq?yEzph I .1 t 1 1-2-0 1 9-7-19 10-9-0 10-9-0 110-9-0 1 0-9-0 ii 0-9-0 10-9-0 1 Scale=1:34.3 3x4- 4x4= 4x4= 3x4= 3x4= 3x4 = 3x4= 3x4= 3x6 FP= 3x4= 3x4= 3x4= 4x4 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 e N I/ =i�a,/\ /a\O�•\O�•\e�• `•\ 0�:.- -\e/\O/ \ 1 \• N B' - B e e 0 B 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4= 4x5= 3x6= 3x6 FP= 3x5= 3x5= 3x5= 4x5= 3x5= 3x6= 4x5= 3x4= 1.5x4 SP= 3x5= 14-4-14 I 13-2-14 1D-9-141 I 20-2-0 1 11-2-14 7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edge],f18:0-1-8,Edgej LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.40 Vert(LL) -0.32 33 >759 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.50 33-34 >485 360 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.07 26 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:108 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(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. (Ib/size) 26=881/0-4-4,40=881/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1379/0,3-4=-1379/0,4-5=-2483/0,5-6=-2483/0,6-7=3317/0,7-8=-3317/0, 8-9=-3881/0,9-10=-3881/0,10-11=-4177/0,11-12=-4177/0,12-13=-4200/0, 13-14=4200/0,14-15=-3978/0,15-16=-3978/0,16-17=-3978/0,17-18=-3617/0, 18-19=-3075/0,19-20=-3075/0,20-21=-2299/0,21-22=-2299/0,22-23=-1261/0, 23-24=-1261/0 BOT CHORD 39-40=0/725,38-39=0/1964,37-38=0/2933,36-37=0/3632,35-36=0/3632,34-35=0/4062, 33-34=0/4221,32-33=0/4113,31-32=0/3617,30-31=0/3617,29-30=0/3617,28-29=0/2730, 27-28=0/1808,26-27=0/660 WEBS 17-31=-412/0,18-30=0/367,2-40=-1112/0,2-39=0/1003,4-39=-897/0,4-38=0/796, 6-38=-690/0,6-37=0/590,8-37=-483/0,8-35=0/383,10-35=-277/0,24-26=-1072/0, 24-27=0/977,22-27=-890/0,22-28=0/798,20-28=-701/0,20-29=0/560,14-32=-268/42, 16-32=-317/0,17-32=0/880,18-29=-1017/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. �Q,,V PR OFF 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)40. GJ< GINE ss/ 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ��� N FR O�9 be attached to walls at their outer ends or restrained by other means. 870 2PE / r - 'c\A), OREGON (]5) O OS A. H���P EXPIRES:06/30/2017 November 30,2015 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996202 PL15-402_UPPER F08 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:57:24 2015 Page 1 f��f1. ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-5AdRZzHx017igj WanMbhmu4Ykt6dDd9Pc611vuyEzpf 1 1-10-8 1 -'�-�d'11 1-0-0 1 1 1-2-0 II 1-0.2 I 11-3-11 11-3-0 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 l1 N e v. /v / ,Ns- /N X \ ZN /-\ / / \- ./ io'-'' - a e Fr 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 = 3x4 II 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 3x6= 3x6 = 3x4= 3x5- 14-0-14 ' 1 2-1-8 j 12-10-14 1 -5-1 1 19-7-0 1 22-4-11 1 2-1-8 10-9-6 9-7-09-7-0 5-6-2 2-0-11 Plate Offsets(X,Y)- [12:0-1-8,Edge],[13:0-1-8,Edge],[35:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=-495/0-3-12,34=1730/0-5-8,35=-774/0-4-4,23=1498/0-5-8 Max Uplift22=-581(LC 6),35=-837(LC 6) Max Gray 34=1731(LC 3),23=1499(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/953,3-4=0/953,4-5=-258/0,5-6=-258/0,6-7=1060/0,7-8=-1060/0, 8-9=-1485/0,9-10=-1485/0,10-11=-1563/0,11-12=-1563/0,12-13=-1268/0, 13-14=-739/0,14-15=-739/0,15-16=0/258,16-17=0/258,17-18=0/258,18-19=0/1578, 19-20=0/1579 BOT CHORD 34-35=-1637/0,33-34=-1679/0,32-33=-301/0,31-32=0/702,30-31=0/702,29-30=0/1317, 28-29=0/1556,27-28=0/1268,26-27=0/1268,25-26=0/1268,24-25=0/329,23-24=-832/0, 22-23=-751/0 WEBS 2-34=-1686/0,2-35=0/1839,12-28=-6/487,8-30=-360/0,18-23=-1022/0,18-24=0/881, 6-30=0/502,6-32=-629/0,4-32=0/771,4-33=-913/0,2-33=0/1007,15-24=-737/0, 15-25=0/576,13-25=-756/0,20-22=0/959,20-23=-1107/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. ' 2)All plates are 1.5x3 MT20 unless otherwise indicated. ��0) P R OF p 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 -� s be attached to walls at their outer ends or restrained by other means. �,' IGN- NEtc9 /Q2 4)CAUTION,Do not erect truss backwards. 9 ...c' 87022PE r y �"ois OREGON c],0 AN 9O $..A.BER \\ Ii .7 �`s A. HVik EXPIRES:06/30/2017 November 30,2015 1 f ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mifek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �i a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Informafion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996203 PL15402_UPPER F09 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:57:26 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12tl yAg??-1 ZIC_fJBYfNQvOgzvnd9rJ9rchj l hd9h3QnszmyEzpd ,0-� 10-8-4 ii 1-2-0 15E7,10110-9-0 10-9-0 110-9-0 10.9-0 I l 0-9-0 I0-9-0 I Scale=1:34.8 3x4= 4x4= 3x4 = 3x4= 3x4- 3x4= 3x4= 3x6 FP= 4x4= 3x4= 3x4= 4x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 OA o Aa o A& e a ,r o a�-e ® o 0 � 21 / \ /\ /\ /\ /\ / / \ /\ / \ / \%� a \ \ �I s0- 9 o -rte o. o. o • o a- o- 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4= 4x5= 3x6 FP=3x5= 3x5= 3x5= 3x5= 4x5 = 3x5= 4x5= 4x5= 3x4= 1.5x3 SP= 3x6= 14-7-12 I 13-5-12 114-0-121 I 20-4-13 13-5-12 0-7-0 0-7-0 5-8-2 Plate Offsets(X,Y)- [17:0-1-8,Edge],[18:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.33 33 >731 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.52 33-34 >468 360 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.08 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=892/0-4-4,40=892/0-4-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1397/0,3-4=-1397/0,4-5=-2518/0,5-6=-2518/0,6-7=-3371/0,7-8=-3371/0, 8-9=-3953/0,9-10=-3953/0,10-11=4267/0,11-12=-4267/0,12-13=-4306/0, 13-14=4306/0,14-15=-4116/0,15-16=-4116/0,16-17=-4116/0,17-18=-3686/0, 18-19=-3121/0,19-20=-3121/0,20-21=-2331/0,21-22=-2331/0,22-23=-1277/0, 23-24=-1277/0 BOT CHORD 39-40=0/734,38-39=0/1990,37-38=0/2977,36-37=0/2977,35-36=0/3694,34-35=0/4142, 33-34=0/4318,32-33=0/4228,31-32=0/3686,30-31=0/3686,29-30=0/3686,28-29=0/2770, 27-28=0/1832,26-27=0/668 WEBS 17-31=-355/0,18-30=0/383,2-40=-1126/0,2-39=0/1017,4-39=-910/0,4-38=0/810, 6-38=-704/0,6-36=0/603,8-36=-496/0,8-35=0/396,10-35=-291/0,16-32=-281/0, 17-32=0/823,24-26=-1086/0,24-27=0/990,22-27=-904/0,22-28=0/812,20-28=-713/0, 20-29=0/570,18-29=-1057/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. ���� PROfie0 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to G)NB .o be attached to walls at their outer ends or restrained by other means. N IE p2 `r- 870 2PE /ter yN ,� tv �"0j, OREGON q,� Ltd 'AOr,AMBER \\ �O S A. HER�P EXPIRES:06/30/2017 November 30,2015 t t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design imnto the overall ■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing ft iTek' 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/MI Quality Cdteda,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 (Drawings not to scale) offsets are indicated. I Damage or Personal Injury WI= Dimensions are in ft-in-sixteenths. 1140,, Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. O 1/t�, 2. Truss bracing must be designed by an engineer.For EIE wide truss spacing,individual lateral braces themselves O may require bracing,or alternative Tor I _ O IL.11WIIIPI pbracingshould be considered. �_� O 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. s d g l For 4 x 2 orientation,locate ~ C7-8 c6-7 C5-6 4 designer,Ierection tsu tervisor,pro terfh owner and plates 0 ''I from outside BOTTOM CHORDS all other interested parties. property y edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from *Plate 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 expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR 1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that e Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. ,iii by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. w-- 15.Connections not shown are the responsibility of others. Indicates location where bearings(supports) occur. Icons vary but reaction section indicates joint 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. ® ( number where bearings occur. 17.Install and load vertically unless indicated otherwise. ` Min size shown is for crushing only. ,x 18.Use ofteen or treated lumber may y pose unacceptable 1111 1 environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPII: 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, Design assumes manufacture in accordance with Guide to Good Practice for Handling, MI� 20.e ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3413-B REVISED 11-25-15 ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1561174 thru K1561218 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. mac; ti G NI~ si�v ' 89782PE r `'11 OREGON $4.9 Lt. ' � � �.- 016 . November 30,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 15-02-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 IC: 2x4 KDDF #160TH LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-2060) 559 1- 5=(-451) 1772 5- 2=( 0) 289 BC: 2x6 KDDF #1SSTR 2- 3=(-1772) 530 5- 6=(-456) 1767 5- 3=(-30) 49 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-2065) 558 6- 4=(-450) 1777 3- 6=( 0) 285 LL - 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <- 12"00. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <- 12"00. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 9'- 2.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 9'- 2.0" TO 15'- 2.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 0.0)+DL( 40.0)- 40.0 PLF 0'- 0.0" TO 15'- 2.0" V 0'- 0-0" -256/ 1210V -48/ 48H 5.50" 1.94 KDDF ( 625) NOTE: 2x4 BRACING AT 24"00 UON. FOR 15'- 2.0" -256/ 1210V 0/ OH 5.50" 1.94 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" TC CONC LL( 250.0)+DL( 70.0)- 320.0 LBS @ 9'- 2.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.058" @ 6'- 0.0" Allowed = 0.713" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.102" @ 6'- 0.0" Allowed = 0.950" MAX HORIZ. LL DEFL = 0.012" @ 14'- 8.5" MAX HORIZ. TL DEFL = 0.020" @ 14'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 5-11-11 3-02-10 5-11-11 Truss designed for wind loads f in the plane of the truss only. T ir320# 4320# 12 12 6.00 V M-4x6 ---...."M-6x6x6.00 110 00110000.001 4111 M El © M T, �1 I d' `y' , 1** 5 6 ** 4 I I I O M-3x5 M-3x4 M-1.5x3 M-3x5 O b b b 5-08-08 3-10-12 5-06-12 �� y 15-02 y .�� • NG N, k.7' �iQ , JOB NAME : 3413-B POLYGON NW - Al Scale: 0.4009 r. .I • • WARNINGS: GENERAL NOTES, unlessotherwlse noted: C OREGON1.Builder and erection contractor should be advised of all General Notes 1.This design la based only upon the parameters shown and Is for an Indry dual _ • Truss: Al and Warnings before construction commences, building component.Applicability of design parameters and proper } 453 Q' 2.2x4 compression web bracing must be Installed where shown�. Incorporation of component s the responsibility of the building designer. • }� V 3.Additional temporary breGng to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced "7 R" i.6',.,,,-(4;,..,•• s Me responsibility of the erector.Additional permanent bracing of 2'o c.and at 10 o.c.recpectrvety unless Laced throughout their length by ` :- DATE: 11/30/2015 the overall structure la the responsibility of the building continuous sheathing such as plywood sheathing(TC)and/0 tlrywall(BC). P.' U j -+ 1, p ty g designer. 3.2x Impact bridging or lateral bracing required where shown+* PA L SEQ.: K1561174 4.No toed should be applied to eny coeponent until eSen alt bneelng end 4.Installation truss trusses responsibility beusehnon-corrosive fthe respective ncontractor. manl, fasteners are complete and at no te5. Erne should any bads greater thanDesign oft design loads be applied to any component. and are for"dry condition•of use. TRANS I D: LINK 8.Design assumes nail bearing at all supports shown.Shim or wedge if �/ p ly/ /fry/{ 5.CompuTrus has no control over and assumes no responsibility br the necessary. EXPIf ES: 12/3`t/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so Meir center TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate sae of plate In Inches. MiTek USA,Ina./CornpuTres Software 7.6.6(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-774) 153 1-4=(-47) 587 4-2=(0) 353 BC: 2x4 KDDF #11810 SPACED 24.0" O.C. 2-3=(-774) 153 4-3=(-47) 587 WEBS: 2x4 KDDF STAND LOADING TC 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 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -80/ 637V -66/ 66H 5.50" 1.02 KDDF ( 625) 15'- 2.0" -80/ 637V 0/ OH 5.50" 1.02 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.055" @ 7'- 7.0" Allowed = 0.950" MAX TC PANEL LL DEFL = 0.085" @ 4'- 0.2" Allowed = 0.514" MAX HORIZ. LL DEFL = 0.006" @ 14'- 8.5" MAX HORIZ. TL DEFL = 0.011" @ 14'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. 7-07 7-07 Wind: 140 mph, h=21.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), '� load duration factor=l.6, • 12 12 Truss designed for wind loads Q 6.00 IIM-4x9 in the plane of the truss only. 6.00 4.0" 2 -( 1.1 M C', M I I 4 +* o 3 M-3x4 M-1.5x3 M-3x4 0 J' b b 7-07 7-07 i' 15-02 )' '4 e,tD. Pf3OF. 6e5. •�„5 GIN k79 , ?. 89782PE JOB NAME : 3413-B POLYGON NW - A2 / .� Scale: 0.4009 WARNINGS: GENERAL NOTES, unless otherwise noted: , OREGON �zA � Truss A2 1.Builder and erection contractor should be advised of all General Notes This designs based only upon the parameters shown and Is for an individual ^ted and Warnings before construction commences building component.Applicability o/design parameters and proper 4 2.2o4 compression web bracing must beinstalledwhere shown+. incorporation of component is the responsibility of me building designer. 11;x9.-- (j �'J� 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at j� ,�F. t/'1P-'-� rP. Is the responsibility of the erector.Additional permanent bracing of 2'o c.and at 1Q o.c respectively unless braced throughout their length by T 'Pt� ' DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. continuous0Impactsheathing such lateral bs plywood required a where e s and/or drywall(SC) A .S 3.2x Impact bridging or therebracing requ the where shown+* B L - SEQ.: Ki5 6117 5 4.No load should be applied to any component until after an bracing and 4.Insiallatbn of truss is responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a son-oonoalve environment, TRANS ID: LINK design bads be applied to any component. and are or"dry condition'of use. �V/ (p'fi�eC�-r ryryJJ]p)l�/{ 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes lull bearing et el supports shown.Shim or wedge i( XPIRES: 1GlJ 1/201 fabrication,handl)rnecessary. is shipment and Ie l:malion of components. 7.Design assumes adequate drainage Is provided. November 30,2015 6.This design h furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIWICA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate site of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(Weft) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1578) 306 1-5=(-303) 1341 5-2=( -216) 1310 BC: 2x6 KDDF #1&BTR SPACED 29.0" O.C. 2-3=( -116) 107 5-6=(-295) 1292 2-6=(-1999) 350 WEBS: 2x9 KDDF STAND 3-9=( -10) 5 6-3=( -119) 120 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -146/ B18V -57/ 194H 5.50" 1.31 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -369/ 1701V 0/ OH 5.50" 2.72 KDDF ( 625) ADDL: BC CONC LL+DL= 1210.0 LBS @ 5'- 0.0" ADDL: BC CONC LL+DL= 637.0 LBS @ 7'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ 4'- 0.0" Allowed = 0.354" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.041" @ 4'- 0.0" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.009" @ 7'- 6.5" MAX HORIZ. TL DEFL = 0.008" @ 7'- 6.5" 4-01-12 3-06-08 0-03-12 T T j Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 M-1.5x3 y 3 Wind: 140 mph, h=21.2f t, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x6 ridi 2 M 0 ir 0 v o /- 1i.§=N 5 6 I o M-3x4 M-3x8 M-4x8 1 y +12106 +637# y 4-00 4-00 1 8-00 ' PRLIF - 8 782 P E r" JOB NAME : 3413-B POLYGON NW - AGIRD • / " • Scale: 0.4610 T. �•/ "_�. WARNINGS: GENERAL NOTES, unless otherwise noted: {.0 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown ands for an Individual OREGON Truss: AGIRD and Warnings before construction commences building component.Applicability of design parameters and proper �'a/,a- 2d „Q`- 2.254 compression web bracing must be Installed where shown*, luorporation of component is the responsibllly of the building tleelgner. S!Ab 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ^t'l Y A$, -''l s the responsibility of the erector Atldltlend permanent bracing of 2 o.c,and at 10 o.c respectively unless braced throughout theft length by A DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. continuous Sheathing such l bracing plywood required sheath here s ownand/•r tlrywall(BC). C j-'1 �"(�; p ty g gnat. 3.2x ImpaC bridging or lateral where shown++ -�.1 SEQ.: 1<1561176 4.No load should be applied to any component until ager all bracing and 5.Installation of tr Uuss the aceresponsibility o baba lsed nth respective no nos Ne eta Domani fasteners are complete and at no time should any mads greater than Design assumes design masa be applied to any component. and are for condition'of use. TRANS ID: LINKs assumes ealunbearingatansupportaahavm.shimorwetlgeg 5.Csepulrus has no osntnsl suer and essuses no rasponsibibty Is:the EXPIRES: 12/31/2016 ssary fabrication.handling.shipment and installation of components. 7. sign assumes adequate drainage is provided. November 30,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both laces of b uss,and placed so their center TPIAWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,IRC./CompuTrus Software 7.6.7(114-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-42) 40 TC LATERAL SUPPORT 0- 12"OC. GON. LOADING BC LATERAL SUPPORT 0- 12"OC. OON. 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" -61/ 297V -7/ 47H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -102/ B8V 0/ OH 1.50" 0.14 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" 1-11-11 MAX TC PANEL IL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.145" 1' ,. MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.250" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.333" 12 6.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-19.7ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. /' oI rh f O 1112 ►/ M-3x4 y 1-00 y !PROVIDE FULL BEARING;Jts:2,3,4 1 6-00 y PROs -•- • - •c N c •9. % 89782PE t- - .... JOB NAME : 3413-B POLYGON NW - AJ1 G p Scale: 0.6771 ��. I, WARNINGS: GENERAL NOTES, unless otherwise noted �� Truss: AJ11Builder and erection contractor should be advised of all General Notes This design is based only upon the parameters shown and la for an individual OREGON and Warnings before construction commences. building component.Applicability of design parameters and proper Q 2.2t4 compression web bracing must be installed where srssn c. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to meats stability during construction 2 Design assumes the top and bottom chords to be laterally braced al �jk -19 R yol: A$-. ,--. .,;,.-7,, r�� is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10 o.c.respectively unless braced throughout their length by /Yk 7 `_V` f -H-:-- DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 24Iconmucus sheathing such as plywood sheathing(TC)whereshownand/or tlrywall(BC). /'� L �` 4.No load snouts be applied to an 3.2t Impact bridging or lateral bracing required where shown t i f" S's SEQ. : K1561177 ppe any 4.Installation oftruss is the responsibility ofthe reapectrvecontractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, -- - TRANS D. LINK design bads be applied to any component. and are fordrycomm�o crass. 6.Design assumes full bearing at allsupports shown.Shim or wedge l( 5.CompuTrus has no control over and assumes no responsibility for the -EXPIRES: P'R S. 12/31/ 01 fabrication,handling,shipment and installation of components. ry 6.This design is furnished subject to the limitations set forth by 7.Designassumesllblatedoaneothfageio truslsan d. November 30,2015 8.Plates shag be locales on both faces of buss,and placed so their center TPIM/rCA In BC SI,copies of which will be furnished upon request. lines coincide with Joint center Ines. MTek USA,Inc./Com uTms Software 1 LE 7.6.6 - 9.Digits indicate size of plate in Inches. p ( 10.For basic connector plate design values see ESR-t311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #150TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-9=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-65) 99 IC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -50/ 396V -19/ 77H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -97/ 113V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TC PANEL LL DEFL = 0.012" @ 2'- 2.2" Allowed = 0.296" 3-11-11 MAX BC PANEL TL DEFL = -0.039" @ 3'- 1.9" Allowed = 0.333" ,r MAX BC PANEL TL DEFL = -0.003" @ 9'- 1.4" Allowed = 0.333" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 3 -/ Wind: 190 mph, h=20.2ft, TCDL=9.2,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 in the plane of the truss only. 0 rV Mo /- •o E. T /- 12►' 011814 O M-3x4 ), i' b 1-00 6-00 'PROVIDE FULL BEARING:Jts:2,3,9 1 - , ) r R Q/ „ .. 89 82r E JOB NAME : 3413-B POLYGON NW - AJ2 =1 • Scale: 0.6196 WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an indstdual -y4,OREGON O Q,. Truss: AJ2 dW ng bt cc hand coness building component.Applcablgtyofdesign pane tersandproper fl 2.2x4 compression web bracing must be nstalled where shown incorporation of component Is the responsibility of the building designer. [�.k� {� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes me reps and bottom chorda to be laterally braced at `� T ` Is the responslbilry of the erector.Additional permanent bracing of 2 rte.and a110'o c pectNey unless braced throughout their length by `V continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PQ i"11 DATE: 11/30/2015 the overall structure Is the responsibll y of the building designer. 3.2x Impact bridging or lateral bracing required where shown•• • �.l L SEQ.: K 15 6117 8 4.No load should be applied to any component until after all bracing and 4.Installation of trues Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied toany component. and are for•dysfullbeh'orase. 5.CompuTrus has no control over and assumes no responsibilfty for the 6.nDecessa ssumes m"beating et all supports shown.shim or wedge if EXPIRES: X P I RE,,fsJ,:.12/31/2016 .2/31!201 6` y. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be locateddon both faces of truss,and placed so their center TPI/W'ICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digfts indicate sae of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( _ BC: 2x9 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-97) 68 2-9-(0) 0 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE 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" -57/ 402V -22/ 108H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 74V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7•' -68/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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 TC PANEL LL DEFL = 0.079" @ 3'- 7.2" Allowed = 0.395" 5-11-11 MAX TC PANEL TL DEFL = -0.092" @ 3'- 4.8" Allowed = 0.593" T f MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 6.00 3 -y Design conforms to main windforce-resisting system and components and cladding criteria. ''0 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. xx o rn 80 O / • xr PAO _ 0 2 4 111Mal_Ill -/ M-3x4 y b y 1-00 6-00 PROVIDE FULL BEARIHG;Jts:2,9,3 I � t,q rPnRp.S6 89782PE rd- JOB NAME : 3413-B POLYGON NW - AJ3 • • • Scale: 0.5762 -,4...! / WARNINGS: GENERAL NOTES, unless otherwse noted' -_. N. Truss AJ3 1.Builder and erection contractor should be advised of all General Notes 1.This design is basad only upon the parameters shown and is for an Individual OREGON hal and Warnings before censhucbon commences, building component.Applicability of design parameters and proper l/ 1..7 V'11 V 2 2x4 compression web bracing must be Inalalled where shown+ Incorporation of component k the responsibility of the building designer. 3.Additional temporary bracing to insure stability during constmct on 2 Design attassumes the top and bottom chords to be laterally braced at J� ��t/' .,.(e-7--...- _ s the responsibility of the erector.Additional permanent bracing of Y o.c,and at iP o.c,respectively unless braced throughout their length by J DATE: 11/30/2015 the overall ormolu,,is the responsibility of the building designer continuous sheathing such as plywoodaheathing(TD)anNor drywall(BC) Prs UL 3.2x Impact bridging or lateral bracing required where shown a a PAULSEQ.: K15 6117 9 4.No load should be applied to any component until alter al bracing and A Installation 0 truss Is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 6.Design assumes trusses are to be used in a non-corrosive environment. TRANS ID: LINK design mads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: �+v lT Jr� /�7(� fabrication,handling,shipment and Installation of components. 7.necessary. C/#P�RES. �2f3j/-GV1 Design hallassumes adequatea onboth is ptrusse November 30,2015 6.This design re furnished subject to the limitations set by B.Plates shell be located on bath feces of truss,and placed so their center TPIANTCA in BCSI,copies of which will bs furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,Inc./CompuTnts Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-16136(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/Cg=1.00 TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-116) 93 3-9=( -70) 27 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 DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD= 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -35/ 377V -28/ 131H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -142/ 352V 0/ OH 1.50" 0.45 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 5.9" -58/ 15V 0/ OH 1.50" 0.02 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 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 - 0.041" @ 2'- 9.3" Allowed - 0.397" MAX TC PANEL TL DEFL - -0.050" @ 2'- 11.9" Allowed - 0.596" 12 4 MAX HORIZ. LL DEFL - -0.001" @ 5'- 11.2" 6.00 MAX HORIZ. TL DEFL - -0.001" @ 5'- 11.2" irr 3 Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=21ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 1 (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. , M o /- I PAIkr 1 f 1 ► 5 o M-3x4 y b b y 1-00 6-00 1-05-15 c 'PROVIDE FULL BEARING;Jts:2,5,3,4 ' [+::. PR '"� 444- IP 89782P A.- JOB NAME : 3413-B POLYGON NW - AJ4 •=J • Scale: 0.5437 ' w' WARNINGS: GENERAL NOTES, unless otherwise noted: / � �R� ©(3 's1 «sem 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual f'1 /�' Truss: AJ4 and Warnings before construction commences building component.Applicability or design parameters and proper /e V �S 2.2z4 compression web bracing must be Installed where shown, incorporation or component is the responsibility urine building designer. _ �AIRY- �, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom cholla l0 be laterally braced et Is the responsibilityf the erector.additional t bracing t 2'o.c and at to os.respectsply unless braced throughout their length by0.0 o permanen g o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Jl.7' L - DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown•t -AUL L SEQ.: K15 6118 0 4.No load should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective conireGor. , fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, and TRANS ID' LINK design loads beapplied to any componentDesign ssudncondberingata. 5.CompuTrus has no control over and assumes no responsibility for the 8.Dee assumes full bearing at all supports shown.Shim or wedge if .EXPIRES: 12/31/2016 ry. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design is furnished subject to the limitations set forth by 6.Plates Nun be locateddon both faces of truss,and placed so their center TP6WICA In BCS',copies of which will be furnished upon request. tries coincide with joint center lines. 9.Digits Indkate size of plate In Inches. MITek USA,Ino./ConlpuTros Software 7.6.6(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 6.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KID-#1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Re 2x6 KDDF #1&BTR T2 P) 1- 3=( 0) 50 2-10=(-1314) 6879 0-14-( -61) 963 SPACED 24.0" O.C. 2- 3=(-5997) 1190 10-11=(-1314) 6879 10- 4-) -231) 1993 8C: 206 KDDF #1&BTR 3- 4=(-6056) 1207 11-12=( 1096 5996 10- 5= 1830 393 WEBS: 2x9 KDDF STAND (- ) (- ) LOADING 9- 5=(-5910) 1106 12-13=(-1098) 5996 5-11=( -25) 397 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=)-6898) 1424 13- 9=( -712) 3848 11- 6-) -379) 1591 TI LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3907) 761 12- 6-) 0) 130 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF 7- 8=(-4912) 831 6-13-)-2519) 598 8- 9=(-9995) 895 7-13-) -259) 1590 LL = 25 PSF Ground Snow (Pg) 13- 8=) -55) 309 NOTE: 2x9 BRACING AT 24"OC UON. FOR ADDL: TC UNIF LL+DL= 160.0 PLF 8'- 0.0" TO 12'- 0.0" V ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 12'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0" 0'- 0.0" -670/ 3376V -73/ 79H 5.50" 5.90 KDDF ( 625) OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 1490.0 LBS @ 12'- 9.0" 27'- 6.0" -412/ 2330V 0/ OH 5.50" 3.73 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. JT 2: Heel to plate corner = 0.75" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP CONS. 2: Design checked for net(-5 ** For hanger s plans9 (- psf) uplift at 24 ••oc spacing. g pets. - See approved AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.168" @ 12'- 5.8" Allowed = 1.329" MAX TL CREEP DEFL - -0.537" @ 12'- 5.8" Allowed = 1.772" MAX HORIZ. LL DEFL = -0.050" @ 27'- 0.5" MAX HORIZ. TL DEFL = 0.116" @ 27'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=2l.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 7-11-11 11-06-10 7-11-11 fTruss designed for wind loads f in the plane of the truss only. 4-00-12 3-10-15 4-02-09 2-11-12 4-04-05 3-10-15 4-00-12 l' T 4598# T 'f T T T 12 12 6.00 p M-5x12 M-3x6 M-4x10 M-4x10 4 Q6.00 5 6 T2 Pm M-1.5x3 M-1.5x3 +. M a_a•� , rn O o 2 10 11 12 13 o M-4x10 M-3x10 0.25" **9 0 M-4x10 M-3x10 0 M18HS-7x14(5) M-1.5x3 y y 1940# y y y P• R-bp- . y y 7-04-12 5-01 2-08-04 4-11-04 7-04-12 r rhe / 4+lfY 1-00 27-06 y � ;'��q'{82® 1 JOB NAME : 3413-B POLYGON NW - B1 Scale: 0.2299 WARNINGS: GENERAL NOTES, unless otherwise noted: �+�, Truss: B1 1.Builder and erection contractor should be advised of all General Notes This design is based only upon the parameters shown ands for an Individual OREGON •'•• and Warnings before construction commences building component.Applicability of design parameters and proper - l7 '11 (}. 2.2z4 'on web bracing Incorporation of component responsibility of the building designer. compress g must be installed where shown rporo portent is the res ,,(J' (// --�A+((s�� �j.� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at -j 9 `�i ii k/' u ��. `rA. - s Me responsibility of the erector.Additional permanent bracing of 2'o.c and at 10:o.c.respectively unless braced throughout their length by J • _V` DATE: 11/30/2015 the overall structure is the responsibility of the building designer. continuous sheathing such as pftwootl sheathing(TC)andtor drywall(BC) (��, 3 2z Impact bridging or lateral bracing required whets shown se AA lit C, SEQ.: K15 6118 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. v fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for onddion'of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EAP RES: 12/31/2016 /31/ 0fabrication.handling,shipment and installation of components. necessary. 6.This design Is furnished subject to the limitations set forth by T.Designassumesbeaaded on belhllage is trusised. November 30,2015 B.Plates shall be located on both faces of truss,and placed so their center TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(10-E 8.Digits Indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&STR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2998) 628 1-5=(-568) 2526 5-2=( -232) 1259 9-7=(-1989) 946 SC: 206 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-1606) 366 5-6=(-556) 2462 2-6=(-1172) 282 WEBS: 2x4 KDDF STAND 3-9=(-1908) 342 6-7=( -44) 104 6-3=( -114) 568 LOADING 6-9=( -506) 2308 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -344/ 1658V -42/ 105H 5.50" 2.65 KDDF ( 625) NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -711/ 3191V 0/ OH 5.50" 5.11 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED @@ADDL: BC CONC LL+DL= 1210.0 LBS @ 3'- 0.0" @@ADDL: BC CONC LL+DL= 637.0 LBS @ 5'- 0.0" @@ADDL: BC CONC LL+DL= 2330.0 LBS @ 7'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL -"r ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 Join together 2 ply with 3"x.131 DIA GUN MAX LL DEFL = 0.011" @ 3'- 0.0" Allowed = 0.354" nails staggered at: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.039" @ 3'- 0.0" Allowed = 0.472" \/�/ 9" oc in 1 row(s) throughout 2x9 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. /�'VY\ 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX BORIS. LL DEFL -0.003" @ 7'- 10.3" 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. TL DEFL = 0.005" @ 7'- 10.3" 6-02-11 1-09-05 ** For hanger specs. - She approved plans T 'r Design conforms to main windforce-resisting 3-01-12 3-00-15 1-09-05 system and components and cladding criteria. f T T T 12 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dar), 6.00 M-9x6 load duration factor=l.6, Truss designed for wind loads M-3x5 in the plane of the truss only. 4 �D III e M-3x6 2 N 41 ro o ro @@ HANGER BY OTHERS TO APPLY CONC. ir LOAD(S)EQUALLY TO ALL MEMBERS. AIIIIIbl 11111111111.11n. III i �® ANM m O /- of f I 1►1 5 6 7 o M-3x9 M-3x4 M-7x8 M-3x8 y *1210# +6379 , +23309 , 3-00 7 2-09-12 2-02-04 1 8-00 y ,BEV PR OPE •At 8sh782PE c JOB NAME : 3413-B POLYGON NW - BGIRD " Scale: 0.9699 ,, . /ir r/ WARNINGS: GENERAL NOTES, unless otherwise noted ^�J 1.Builder and erection contractor should beadvised ofall General Notes 1.This design Isbased only upon the parameters shown and is tor anindmdual .1' .,C1REGON 0 Q„ Truss: BGIRD and Warnings before construction commences bidding component.Applicability of design parameters and proper -J/2j` l/ di 2.2x4 compression web bracing must be Installed where shown 4. incorporation of component k the responsibility of the building designer. v� 7 (S t�.y, 3.Additional temporary bracing tonsure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 7 '5+�. s the responclblfy of the erector.Additional permanent bracing of 2 o.c.and at 10 0.5.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �k PA t I7 '�l'\: -- DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ti L SEQ.: K1561183 4.No load should be applied to any component until after all bracing and 4.Installation oftruss isthe s rspo siulity itytlfin the resacmelveeive mconrment, fasteners are complete and at no time should any loads greater than Design assumes TRANS ID: LINK design loads be applied to any component. ander orramefull condition"ef ase.supports wedge 5.CompuTrus has no control over and assumes no responsibility bilft for the 6 Design bearn tagsu tfsahown.Shlmorwetl f EXPIRES: 12/31/2016 sports Y necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIMTCA in BC51,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompaTfus Software 7.6.6(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1986(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-22) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-37) 25 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF D'- 0.0" -74/ 298V -4/ 36H 1.50" 0.40 KDDF ( 625) 0`- 11.2" -15/ 28V 0/ OH 1.50" 0.04 KDDF ( 625) 12 LL - 25 PSF Ground Snow (Pg) 1'- 0.0" -35/ 22V 0/ OH 1.50" 0.04 KDDF ( 625) 6.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/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 n windforce-resisting system and componentsand cladding criteria. 3 Wind: 140 mph, h=19.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, mTruss designed for wind loads o in the plane of the truss only. M /- 2 / o o NM o o o i- 1 // // M-3x4 J' 1-00 y 1 0o y ,,,fid rP�yRQ/�c ,{� (PROVIDE FULL BEARING;Jts:2,4,4 _,c y L� "/ 44 0. - 8•'782PE � JOB NAME : 3413-B POLYGON NW - BJA • Scale: 1.1073 IV - +-/e WARNINGS: GENERAL NOTES, unless otherwise noted: �j �REG�N 1.Builder and erection contractor should be advised of all General Notes 1.This design s based only upon the parameters shown and Is for an individual �J_ T �� Truss: BJ and Warnings before construction commences. building component.Applicability of design parameters and proper aTj 2.204 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building tleNgnar. (,7f /�. 3.Addilonaltempororybrocingto nsurestabltydurngconsiruciron 2.Desgnaesumesthetopandbottomchorb to be uadtlaterollybroco I s 'S�)9 qR 1,''2 -i - 2 o.c.and al 1 U o c respects ly unless braced throughout their length by /{_ - V' `�`c is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 'e p y DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ti ♦- SEQ.: K 15 6118 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibilly of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc noncorrosive environment, . TRANS I D: LINK design bads be applied b any component. and are for"dry conditionof use. 5.CompuTrushasnocoMmloverandassumesnoresponsibilityforme 8.Design assumes full bearing ataAsupports shown.Shim orwedge if EXPIRES. 12/31/2016 wry. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design is furnished subject to the limftations set forth by 6.Plates shall be boated on both faces of truss,and placed so their center TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide wM joint center lines. B.Digits Indicate size of plate in inches. MTek USA,Ino./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1 BOO(MiTek) 1 1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 39-00-00 DUTCH SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #16ETR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-15=(-2648) 11304 15- 3=( -758) 3660 11-22=(-264) 1800 2x6 KDDF #160TH T2 2- 3=(-12816) 3050 15-16=(-2302) 9724 3-16=(-1936) 366 22-12=( -92) 390 BC: 2x9 KDDF #160TH LOADING 3- 9=) -8746) 2256 16-17=(-1950) 7802 16- 9=( -12) 594 WEBS: 2x9 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( -8050) 2210 17-19=(-2496) 9360 4-17=( -622) 82 2x9 DF 2400F A; TC UNIF LL( 50.0)+DL( 14.0)- 69.0 PLF 0'- 0.0" TO 34'- 0.0" V 5- 6=( 0) 0 18-20=( -108) 404 17- 5=( -330) 2134 2x9 KDDF #16BTR B TC UNIF LL( 100.0)+IL) 28.0)- 128.0 PLF 8'- 0.0" TO 26'- 0.0" L 5- 7-) -7229) 2018 20-21=(-2166) 8308 17- 7=(-2586) 756 BC UNIF LL( 0.0)+CL( 50.0)= 50.0 PLF 0'- 0.0" TO 34'- 0.0" V 7- 8=( -9308) 2620 21-22=(-2004) 7500 7-19=( 0) 512 TC LATERAL SUPPORT <= 12"00. MS. 8-10=( -7568) 2160 22-13-(-1540) 5898 18-19=( 0) 142 BC LATERAL SUPPORT <= 12"00. DON. TC CONC LL( 966.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" L 9-11=( 0) 0 19-20=(-2058) 7992 TC CONC LL( 966.7)+DL( 130.7)- 597.3 LBS @ 26'- 0.0" L 10-11=( -6138) 1702 19- 8-) -388) 1234 11-12-) -6882) 1862 20- 8=( -724) 422 NOTE: 2x9 BRACING AT 24"00 UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12-13=( -6844) 1842 8-21=(-1138) 250 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13-14=( 0) 50 21-10=( -196) 942 10-22=(-2088) 688 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP OVERHANGS: 12.0" 12.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -900/ 3801V -95/ 95H 5.50" 6.08 KDDF ( 625) 39'- 0.0" -900/ 3801V 0/ OH 5.50" 6.08 KDDF ( 625) M-1.5x4 or equal at non-structural ( 2 ) complete trusses required. vertical members (uon). Join together 2 ply with 3"x.131 DIA GUN nails staggered at: 9" oc in 1 row(s) throughout 2x9 top chords, 9" oc in 2 row(s) throughout 206 top chords, [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc n 1 row(s) throughout 2x9 bottom chords, 9" o in 1 row(s) throughout 2x9 webs. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" 12-08-11 8-05-06 12-09-15 MAX LL DEFL = -0.318" @ 13'- 4.7" Allowed = 1.654" MAX TL CREEP DEFL = -0.613" @ 13'- 4.7" Allowed = 2.206" 2-09-12 4-04-03 5-01 1-02 -14 3-11 MAX LL DEFL = 0.001" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ 35'- 0.0" Allowed = 0.133" 2-09 -09-12f 0-0��05 -OB-08� f3-0,4-024-05-08 . - . 1--r 4' 4' { 4' 4' 4' MAX HORIZ. LL DEFL = 0.159" @ 33'- 6.5" 8-10 8-10 MAX HORIZ. TL DEFL = 0.257" @ 33'- 6.5" =M-4x4+ T +57.30# T +597.308 4' 12 M-3x8 12 Design conforms to main windforce-resisting 6.00 M-3X6 Q M-5x6+ 6.00 system and components and cladding criteria. M-5x6+ .M-3x6 6 !c Wind: 190 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-9x10 M-5x6 load duration factor=l.6, Truss designed for wind loads M18H5-5x16 S ` in the plane of the truss only. M-3x9 �S - _ - '� I 4 M-1.5x3 M-3x6 A 2 M-2.5x9 or equal at non-structural diagonal inlets. o M-4x10 ie .. _ B m m o 11`-15 16 17 19: 22 4 1a, M-3x4 M-3x8 0 18 20 2�,1 22 +`\ of 2I M-1.5x3 M-3x10 0.25 M-3x8 M-3x8 oI 0 M-7x10 a 3.75 M-5x8(S) 12 ••�c P R OFFS i, ), ), y 5 ), ), ), ), ), k 01 N 6> ' b y 05-082-09-12 2-11 -08 5-02 b 4-11-08 3-07-10 3-09-06 8-02-12 b b ... y 0Z-05-08 10-09-08 20-09 y 00 _, e9782 E C'e,.,_ 1-00 34-00 1-00 OG. JOB NAME : 3413-B POLYGON NW - C1 -r Scale: 0.1478 • '�I,a 'ru1 . WARNINGS: GENERAL NOTES, unless otherwise noted: 2 (4er_•`-EGO "CP lT I.Budder and erection contactor should be advised of all General Notes 1.This design s based only upon the parameters shown and s for an lMmdual <a -(/'/_ `;_ Truss: Cl and Warnings before construction commences, buldng component.Applicabllky of design parameters and proper4.iiy- `Ci' 2.2x4 compression web bracing must be metalled where shown+ Incorporation of component k the responsibility of the build ng designer. F� 5 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to he laterally braced at �r�, �� `� is the responsibility of the erector.Additional permanent bracing or 2'ex.and at 10'o.c,respectively unless braced throughout their length by continuous sheathing such as plywood sheath )and/or drywall(BC). DATE: 11/30/2015 the overall structure is the responaibikly or the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • SE Ki5 6118 6 4.No load should be applied to any component anal after all bracing and 4.Installation of truss is the responsibiNiy of the respective contractor. Q' ' fasteners are complete and at no time should any mads greaser than 5.Design assumes trusses are to be used in a non-corrosive environment, assign masa be applied m any component. 6. for"dry condition'.of use. -EXPIRES. 12/31/2016 TRANS ID: LINK 5.CompuTrushas nocontrol over and assumes noresponsibility for the 6.De.m-, sserysumeemllbearingataNsupportsshown.Shimorwetlgelf November 30,2015 fabrication,handling,shipment end Installation of components. sneassu 7.Designlatesassumesadequateoboth is protruss, 6.This design is furnished subject to the limitations set form by 8.Plates shah belocatedon both feces of truss,and placed so their center TPVWTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,InoJCompuTrus Software 7.6.6(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-376) 2138 3-10=(-253) 175 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2510) 513 10-11=(-254) 1794 10- 4=( -15) 446 WEBS: 2x4 KDDF STAND 3- 4=(-2275) 488 11-12=(-272) 1794 4-11=(-642) 235 LOADING 4- 5=(-1611) 437 12- 8=(-398) 2136 11- 5=(-229) 1069 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1611) 437 11- 6=(-642) 235 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2275) 488 6-12-) -15) 446 TOTAL LOAD = 42.0 PSF 7- 8-(-2510) 513 12- 7-(-253) 175 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 50 LL - 25 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" -235/ 1542V -187/ 187H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -235/ 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 = -0.114" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.232" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.050" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.083" @ 33'- 6.5" 17-00 17-00 T T '( Design conforms to main windforce-resisting 6-00-05 5-05-13 5-05-13 5-05-13 5-05-13 6-00-05 system and components and cladding criteria. 1' 1' T T T T T 12 12 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 M-4x6 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 4.0" Truss designed for wind loads 5 -fA in the plane of the truss only. M-5x6(5) M-5x6(5) 0.25" 0:25" 9 0 pp > 5x3f/ A15x .11r/ 3 3 M M 411111111111 O 1 eft • 0 10 11 12 8 o 1 M-4x4 M-3x4 0.25" M-3x4 ::m-4x4 1 M-5x8(S) �0 PRO/�y y 1 b •� Cai`+GNE %8-09-04 8-02-12 8-02-12 8-09-04 /9 Q 1-00 34-00 1-00 p982j ' JOB NAME : 3413-B POLYGON NW - C2 ...' Scale: 0.1727 MEW WARNINGS: GENERAL NOTES, unlessotherwlse noted: 7. Of'I Truss: C2 and Warnings before construction commences, building component 1.Builder and erection contractor should be advised of all General Notes 1.This design w based only upon the parameters shown and Is loran ndN dual - het, Applicability of design parameters and proper E�ION V 2.254 cempresslon web bracing must be Installed where shown+ Incorporation of component s the responsibility of the building designer. L'}. 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom unless braced to be laterally braced at • 3 "i '�J ��a" s the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively as ply throughout their length by - ` `f DATE: 11/30/2015 the overall structure is the responsibility of the building designer. continuousg such esaplywood required wheresand/or tlrywall(BC). �� 1 �r,` 3.In Impact bridging or lateral bracing required shown++ 1.-SEQ.: K 15 6118 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment TRANS ID: LINK design made be applied to any component. and are fothy conditionof use. �/ f}//]{/I�/� S.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes mil bearing at all supports shown.Shim or wedge if EXPIRES. 12/31/'2016 fabrication,handling,shipment and installation of components. scary 7. assumes adequate drainage is provided. November 30,2015 6.This design Is furnished subject to the Imitations set forth by 8.Plates Plates shall be located on both faces of truss,and placed so their center TPIIWfCA In BCS1,copies of which will be furnished upon request. lines coincide wish joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc/CompuTrus Software 7.6.6(1 L)-E t0.For basic connector plate design values see ESR-1311,ESR-1988(WO) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-11=(-774) 4293 11- 3=( -202) 1398 7-16-( 0) 406 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-4872) 917 11-12=(-677) 3691 3-12=(-1247) 322 16- 8=(-206) 147 WEBS: 2x4 KDDF STAND 3- 4=(-2797) 540 12-13=(-373) 2449 12- 4=( 0) 371 LOADING 4- 5=(-2106) 491 14-15=( -8) 54 4-13=( -754) 176 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2076) 581 15-16=(-294) 1872 5-13=( -295) 203 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1621) 432 16- 9=(-390) 2127 14-13=( 0) 29 TOTAL LOAD= 42.0 PSF 7- 8=(-2278) 486 13-15=( -144) 1319 OVERHANGS: 12.0" 12.0" 6- 9=(-2501) 506 13- 6=( -301) 1073 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 50 15- 6=( -57) 416 15- 7=( -690) 238 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -235/ 1542V -188/ 188H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -235/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.182" @ 13'- 4.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.363" @ 13'- 4.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 17-00 17-00 MAX HORIZ. LL DEFL = 0.108" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.179" @ 33'- 6.5" 2-09 5-03 5-04-12 3-05-08 6-06 4-07-07 6-00-05 T T T 1' T T T T 12 12 Design conforms to main windforce-resisting 6.00 IM-6x6 ' :j6.00 system and components and cladding criteria. 6.0" Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 .(-- (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), i1114% load duration factor=1.6, M-1.5x3 M-5x6(5) Truss designed for wind loads 5 in the plane of the truss only. M-5x6(5) 0.25" 0.25" 7.* •4 v$ M-1.5x3 8 • M-3x6 rh M-3x8 - T AiIrr� o o ��1- 12 13:�= dE _ 0I M-3x4 0 14 15 169 0.25" =M-4x4 I of M-5x6 o M-5x8 M-4x8 M-5x6(S) o o d 3.75 M-1.5x3 }� /� 212 y y y y > y f Rof y 2-05-08y 5-03 5-08-04 y 3-07-04 8-02-12 8-09-04 Y b 1-0y-05-08 10-09-08 20-09 1-00 00 �„�j �NCi1N �� ll� 34-00 89'782PE r2• JOB NAME : 3413-B POLYGON NW - C2-C •_J `/ • • Scale: 0.1602 / - WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown ands for an Individual _ -p „OREGON Q Truss: C2-C and Warnings before construction seemencea building component.Applicability of design parameters and proper , . (t incorporation of component is the responsibility of Me building designer. -V 2.254 compression web bracing must be MaGlIed where shown 5. t' - 3.Additional temporary bracing to insure stabile during construction 2.Design assumes the lop and bottom chortle to be laterally braced at Pty.' i s the responsibility of the erector.Additional permanent bracing of 2 o.c.end ate o c.respectively as plywoodly unless braced throughout their length by \ I DATE: 11/30/2015 the overall structure is the responsibility f the building continuous sheathing such as cited w ere shown and/or tlrywall(BC) :JL i-' ( '�'t♦L, , p ty o designer. 3.25 Impact badging or lateral bracing required where shown*. n-l.l L. SEQ.: K15 6118 9 4.No load should be applied to any component until after all bracing and 5.4.Installation of truss s the responsibility ity of the non-corrosive ve nm�nment, fasteners are complete and et no time should any loads greater manDesign assumesare design made be applied to any component and are for•dry condition.'of use. TRANS ID: LINK 5.d lag rushasnocontroloverandassumesnoresponsblayforthe a Desgnass esNllbeadngaleitsupportsshowe Shim wedge EXPIRES: 12/31/2016 neary um CA !-'T G V V fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center TPIA1TCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Ino./CompuTtus Software 7.6.6(1 L)'E to.For basic connector plate design values see ESR-7311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-387) 2154 10- 3=( 0) 289 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2528) 537 10-11=(-389) 2151 3-11=(-570) 209 WEBS: 2x9 KDDF STAND 3- 4=(-1944) 494 11-12=(-263) 1708 11- 4-( -98) 542 LOADING 4- 5=(-1644) 490 12-13=(-420) 2151 11- 5=(-174) 94 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1644) 490 13- 8=1-418) 2154 5-12=(-174) 94 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-1944) 494 6-12-) -98) 542 TOTAL LOAD = 42.0 PSF 7- 8=(-2526) 537 12- 7=1-570) 209 8- 9=( 0) 50 7-13=( O) 289 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL - 25 POE Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -222/ 1542V -152/ 152H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -222/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) IT 2, 8: Heel to plate corner = 1.75" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL = -0.114" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.230" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed - 0.133" MAX HORIZ. LL DEFL = 0.052" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.087" @ 33'- 6.5" 15-11-11 2-00-10 15-11-11 Design conforms to main windforce-resisting f fsystem and components and cladding criteria. 7-03-04 6-05-04 3-03-08 3-03-08 6-05-04 7-03-04 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f f f f f f T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14-00 14-00 load duration factor=l.6, f f f f Truss designed for wind loads in the plane of the truss only. 12 M-4x6 M-4x6 12 6.00 [7' 4 M-5x4 6 6.00 ofx M-3x4 M-3x4 3 7 M I M-4x4 M-11 5x3 ldldgllggll 10.25" 0.25"12 M-1135x3 =M-4x4 B I M-5x8(S) M-5x8(S) s, 0O-PRe. J, y 7-01-08 6-05-04 6-10-08 6-05-04 7-01-08 y y � 04G1N.' -6- 70 1-00 34-00 1-00 2 191 te- JOB NAME : 3413-B POLYGON NW - C3 • r Scale: 0.1852 "lir iii WARNINGS: GENERAL NOTES, unless otherwise noted: -'��� ©� Truss C3 1.Bulkier and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and s for an IndNidual {�7"7� �� and Warnings before construction commences. building component.Applicability of design parameters and proper r( Q 2.294 compression web bracing must be Installed where shown«, incorporation of component Is the responsibility of the building designer. A 3.Additional temporary bracing to Insure stability during constructor 2.Design assumes the top and bottom ass braced to be laterally braced at '17� .^� �{'"� - s the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10 o.c.respectively unless throughout their length by + ` DATE: 11/30/2015 the overall structures the responsibility f the buildingdesigner. 20 Impact sheathingater lbaas cwg requiredd iwhere awn•r tlrywall(BC) �� ` pons ry c goer. 3.2z bridging or lateral bracing where shown«« - SEQ.: K 15 6119 0 4.No load should be applied to any component until after an bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 6.Design assumes trusses are to be used In a non-corrosive environment, . TRANS I D: LINK design loads be applied to any component and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes hill bearing at all supports shown.Shim or wedge if EXP I RES. 1 2/31 1201 6 shipment necessary. fabrication,handling, pment and installation of components. 7.Design assumes adequate drainage Is provided. November 30,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANTCA in SCSI,copies of which will be furnished upon request. lines coinGde with Joint center lines. 9.Digits indicate site of plate in Inches. MiTek USA,Inc./CornpuTms Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-387) 2154 10- 3=) 0) 289 BC: 2x9 KDDF #168TR SPACED 24.0" O.C. 2- 3=(-2528) 537 10-11=(-389) 2151 3-11=)-570) 209 WEBS: 2x9 KDDF STAND 3- 4=(-1949) 494 11-12=(-263) 1708 11- 9=( -98) 542 LOADING 4- 5=(-1649) 490 12-13=(-420) 2151 11- 5=(-174) 94 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1644) 490 13- 8=(-418) 2159 5-12=(-174) 94 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1994) 494 6-12=( -98) 592 TOTAL LOAD = 92.0 PSF 7- 8=(-2528) 537 12- 7=(-570) 209 8- 9=( 0) 50 7-13=( 0) 289 NOTE: 2x4 BRACING AT 24"01 UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -222/ 1542V -152/ 152H 5.50" 2.47 KDDF ( 625) 39'- 0.0" -222/ 154217 0/ OH 5.50" 2.47 KDDF ( 625) JT 2, 8: Heel to plate corner = 1.75" ICONS. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.114" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.230" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.052" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.087" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 13-11-11 6-00-10 13-11-11 1' ,' , .' Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-03-04 6-08-07 3-00-05 3-00-05 6-08-07 7-03-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRs(Dir), T 1' ' f f f ' load duration factor=1.6, Truss designed for wind loads 12 M-4x6 M-4x6 12 in the plane of the truss only. 6.00 M-3x4 Q 6.00 4 6 • 4P MF 1N.; M-3x4 M-3x9 3 7 to ro o O� a, 1 .! -1- ° o 1130 11 12 13 8 0 M-4x4 M-1.5x3 0.25" 0.25" M-1.5x3 _716-4x4 I M-5x8(5) M-5x8(S) PROF' s�`� y y y y y 4 7-01-08 6-05-04 6-10-08 6-05-04 7-01-08 - • �� [Ne /� y � i 1-00 34-00 1-00 JOB NAME : 3413-B POLYGON NW - C4 . Scale: 0.1852 � - g•/ WARNINGS: GENERAL NOTES, unless otherwise noted: r rfi I.Builder and erection contractor should beadvised ofall General Notes 1.This design A based only upon the parameters shown and lens,an indloldual • 05tECa©N Truss: C4 and Warnings before construaon commences. building component.Applicability of design parameters and proper ! j (Y 2.254 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. V`�j { V. 3.Additional temporary bracing to insure stability during onstrustsn 2.Design assumes the rep and bosom chords to be leteralty braced at .E`f-- + ' is the responeibltlty of the erector.Additional permanent bracing of 2 o.c.and at 10.o.c sped vely unless braced throughout their length by -�"j� \ -.--- DATE: 11/30/2015 the overall structure is the res onslbllof the buildingcontinuous sheathing or suchrl bs plywood reqshuired S and/or tlrywall(SC). _-• PAUL 1"' �"t". p ly designer. 3.2v Impact bridging or lateral bracing required where shown r l,� SEQ.: K1561191 4.No load should be applied to any component until alter all bracing and 4. llationoftru'Nssherespo sibillitydInthe hnorespective tivelventrractonment, fasteners are complete and at no time should any mads greater than Design assumes design mads be applied to any component. and are for'dry condition"of use. C�/ TRANS ID: LINK s.CompuTrashas nocontrol over and assumes norespons81180for me 8.Desgnassumesfllbearingaialsupponsshown.ShimorwstlgaiI EXPIRES: 12/31/2016 fabrication,handing, necessary. assume EXPIRES: ns,edismencao theesIitaion o(compoheyts. o.Plates sailed on both to truss,a. N ovember 30,2015 e.This design le furnished subject to Imitations set forth by e.Plates shall be holed an both faces of truss,and placed so their cantor TPIIWICA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sOe of plate in Inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 PC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( O) 50 2-12=(-611) 2140 3-12=(-174) 159 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-2509) 789 12-13=(-727) 2521 12- 9=(-100) 628 3- 4=(-2272) 723 13-14=(-727) 2521 12- 6=(-649) 281 LOADING 4- 5=( 0) 0 14-10=(-660) 2140 13- 6=( O) 241 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1973) 679 6-14-(-649) 260 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1973) 690 8-14=( -86) 628 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 14- 9-(-173) 153 8- 9-(-2272) 738 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2509) 799 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 50 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 12.0" BEARING MAX VERT MAX HOAZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -289/ 1542V -109/ 109H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -297/ 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 = -0.149" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.300" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.097" @ 33'- 6.5" Design conforms to main windforce-resisting 11-11-11 9-02-10 12-09-11 system and components and cladding criteria. 5-01-08 4-07 2-03-03� 5-00-05 4-02-05 3-01-03 4-07 5-01-08 1' Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, load duration factor-1.6 Cat.2, Exp.B, Mweas(m=), T f f f f f f f T 10-00 10-00 Truss designed for wind loads f f 7 f f in the plane of the truss only. 12 5 6.00 17' M-4x6 M-4x6 12 4 M-3x8 Q 6.00 6 10 err M-1.5x3 M-1.5x3 3 +. 7- ccinO o7 1 I M �O I M-4x9 12 13 , 14 i lr 1 -- , o M-3x8 0.25" M-3x8 -M-4x9 0 p/� M-5x6(S) Ep PRQ, y y y , 9-06-12 7-05-04 7-05-04 y y 9 06-12 b b ) y .�� NG(N - dj -. 1-00 34-00 1-00 44../- JOB NAME : 3413-B POLYGON NW - C5 Scale: 0.1852 WARNINGS: GENERAL NOTES, unless otherwise notedifig Truss C5 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Isfor anindidual it- -EGON " and Wamings before construction commences. binding component.Applicab lky of design parameters and proper `- a 2.2v4 compression web bracing must be Installed where shown.. incorporation o/component s the responsibility of the building designer. (.(f 3.Additonaltemporary bracing to Insure stability during construction 2 Design assumes the lop and bottom chorda to be laterally braced at 1:55---- i R�/: +l t�- � c the responsibility of the erector.Additional permanent bracing of 2o.c,and at 10 o.c.respectively unless braced throughout their length by /_ r _ S i DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. continuous0Imctsheathing such l bs plywood resheathing(TC)idrwhereshow and/or tlrywall(BC) T1 �d V 3.2e Impact bridging or lateral bracing required where shown«« SEQ.: K1561192 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used ina non-corrosive environment, .. TRANS ID: LINK design loads be applied to any component. and are or-dry condition"of use. 031/2016 y)rjy/f�/� 5.CompuTrus has no control over and assumes no responsibility for the 8.Designnecessary.mss full bearing el at supports shown.Shim or wedge g -EXPIRES: 1 G/J 17'L V 1 6 fabrication,handling,shipment and installation of components. cery 6.This design Is furnished subject to the limitations set forth T.Designlasshall a b el c ed en ors mage io gross,en d. November 30,2015 by 8.Plateninclbe located on both faces of truss,dna placed so their center TPIIWICA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate she of plate In inches. MiTek USA,Int./CompaTlus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #14810 LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-11=(-495) 2140 3-11=(-175) 189 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2509) 644 11-12=(-534) 2521 11- 4-( -83) 628 WEBS: 2x4 KDDF STAND 3- 4=(-2272) 562 12-13=(-534) 2521 11- 5=(-649) 236 LOADING 4- 5=(-1973) 542 13- 9=(-544) 2140 12- 5=( 0) 241 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 7=(-1973) 566 5-13=(-649) 208 BC LATERAL SUPPORT 1= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 0 7-13=( -66) 628 TOTAL LOAD = 42.0 PSF 7- 8=(-2272) 590 13- 6=(-174) 176 8- 9=(-2509) 665 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 50 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -223/ 1542V -109/ 109H 5.50" 2.47 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 34'- 0.0" -233/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.149" @ 17'- 0.0" Allowed - 1.654" MAX TL CREEP DEFL = -0.300" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL - 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.097" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. A 10-09-11 Wind: 140 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9-11-11 13-02-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), fload duration factor=1.6, 5-01-08 4-10-03 7-00-05 6-02-05 1-01-03 4-07 5-01-08 Truss designed for wind loads f f f f ' f T T in the plane of the truss only. 10-00 T 1' 12 M-4x6 M-3x8 6 M-4x6 12 Q 6.00 6.00 F7' 4 5 M-1.5x3 M-1.5x3 3 } + M M OMa (I a 1 �" 11 12 'f 13 NRA �9 0� '�+' II M-4x4 M-3x8 0.25" M-3x8 2:11-4x4 0l rR M-5x6(S) y X j 4V PRQ,t .n 9-06-12 7-05-04 7-05-04 9-06-12 y y V"03.NE ly.,�•, 1-00 34-00 1-00 89782 82 P E C`... • JOB NAME : 3413-B POLYGON NW - C6Sale: 0.1852 -�'�; '"� }}� MS WARNINGS: GENERAL NOTES, unless otherwise noted �'*l' • 1.Bolder and credos cnntraotor ehodd be aduledd St cli General Notes 1.This design is based only upon the parameters shown ands for en individual jt-OREGON o Q, Truss: C6 and Warnings before construction commences budding component.Applicability of design parameters and proper lff. 2.2x4 compression web bracing must be installed where shown 0, incorporation of component Is the responsibility of the building designer of y,/• 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at '��r' -4 Is the responsibility f the erector.Additional t bracing of 2'o.c.and at 19 o.c.rcnnh cc ly unless braced throughout their length by ly opermanent continuous sheathing such as plywood sheathing(TC)andfor drywall(BC). DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown o o • "� � SEQ. : K15 61193 4.No load should be applied to any component until after all bradng and 4.Installation of truss Is the responsibility of the respectWe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment TRANS I D• LINK design mads be applied to any component. and are for fcondition"of use. y(� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design try. full bearing al all supports shown.Shim or wedge EXPIRES: 1r/31/F)016 ry assumesCAf 1-T �7 C a7 /GV fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. November 30,2015 H.This design Is fumished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center TPINVTCA In BCSI,copies of which will be furnished upon request lines coincide with Joint center lines. 9.Digits indicate size of plate in Inches. MTek USA,Ino./CompuTrus Software 7.6.6(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-14=(-1532) 7788 3-14-) -78) 440 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-8988) 1629 19-15=(-1508) 7862 14- 9=( -670) 2884 3- 9=(-9058) 1848 15-16=(-1226) 6930 4-15=(-1792) 472 LOADING 4- 5=(-7776) 1582 16-17=( -950) 5698 15- 5=( -350) 1906 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-7212) 1474 17-18=( -508) 3480 15- 6=( -540) 996 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-6386) 1170 18-12=( -544) 3458 6-16=( -838) 310 TOTAL LOAD = 42.0 PSF 7- 9=(-3556) 646 16- 7=( -148) 1198 8- 9=( 0) 0 7-17=(-2470) 506 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3856) 694 9-17=) -158) 1136 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 6'- 0.0" V 10-11=(-3926) 676 17-10=( -68) 382 11-12=(-4012) 688 10-18=( -114) 42 ADDL: IC CONC LL+DL= 598.0 LBS @ 8'- 0.0" 12-13=( 0) 50 18-11=( -36) 134 OVERHANGS: 12.0" 12.0" @@ADDL: BC CONC LL+DL= 3191.0 LBS @ 6'- 4.5" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL HEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) i- ( 2 ) complete trusses required. 0'- 0.0" -1006/ 4915V -87/ 87H 5.50" 7.86 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 34'- 0.0" -398/ 2258V 0/ OH 5.50" 3.61 KDDF ( 625) nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. \^� 9" oc in 1 row(s) throughout 2x4 top chords, /x\/X` 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 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.128" @ 13'- 10.8" Allowed = 1.654" @@ HANGER BY OTHERS TO APPLY CONC. MAX TL CREEP DEFL = -0.410" @ 13'- 10.8" Allowed = 2.206" MAX LL DEFL = 0.001" @ 35'- 0.0" Allowed = 0.100" LOAD(S)EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.001" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.034" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.080" @ 33'- 6.5" Design conforms to main windforce-resisting 7-11-11 17-02-10 8-09-11 system and components and cladding criteria. 3-06-10 2-11-101-05-07 5-11-02 6-02-05 5-01-02 1-011-0032-042-11-10 3-06-10 f Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f ,( - f T f T T f f load duration factor=1.6, End vertical(s) are exposed to wind, 8-00 Truss designed for wind loads +598# T T in the plane of the truss only. 12 M-5x8 8 M-5x8 12 6.00 p M-3x5 6 M-3x9 M-3x4 9 6 7 M-3x5 Q 6.00 4 ,Ai �, o ,\o M-1.5x3 M-1.5x3 3 1 rn rn o d. _ My Tia f. o 1� - �3 a "� 19 15 16 I7 18 10 to M-3x10 M-6x8 0.25" M-3x8' M-3x10 1 * 3191#8 M-7x8(S) M-6x8 t R P- ®r • 6-02-12 1-04 9-05-04 9-05-04 1-04 6-02-12 y y 5 CaIN�4 b 1-00 34-00 1-00 8,782PE JOB NAME : 3413-B POLYGON NW - C7 • Scale: 0.1852 .. • �./ • T.. WARNINGS: GENERAL NOis unless upon the parameters " Truss: C7 1.Builder and erection contractor should beadvised ofall General Notes 1.This design is based only upon the parameters shown and Isbranindividual OREGON and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2a4 compression web bracing must be Installed where shown+, Incorporation of component is the responsibility of the bulWlig tlesignar. Q 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be lalerelty braced at 17,--1 ---44 R�,a. .2. �� 's the responsibility of the erector.Additional permanent baling of 2oc.and at fO o.c.respectNety unless braced throughout theirlengih by k 7 �J DATE: 11/30/2015 the overall structure s the responsibility of the budding designer. loidm act sheathing laterlbacinh as g re mired wheres and/orshown tlrywall(BC). [], 3.2a Impact bridging or lateral bracing required shown++ {i SEQ.: K15 61 19 4 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied bany component. and are for arycondition.of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes toll bearing at all supports shown.Shim or wedge if -EXPIRES: ��'sn� t�)) .F//2(� fabrication,handling,shipment and Installation of components. ry' E/A P'7ZCJ. 12/311201 8.This design 6 fumished subject to the limitations set forth by 7.Designassumesbe located on both lsprusis,an ded. November 30r 2015 8.Plates shall be located on both faces of truss,and placed so their center TPIAN/CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate she of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x9 KDDF #1613TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-31) 112 6-5=( 0) 18 BC: 204 KDDF #1&BT12 SPACED 24.0" O.C. 2-3=(-183) 0 5-7=(-6H) 219 5-3=( 0) 58 WEBS: 2x9 KDDF STAND 3-9=( -19) 35 3-7=(-221) 69 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -53/ 357V -14/ 77H 5.50" 0.57 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 3'- 10.9" -144/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) B'- 0.0" 0/ 108V 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. 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 IL DEFL = -0.008" @ 2'- 4.7" Allowed = 0.170" 3-11-11 MAX TL CREEP DEFL = -0.019" @ 2'- 3.8" Allowed = 0.226" .r '1' MAX LL DEFL = 0.000" @ 6'- 3.7" Allowed = 0.178" 2-03-12 1-07-15 MAX BC PANEL TL DEFL = -0.017" @ 4'- 0.2" Allowed = 0.173" T , 1' MAX HORIZ. LL DEFL = -0.005" @ 6'- 3.7" 12 MAX HORIZ. TL DEFL = 0.010" @ 6'- 3.7" 6.00 Design conforms to main windforce-resisting system and componentsand cladding criteria. 4 -/ Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 0 load duration factor=1.6, co o Truss designed for wind loads l in the plane of the truss only. oo0 aggillINIMIMMOMMOMMINIMINEMOMMONIM o cc ill o M-3x9 I i f 1 2 M6-3x9 M-3x4 M-3x5 y y ) k 2-03-12 3-11-15 1-08-05 y 1-00 y 2-05-08 y 8-00 5-06-08 y ,'• l.RpxF50. _ (PROVIDE FULL BEARING;Jts:2,4,7 I �c�J 4t 4'" 4E �0- • Ar7 89782P r-, • • JOB NAME : 3413-B POLYGON NW - CJ2gitie Scale: 0.5501 WARNINGS: GENERAL NOTES, unless otherwise noted: - ,E-C�REGf7N�� A. 1 Builder and erection contractor should be advised of all General Notes 1.This design k based only upon the parameters shown and is for an Individual .C! Cf e9�.`.- t Truss: CJ2 and Warnings before construction commences. bu)ding component.Appllsabdly of design parameters and proper 7 ^I �* 2.1e4 compression web bracing must be installed where Chown+, Incorporation of component is the responsibility of the building designer. ` 3.Additional temporary bracing to insure stability doling construction 2 Design assumes the top and bottom chords to be laterally braced at Qjl_: 2 o.c.and at 10 oro.respectively unless braced throughout their length by PAUL Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown++ 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. y Ac �1 �! SEQ.: K1561195 fasteners are complete and at no time should any loads greeter man 5.Design assumes trusses are to be used In a noncorrosive environment, EXPIRES-. 12/31l201 TRANS ID: LINK design loads be applied to any component. and are ssumewndmen geta.supports wedge RE G c7 5.CompuTrushas nocontrol over and assumes nore bilit for 6.Dee full bearing 1 esu rtaahewn.Bhimorwed f November 30,2015 responsibility ,,y 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 truss,and placed so their center TPI/WTCA In BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Ino./CompuTrss Software 7.6.6(1 L)-Z 10.For bask connector plate design values see ESR-1311,ESR-1906(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-101) 239 6-5=( 0) 18 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-320 55 5-7= ( ) WEBS: 2x4 KDDF STAND ) (-211) 477 5-3= 0 64 3-4=( -50) 46 3-7=(-483) 213 LOADING TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -57/ 411V -22/ 1088 5.50" 0.66 KDDF ( 625) LL = 25 POE' Ground Snow (Pg) 5'- 10.9" -111/ 118V 0/ OH 1.50" 0.19 KDDF ( 625) 8'- 0.0" 0/ 148V 0/ OH 5.50" 0.24 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 SOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-11-11 MAX LL DEFL = 0.021" @ 2'- 4.7" Allowed = 0.270" T f MAX TL CREEP DEFL = -0.039" @ 2'- 4.7" Allowed = 0.359" 2-03-12 3-07-15 MAX LL DEFL = 0.000" @ 6'- 3.7" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 6'- 3.7" Allowed = 0.105" T l' '1' 12 MAX HORIZ. LL DEFL = -0.014" @ 6'- 3.7" MAX HORIZ. TL DEFL = 0.022" @ 6'- 3.7" 6.00 9 -/ Design conforms to maln windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), mo load duration factor=1.6, I Truss designed for wind loads M-4x6 o in the plane of the truss only. o3 N r11111.1.1•11111111111111. _ ,AdiggilIMMEMMOMMEMMEMMEMMAMMEMEM -/ MI m o M-3x4 , PA0 7- 11 2 IIMEN M6-3x4 c. M-3x4 M-3x5 b )• y y 2-03-12 3-11-15 1-06-05 l Y y y 1-00 2-05-08 8-00 5-06-08 � u . . • 4t5' 'PROVIDE FULL BEARING;Jts:2,4,7 DC7 �\Gt N ` - C�/% At... @9182PE JOB NAME : 3413-B POLYGON NW - CJ3 i Scale: 0.5126 �i ..{� ' WARNINGS: GENERAL NOTES, unless otherwise noted. F OREGON Q, CJ3 t.Builder and erection contractor should be advised of all General Notes 1.This design s based only upon the parameters shown and is for an individual Truss and Warnings before construction commences. building component.Applicability of design parameters and proper '�I 4,f y:-u% . 2. 2.2x4 compression web bracing must be Installed where shown+. incorporation oI component k the respons b Ny of Me bulltl ng designer. iii 7 3.Additional temporary brat ng to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �k Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at IE'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathirg(TE)and/or drywall(BC). DATE: 11/30/2015 the overall structure is the responsibility el the building designer. 3.2z Impact bridging en lateral bracing requited where shown SEQ.: 15 6119 6 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 erne should any loads greater than 5.Design assumes trusses areto be used In a non-ccorrosive environment, TRANS ID: LINK deagnloadebeappledt nyeamponent. and are for"dry condition"of use. EXPIRES: 12/31/2016 5.CompuTrushas nocontrol over and assumes noresponsibiliyfar the 6.Desgnaxaumesfullbeeringatallsuppodsshown.Shimorwetlgeif November 30,2015 shipmentnecessary. fabrication,handling, and Installation of 7,Design assumes adequate drainage is provided. 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be iseeted on both feces of truss,and placed so their center TPIIWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate In inches. MITek USA,ins./CompuTrus Sofh are 7.6.6(1 L)-Z 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 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-127) 93 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED 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" -58/ 481V -30/ 139B 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ 1O1V 0/ OH 5.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -94/ 219V 0/ OH 1.50" 0.35 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. '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 = 0.275" @ 4'- 9.3" Allowed = 0.546" MAX TC PANEL TL DEFL - -0.357" @ 4'- 6.1" Allowed = 0.820" MAX HORIZ. LL DEFL = -0.001" @ 7'- 11.2" MAX HORIZ. TL DEFL = -0.001" @ 7'- 11.2" 3 -/ 12 Design conforms to main windforce-resisting 6.00 17' 0 system and components and cladding criteria. '' Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. m 0 0 m O f 1 III o f1 2 4►� -/ o M-3x4 b )' b 1-00 'PROVIDE FULL BEARING;Jts:2,4,3 I 8-00 �,`E� p Q. •` . :9`782PE r" ` JOB NAME : 3413-B POLYGON NW - CJ7 • irl Scale: 0.5126 .107 WARNINGS: GENERAL NOTES, unless otherwise noted: 15F, ��^©AV' 1.Builder and erection contractor should be advised of all General Notes 1. is This design is based only upon the parameters shown and for an Inderdual • 4. l7 1 *' Truss: CJ7 and Warnings before construction commences bolding component Applicability of design parameters and proper } (7F1- - 2.14 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. Lf p V, 3 Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be lateraIN braced length �+�y /�,� is the responsibility Sr the erector.Additional permanent bracing of s o c and at 10'hin respectsely unless braced throughout their length by --- DATE: 11/30/2015 the overall structure is the res onsibi8of the building continuous sheathing such as peowood sheathing(TC)anor drywall(BC). T A,,q U I p ly designer. 3.2a Impact bridging or lateral bracing required where shown1�' SEQ.: K 15 6119 7 4.No Toed should be applied to any component until after aft bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment. TRANS I D• LINK design loads be applied to any cumpo^ent and are assumor'dryes full b bearing or use. y cc �J �T 5.CompuTrus has no control over and assumes no responsibility for the 8.Dee g assumes lull bearing at all supports Mown.She or wedge if EXPIRES: 1.2/3 I/201 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design is Nmished subject to the limitations set forth by 8.Plates Mall be located on both faces of truss,and placed so their center TPUW1CA in SCSI.copies of which will be furnished upon request. lees coincide with joint center lines. B.Digits indicate size of plate in inches. MiTek USA,Ine/CompuTnus Software 7.6.6(1 L)-E 10.For bask connector plate 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-7=(-239) 401 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-492) 122 6-8=(-491) 803 6-3=( 0) 83 WEBS: 2x4 KDDF STAND; 3-4=(-127) 105 3-8=(-805) 447 2x4 KDDF #1&13TR A LOADING 4-5=( -10) 5 4-8=(-176) 156 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. 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" -80/ 473V -54/ 144H 5.50" 0.76 KDDF ( 625) 8'- 0.0" -46/ 328V 0/ OH 5.50" 0.53 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.046" @ 2'- 4.7" Allowed = 0.354" 2-03-12 0-01-12 5-06-08 MAX TL CREEP DEFL = -0.070" @ 2'- 4.7" Allowed = 0.472" f fT T MAX HORIZ. LL DEFL = -0.029" @ 7'- 8.2" M-1.5x3 MAX HORIZ. TL DEFL = 0.036" @ 7'- 8.2" s -/ 12 q 6.00 F �� Design conforms to main wrndforce-resisting Ai system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads ,-i in the plane of the truss only. I co 111 0 I M-9x6 r8 .... 1411111 1G o0 ,, o M-3x9 o /- 1 -►� M13x4 0 0 M-3x4 M-3x5 l y ). l 2-03-12 5-02-12 0-05-08 J' 1-00 y 2-05-08 y 8-00 5-06-08 l �c ' c N c�. 89782PE r JOB NAME : 3413-B POLYGON NW - CJ8 x� • Scale: 0.4751 R /�n� 4, WARNINGS: GENERAL NOTES, unless otherwise noted. - -7�}_©REU - M1� Truss: CJ8 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and s Mr an lndNldual -74--.• v t� U <J= and Warnings before construction commences. building component.Applicability of design parameters and proper 79;9..----V4 7- '�J 1� rF 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. T a l -: 3.Additional temporary bracing to insure stab lily during construction 2.Design assumes the top and bottom chords to be laterally braced al BA jJ L R� Is the responsibility of the erector.Additional permanent bracing of 7 o.c and at ea o.c.respectoply unless braced throughout their length by - conllnuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown.. ' SEQ. : K15 6119 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respectNe contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be uwd In a noncorrosive environment, EXPIRES: 12131/2016 2/31/ 01 TRANS ID LINK den loads be component.edany component. and are for•dry condieon•of use. • e 9 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing al all supports shown.Shim or wedge Iassumesfabrication,handling,shipment and Installation of components. November 30,2015 7.Design assumes adequate drainage is provided. 6.This design ie furnished subject to the limitations set forth by a.Plates shall be located on both races of trues,and placed an their center TPIANTCA in BCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z t0.For bask connector plate design values see ESR-1311,ESR-1968(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/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 50 2-4=(0) 0 BC: 2x9 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(0) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"01. 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" -69/ 286V -7/ 47H 5.50" 0.46 KDDF ( 625) 1'- 10.9" -139/ 136V 0/ OH 1.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL - 0.002" @ 1'- 0.0" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.005" @ 1'- 1.5" Allowed = 0.145" MAX BC PANEL LL DEFL = 0.011" @ 3'- 6.6" Allowed = 0.350" MAX BC PANEL TL DEFL = -0.075" @ 4'- 4.8" Allowed = 0.467" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 1-11-11 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 1' 12 Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 A ti M � I 1 � M-3x4 y > y 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 8-00 PRO. 9��C�S :9782PE JOB NAME : 3413-B POLYGON NW - J1 .� Scale: 0.6001 WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes t This design s based only upon the parameters shown and is for an Individual _ :457- OREGON incorporation Truss: Jl and Warnings before construction commences. bulling component.Applicability of design parameters and proper � V 2 2x4 com b bracin must be installed where shown+, corporallon of component Is the responsibilitybe of the building designer. Lf press on we g mu 2.Design assumes the top and bottom chards to be laterally braced at 1 LVi. • 3.Additional temporary bracing to insure stability during construction y o.c.and at 10.o.c respectively unless braced throughout their length by is the responsibility of the erector.Addtonal permanent bracing of continuous sheathing such as plywood aheathing(TC)andior drywall(BC). PAUL '�6 • DATE: 11/30/2015 the overall structure is the responsibility 0111w building designer. 3.2x Impact bridging or lateral bracing required where shown++ • �.I S D K 1 rJ 612 0 1 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. Q' fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a noncorrosive environment, design belie be applied to any component. and are kr"dry condition"of use. TRANS ID: LINK 5.CompuTrus has no control over and assumes no responsibility for the H.Desigssumes ullbearin9 tall supports shown.Shim orwedge if EXPIRES: 12/331/2016 scary. EXPIRES:1-t r fabrication,sIs furiis,edisujettodhe limkaonof components. 7.Designlatessalt belcded on drainage Is provided. an November 30,2015 6.This design is famished subject to the limketions set forth by 8.Plates shall be located on both laces of truss,end placed so their center TPVWTCA In BLS!,copies of which will be fumiehed upon request. lines coincide with joint center lines. 9.Digks indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1955(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-59) 61 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -43/ 357V -14/ 77H 5.50" 0.57 KDDF ( 625) 3'- 10.9" -149/ 139V 0/ OH 1.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" MAX BC PANEL LL DEFL = -0.012" @ 3'- 6.6" Allowed = 0.350" MAX TC PANEL TL DEFL = -0.026" @ 2'- 2.2" Allowed = 0.369" MAX BC PANEL TL DEFL = -0.111" @ 4'- 4.8" Allowed - 0.467" 3-11-11 - MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 12 6.30 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 , (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. f l 2 .74.114 M-3x4 1-00 !PROVIDE FULL BEARING;Jts:2,3,4 ! 8-00 �Ep PROFS :9`782 P E JOB NAME : 3413-B POLYGON NW - J2 • �. Scale: 0.5751 WARNINGS: GENERAL NOTES, unless otherwise noted .. �� �� �. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown ands for an lndiidual • 0 Truss: J2 and Wammgs before construction commences. building component.Applicabldy of design para meters and proper 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility or the building designer. r 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at l y "'� ) �(t!�i-is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10 c.c.respectNely unless braced throughout their length by RAUL V DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 2x Impact asdging or suchasacing re quire whereshownor tlrywell(BC). "4.UL � 3.z.Impact bnegbe or lateral bmdng required where mown++SEQ.: K1561202 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any mads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK deer badabeapplied toany component. and are for"dry condition"Druse. 5.CompuTms has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if siEX P I REJ• 12/31/2016 �2/`'`+�1/20 fabrication,handling,shipment and installation of components. 7.Design s�assumes adequate drainage Is provided. November 30,2015 6.This 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 TPIIWVCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Ino./CompaTrus Software 7.6.6(PL)-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 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #150114 LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-93) 73 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 922V -22/ 108H 5.50" 0.67 KDDF ( 625) 5`- 10.9" -125/ 170V 0/ OH 1.50" 0.27 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 82V 0/ OH 5.50" 0.13 ROOF ( 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 1OPSF 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'- 0.2" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.086" @ 3'- 2.2" Allowed = 0.395" 5-11-11 MAX BC PANEL TL DEFL = -0.149" @ 4'- 1.4" Allowed = 0.467" MAX HORIZ. LL DEFL = -0.000" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 5'- 10.9" 12 6.00 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M i f 11512�� ��.. M-3x4 y y b 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 � �tp PR•gF�ss • 8.782PE• JOB NAME : 3413-B POLYGON NW - J3 • Scale: 0.5501 �� A•/ WARNINGS: GENERAL NOTES, unless otherwise noted 4eF' OREGON 1.Budderand erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown ands for an Indbdual ORD EGO(Y N. Truss: J3 and Warn ngs before construction commences. building component.Applicability of design parameters and proper A 2.2x4 compression web bracing must be refected where shown+. incorporation of component Is the responsibility of the building designer. ,,Q 3 Additional temporary bracing to insure stability during constructor 2 Design assumes the top and bottom chords m be laterally braced at by •I� - � ' is the responsibility of the erector.Additional permanent bracing of 2oc.and at 10'o.c.respectively unless braced throughout their length by TT DATE: 11/30/2015 the overall structure is the responsibility of buildingdesigner. continuous sheathing or later lb acing requirede iwhere s mm�+tlrywa8(BC). PAULYr- '�' _ spore N o g 3.2x Impact bridging or lateral s plywood where shown and/or d U L S} K15 612 0 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respecta contractor. 4' ' fasteners are complete and at no time shouts any loads greater then 5.Design assumes trusses are to be used in a noncorrosive environment, design bads be applied to any component. and are for dry condition"of use. TRANS I D: LINK v 5 CompuTrus has no control over and assumes no responsibility for the E.Design assumes all bearing et all supports shown.Shim or wedge if EXPIRES: 12131/2G-16 nary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both Bees of truss,and placed so their center TPIM?CA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Iodinate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.6(IL)-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 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C5=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2= ( ) BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=)-120) 92 2-4= 0 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. OON. 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 POE' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 92.0 PSF 0'- 0.0" -5B/ 480V -29/ 139H 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ 101V 0/ OH 5.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -99/ 218V 0/ OH 1.50" 0.35 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/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 TC PANEL LL DEFL = 0.270" @ 4'- 9.1" Allowed - 0.549" MAX TC PANEL TL DEFL - -0.353" @ 4'- 5.9" Allowed - 0.817" 7-11-11 MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.9" ,r MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 3 -I 12 Design conforms to main windforce-resisting 6.00 [7' , system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=9.2,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. c 0 jr M o /- i III I f 1 2 4 I. 0 M-3x4 b Jr Jr 1-00 (PROVIDE FULL BEARING;Jts:2,4,3 1 8-00 ��0) P R QF� CA, - e9782PE • �" JOB NAME : 3413-B POLYGON NW - J4 ., Scale: 0.5126 ,:/ otherwise noted:unle GENERAL NOTES, ss WARNINGS: OREGON " r.Builder and erection contractortat should s,advised of all General Notes 1 Thisidesign Is based only upon the parameters p re shown and is for an Mrvitluel Truss: J4 and Warnings before construction commences building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown v. Incorporat on of component Is the responsibility of No building designer. el' �I 3.Additional temporary bracing to Insure stab liN during construction 2.Design assumes the top and bottom be laterally braced at ]� ^f b "4 Is the responsibility of the erector.Additional permanent bracing of 2'04.and at 117 o.c respectively unless braced throughout their length by 7 - .- DATE: 11/30/2015 the overall structure is the responsiblkty of the buikmg designer. continuous sheathinginOsuch as plywoodre sheath iters s ows c tlrywell(BC). - A f�` 3. Impact bridging or lateral bracing required where shown t a f" `, SEQ.: K 15 612 0 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. aaareo drycantlnion^orate. 5.Comparus has no control over and assumes no responsibility for the e.Design amumes full bearing et al supports shown.Shim or wedge i( EXPIRES: P'R 12/31/201 fabrication,handling,shipment and installation of components. necessary. 6.This design:srumishedsubject tothe limiationsset forth by 8.Platinhaesatledoneothteceloprosan November 30,2015 8.Plates be boated on both races of truss,and placed so their center TP WJfCA in BC SI,copies of which will be furnhhed upon request. lines coincide with joint center lines. 9.Digits indicate sac of plate in inches. MiTek USA,Ino,/CompuTlus Software 7.6.6(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x9 RIDE' #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 BC: 23,9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-150) 126 3-9=( -99) 37 IC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 442V -37/ 170H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 90V 0/ OH 5.50" 0.14 KDDF ( 625) 7'- 11.2" -202/ 491V 0/ OH 1.50" 0.63 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -93/ 2BV 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. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.200" @ 3'- 10.8" Allowed = 0.546" MAX TC PANEL TL DEFL = -0.199" @ 3'- 10.9" Allowed = 0.820" MAX HORIZ. LL DEFL = -0.002" @ 7'- 11.2" 4 -/ MAX HORIZ. TL DEFL = -0.002" @ 7'- 11.2" I 12 ') Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. 3 Wind: 190 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), (j load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 LinM O f- O F1 2 51�� -/ I o M-3x4 y i, r • y 1-00 y 8-00 (PROVIDE FULL BEARING;Jts:2,5,3,9 1-11-11 r� .t,D P R VFF.S :9-8213E. T-- JOB NAME : 3413-B POLYGON NW - J5Scale: 0.4500 ..- � • WARNINGS: GENERAL NOTES, unless otherwise noted. C)REGf'�N1 1.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and is for an indrvdual N, Truss: J5 and Warnings before construction commences. buldng component.Applicability of demo parameters and proper �`_V f'Q �� 2.St4 compression web bracing must be Installed where shown+ incorporation of component is the responsibility of the building designer. Cf Rj .1 b.,y -V 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at R. Y `� 2'o.c.and at 10'o.c.sash as ely unless braced throughout their length by !L IS the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheaMing(TC)and/or tlrywall(BC). p ,'f7. '�\: DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2v impact bridging or lateral bracing required where shown++ v SEQ.: K15 612 0 5 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. B gn assumeare for"dry s bearing use.supports wedge 5.CompuTrus has no control over.d assumes no responsibility for the 6 Defullbearin tallsu risshown.SMmorwetl f EXPIRES. 12/31/2016 necessary. fabrication,handling,shipment and installahan of components. 7.Design assumes adequate drainage is provided. November 30,201 5 6.This design k furnished subject to the limitations set forth by S.Plates shall be located on both faces of truss,and placed s their center TPNARCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate she of plate in Inches. MTek USA,Ino./CatnpuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(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) 50 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-191) 128 TC LATERAL SUPPORT <= 12"OC. UON. 3-4=( -90) 38 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 = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 444V -45/ 202H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 90V 0/ OH 5.50" 0.14 KDDF ( 625) 7'- 11.2" -204/ 468V 0/ OH 1.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 11.7" -34/ 60V 0/ OH 1.50" 0.10 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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 = 0.147" @ 4'- 5.8" Allowed = 0.546" MAX TC PANEL TL DEFL = -0.202" @ 3'- 10.9" Allowed = 0.820" MAX HORIZ. LL DEFL = -0.002" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 11'- 10.9" 4 -/ Design conforms to main windforce-resisting 0 system and components and cladding criteria. 12 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 3 in the plane of the truss only. 0 0 UBM O 1 2 .� 5*m.' -/ O M-3x9 y y y y r� p PRofc 1-00 B-00 3-11-11 4 C _ !PROVIDE FULL BEARING;Jts:2,5,3,4 "�� : ;�5°��-k ./O �- :9782 P E T"`" JOB NAME : 3413-B POLYGON NW - J6 , Scale: 0.3858 WARNINGS: GENERAL NOTES, unless otherwise noted: ,�i Truss J6 1.Builder and erection contractor should beadvised stall General Notes I.This design sbased only upon the parameters shown and Isfor an:ndlcldual • � OREGON n and Wamings before construction commences building component Applicability of design parameters and proper 9 2.2x4 compression web bracing must be Installed where shown 0. incorporation ofcomponent ache responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at jt `ol/ �� c the respons bitity of the erector.Additional permanent bracing of 2'o c and at 113.o.c.respectivety unless braced throughout their length by • /� ' 7 _l DATE: 11/30/2015 the overall structure is the responslbltry of the building designer. continuous sheathinginlater l bracing plywood required where sewn 0 drywall(BC). (',Z�V SQ• 4.No load should be applied m an component g an 3.rax Impact bridging or lateral where shown«r , E K 15 612 0 6y com t until after all bracing d 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"Druse. 5.CompuTrus has no control over end assumes no responsibility for the G.Deecselggnassumesfull bearing at all supports shown.Shim or wedge if 'EXPIRES: I 2/ 1/ 0 fabrication,handling,shipment and installation of components. ry 8.This design is furnished subject to the limitations set forth by 7.Design assumes adequate drainage to trusts,andd. 30,2015 e.Plates shell be located on both faces of trues, placed so their center TPIMTCA in BCSl,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTNS Software 7.6.6(1 L)-E 9.Digits Indicate size of plate In Inches. 10.For basic connector plate design values see ESR-1311,ESR-1 580(METek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 14-00-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1,0TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2- 7=(-318) 1572 7- 3=( 0) 253 BC: 2x6 KDDF #1&BTR 2- 3=(-1837) 435 7- 8=(-323) 1567 7- 4=(-67) 80 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-1572) 413 B- 5=(-317) 1575 4- 8=( 0) 246 LL = 25 PSF Ground Snow (Pg) 4- 5-(-1B41) 433 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLO 0'- 0.0" TO 6'- 0.0" V 5- 6=( 0) 50 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 26.0)= 128.0 PLF 6'- 0.0" TO 8'- 0.0" V TC UNI£ LL( 50.0)+DL( 14.0)- 64.0 PLF B'- 0.0" TO 14'- 0.0" V BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 14'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"01 UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)- 320.0 LBS @ 6'- 0.0" 0'- 0.0" -231/ 1226V -52/ 52H 5.50" 1.96 KDDF ( 625) TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 8'- 0.0" 14'- 0.0" -231/ 1226V 0/ OH 5.50" 1.96 KDDF ( 625) OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.041" @ 6'- 0.0" Allowed = 0.654" MAX LL DEFL = 0.002" @ 15'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 15'- 0.0" Allowed = 0.133" MAX TC PANEL TL DEFL = 0.110" @ 10'- 8.6" Allowed = 0.508" MAX HORIZ. LL DEFL = 0.010" @ 13'- 6.5" MAX HORIZ. TL DEFL = 0.017" @ 13'- 6.5" 5-11-11 2-00-10 5-11-11 Design conforms to main windforce-resisting system and components and cladding criteria. '( +3208 4320# 1212 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 [7' ''' l 9-6X6 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 4 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 0 0 of 0 12 Z B 5 0 M-3x4 M-3x4 M-1.5x3 M-3x4 l ) b b 5-08-08 2-08-12 5-06-12 y y v PROF y 1-00 14-00 1-00 �5' 't• N E /G Rc. 19782P 1-^"' JOB NAME : 3413-B POLYGON NW - P1 Scale: 0.3991 • WARNINGS: GENERAL NOTES, unless otherwise noted: t.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and Is for an Individual 1r - OREGON O Q,. Truss: 21 and Warn ngs before construction commences building component.Applicability ofdesign parameters and proper �p 2 2.244 compress on web bracing mud be installed where shown*. is of component k the responsibility of the buildng designer. - �+��. { _ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at T c is the responsibility of the erector.Additional permanent bracing of 2 B.C.and at 10 o respecascontinuous sheathing such as plywood sheathing(TC)and/or drywall(BC).ety unless braced throughout their length by �T. '-4�-it �: DATE: 11/30/2015 the overall structures the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown e e "�'•I 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibiIly of the respective contractor. SEQ. K1561207 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID• LINK tlerugnloads beapplied toany component andaremsue full masa. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes NII bearing al all supports shown.Shim or wedges EXPIRES.. 12/31/2016 2131 2016 necessary,. A RCs7 G/ /GV fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINNTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs indicate sue of plate in inches. MiTek USA,Inc./CompuTnos Software 7.6.7(IL)"E 10.For basic connector plate design values see ESR-1311,ESR-7986(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-28) 531 6-3=(0) 329 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-705) 133 6-4=(-2B) 531 WEBS: 2x4 KDDF STAND 3-9=(-705) 133 LOADING 4-5=( 0) 50 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -89/ 702VM -63/ 63H 5.50" 1.12 KDDF ( 625) 19'- 0.0" -89/ 702V 0/ OH 5.50" 1.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. l AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.002" @ 15'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 15'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.094" @ 3'- 8.7" Allowed = 0.970" MAX TC PANEL TL DEFL = 0.129" @ 10'- 3.3" Allowed = 0.705" MAX HORIZ. LL DEFL = 0.005" @ 13'- 6.5" MAX HORIZ. TL DEFL = 0.009" @ 13'- 6.5" 7-00 7-00 12 Design conforms to main windforce-resisting 12 6.00 IIM-4x4 system and components and cladding criteria. Q 6.00 q 0" Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 '{- ,y (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 1.1 re IN re 7 6 5 o M-3x4 M-1.5x3 M-3x4 0 l )- b 7-00 7-00 y 1-00 y 14-00 y 1-00 y `Q fQF�C JOB NAME : 3413-B POLYGON NW - P2 • r Scale: 0.3991 WARNINGS: GENERAL NOTES, unless otherwise noted: +x`. C A� �- 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual r�®• ec EGO t y E Truss: P2 and Warnings before construction commences. building component.Applicability of design parameters and proper ' V ^p Q' 2.2x4 compression web bracing must be natalled where shown+ incorporation of component h the responsibility of the ail ng designer. '` e<Z" 3.Additional temporary bracing to Insure stability during construction 2.Design assumes Me top and bottom chorda to be laterally Mhe at 7,(*k �. �f' "'� ^1'� Y4- - is the respons bitty of the erector.Additional permanent bracing of 7 o.c and at 1Q sc.x5006 as ey unless braced throughout then length by I)' DATE: 11/30/2015 the overall structure is the responsibility f the building continuous sheathing such l b plywood required There s)awn a tlrywall(BC) AA q �. p N° designer. 3.2x Impactoftr bridging or lateralbrat ng where shownte L SEQ.: K15 612 0 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design a es trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are or ryoontliron of use. 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If eanass EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPWNTCA in BCSI,copies of which will be fueished upon request. lines coincide with joint center lines. 0.Digits indicate see of plate In Inches. MiTek USA,IRc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1088(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -15) 7 5-3=(-113) 166 5-2=(-207) 191 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-139) 113 WEBS: 2x4 KDDF STAND 3-4=( 0) 50 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 12.0" 0'- 0.0" -32/ 273V -114/ 44H 5.50" 0.44 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 6.0" -60/ 407V 0/ OH 5.50" 0.65 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.002" @ 7'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 7'- 6.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.097" @ 3'- 3.5" Allowed = 0.397" MAX TC PANEL TL DEFL - 0.133" @ 3'- 3.6" Allowed = 0.596" 0-05-12 6-00-04 .' .' j' MAX HORIZ. LL DEFL - 0.001" @ 6'- 0.5" MAX HORIZ. TL DEFL - 0.001" @ 6'- 0.5" 12 Q 6.00 1 M-1.5x3 Design conforms to mai n windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed forwind loads in the plane of the truss only. m 0 r 0 1 on M m I � 1 • 5 _ •3 4 I 0 M-1.5x3 M-3x4 0-05-12 6-00-04 y l b 6-06 1-00 { 0) tSAOi LL -cc 89782PE 1.- JOB NAME : 3413-B POLYGON NW - P3 • • `/ • • _1 Scale: 0.5233 7 •-'•� WARNINGS: GENERAL NOTES, unless otherwise noted 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual i7 OREGON O Truss: P3 and Warnings before construction commences. building component.Applicability of design parameters end proper 9. pression web g mu corporation of component s the responsibility of the building designer. -V. 2.2x4 coin b bracin must be installed where shown t. " 7,5).- �] ti 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2 o.r.and at 10 o.c.respectively as plywoodly unless braced throughout their length by DATE: 11/30/2015 the overall structure is the responsibility of the building continuous sheathing such as sheath ng(TC)and/or drywall(BC). j(r PA U 1 Qi�:. p ty g designer. 3.2x Impact bridging or lateral bracing required where shown** 1� SEQ.: K1561209 4.No load should be applied to any component until after all bracing and 4.5.Design aion of ssumes truss iss the e are to responsibility In ethe noncorttive c ntrrvkonrmenl, fasteners are complete and et no time should any loads greater man and are forassumdry condition'of use. TRANS I D: LINK design loads be applied to any component. 6.Design assumes full bearing et all supports shown.Shim or wedge if 5.CumpuTrushasnonocontrolover end assumes noresponsibility for the teary. EXPIRES: 12/31/2016fabrication,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 6.Plates shall be located on both feces of truss,and placed so their center TPINJICA in SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,IOC/CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-7311,ES12-1906(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-42) 90 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -53/ 297V -6/ 43H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -93/ 86V 0/ OH 1.50" 0.19 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 RODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" 1-11-11 MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.145" l' MAX BC PANEL LL DEFL - 0.007" @ 2'- 8.6" Allowed = 0.250" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.333" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. ' Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 0 no , o i 111 2 l 4 M-3x4 y b y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 1 6-00 pct PAo , ��,1N ,E S1� ;9782PE fir." JOB NAME : 3413-B POLYGON NW - PJ1 Scale: 0.6771 WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON. - 1Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and is for an Individual ,' Truss: PJ1 and Wa minds beton construclon commences building component.Applicability of design parameteers and proper - 2.2x4 compression web bracing must be installed where shown 4. Incorporation of component is the responsibility of me building designer. �} 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at 7� .��."f""{$-_, Y4 is the responsfo lty of the erector.Additional permanent bracing of 2o.c.and at IS on reapectivey unless braced throughout their length by - J DATE: 11/30/2015 the overall structures me resorts bIof the building des continuousxImpsshging or latehasacing reqd uired where s)hown tlrywell(BC). +.`i P N g goer. 3.2k Impact bridging or lateral bracing requiretl where shown t i U L SEQ.: K15 61210 4.No mad should be applied to any component until after all bracing and 4.Installation of lass is the responsibility of the respective contractor. • fasteners are complete and al no time should any lads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied m any component and are for"dry of use. �v/pp [3C 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge i! EXP I RES; 12/31/2016 necessafabrication.handling,shipment and Installation of components. 7.Design ssumes adequate drainage is provided. November 30,2015 e.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 TPINJICA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MTek USA,Inc./CornpuTrus Software 7.6.70 L)-E to.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 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-65) 48 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" -41/ 346V -13/ 71H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -88/ 112V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TC PANEL LL DEFL = 0.012" @ 2'- 2.2" Allowed = 0.246" 3-11-11 MAX BC PANEL TL DEFL = -0.034" @ 3'- 1.4" Allowed = 0.333" MAX BC PANEL TL DEFL = -0.003" @ 4'- 1.4" Allowed = 0.333" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 3 -/ Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 /- .98 O /- 1 2�� ��9 -/ M-3x4 y y b 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,3,4 I P R ores cIN l -37 Ar' 89782 P E ' JOB NAME : 3413-B POLYGON NW - PJ2 • `/ • Scale: 0.6196 A • --- WARNINGS: GENERAL NOTES, unless otherwise noted OREGON\\\ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is loran Indmdual ^ �, Truss: PJ2 and Warnings before construction cammencea building component.Applicability ofdeaIgnparemetersand proper }-4 2.204 compress on web bracing must be Installed where shown+. Incerporal on of component s the responsibilityof the build ng des goer. Lf {f (1V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced al RY- Is the responsibility of the erector.Additional permanent bracing of T o c.and at 10'o c reapecisplywood ly unless braced throughout their length by DATE: 11/30/2015 the overall structure is the res onsibi6 f the buildingdes continuousxImpatsheathing suchrl bs acing re uired where shown +r drywell(BC). -` PAUL+� �_. p y o goer. 3.2a Impact bridging or lateral bracing required shown++ �"1 L.l SEQ.: K1561211 4.No load should be applied to any component until after al bracing and 4. n�Ilation of truss Iss the e are to responsibilityof tthenrepecroeveenrator. fasteners are complete and at no time should any loads greater thanDesign assumes design meas be applied to any component. onment, and are for-dry condition'of use. TRANS ID: LINK s.compuTrs has no control over and assumes noresponsibiliyfor the 8.Design assumes ullbe�ringataBsupponsshown.Shie wedge it EXPIRES: 12/31/2218 fabrication,handling,shipment and installation ofcom ms. snary. EXPIRES:a7 C s small pone 7.Design all be on drainage is provided. November 30,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shad located on both faces of truss,dna placed so their center TP WVflA in BESI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs Indicate sue of plate In inches. MiTek USA,Ino./CompuTnus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-97) 47 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PST 0'- 0.0" -46/ 402V -20/ 99H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 74V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -66/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICONS. 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 = 0.079" @ 3'- 7.2" Allowed = 0.395" 5-11-11 MAX TC PANEL TL DEFL = -0.092" @ 3'- 4.8" Allowed = 0.593" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 6.00 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. ''0 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. c 0 m o f a IN T /- 0 M-3x4 l b y 1-00 6-00 PROVIDE FULL BEARING;Jts:2,4,3 � ��p P R AFF ` :9782PE • JOB NAME : 3413-B POLYGON NW - PJ3 • y. Scale: 0.5762 WARNINGS: GENERAL NOTES, un Iess otherwise noted: /E�©� �. Truss PJ3 1.Builder and erection contractor should be advised of all General Notes The design is based only upon the parameter's shown ands for an Individual A '71 •' (� and Warnings before construction commences. building component.Applicability of design parameters and proper rfw Q 2.254 compression web bracing must beinstalledIwhere drown r-. incorporation of component s the responsibility of the building designer. 71!x`"" /� 3.Additional temporary bracing to nears stability during construction 2.Design and at 1 0.5.the top and bottom chords to be laterally braced al 17"�_. 4 R V'."t 6,-- . s the respons biSy of the erector.Add t cereal permanent bracing of 7 o c at 10 c.c.respectively unties braced throughout their length by \ \V\ DATE: 11/30/2015 the overall structure is the res onsibib continuous sheathing lateralsuch bracing alcing re dreg where s ow,and/s drywall(SC). PA_ti p ly of the Wilding ng tlesgner. 3.Zr Impact bridging or such as required shown++ S E Q. : K15 61212 4.No bad should be applied to any component until eller all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater man 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. anaarebr dry wpdmon^of use. 5.CompuTrus has no control over and assumes no responsibility for the 5.Design assumes fall bearing at all supports shown.Shim or wedge II EXPIRES: 1213112016 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be boated on both faces of truss,and placed so their center TP WJTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate nue of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For bask connector plate design values see ESR-t311,ESR-1908(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: 2x4 KDDF #1013TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-9=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-50) 15 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -68/ 301V -6/ 93H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -29/ 29V 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 POE' Ground Snow (Pg) 1'- 11.7" -18/ 92V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.067" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 6.00 Design conforms to main indforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 3 -/ in the plane of the truss only. ro 111 ri 1 2W=M 4 MWIN M-3x9 y . y 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,9,3 I WIN ems e9'782PE JOB NAME : 3413-B POLYGON NW - SJ1 i Scale: 0.6957 WARNINGS: G. hRAeNGTs unless on the otherwise Sr OREGON 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Intlrvitlual t N �� Truss: SJ1 and Warnings before construction commences bmlding component.Apploabtldy of design parameters and proper q 2.2x4 compression web bracing must be metaled where shown+. incorporation or component is the responsibility or me building tlaalgner. 7 Pi _ !r 3.Additional temporary bracing to insure stab ldy during construction 2.Design assumes the top and bottom chords to be laterally braced at lathe responsibility of the erector.Additional permanent bracing of I.S.O.and att0oc respectively unless braced throughout their length by !/SI- DATE: 11/30/2015 the overall structure is the responsibility of building lecoImpact sheathingsuchlbas ptyng reod uire where srewn5tlrywall(BC). • A �, p b o g designer. 3.2x Impact bridging or lateral bracing required where shown++ Y.. SEQ.: K1561214 4.No load should be applied to any component until after all bracing and 44.. tallation of truss astee arebe ullty of itydnthe h rstorme ive contractor. fasteners are complete and at no time should any loads greater thanDesign assumes design loads be applied to any component. and are for"dry contl t on of use. TRANS ID: LINK s compuTrushas nocontrol over and assumes norespansibmy for the 8 Deaignessumesfullbeenngetalsuppodsshown.Shimorwedge:t EXPIRES: 12/31/2016 ne.ssfabricatbn,handling, assume tsshipmentuaM installation of components. 7.Design assumes onaothi face to truss, an November 30,2015 6.This design Is furnished subject to the limitations set forth by S.Plates shall be located on both laces of trues,antl placed so their center TPI/WICA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate in inches. MTek USA,Inc./CompuTrus Software 7.6.6(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-2B) 22 1-3=(0) 0 BC: 2x9 KDDF #15570 SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -13/ 98V -6/ 24H 5.50" 0.16 KDDF ( 625) TOTAL LOAD - 42.0 PSF 1'- 9.2" 0/ 23V 0/ OH 5.50" 0.04 KDDF ( 625) 1'- 11.7" -24/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) LL = 25 POE Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1-11-11 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/100 T 'AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL - 0.001" @ 1'- 2.9" Allowed = 0.097" I MAX TC PANEL TL DEFL - -0.001" @ 1'- 2.2" Allowed = 0.145" 12 6.00 MAX HORIZ. LL DEFL - -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCOL=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. 2 -/ '' o cm / ti I EN to f 1 3 11110 -0 14-3x4 l' b 2-00 (PROVIDE FULL BEARING;Jts:1,3,2 I :..?9'782 P E t-- JOB NAME : 3413-B POLYGON NW - SJ1X • ��� Scale: 0.7401 ir WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON Truss SJ1X 1.Builder and erection contractor should beadvised ofall General Notes This design Isbased onyupon the parameters shown and Isfor an ndbldual -7 and Wa mings before contraction commences building component.Applicability of design paremeters and proper - 2.2x4 compression web bracing must be nstaNed where Mown k. incorporation of component lathe responslb eg of the building designer. �+y �8 ' 3.AddB Dost temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords W s be laterally bread at t_ � �4 Is the responsibility of the erector.Additional permanent bracing of 2o.c.and at 10 oc respectively unless braced throughout their length by f r - DATE• 11 3 0/2 015continuous sheathing such as plywood sheathing(TC)and/or drywa8(BC). Rh+,i L �. / the overall structure is the responsibility ty of the building designer. 3.2x Impact bridging or lateral bracing required where shown i i PA V SEQ. : K15 61215 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responalbilly of the respective contractor. fasteners are complete and M no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are ler"dry condition.of use. 5.Com Trus has n control over and assumes no re 8.Design assumes full bearing at all supporta shown.shim or wedge It EXPIRES-. 2/31/201 pu sponsibiliy for the sry. fabrication,handling,shipment and installation of components. 7. 6 Dssesign assumes adequate drainage is provided. November 30,2015 8.This design is furnished subject to the limitations sat forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MTek USA,IRC./COmpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #100TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #10075 SPACED 24.0" O.C. 2-3=(-69) 30 I TC LATERAL SUPPORT <- 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 POE' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 322V -13/ 71H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -3/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 POP' Ground Snow (Pg) 3'- 11.7" -44/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' 6.00 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 BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed - 0.067" 3 '1 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 0 Design conforms to main n wi ndforce-resisting system and componentsand cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads i in the plane of the truss only. N r1 f 1 2 4► -' O M-3x4 1-00 2-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,4,3 �� P R OF�Cs 17 :9782PEr"' JOB NAME : 3413-B POLYGON NW - SJ2 ,�✓,��/ ' _ Scale: 0.7840 . WARNINGS: GENERAL NOTES, unless otherwlce noted ������ 1.Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and is for an ndtcidual ^� Truss: SJ2 and Warnings before construction commences building component Applicability of design parameters and proper � a {6y 2.2x4 compression web bracing must be Installed where shown*. incorporation of component s the responsibility of the building designer. • • L( V 3.Adddlonal temporary bracing to Insure stability during centlruct on 2 Design assumes the top and bottom chords to be laterally braced at 4 R -Nb---_ s the responsibility of the erector.Additional permanent bracing of 2ce'^.c.and at sheathing respectively as ely unless braced throughout their length by PA-lit �y DATE: 11/30/2015 the overall structure Is the responsibility of buildingde tpactsshgammr later lbeoinresheathing(TC)uirwhereeewll 4 drywall(BC). (wa JJ{�+ i A p ty o racing 3.2x Impact bridging or lateral bracing plywood tl where shown«r • A-v SEQ.: K1561216 4.No load should be applied to any component until alter all bracing and 5.Designllalbn of bliss is ssthhe ars to responsibility cetl in th nespertlivelve ntraconrmeni, fasteners are complete and at no time should any loads greater than and are assumes dry condition"re use. TRANS I D: LINK design mads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge If 5.CompuTrus has no control over and assumes no responsibility for the ,1, EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center November 30,2015 TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTnts Software 7.6.6(1 L)-E 10.For basic connector plate design values see EBR-1311,ESR-1986(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF 1}1&BTR SPACED 24.0" O.C. 1-2=(-69) 30 1-3=(0) 0 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" -28/ 131V -13/ 54H 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" -15/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 3'- 11.7" -46/ 96V 0/ OH 1.50" 0.15 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 6.00 F7' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 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 = 0.050" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.067" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" 0 3'- 10.9" l -/ Design conforms to main windforce-resisting rio system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. N O i M-3x4 y 2-00 y 1-11-11 b $,�� {pR°F.- (PROVIDE FULL BEARING;Jts:1,3,2 �� „ �G(N���. /Q t�} pp a' 782 E r'- JOB NAME : 3413-B POLYGON NW - SJ2X • • L��Scale: 0.8965 WARNINGS: GENERAL NOTES, unless otherwise notetl ,. /''� Truss SJ2X 1.Builder and erection contractor should be advised of all General Notes 1.Tres design is based only upon the parameters shown and is for an individual "Vet OREGON and Warnings before construction commences. building component.Applicability of design parameters and proper - (� 2.2x4 compression web bracing must be installed where shown*. incorporation of component s the responsibility of the balding designer. 2 Design assumes the top and bottom chords to be lateral braced al I}' A 's 3.Addleoral temporary bracing to insure stability during constructor ly 7 �"} 1� 0, 2. is the responsibility orthe erector.Additional permanent bracing of 2 o.c.and at 10'o.c.respectivelysash as unless braced throughout their length by DATE: 11/30/2015 the overall structures the responsibility of the building designer. continuousshging or stenlbplywooeshred Mimes)owne tlrywell(BC). A 4.No bad should beapplied to ancomponentg and3.In Impact bridging or lateral braGng required where shown t a f" SEQ.: K1561217eyuntilafterallbracin 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment. TRANS ID: LINK design loads be applied to any component aaarerorarycoMmnon arise. 5.CompuTms hes no control over and assumes no responsibility for the 6.Desei6 ssumes full bearing at all supports shown.Shim or wedge if EXPIRES 12/31/2(116/ 1/ (11 fabrication,handling,shipment and installation of components. ry 6.This design is mmished subject to the limitations set forth by e.Designassumesbelaeled onaothi far is truss,an ided. November 30,2015 5.Plates shall located on both facer of bras.and placed so their center TPIANTCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digks Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E f 0.For basic connector plate design values see ESR-1311,ESR-1955(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 KDDF 9l&BTR SPACED 24.0" O.C. 2-3=(-102) 97 TC LATERAL SUPPORT <= 12"OC. ION. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -50/ 311V -22/ 108H 5.50" 0.50 KDDF ( 625) 1'- 9.2" -46/ 152V 0/ OH 5.50" 0.24 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -68/ 144V 0/ OH 1.50" 0.23 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICON)). 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF 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 BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.050" 12 MAX BC PANEL TL DEFL = -0.009" @ 1'- 0.1" Allowed = 0.067" 6.00 -/ MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" '' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M /- O NI T /- 1 2imm doom -, M-3x4 J' J' b J' 1-00 2-00 3-11-11 (PROVIDE FULL BEARING;Jts:2,4,3 ;24,,E) PR O4 • :S782 E • 1-• • JOB NAME : 3413-B POLYGON NW - SJ3Scale, 0.6303 sem✓,_�' • WARNINGS: GENERAL NOTES, unless othenueie noted: • 4,' 4REGand `�. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual rt� Truss: SJ3 and Warnings betore construction commences. bolding componentApplicability of design parameters and proper ttt 4 2.2x4 compression web bracing must be nataIed where shown a. incorporation of component ache respons billy ofthe building designer. ail�, •�, � 3 Additional temporary bracing to Insure stability during egosnWrud on 2 Design assumes the top and bottom asschobrads o be laterally braced at "9 :T is the respons b u y of the erector.Additional permanent bracing of 2.o.c.and at/0'51o. respedNely unless braced throughout their length by V continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). p - 1. '--- DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.So Impact bridging or lateral bracing required where shown++ ""{1�.7 L SEQ. : K15 6121 B 4.No load should be applied to any component until after al bracing end 4.Installation of trussmesasthe are sie ullty ityd tth nhe on-corrosive contractor. nment, fasteners are complete and at no time should any loads greater than and are forgn i'dry condition'of use. TRANS I D• LINK design loads be applied to any component. 6.Design assumes NII beedng at all supports shown.Shim or wedge if C��//A FRES ry j ) /{ �s 5.CompuTrushas nocontrol over and assumes noresponsibiliy for the sentry.m EXPFRES 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be boated on both faces of truss,end placed so their center November 30,2015 TPIANFCA in SCSI,copies of which will be furnished upon request. lines coincide with Hint center Ines. 9.Digits indicate size of plate In Inches. MiTek USA,lnc./CompuTros Software 7.6.6(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-7986(MiTek) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property a offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury INIMDimensions are in ft-in-sixteenths. ii4k. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See SCSI. TOP CHORDS 0_1/T�,� 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves 4 may require bracing,or alternative Tor I _ O .. p bracing should be considered. r O �� 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. Provi e copies of his truss ign to the ng For 4 x 2 orientation,locate ~ c�-e cea cs-e 0 4 designer,erection tsupervisorr,,sproperty ownerand plates 0 'n6' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TRI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that i� Indicated by symbol shown and/or SYR represents values as published specified. 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, BEARING or less,if no ceiling is installed,unless otherwise noted. ,./...' 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint ® number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min 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(frontback,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, �it l(' 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