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Plans (57) /tet 57?-0/6 ! s-r1-0 e i9 MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-402 UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45996195 thru R45996203 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ,(0,ck0 P R OFess `rt." �NGIN�FR 9 87022PE r y �Aj, OREGON rLQ WN 'AO EMBER .\\ r-4 OSA Ey, '• R31/ 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. r Job Truss Truss Type Qty Ply POLYGON R45996195 PL15-402_UPPER F01 FLOOR 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:57:14 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-OF1 fTYAfNzt7TAmfCFPKMnfjdri?tCvwJYtDYTyEzpp 61� f1-10-1411 1-0 1 1 1-2-0 II 1-0-2 1 1 1-0-8 I 1-6-0 1 Scale=1:36.4 3x4= 5x5= 4x6= 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 •� � �� �_ _WfW n� � 1. B e e 7- a a a O -e 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 II 4x6= 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 I 18-6-8 I 21-4-0 1-1-0 17-5-8 2-9-8 Plate Offsets(X,V)- [1:Edge,0-1-8],[12:0-1-8,Edge],[13:0-1-8,Ed4e] 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.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat)*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-34:2x4 DF No.1&Btr(flat) REACTIONS. (lb/size) 35=-607/Mechanical,22=-475/Mechanical,34=2748/0-5-8,23=1464/0-5-8 Max UpIift35=-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. P R 3)Refer to girder(s)for truss to truss connections. E() OF 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement Co�� G�NE 0.n at the bearings.Building designer must provide for uplift reactions indicated. �CN N FR 02 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 87022 Pi -9� 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). ,N - �Aj, OR GON ti3 �N LOAD CASE(S) Standard �'P cC �,� \Q 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 On M8ER Uniform Loads(plf) S, A H��\P Veil:22-35=-8,1-21=-80 Concentrated Loads(Ib) Vert:1=1265(F) EXPIRES:06/30/2017 November 30,2015 t t IIIIM ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Mg 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 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 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:zs2ygYHMYItI_Z1 p9y12111yAg??-sRa2guAI8G?z5KKslzwZu_CzwFz5cfp4YCdn4vyEzpo 1 1-0.0 1 1 1-1-10 I I 1-2-0 111-7-21 I 1-2-0 1 1-2-0 I I 1-2-0 1 1-2-0 1 Scale=1:33.9 I 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_ -a o - a_ - o_ a o o • N o•/ \ / No/, Ne� N \ /, N..; o o 19 11- 30 29 28 27 26 25 24 23 22 21 1 3x4= 4x5= 3x5= 3x5= 3x5= 3x5= 3x4= 3x5= 4x6 = 3x4= 14-2-2 1 13-0-2 19-11-4I0-7-0L7I-0 I13b2 5-9-2 Plate Offsets(X,Y)- [14:0-1-8,Edge],[24:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl 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/TP12007 (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 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=871/Mechanical,20=871/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1588/0,3-4=-1588/0,4-5=-2786/0,5-6=-2786/0,6-7=-3608/0,7-8=-3608/0, 8-9=-4042/0,9-10=-4042/0,10-11=-4122/0,11-12=-4122/0,12-13=-3586/0, 13-14=-3586/0,14-15=-3053/0,15-16=3053/0,16-17=-1806/0,17-18=-1806/0 BOT CHORD 29-30=0/843,28-29=0/2232,27-28=0/3242,26-27=0/3871,25-26=0/4132,24-25=0/3999, 23-24=0/3586,22-23=0/3586,21-22=0/2507,20-21=0/970 WEBS 1423=0/364,2-30=-1181/0,2-29=0/1042,4-29=-903/0,4-28=0/776,6-28=-639/0, 6-27=0/513,8-27=-367/0,12-24=-662/7,18-20=-1271/0,18-21=0/1096,16-21=-919/0, 16-22=0/716,15-22=-31/252,14-22=-1052/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. •\<<- ?,ED P R OFFss kJ 870 2PE 9 cv y 'oi,,OREGO 1 2 QU✓� O M8 ER Or, A. HEi 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/IPI1 Quality Criteria,058-89 and RCMBudding 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.En Nov 27 10:57:17 2015 Page 1 f�'�f��dID:zs2ygYHMYItL_Z1 p9y12t1 yAg??ogio5aCYguFhKeUEtOz1_PHLV3j_4SQN?W5t9oyEzpm I 1-10-8 I r__'..11 1-0-0 1 1 1-2-0 II 1-0.2 I 1 1-3-12 1 1-3-0 I Scale=1:38.1 3x4= 4x10= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4 I I 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 '® e a o 0 2 ®. a % -• i O O C • s c 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+5-1. 1 19-7-0 I 22-4-12 2-1-8 10-9-6 13-7-00-7-0 5-6-2 24-12 Plate Offsets(X,V)- [12:0-1-8,Edqej,[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 0.93 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=0/1269,2425=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. � 0 P R OFF• S 3)Refer to girder(s)for truss to truss connections. Co- Gj N E W 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)35. �C\ (LN F,9 0 t. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8 0 2 P E " 6)CAUTION,Do not erect truss backwards. N / ,N 7 �Aj, OREGO ti OWN •AOn�MBER11 S A. HEY% EXPIRES:06/30/2017 November 30,2015 4 f ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mil 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/Tell Qualify Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Carus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996198 PL15402_UPPER F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fn Nov 27 10:57:18 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y�l�2�t11�y9Ag??-GOGAIwDARBNYyo3RR5UG WW dgVGT5OpxV EArRhEyEzpl 11-3-0 I 1-5-0 1 l 1-5-6 I 2-0-0 I 1 1-2-0 I`a Scale=1:37.1 3x4= 1.5x3 II 4x6= 3x4 II 3x10= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x6 FP= 1.5x3 II 3x4= 1.5x3 II 1 2 3 >: 6t a e a/ \ a / \ , N 23 22 21 20 19 18 17 16 15 4x5= 3x8= 3x6 FP= 3x10 = 3x6= 1.5x3 II 3x4= 3x6= 3x4= 2-11-0 I 21-3-0 2-11-0 18-4-0 Plate Offsets(X,Y)— 18:0-1-8,Edge),(17:0-1-8,Edge],[23: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 0.31 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 Uplift23=-902(LC 4) Max Gray 15=657(LC 4),22=2013(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2515,3-4=0/2515,4-5=-251/0,5-6=-251/0,6-7=-1993/0,7-8=-1993/0, 8-9=-2337/0,9-10=2337/0,10-11=-1912/0,11-12=-1912/0,12-13=-1912/0 BOT CHORD 22-23=-1154/0,21-22=-1215/0,20-21=-1215/0,19-20=0/1270,18-19=0/2337, 17-18=0/2337,16-17=0/2293,15-16=0/1139 WEBS 2-23=0/1474,2-22=-1729/0,8-19=-553/0,6-19=0/810,6-20=-1172/0,4-20=0/1608, 4-22=-1567/0,13-15=-1276/0,13-16=0/866,10-16=-427/0,10-17=-159/302 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. ��-`r0 PROF FS' ' �� �� �cNGINEF9 /o2 870 2PE 9 -p N�Aj, OREGO ti OWN 9O ccMBER ..\\ �`I A. HE.'k EXPIRES:06/30/2017 November 30,2015 / MT ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M1ek®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/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandna,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 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:57:19 2015 Page 1 ID:zs2ygYHMYItI21p9y12t1yAg??--kDgYWGEoCWPaxed_f?V3gNcpsK YR2gSgb_DgyEzpk 1 1-0-0 1 0141r4r 12�P-7-.211 1-2-0 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 a 'l. a_ o_ - a a o_ e e a a •_ 1#0, N1 I N 0 0 e o a 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= 15-8-14 I 14-4-14 11-11-1 1 21-4-0 I 14-4-14 0-7-0 7-0 5-47 Plate Offsets(X,Y)- [17:0-1-8,Edge],[27:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 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/TPI2007 (Matrix) Weight:107 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 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. (lb)-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 ���� PR OFFS attached to walls at their outer ends or restrained by other means. ��\�` �cNGI NEER v4,-) 87022PE 1.-- // 7 <(\-j, OREGON cp 0 14 'AOr,AMBER \\ S A. HEVk EXPIRES:06/30/2017 November 30,2015 0 t tali. ®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 info 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/Till 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 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 r�� d ID:zs2ygYHMYIti_Z1 p9y12t1 yAg??-gbyJxxF2k617pFo?6E 1 z8FS 1 Ug4w0GMyw8451ZyEzpi I 1-10-8 1 1-f��'.11 1-0.0 I 1 1-2-0 11 1-0-2 1 I 1-3-8 1 1-6-0 i Scale=1:38.5 3x4= 4x10= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4 I I 3x5= 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 N--/ N ./ \V ' _ 12 O O O O O O O r. E,,, 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5= 3x4 I I 4x5= 3x6 FP= 3x5= 3x5= 3x5 = 3x5= 3x6= 3x6= 3x4= 3x5 = 14-0-14 2-1-8 1 12-10-14 1$-s-1, 19-7-0 I 72-7-8 1 2-16 10-9-6 b-7-0 5-6-2 3-0-8 0-7-0 Plate Offsets(X,Y)- [12:0-1-8,Edge],[13:0-1-8,Edgej,[35:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BOLL 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 Gray 34=1735(LC 3),23=1455(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/956,3-4=0/956,4-5=-258/0,5-6=258/0,6-7=-1062/0,7-8=-1062/0, 8-9=-1490/0,9-10=-1490/0,10-11=-1570/0,11-12=-1570/0,12-13=-1278/0, 13-14=-751/0,14-15=-751/0,15-16=0/252,16-17=0/252,17-18=0/252,18-19=0/1566, 19-20=0/1567 BOT CHORD 34-35=-1641/0,33-34=-1683/0,32-33=-303/0,31-32=0/703,30-31=0/703,29-30=0/1320, 28-29=0/1562,27-28=0/1278,26-27=0/1278,25-26=0/1278,24-25=0/342,23-24=-819/0, 22-23=810/0 WEBS 2-34=-1690/0,2-35=0/1843,12-28=-7/485,8-30=-362/0,18-23=1021/0,18-24=0/878, 20-22=0/974,20-23=-1036/0,6-30=0/504,6-32=-631/0,4-32=0/773,4-33=-915/0, 2-33=0/1009,15-24=-736/0,15-25=0/575,13-25=-754/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. �cO PROF 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)22,35. Co G j NF .o 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to �� . F 0 t. be attached to walls at their outer ends or restrained by other means. 9 5)CAUTION,Do not erect truss backwards. `r" 870 2PE / r (5) ,cv y"02, OREGON rt5 , "P C.)\1 Qc'o S A. HEV1/4 EXPIRES:06/30/2017 November 30,2015 / I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER 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 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 properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/nil 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 log 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 1ao1 [ 1-2-0 19-7-19 10-9-0 10,9-0 I I Ci-9-0 I o s D 11 0-9-0 to s o 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 1 !.•i \ /\ /\ /\ /\ /\ /\ /_ \ /\ /\_/..\ N e o o -o M -o -o e o o •o• ao- e_ 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 1 -g-141 1 20-2-0 1 13-2-14 b-7-0 5-7-0 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edge],[18:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft 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/TP12007 (Matrix) Weight:108 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=881/0-4-4,40=881/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1379/0,3-4=-1379/0,4-5=-2483/0,5-6=-2483/0,6-7=-3317/0,7-8=-3317/0, 8-9=-3881/0,9-10=-3881/0,10-11=-4177/0,11-12=-4177/0,12-13=-4200/0, 13-14=-4200/0,14-15=-3978/0,15-16=-3978/0,16-17=-3978/0,17-18=-3617/0, 18-19=-3075/0,19-20=-3075/0,20-21=-2299/0,21-22=-2299/0,22-23=-1261/0, 23-24=-1261/0 BOT CHORD 39-40=0/725,38-39=0/1964,37-38=0/2933,36-37=0/3632,35-36=0/3632,34-35=0/4062, 33-34=0/4221,32-33=0/4113,31-32=0/3617,30-31=0/3617,29-30=0/3617,28-29=0/2730, 27-28=0/1808,26-27=0/660 WEBS 17-31=-412/0,18-30=0/367,2-40=1112/0,2-39=0/1003,439=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. �� .D PR OFFS 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)40. �'� 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 �,s �NGI NEF9 /02� be attached to walls at their outer ends or restrained by other means. 870 2PE , r N ,� ty 'y SAT OREGON q, l' EMBER �1 �O On A. HV.. P EXPIRES:06/30/2017 November 30,2015 r. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE Mit-7473 rev.10/03/2015 BEFORE USE. MI 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 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 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-5AdRZzHx017igj WanMbhmu4Ykt6dDd9Pc611vuyEzpf 1 1-10-8 411 1-0-0 I 1 1-2-0 II 1-0-2 1 1 1-3-11 1 1-3-0 1 Scale=1:38.1 3x4= 4x10= 3x4= 3x4= 3x4= 3x4= 3x4 = 3x4= 3x6 FP= 3x4= 3x4 I I 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 I . g e o a ®a e 17 _ e N X \- -/ \sry.-N e �� C O C C 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 1 12-10-14 114 1 19-7-0 1 22-4-11 1 2-1-8 10-9-6 7-0 -7-0 5-6-2 2-9-11 Plate Offsets(X,V)- [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/def[ 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 PR OFFS, 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 5" G�NE ° be attached to walls at their outer ends or restrained by other means. N FR 4)CAUTION,Do not erect truss backwards. C.O. 87022PE �r yin >�' �Aj, OREGSN rP IL fit' �M8ER 1\ �O OS A. HEP`°- EXPIRES:06/30/2017 November 30,2015 r_� I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitelx&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 p A iTek` 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/1'911 Quality Cdleria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996203 PL15-402_UPPER F09 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:57:26 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-121C_fJBYfNQvOgzvnd9rJ9rchjl hd9h3QnszmyEzpd 111110-1 10-8-411 1-2-0 1(_7_,10110-9-0 10-9-0 10-9-0 10-0-0110-8-0108-a 1 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 Er 1. NI1 � 9o a _a aa a Ici• o ,y ' • A`., ® o .. 2 I9. ,aa TI /\ /\ /\ .\/ i' \ /\ \ / N . � e �ie e0 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 1 13-5-12 10-0-11 1 20-4-13 1 13-5-12 0.7-0 0-7-0 5-9-2 Plate Offsets(X,V)- [17:0-1-8,Edgel,[18:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.33 33 >731 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.52 33-34 >468 360 BCLL 0.0 Rep Stress 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. �Q.�� PR OFFS 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to S be attached to walls at their outer ends or restrained by other means. ��N ANG I N EF/9 /DiL ` r t- 870 2PE /9 -y �4j, OREGON cl:O/ 'AO �M$ER 11 OS A. He'i EXPIRES:06/30/2017 November 30,2015 1 0 ith.,- ®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 MTek8 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/TP11 Quality Criteria,DSB-89 and SCSI Budding 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 3/4' Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Dinot tolFailure to Follow Could Cause Property (Drawings scale)offsets are indicated. IDamage or Personal Injury WMDimensions are in ft-in-sixteenths. 11.46,, 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. 0 1/162. Truss bracing must be designed by an engineer.For MIMBIE4 wide truss spacing,individual lateral braces themselves p may require bracing,or alternative Tor I M111-7WIIE O .. bracing should be considered. 1_� O Ail °- 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. copies of truss to the,C2 his ign For 4 x 2 orientation,locate - c�e cba C5-b 4 des gdner,erectiontsupervisorr,,sproperty ownerring and plates 0 'nd' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in Muck 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that �! Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs relyon lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING g or less,if no ceiling is installed,unless otherwise noted. established by others. ......► 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint 16.Do not cut or alter truss member or plate without prior ©2012 MTek®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. MIN MINN 10 E 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.and Review all portions of thisuse.dReviewing esign(front,pictures alone back,words Plate Connected Wood Truss Construction. is not picturessufficient.)before DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, Ilek ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 ii Nit MiTeW MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3413-B REVISED 1 1-25-15 ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: 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. ��40 PR OPe. �� �NAGMNEE ,w 89782PE 9r `Sr,L OREGON ,zh 4' it 4 RYir .0S4 UL :�. ' ",-(341€2016 . November 30,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 15-02-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF#16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-2060) 559 1- 5=(-451) 1772 5- 2-) 0) 2B9 BC: 2x6 KDDF#1613TR 2- 3=(-1772) 530 5- 6=(-456) 1767 5- 3-(-30) 49 WEBS: 2x4 ROOF STAND LOADING 3- 4=(-2065) 558 6- 4=(-450) 1777 3- 6-) 0) 285 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)- 69.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"01. 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)= 69.0 PLF 9'- 2.0" TO 15'- 2.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 0.0)+DL) 40.0)- 90.0 PLF 0'- 0.0" TO 15'- 2.0" V 0'- 0.0" -256/ 1210V -48/ 48H 5.50" 1.94 KDDF ( 625) NOTE: 2x9 BRACING AT 29"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 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. *. For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 BOTTOM CHORD CHECKED FOR 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=l.6, 5-11-11 3-02-10 5-11-11 Truss designed for wind loads in the plane of the truss only. '( iir320# $3208 12 12 6.00 Q 6.00 M-4x6 M-6x6 2 400 0.11 01111111: CD 41t o ►'III17' 1.. 5 6 .. 4 0 00 M-3x5 M-3x4 M-1.5x3 M-3x5 y b b b S-OB-OB 3-10-12 5-06-12 y (-11.o�L� � y R. G 15-02 ....,.:,-Co tGANE ' /0 4t' 8--'782PE �'' JOB NAME : 3413-B POLYGON NW - Al Scale: 0.4009 r. Mall WARNINGS: GENERAL NOTES, unless otherwise noted. -.., .,.. I.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual OON � Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper (y - 2.2s4 compression web bracing must be InataIled where shown+, incorporation of component k the responsibility of the building designer. qf V, � 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at }J t s the responsibility of the erector.Additional permanent bracing of 2 o c.and at to o.c.respectsely unless braced throughout their length by A • `V DATE: 11/30/2015 the overall structure Is the res onsibi r the building continuous sheathing insuch bs plywood requirede where el)and/or drywell(BC). •' �.3�1 I 1 L ": p Rr a g designer. 3.2a Impact bridging or lateral bracing shown.. �^1 V SEQ.: K 15 6117 4 4.No load should be applied to any component until after at bracing and 5.4.Designaion ssumesesartruss Is the are to bebiByd to h non-corrosive he esotive nre tarn environment, fasteners are complete and at no time should any loads greater thang design loads be applied to any component. and are for"dry condition-or use. �/ �s TRANS ID: LINK 5.CompuTms has no control over and assumes no responsibility for the e.Design assumes till bearing at all supports shown.shim or wedge If EXPIRES: 12/31/2-016 ry fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design h furnished subject to the limitations set fodh by 8.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. 9.Digits Indicate size of plate in Inches. MITek USA,Inn./CompuTrsis Software 7.6.6(1 L)-E t0.For bask connector plate design values see ESR-1311,ESR-1988(MRek) 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 - TC: 2x9 KDDF#16BTR LOAD DURATION INCREASE = 1.15 1-2=(-774) 153 1-4=(-47) 587 4-2=(0) 353 SC: 2x4 KDDF 816BTR 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 ERG 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 lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, IL-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. Wind: 140 mph, h=2l.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-07 7-07 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T f ' load duration factor=l.6, 12 12 Truss designed for wind loads 6.0D IM-4x4 Q 6.00 in the plane of the truss only. 4.0" 2 ( PLIIIiiiiiiiii 1.1 NI o oI * o I 4 3 I M-3x4 M-1.5x3 M-3x4 0 l b y 7-07 7-07 y 15-02 y , � PROF�`c' 89'782PE fir` • JOB NAME : 3413-B POLYGON NW - A2 .._ ,.._, -...I► • Scale: 0.4009 NW WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: A2 1.Builder and erection contractor should be advised of all General Notes t This design sbased only upon the parameters shown and isfor anIndividual -7-:OREGON ** and Warnings before construction commences. building component.Applicability of design parameters and proper , . I 2.Oa4 compression web bracing must be installed where shown*. incorporation of component c the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom chorda to be laterally braced at F� `" n# ^�' is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10 o c.respectwely unless braced throughout their length by DATE: 11/30/2015 the overall structures the responsibility ofthebundndes 20lepetontinuous sngingorlaterasacngreuiremolreresownoar drywan(Bc). PA +q �� P ty 9 designer. 3.2a Impact bridging or lateral s plywood required where shown a a iJ L SEQ.: K15 6117 5 4.No load should be applied to any component until after all bracing and 4.Installation or truss Is the responsibibly of the respective contractor. fasteners are complete end at no time should any loads greater then 5.Design assumes trusses are to be used In a noncorrosive environment, design loads beapplied toecomponent. and are Or"dry condition'.of use. TRANS ID: LINK 5.CompuTruehasnocontrolwe and assumes noresponsblityforthe 6.Design assumes full bearing Ilaupponsshotot shim or wedged EXPIRES. '12/31/2016 necessafabrication.handling,shipment and installation of components. 7.Design ssumes adequate drainage is provided. November 30,2015 6.Thls design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces or truss.and placed so their center TPINVTCA In SCSI.copies of which wit be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MITek USA,Inc./CompUTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR.t31 t,ESR-1988(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- D.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 (Non-Rep) 1-2=(-1578) 306 1-5=(-303) 1341 5-2-( -216) 1310 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -116) 107 5-6=(-295) 1292 2-6=(-1494) 350 WEBS: 2x4 KDDF STAND 3-4=( -10) 5 6-3=( -119) 120 LOADING 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" -146/ 818V -57/ 144H 5.50" 1.31 KDDF ( 625) ** For hanger specs. - See approved plans LL - 25 PSF Ground Snow (Pg) 8'- 0.0" -369/ 1701V 0/ OH 5.50" 2.72 KDDF ( 625) ADDL: BC CONC LL+DL= 1210.0 LBS @ 5'- 0.0" ADDL: BC CONC LL+DL= 637.0 LBS @ 7'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL - 0.013" @ 4'- 0.0" Allowed = 0.354" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.041" @ 4'- 0.0" Allowed - 0.472" MAX HORIZ. LL DEFL = -0.004" @ 7'- 6.5" MAX HORIZ. TL DEFL - 0.008" @ 7'- 6.5" 4-01-12 3-06-08 0-03-12 f f 1 1' Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 p M-1.5x3 4 3 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCSL=6.0, ASCE 7-10, lir W Idlikl . 1111 rill.iiiiiiiiiiiiiii (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 M O I O f O1� 5 ** 6 O M-3x4 M-3x8 M-4x8 )' y +1210# +637# > 4-00 4-00 y 8-00 y ... Q PRp.F�s 8 782PE JOB NAME : 3413-B POLYGON NW - AGIRD • Scale: 0.4610 W �• WARNINGS: GENERAL NOTES, unless otherwise noted: C �'� /�'� 1.Builder and erection contractor should be advised of all General Notes 1.This design k based only upon the parameters shown and Is Mr an Individual F. OREGONr� ae„-. Truss: AGIRD and Warnings before construction commences. building component Applicability of design parameters and proper �( compression we g mu of component n the responsibility of the building designer. 2.2x4 b bracing must be installed where shown+ incorporation " �^ tf''+ +1� 3.Adrift onal temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be leterelly braced al Iy is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10 0.0.respectively unless braced throughout their length by ![[r v -- DATE: 11/30/2015 the overall structure is Me responsibility f the buildingde continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '`. R.'JI 1-'j 1 '�' pons ty o signer. 3.2x Impact bridging or lateral bracing required where shown++ �"{{.l L - SE K 15 6117 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. , 4' 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 loads be applied to any component. and are for"dry condition'of use. TRANS ID: LINK 5.CompuTrus has no control over and assumes no responsibility ler the 8.Design assumes roll bearing at an supportshown.Shim or wedge it EXP'RES: 12/31 20�yys handling, - necefabrication. shipment components. scary. C/��4 if''RES: G{ 1CV V sujecto the installation T.Designassumesbe sated on both drainage to truss, November 30,2015 6.This design Is fumishetl subject to the limitations set forth by e.Plates shat be located both faces of truss,and placed so their center 7PIIVVICA In BCSI,copies of which wall be furnished upon request. lines coincide with joint centerlines. 9.Digits indicate size of plate in inches. MiTek USA,Int./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 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 24.0" O.C. 2-3=(-92) 90 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" -61/ 297V -7/ 97H 5.50" 0.97 KDDF ( 625) 1'- 10.9" -102/ B8V 0/ OH 1.50" 0.19 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 98V 0/ OH 5.50" 0.08 KDDF ( 625) ' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" 1-11-11 MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.145" f f MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.250" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.333" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 41O i IN " I'- 1 Z 0,..---- ,, M-3x4 • 1 y y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 • �S,'•. • PRQF�ts '[Nq 8=9782PE fir' JOB NAME : 3413-B POLYGON NW - AJ1 • • Scale: 0.6771r. � • 1.solderMOW • WARNINGSs O. hRAe Wb, unless otherwise nded r'OREGON Truss: AJ l Broker and erection contractor should be advised of all General Notes This design is based only upon the parameters shown and is for an Individual Q and Warnings before construct on commences. building component.Applicability of design parameters and proper - 2.Oso compression web bracing must be installed where shown a, incorporation of component Is the responsibility of me building designer. �],� 3.Additional temporary bracing to Insure stability during construction 2.2'so.assumes the top and bottom chortle to be laterally braced at � ��'1,A-"A ti"''4 r is the responsibility of the erector.Additional permanent bracing of 2 o c and at o.c.respectively unless braced throughout their length by 7 �y DATE: 11/30/2015 the overall structure sthe responsibility ofthe building designer. 2xImpacontinuouardgorsuer lbas acingre required gthares eun+drywall(BC) �� 3.to Impact bridging or lateral bracing requires where shown++ SEQ.: K 15 6117 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design roads be applied to any component. and are or dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full beadng at all supports shown.Shim or wedge If v IRE �7I)��q fabrication,handlin necesnary. q EAP(!-YC�. �G/J I//7/S� g,edlsmenc to components. 7.Pesishal beesaded on drainage lspross,an N ovemb er 30,2015 v c7I/-GV 5.This design is furnished subject to the limitations set forth by B.Plates shat be located an bolo faces of buss,and placed so their center TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with third center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E B.Digits Indicate size or plate in inches. 70.For bask connector plate design values see ESR-1311,ESR-15813(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4-(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-65) 49 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE 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/ 346V -14/ 77H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -97/ 113V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 POE 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 floc 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 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" ,( f MAX BC PANEL TL DEFL = -0.003" @ 4'- 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 -0' Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 N M O /- O f- 1 2ll4 O M-3x4 )' b * 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,3,4 1 Q•'t,- PRAFF 8-9782PE �.. JOB NAME : 3413-B POLYGON NW - AJ2 _1 ' • Scale: 0.6146 • WARNINGS: GENERAL NOTES, unless otherwise nated Rr'F J'� • 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 lndtudual GRE�r©N rt �. Truss: AJ2 and Wamings before construction commences. building component Applicability of design parameters and proper !_ 2 incorporation of component s the responsibility of the building designer. C! ®}� ,y, V 2.2s4 compression web bracing insure be Inab/toy where shown+ 2.Design assumes the top and bottom Wards to be laterally braced at � /� r l ��_`. y`; 3.Additional temporary bracing to nsure slabildy during construction 2.o a and at 10 o.c.respectively unless braced throughout their length by v s the responabi6ry of the erector.Additional permanent bracing of continuous sheathing such as plywood aheathing(TC)and/or drywall(BC). PAUL 1 L OIL./'0 . - continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). - .. PAUL ,--. DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ ry awl SEQ.: K 15 6117 8 4.No mad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of respective contractor. - - - fasteners are complete and at no time should any loads greater than 5.Demon assumes trusses are to be used in a noncorrosive environment, TRANS I D. LINK design mads be applied to any component. Design are ssor•dry full condition'.of use. S.CompuTrus has no control over and assumes no responsibility for the 8.Dee�g assumes NII bearing et all supports shown.Shim or wedge if Ey n'.RE�,+r: 12/31/2016 .2/31/2({16 nem-, AE-IRE& C J /LV 1 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 TPIIWTCA in BC01,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see 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-1908(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 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) 68 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. BON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -57/ 902V -22/ 108H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 79V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 POE 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. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "00 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'- 9.8" 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 -a Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. O /- l0 1 2�� 4 M-3x4 b 1-00 6-00 • (PROVIDE FULL BEARING;Jts:2,4,3 1 PRO 8 .782PE JOB NAME : 3413-B POLYGON NW - AJ3 • • Scale: 0.5762 =� WARNINGS: GENERAL NOTES, unless otherwise noted: / OI�I=�©� ? Truss: AJ3 1.Budder and erection contractor should be advised of all General Notes This designs based only upon the parameters shown and is ler an individual Q • and Wamings before construction commences. bidding component Applicability of design parameters and proper - 2.2s4 compression web bracing must be Installed where shown�. Incorporation of component lathe responsibility of the building designer. ('J� 3.Additional temporary bracing to insure stability during construction 2 Design assumes the lop and bottom chords to be lateraIN braced at � �y+!jr4 Is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at f 0'o c react, ey unless braced throughout their length by DATE: 11/30/2015 the overall structures the responsibility of the building designer. continuous sheathing such as plywood aired when s ownand/ar drywall(BC). 3.In Impact boil Iors lateral bracing required whore shown t a iv L SEQ.: K 15 6117 9 4.No load should be applied to any component until ager all bracing and 4.Installation trusso( 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. and are for dry condition.'of use. �/ [�C r�j/�y)ry(� 5.cam Trus has no control over and assumes note 6.Design assumes fug bearing el aA supports shown.shim or wedge it EXPIRES. �2/3I/2V1 puresponsibility for the ssxry fabrication,handling,shipment and Installation of components. 7. 6 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 TPIhwrCA in SCSI,copies ofwhich will be famished upon request. lines coincide with fold center lines. 9.Dlgds Indicate size of plate in inches. MITek USA,Ino./CompuTfas Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1989(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: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-116) 93 3-4=( -70) 27 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -35/ 377V -28/ 131H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -192/ 352V 0/ OH 1.50" 0.95 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 5.9" -58/ 15V 0/ 0H 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. 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 = 0.041" @ 2'- 9.3" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.050" @ 2'- 11.9" Allowed = 0.596" 12 9 MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" 6.00 MAX HORIZ. TL DEFL = -0.001" @ 5'- 11.2" 3 Design conforms to main windforce-resisting system and components and cladding criteria. ,- Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, N Truss designed for wind loads o in the plane of the truss only. 0 M o /- i Sill O' M-3x9 y y b l 1-00 6-00 1-05-15 (PROVIDE FULL BEARING;Jts:2,5,3,9 <t-,--9,--- PRO. FFs r`0. �.GIN SFRs 89782PE �' JOB NAME : 3413-B POLYGON NW - AJ4 • 1 s/ Scale: 0.5937 • 7. /'. WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual 'p � . Truss: AJ4 and Warnings before conslmctoncommences. building aomponenIApplaablityofdesign parameters and proper . 49-4r 2.204 compression web bracing must be Instatletl where shown« incorporaI on of component s the responsibility of the building designer. .17/5i- Q 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be lateraIR braced at ` is the responsibility of the erector.Additional permanent bracing of r o c and at 1a o.c respectively unless braced throughout their length by `v DATE: 11/30/2015 the overall structure is the responsibility of the buildingcontinuous sheathing such as plywood shee ing(TC)ander drywall(BC). I- PSI.i f{ . *, p ty designer. 3.25 Impact bridging or lateral braGng required where shown++ �`1 LJ fes. SEQ. : K 15 6115 0 4.No mad should be applied to any component until after all bracing and 4. Ration of truss Is thehare to be ibupsad of the a respective ei contractor.enonment, fasteners are complete and at no time should any loads greater than Design assumes design loads be applied m any component. and are for"dry condition"of use. TRANS ID: LINK s.cempurros has no control over and assumes no reaponsibilfty for the 6.Design assumes full bearing et all supports shown.Shim or wedge if gnEXP IRCS: I2/31/G0Vs fabrication.handling,shipment ao installation of components. 7.Passumesded ne drainageisprovided. 6.This design Is Mmished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed se their center November 30,2015 TPI/W1 CA 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./CompuTnus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR: LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-10=(-1007) 5204 3-10=( -61) 465 2x6 KDDF #1&BTR T2 SPACED 24.0" O.C. 2- 3=(-5997) 1190 10-11=(-1314) 6874 10- 4=( -231) 1443 BC: 2x6 KDDF #1&BTR 3- 4=(-6056) 1207 11-12=(-1098) 5946 10- 5=(-1830) 393 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-5410) 1106 12-13=(-1098) 5946 5-11=( -25) 347 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-6898) 1424 13- 9=( -712) 3848 11- 6=( -374) 1591 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3907) 761 12- 6=( 0) 130 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4412) 831 6-13=(-2514) 548 8- 9=(-4445) 845 7-13=( -259) 1540 LL = 25 PSF Ground Snow (Pg) 13- 8=( -55) 304 NOTE: 2x4 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" 5.40 RODE ( 625) OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 1440.0 LBS @ 12'- 4.0" 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 lOPSF LIVE LOAD. TOP COND. 2: net(-5 Design checked for ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. g (- psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.168" @ 12'- 5.8" Allowed = 1.329" MAX TL CREEP DEFL = -0.537" @ 12'- 5.8" Allowed = 1.772" MAX HORIZ. LL DEFL = -0.050" @ 27'- 0.5" MAX HORIZ. TL DEFL = 0.116" @ 27'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 7-11-11 11-06-10 7-11-11 Truss designed for wind loads f f f 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 T f 4,5986 T f f T T 12 12 6.00 M-5x12 M-4x10 M-3x6 M-4x10 Q 6.00 5 6 7 t� Irl T2 _ _ ........00:-.1.••••000001005x33.... M-1.5x3 +. lel M 4. are Nil il o 1 -. "Ftll 2 10 11 12 13 .L9 0 to M-4x10 M-3x10 0.25" M-4x10 M-3x10 1 0 M18HS-7x14(5) M-1.5x3 )' J' 1440# , b ). 0) PROF 1-00 7-04-12 5-01 22060604 4-11-04 7-04-12 y '�� ., �IN � i `:9`782 PE r" JOB NAME : 3413-B POLYGON NW - B1 ,�✓��/( Scale: 0.2244 IV WARNINGS: GENERAL NOTES, unless otherwise noted: --C<.A-N 1.Builder and erection contractor should be advised of all General Notes 1.This design N based only upon Be parameters shown and Is for an individual u•'$7 N Truss: B1 and Warnings before construction commences bulld:g component.Applicability of design parameters and proper ] nQ _ 2.2x4 compression web bracing must be nstalIed where shown«. Incorporation of component s the responsibility of the building designer. ,,�J `f4 -V (� 2.Design assumes the top and bottom chords to be laterally braced al '3� ,e'1 p ""A$,% 3.Additional temporary bracing to insure stability during construction Y o.c.and at 10 o.c.respectively unless braced throughout their Nngih by N the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Ai,i iL. Vk\ DATE: 11/30/2015 the overall structure Is the responsibikly of the building designer. 3.24 Impact bridging or lateral bracing required where shown** 4.) SEQ.: K15 611 8 2 4.No load shouts be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respectNe contractor. - - fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID• LINK design loads be applied to any component, and arab dry conditionof use. 5.CompuTrus has no control over and assumes no responsibility fon me 8.Design assumes lull beefing et al supports shown.Shim or wedge It EXPIRES: 12/31/2016 fabrication,handling,shipment ponen ry sujecto the installation of sol Is. 0.Designassumesadequate onoth faces lotnussprovided.n November 30,2015 6.This design is furnished subject to the limitations sal forth by e.Plates shall be bested on both feces of truss,and placed so their center TPI/WICA in 8CSt,copies of which will be furnished upon request. lines coincide with joint center lines. S.Digits indicate size of plate In Inches. MiTek USA,Inc./Com uTrus Software 7.6.6 1L-E 1B For basic connector on splate design values one ESR-7317,ESR-1988(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2-(-2948) 628 1-5=(-568) 2526 5-2=( -232) 1254 4-7=(-1984) 446 BC: 2x6 KDDF #16131.0 SPACED 24.0" O.C. 2-3=(-1606) 366 5-6=(-556) 2462 2-6-(-1172) 282 WEBS: 2x4 KDDF STAND 3-4=(-1408) 342 6-7=( -44) 104 6-3=( -114) 568 LOADING 6-4=( -506) 2308 TC LATERAL SUPPORT <= 12"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 BAG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -344/ 165BV -42/ 105H 5.50" 2.65 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR LL - 25 PSF Ground Snow (Pg) 8'- 0.0" -711/ 3191V 0/ OH 5.50" 5.11 SIDE ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED @@ADDL: BC CONC LL+DL= 1210.0 LBS @ 3'- 0.0" @@ADDL: BC CONC LL+DL= 637.0 LBS @ 5'- 0.0" @@ADDL: BC CONC LL+DL= 2330.0 LBS @ 7'- 0.0" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ( 2 ) complete trusses required.[):( Join together 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = 0.011" @ 3'- 0.0" Allowed - 0.354" nails staggered at: BOTTOM CHORD CHECKED FOR AOPSF LIVE LOAD. TOP MAX TL CREEP DEFL - -0.039" @ 3'- 0.0" Allowed - 0.472" 9" o in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 2 row(s) throughout 2x6 bottom chords, NAX HORIZ. LL DEFL = -0.003" @ 7'- 10.3" 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. IL DEFL - 0.005" @ 7'- 10.3" ** For hanger specs. - Se approved plans 6-02-11 1-09-05 Design conforms to main indforce-resisting 3-01-12 3-00-15 1-09-05 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 M-4x6 load duration factor=1.6, Truss designed for wind loads 3 M-3x5 in the plane of the truss only. 9 -/ M-3x6 2 N C114111111. el ell o @@ HANGER BY OTHERS TO APPLY CONC. M LOAD(S)EQUALLY TO ALL MEMBERS. o f low 111141.11.11=1.1=111111111.1111101 VII 1 o f1►� 5 6 7 7 1 o M-3x4 M-3x4 M-7x8 M-3x8 y *12100 +637# / +23308 , 3-00 2-09-12 2-02-04 y P8-00 .0 ROk-ESSa. GIIV � j0` � 8i782PE �' JOB NAME : 3413-B POLYGON NW - BGIRD -e. . Scale: 0.4649 / 7 irr WARNINGS: GENERAL NOTES, unless otherwise 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 anndividual OREGON '� Truss: BGIRD and Warnings before construction commences. building component.Applicabilkyofdesign parameters and proper ��ft 2� Q' 2.254 compress on web bracing must be installed where shown+, Incorporelan of component x:the resporrelbit of the bu Iding des goer Cf ` �` 3.Additional lemporery bracing to nsure slab Ny tludng conshuctbn 2.Oeslgn assumes the top antl bo8om chords to be laleralty braced al ". ). A R rt• +� s the responsibility of the ereUor.Additional permanent bracing of Y o c and a110 o c respectively unless braced throughout their length by ]' DATE: 11/30/2015 the overall structure s the responsibility f the building designer. 2x Impact sheathing lterhasptywg esheathing(TC)requiredwhereshown drywall(BC). �1..l� �"{�, p ty o g 3.2a Impact bridging or lateralsuchbracingd where shown and/or d �.l SEQ.: Ki5 611 8 3 4.No load should be applied to any component until after all bracing and 4.Installation llation of trusss the are o bebusyE nthenre respective connector. nt, • fasteners are complete and et no Owe should any loads greater than Design assumes design nada be applied to any component. and are for"dry condition"of use. TRANS ID: LINKp�'+ 5.CempuTrushas nocontrol over and assumes noresponsibility for me 6.Design assumes ullbea ng at EXPIRES: 12/31/2016 - necessary. EXPIRES: C fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design IS Swished subject to the limitations set forth by 8.Plates shall he located on both faces of truss,and placed so their center November 30,2015 TPIMRCA In SCSI,copies of which will be fumished upon request lines coincide with Joint center Ines. 9.Digits indicate see of plate in inches. MiTek USA,Ins./CornpuTrus Software 7.6.6(1 L)E 10.For basic connector plate design values see ESR-1311,ES11-1968(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 - TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-22) 50 2-9=(0) 0 BC: 2x9 KDDF #1&13TR SPACED 29.0" 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 = 92.0 PSF 0'- 0.0" -79/ 248V -4/ 36H 1.50" 0.90 KDDF ( 625) 0'- 11.2" -15/ 28V 0/ OH 1.50" 0.09 RODE ( 625) 12 LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -35/ 22V 0/ OH 1.50" 0.09 KDDF ( 625) 6.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 29 "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.D" Allowed - 0.133" MAX BC PANEL LL DEFL - -0.000" @ 0'- 5.6" Allowed = 0.026" MAX BC PANEL TL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.035" MAX HORIZ. LL DEFL = 0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = 0.000" @ 0'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, m Truss designed for wind loads o in the plane of the truss only. h 2 'I o o omem o f 1 L '/9 M-3x9 1-00 b 1-00 b �� �a - RrD/E�S (PROVIDE FULL BEARING;Jts:2,9,4 f-5': 4•.IN' L�� �] , 8.782 PE r'. JOB NAME : 3413-B POLYGON NW - BJ '4.-7,7\Z-5:› . • Scale: 1.1073 '// ' WARNINGS: GENERAL NOTES, unless othenvsenoted: "-q OREGON 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 individual ^^ Truss: BJ and Warnings before construction commences. building component.Applicability of design para meters and proper / [)U 2.2z4 compression web bracing must be installed where shown+ Incorporation or component s the responsibility of building designer. �' ,dt tf „1 ,V 3.Additional temporary bracing to insure stab IEy during construction 2.Design assumes the top and uetybotta oescholer to be laterally bracer!al ,t!ea4'.41A-Y• is the responsibility otitis erector.Additional permanent bracing of Y o c and at 10 o c respectively unless braced throughout their length by ` --- DATE: 11/30/2015 the overall structure Is Me responsibility f the building des! continuous sheathing or such l bracing g re aired where a w drywall(BC). PAUL +�' 1 P yo g goer. 3.2a Impact bridging or Isuchspworequretlwhereshownra {.. SEQ.: Ki5 6118 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibiUy of the respective contractor. fasteners are complete and at no Owe should any loads greater Can 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID• LINK design loads be applied to any component. and are fodry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes Nil bearing at all supports shown.Shim or wedge if 'EXPIRES: 12/31/2016 fabrication,handling,shipment end installation of components. ry '.Design assumes belocateddrainageistrashed. November 30,2015 6.This design is furnished subject to the limitations set forth by S.Plates shall be located on both laces of truss,and placed so their center TPUWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(10-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 34-00-00 DUTCH SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-15=(-2648) 11304 15- 3=( -758) 3660 11-22=(-264) 1800 2x6 KDDF #1&BTR T2 2- 3=(-12816) 3050 15-16=(-2302) 9724 3-16=(-1936) 366 22-12=) -92) 390 BC: 2x4 KDDF #1&BTR LOADING 3- 4=( -8746) 2256 16-17=(-1950) 7802 16- 4=( -12) 594 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( -8050) 2210 17-19=(-2496) 9360 4-17=( -622) 82 2x4 DF 2400F A; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 34'- 0.0" V 5- 6=( 0) 0 18-20=( -108) 404 17- 5=( -330) 2134 2x4 KDDF #1&BTR B TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 8'- 0.0" TO 26'- 0.0" L 5- 7=( -7224) 2018 20-21=(-2166) 8308 17- 7=(-2586) 756 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 34'- 0.0" V 7- B=( -9308) 2620 21-22=(-2004) 7500 7-19=( 0) 512 TC LATERAL SUPPORT <= 12"00. CON. 8-10=( -7568) 2160 22-13=(-1540) 5898 18-19=( 0) 142 BC LATERAL SUPPORT <= 12"00. UON. TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" L 9-11=( 0) 0 19-20=(-2058) 7942 TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 26'- 0.0" L 10-11=( -6138) 1702 19- 8=( -388) 1234 11-12=( -6882) 1862 20- 8=( -724) 422 NOTE: 2x4 BRACING AT 24"OC CON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12-13=( -6844) 1842 8-21=(-1138) 250 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13-14=) 0) 50 21-10=) -146) 942 10-22=(-2088) 688 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OVERHANGS: 12.0" 12.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -900/ 3801V -95/ 95H 5.50" 6.08 KDDF ( 625) 34'- 0.0" -900/ 3801V 0/ OH 5.50" 6.08 KDDF ( 625) M-1.5x4 or equal at non-structural ( 2 ) complete trusses required. vertical members (uon). Join together 2 ply with 3"0.131 DIA GUN nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 top chords, COND. 2: Design 9" o in 1 row(s) throughout 2x4 bottom chords, 9" oc in 1 row(s) g checked for net(-5 psf) uplift at 24 "oc spacing.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" f- fI 1 MAX TL CREEP DEFL = -0.613" @ 13'- 4.7" Allowed = 2.206" 2-09-12 4-04-03 5-01 1- 2-14 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 �L-09 12� 0 05105 �-08 OB 3 04-02 4-05-08 1 . 'i' I -f-r j' 'I 1' 3' 1 T 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 +597.30# T +597.30# T 12 M-3x8 12 Design conforms to main windforce-resisting 6.00 M-3x6 M-5x6+ Q 6.00 system and components and cladding criteria. M-5x6+ 6 .M-3x6 0 *e Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-4x10 -5x6 Truss designed for wind loads M18HS-5x16 5 �1/ �` 14-5x6 Truss the plane of the truss only. M-3x4 74.ta-6. - - - '• 9 M-1.5x3 111 M-3x8 2 M-2.5x4 or equal at non-structural diagonal inlets, 3 ,.1 M-4x10 I� le/��-L15 16 17 19:��`� M-3x4 M-3x8 4 o z o 18 20 21 22 �~\ Io M-1.5x3 M-3x10 0.25 M-3x8 M-3x8 1 o M-7x10 a 3.75 M-5x8(S) J. .i., y y y y y y y '�� �4 P ROp.t ' 2-05-082-09-12 2-11-08 5-02 4-11-08 3-07-10 3-09-06 8-02-12 r *SCJ �?��C �r J• b 1 )• b ). �i 1-0Z-05-0B 10-09-08 20-09 y 00 ® '782 P E .fir` 1-00 34-00 1-00 • JOB NAME : 3413-B POLYGON NW - Cl • Scale: 0.1478 . _.. IN., • WARNINGS: GENERAL NOTES, unlessolherwisenoted; _ �j}- •RECON a' 1.Builder and erection contractor should be advised of all General Notes 1.Thu design Is based only upon the parameters shown and Is for an Individual ��I/J- f] Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper V V 2.2x4 compression web bracing must be installed whore shown+. incorporation of component a the responsibility of the building designer. ` �_l . 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at Jr Ey vv is the reaponaiDlfily of the erector.Additional permanent bracing of 2'o.c.and at 10 o.c.respectively unless braced throughout their length by f"r DATE: 11/30/2015 the overall structure Is the res onsibilof the building designer. 2 Impacts sheathing or suer l bracing plywood aired cohere s ownand/+drywall(BC). P H g 3.2x bridging or lateral required where shown++ SEQ.: El5 6118 6 4.No lied should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. 5.Design assumes fasteners are compete and at no time should any loads greater than trusses are to be used in a noncorrosive environment, TRANS ID: LINK designioadebeappredeany camponem. and are for"dry condition.of use. 'EXPIRES: 12/31/2016 - 5.CompuTrus has no control over and assumes no responsibility for the 8.Deesnessumesmilbeadngelallsupportsshown.Shimorwatlge8 November 30,2015 fabrication,handling,shipment and installation of components. ry 7.Plates assumes a adequate both drainage is grossed. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on bath aces of trues,and placed so their center TPWJICA In BEST,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. _ Milk USA,Inc./CornpuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ENR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-376) 2138 3-10=(-253) 175 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-2510) 513 10-11=(-254) 1799 10- 9=( -15) 946 WEBS: 2x9 KDDF STAND 3- 9=(-2275) 488 11-12=(-272) 1799 4-11=(-642) 235 LOADING 9- 5=(-1611) 437 12- B=(-398) 2138 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) 937 11- 6=(-692) 235 BC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2275) 488 6-12=( -15) 946 TOTAL LOAD= 92.0 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 5Q.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -235/ 1592V -187/ 187H 5.50" 2.47 KDDF ( 625) 39'- 0.0" -235/ 1592V 0/ OH 5.50" 2.47 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.114" @ 17'- 0.0" Allowed = 1.659" 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 'C T 1' 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. Wind: 190 mph, h=23.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 12 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 ,fT in the plane of the truss only. M-5x6(S) M-5x6)S) 0.25" 0:25" If o0 M-1.5x3 ii/A\hilk. M-1.5x3 3 Aiiiii*. Mill \'' lin O O • o 1 10 elle 12 -8 O 1M-4x9 M-3x4 0.25" M-3x9 =M-4x4 M-5x8(S) % J PR.Q1F b b b b b cad w GINS c `'/ 1-00 8-09-04 8-02-12 39-00 8-02-12 8-09-04 1-00 �q sy 89782PE . JOB NAME : 3413-B POLYGON NW - C2 Scale: 0.1727 r • %�] `/'� s WARNINGS: GENERAL NOTES, unlesson the pe noted. OREGON 1.Builder and erection conireetor should be advised of all General Notes 1.This design k based only upon the parameters shown and is Mr an Individual - N Truss: C2 and Warnings before construction commences balding component.Applicability of design parameters and proper 174e. n}9 2.2x4 compression web bracing must be installed where shown+. incorporation of component s the responsibility of the building designer. �}� -V 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom dards to be laterally braced at '7 'l � � - isthe responsibility of the erector.Additional permanent bracing of on c and at 10 o c respectively unles braced throughout their length by �y -- DATE: 11/30/2015 the overall structure s me responsibilityf the DUIMin deal continuous sheathing such as plywood sheathing(TC)and/or dryvmll(BC). 1 4 i L +' o g designer. S.2x Impact bridging or lateral bracing required where shown++ {,I SEQ.: K 15 6118 7 4.No load should be applied to any component until after all bracing and 4.Installation of tors Is the responalbi6N of the respective contractor. fasteners are complete and al no time should any loads greater than S.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied m any component. and are or dry conditionof use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Dep assumes lull bearing at all suppoes shown.Shim or wedge II _EXPIRES: '12/31/2016 fabrication,handling, ry isshipment to the Installation s(compoheyts. 7.Design sir assumes el cated one drainage is ran November 30,201 5 8.This design k furnished subject to the limitations set forth by 8.Plates shat be located on both faces of truss,and placed so their center TPIIWICA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sweet plate in inches. MTek USA,Ino./CorepuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-13t1,ESR-7988(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 2-11=(-774) 4293 11- 3=( -202) 1398 7-16=( 0) 406 BC: 2x4 KDDF #1&BTR 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"OC. 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" 8- 9=1-2501) 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) ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.182" @ 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 1' 1' T 12 12 Design conforms to main windforce-resisting 6.00 IIM-6x6 ' :16.00 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), Sq4444 load duration factor=l.6, M-5x6(S) Truss designed for wind loads M-1.5x35 • in the plane of the truss only. M-5x6(5) 0.25" 0.25" /...* 4 ft M-1.5x3 8 M-3x6 . 114111144141111Ssisst. '. \/ M-3x8 �-�' o, o /CA _ 16� r, ., ./� 1 12 13: �m D o M-3x4 0 1. 15 16 �-9 � M- x8 , M-5x8 M-4x8 0.25" -M-4x4 I o M-5x6(S) O 4 3.75 M-1.5x3 12 y y * )' y y k ftp PRO E y2-05-08y 5-03 5-08-04 y 3-07-04 8-02-12 8-09-04 y y ,.` f 1-02-05-08 10-09-08 20-09 1-00 i}'� 34-00 897-82-Pt JOB NAME : 3413-B POLYGON NW - C2-C ._� `/ CJJ� • • Scale: 0.1602 .7 /`. \ WARNINGS: GENERAL NOTES, unless othervdse noted u OREGON �! -_ 1.guilder and erechon contractor should be advised of all General Notes 1 Th s design is based only upon the pammetere shown ands for an ndw dual Truss: C2-C and warnings before construction commences. bolding component.Applicability of design parameters and proper -i',1;,-Frar,; ('5� 2.254 compressor web bracing must be Installed where shown+. incorporation of component k the responsibility of the building designer. V' -V 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at � R IS the responsibility of the erector.Additional permanent bracing of 2 o c.and at ea0 o c respectively unless braced throughout their length by `� continuous sheathing such as plywood sheathing(TC)snot drywall(BC). �' j� �+ 1, DATE: 11/30/2015 the overall structure is the responsibility of building designer. 3.2x Impact bridging or lateral bracing required where shown++ �"� SEQ.: K 15 6118 9 4.No load should be applied to any component until after all bracing and 4.Installation tallation of trussryssh8 responsibility ocedof t in h non-corrosive iveivo nive ttwoto. fasteners are complete and at no time should any loads greater than 9n assumes design made be applied to any component. and are for•dry condition.'of use. TRANS ID: LINK 5.CompuTrushas nocontrol over and assumes noresponsibility for the 6.D sg assumes full bearing at al supports shown.Shim or wedge if EXPIRES: 12/31/2016 _ necessaryfabrication,handling,shipmentponen assumes u and Installationmitof components.te. T.Design ailed one drainage is trasse n November 30,2015 6.This design is furnished subject to the limitations int forth by S.Plates shall be located on both faces of from,and placed m their center TPWs'ICA In SCSI.copies of which will be furnished upon request. lines coincide with joint centerlines. 9.Diggs Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(114-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 39'- 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: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2528) 537 10-11=(-389) 2151 3-11=(-570) 209 WEBS: 2x4 KDDF STAND 3- 4=(-1994) 494 11-12=(-263) 1708 11- 9=( -98) 592 LOADING 4- 5=(-1644) 490 12-13=(-920) 2151 11- 5=(-174) 94 TO LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1649) 990 13- 8=(-418) 2154 5-12=(-174) 99 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-1944) 499 6-12=( -98) 592 TOTAL LOAD = 42.0 PSF 7- B-(-2528) 537 12- 7=(-570) 209 8- 9-) 0) 50 7-13=( 0) 289 NOTE: 2x4 BRACING AT 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATIONS) 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/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) JT 2, 8: Heel to plate corner = 1.75" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.119" @ 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 BORIC. 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, T f f f f f T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14-00 14-00 load duration factor=l.6, T f f f Truss designed for wind loads in the plane of the truss only. 12 M-4x6 M-4x6 12 6.00 4 M-3x4 5 Q 6.00 06 kv M-3x4 M-3x4 3 7 r•1 o in o 10 11 12 13 o Io :1-14-4x4 M-1.5x3 0.25" 0.25" M-1.5x3 :=14-4x4 I 0 C M-5x8(S) M-5x8(0) • 0 PRO1F y ), )' y b )' . GV !1 y y 7-01-08 6-05-04 6-10-08 6-05-04 7-01-08 y y .`�j.• _r�1�C�IN.�ki /� 1-00 34-00 1-00 z9782PE fir` • JOB NAME : 3413-B POLYGON NW - C3 • Scale: 0.1852 ,ir WARNINGS: GENERAL NOTES, unless otherwise noted: ��� +�. Truss C3 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual - ice' -S7 0 and Wamings Wive construction commences. building component.Applicability of design parameters and proper - 2.204 compression web bradng must be installed where shown«. incorporation of component Is the responsibility of Me bulk)ra designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes me top and bottom unless braced to be throughout braced at -yy, .9� -->� . `L Is the responsibility of the erector.Additional permanent bracing of T o c and Cl 10 o.c.respectively their length by 4 - \, DATE: 11/30/2015 the overall structure Is the responsibiiry of the building designer tont pacts sheathing suchlateral bs plywood requirediwhere shown «tlrywell(BC). ,t /l CS 3.2s Impact orh ng or the bracing yattirerespectNecontractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used In a noncorrosive environment, TRANS I D: LINK design loads be applied to any component, and are for dry condition'.of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge if -EXPIRES: PIE / 101 6 necessary' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 5.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 TPNMCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center linea. S.Digits indicate size or MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Zplatein inches. 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=( O) 50 2-10=(-387) 2154 10- 3=( 0) 289 BC: 2x4 RIDE #16BTR SPACED 29.0" O.Q. 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=(-1644) 990 12-13=(-420) 2151 11- 5=(-174) 99 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1694) 490 13- 8=(-418) 2154 5-12-(-179) 94 BC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1944) 999 6-12-( -98) 542 TOTAL LOAD = 42.0 PSF 7- 8=(-2528) 537 12- 7=(-570) 209 8- 9=( 0) 50 7-13=( 0) 289 NOTE: 2x4 BRACING AT 24"01 UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -222/ 1542V -152/ 152H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -222/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) JT 2, 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 = -0.119" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL - -0.230" @ 17'- 0.0" Allowed - 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ 35'- 0.0" Allowed - 0.133" MAX HORIZ. LL DEFL = 0.052" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.087" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 13-11-11 6-00-10 13-11-11 T f f f Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-03-04 6-08-07 3-00-05 3-00-05 6-08-07 7-03-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1-6, T fTruss designed for wind loads 12 12 in the plane of the truss only. 6.00 M-4x6 M-3x4 M-4x6 Q 6.00 4 5 • 0 kre M-3x4 M-3x4 3 7 m m o 0 Cr 1 - I l lliiiklihlkl*, • 10 11 12 13 0.25" 0.25" M-1.5x3 .7.:M-4x4 o M-4x9 M-1.5x3c, M-5x8(S) M-5x8(S) Perr�O,tRF b y 1 I I l 7-01-08 6-05-04 6-10-08 6-05-04 7-01-08 ,-4t.aiN S 0 y y , . 1-00 34-00 1-00 44: 8 782PE JOB NAME : 3413-B POLYGON NW - C4 /_7\� Scale: 0.1852 / - 7/ WARNINGS: GENERAL NOTES, unless otherwise notetl I.Builder and erection contractor should be advised of all General Notes 1.Tho designs based only upon the parameters shown and Is for an Individual • 17 OREGON O" Q„ Truss: C4 and Warnings before construction commences. bolding component Applicability of design parameters and proper 2.294 compression web bracing must be installed where shown+, Incorporationassumof e component is the responsibility of the building designer. � �/'1 < 3.Additional temporary bracing to insure stability during construction 2.SsDesign. the top and bottom chards ctbe laterally braced at "1A.;...•-•: ,<?."-!''''-'�• s the responsibility of the erector.Additional permanent bracing of 2'o c,and at as o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PAUL V DATE: 11/30/2015 the overall structure is the responsibility of the balding designer. 3.2s Impact bridging or lateral bracing required where shown++ SEQ. : K 15 61191 4.No load should be applied to arty component until after at 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 noncorrosive environment. design loads be applied to any component. and are for'dry condition"of use. y('� p 12/31/2016 {r�) )f/{ mss. TRANS ID: LINK 5.CompuTrus has no control over and assumes no responsibility ler the 6.Dnecessary. wgn�essu es ug bearing at el supportsshown.Shim or wedge it EXPIRES: 12/31/201 V ry m fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. November 30,2015 6.This design is furnished subject to the limitations set forth by B,plates anal be located an both laces of truss,and placed so their center TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint centerlines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc-ICompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1686(MTek) 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 2-12=1-611) 2140 3-12=1-174) 159 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2509) 789 12-13=1-727) 2521 12- 4=(-100) 628 WEBS: 2x4 KDDF STAND - 3- 4=(-2272) 723 13-14=1-727) 2521 12- 6=(-649) 281 LOADING 4- 5=1 0) 0 14-10=(-660) 2140 13- 6=( 0) 241 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=1-1973) 679 6-14=(-649) 260 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1973) 690 8-14=1 -88) 628 TOTAL LOAD = 42.0 PSF 7- 8=) 0) 0 14- 9=(-173) 153 8- 9=(-2272) 738 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2509) 799 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=1 0) 50 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 12.0" BEARING MAX VERT MAX HORZ 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) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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 LL DEFL = -0.149" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.300" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.097" @ 33'- 6.5" Design conforms to main windforce-resisting 11-11-11 9-02-10 12-09-11 system and components and cladding criteria. 5-01-08 4-07 2-03-03� 5-00-OS 4-02-05 3-01-03 9-07 5-01-08 T Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirl, f '1 '1 'I A 'r f 'I load duration factor=1.6, 10-00 10-00 Truss designed for wind loads T f 7 ,( f in the plane of the truss only. 12 5 12 6.00 p M-4x6 M-3x8 M-4x6 Q6.00 9 6 O' abs M-1.5x3 M-1.5x3 rn 0 oo 0 12 13 14- '1. 1 0 11 M-4x4 M-3x8 0.25" M-3x8 =M-4x4 I 0 M-5x6(5) c,q P R OFE J, ), y y y y 9-06-12 7-05-04 7-05-04 9-06-12 y y ..`C ,f GIN.Ek l0 1-00 34-00 1-00 - V 'g�92 E p m9�l8ms- JOB NAME : 3413-B POLYGON NW - C5 • �. Scale: 0.1852 WARNINGS: GENERAL NOTES, unless otherwise noted: ` �.- Truss: C 5 1.Builder and erection contractor should be advised dell General Notes This design Is based only upon the parameters shown and Is for an Indrvldual "7 � CON and Warnings before construction commences building component.Appl cabhty of design parametens and proper , rp 17. 2.2a4 compression web bracing must W installed where shown«, ncerporofbn of component is the responsibility of Me building designer. VST �j`. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at - .�-} V `rF4 is the responsibility of the erector.Additional permanent bracing of 2'o c and at 10 o c respectivey unless brawl throughout their length by DATE: 11/30/2015 the overall structure Is the responablkty of the building designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). ^y� 3.In Impact bridging or leteresponsi i where shown.« A/4 U L --- SEQ.: K 15 611 92 4.No load should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes Misses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for condition.'of use. 5.CompuTrus has no control over and assumes no responsibility fur the 8.Design assumes full bearing al all supports shown.Shim or wedge If -EXPIRES: P'R / 1/ 01 fabrication,handl) necessary. ng,shipment aM I . 7.Design assumes adequate drainage is provided. N Ill OV@V e r 30,201 5 subject 8.This design Is furnished to theelelletian of components limitations set forth by B.Plates shat be located on both faces of truss,and placed so their center TPIIWFCA In SCSI,copies of o11ich 0,411 be furnished upon request. lines coincide with Joint center lines. B.Digits Indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 1O.For bask connector plate design values see ESR-131 I,ESR-1988(MiTek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-11=(-495) 2190 3-11=(-175) 189 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2- 3=(-2509) 694 11-12=(-534) 2521 11- 9=) -83) 628 WEBS: 2x9 KDDF STAND 3- 9=(-2272) 562 12-13=(-534) 2521 11- 5=(-649) 236 LOADING 4- 5=(-1973) 542 13- 9=(-549) 2190 12- 5=( 0) 291 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 <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 0 7-13=( -66) 628 TOTAL LOAD = 92.0 PSF 7- 8=(-2272) 590 13- 8=(-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/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 = -0.199" @ 17'- 0.0" Allowed = 1.659" 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. Wind: 140 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9-11-11 13-02-10 10-09-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T load duration factor=l.6, 5-01-08 4-10-03 7-00-05 6-02-05 1-01-03 4-07 5-01-08 Truss designed for wind loads f f f f T f f f in the plane of the truss only. 10-00 T T 12 M-4x6 M-3x8 6 M-4x6 12 6.00 4 5 Q 6.00 mm M-1.5x3 M-1.5x3 3 } + M M ,41 .� YMIIF! _. 0 11 1 13 9 I M-9x9 M-3x8 0.25" M-3x6 -M-4x4 1 R n pp M-5x6(S) •�:+•, PRO/ y y y y l cy•� `GENE ( 9-06-12 7-05-09 7-05-09 9-06-12 y y -�`� \� �,•} _- , 1-00 34-00 1-00 ' $9782 P E t-- • • JOB NAME : 3413-B POLYGON NW - C6 Scale: 0.1852 --_,A!'.. .410.- - .. 111111 WARNINGS: GENERAL NOTES, unless otherwise noted' ." Q„E�^©^' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters clown and Is bran Individual ..$$II fl E I J rts Truss: C6 and Wamngs before construction commences. building component Applicability of design parameters and proper r9 2.2x4 compression web bracing must be installed where shown0. incorporation of component is the responsibility of the building designer. wQ Ab {G -V ,r'�`_ 3.Additional temporary bracing to Insure stability during conslmct on 2 Design assumes the top out bottom chordsbraced to 6e laterally braced at a �9 rT f J' y. Ie the res onslb8of the erector.Additional 1 broomof Y o c and at 10 o c respectively unless braced throughout their length by V` p ty permanent g continuous sheathing such as plywood sheath )and/or drywall(BC). PAUL.1 L. . DATE: 11/30/2015 the overall structure Is the responsibilly of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ x`11,1 SEQ. K1561193 4.No load should be applied to any component until alar al bracing and 4. ssuirabldInaaonrrosintrcnrDegnasms Is are to beuseennon-corrosive environment. fasteners fasteners are complete and at no time should any loads greater than TRANS I D• LINK design loads be applied to any component. end are for"Myfull bearing of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing el al supports shown.Shim or wedge If EXPIRES. 12/31/2016 ry m 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 boated on both faces of truss,and placed so their center TPLW CA in SCSI,copies of which will be furnished upon request. lines coincide with)o1W center lines 9.Diggs indicate size of plate in inches. MiTek USA,IncJCompuTruS Software 7.6.6(1 L)-E t0.For basic connector plate design values see ESR-1311,ESR-1988(Web This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-14=(-1532) 7788 3-14=( -78) 490 BC: 2x6 KDDF #16BTR SPACED 29.0" O.C. 2- 3=(-8988) 1829 14-15=(-1508) 7862 14- 9=( -670) 2884 WEBS: 2x4 KDDF STAND 3- 4=(-9058) 1848 15-16=(-1226) 6930 4-15=(-1792) 472 LOADING 4- 5=(-7776) 1582 16-17=( -950) 5698 15- 5=( -350) 1906 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-7212) 1979 17-18-) -508) 3480 15- 6=( -540) 996 BC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-6386) 1170 18-12-) -599) 3458 6-16=( -838) 310 TOTAL LOAD= 92.0 PSF 7- 9=(-3556) 696 16- 7=) -198) 1198 8- 9=( 0) 0 7-17=(-2470) 506 NOTE: 2x9 BRACING AT 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3856) 699 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=( -119) 92 ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0" 12-13=( 0) 50 18-11=) -36) 134 OVERHANGS: 12.0" 12.0" @@ADDL: BC CONC LL+DL= 3191.0 LBS @ 6'- 9.5" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required. 0'- 0.0" -1006/ 9915V -87/ 8711 5.50" 7.86 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 39'- 0.0" -398/ 2258V 0/ OH 5.50" 3.61 KDDF ( 625) nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. \n/ 9" oc in 1 row(s) throughout 2x9 top chords, /X\/X\ 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x9 webs. 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 = 0.001" @ -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 = 1.659" MAX TL CREEP DEFL = -0.910" @ 13'- 10.8" Allowed = 2.206" @@ HANGER BY OTHERS TO APPLY CONC. MAX LL DEFL = 0.001" @ 35'- 0.0" Allowed = 0.100" LOAD(S)EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.001" @ 35'- 0.0" Allowed = 0.133" MAX HORI1..LL DEFL = -0.039" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.080" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 7-11-11 17-02-10 8-09-11 f T f T Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3-06-10 2-11-101-05-07 5-11-02 6-02-05 5-01-02 1-011-0032-042-11-10 3-06-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T f f f f f f f f f f load duration factor=1.6, End vertical(s) are exposed to wind, 8-00 Truss designed for wind loads +5988 1' 1' in the plane of the truss only. 12 M-5x8 B M-5x8 12 M-3x9 M-3x9 6.00 I . M-3x5 5 6 7 9 M-3x5 Q 6.00 9 0 IllpliPriiW, M-1.5x3 .IIIIIIIIII M-1.5x3 3 1 1 Jam_® T �e �� 4' l�rI Ali o 14 15J 16 •iihnli17 1B �3 0 I Io M-3x10 M-6x8 0.25" M-3x8`" M-3x10 Io M-3x8 M-7x8(S) M-6x8 a PR pp 319 # y 6-02-12 1-04 9-05-04 y 9-05-04 ), 6-02-12 y v`co �atN. '-,e, i 1-00 34-00 1-00 i` *782 P E JOB NAME : 3413-B POLYGON NW - C7 • / • Scale: 0.1852 I. ••g•/ WARNINGS: GENERAL NOTES, unless otherwrce noted: ..4� prr 1.Builder and erection contractor should beedvsedofall General Notes 1.This design Is based only upon theparameters shown and sfor anIndlvldual • OREGON N. Truss: C7 and Warnings before construction commences. building component.Applicability of design parameters and proper '=-4.t144-&,41- 29. _ 2.2x4 compression web bracing must be installed where shown+. incorporation of component k the responsibility of the building designer. Iy� 2 Design assumes the top and bottom chords to be laterally braced at v) ."7�y" t v:._- 3.Additional temporary bracing to insure stability during construction 2 o c and Cl to e e respectlety unless braced throughout their length by ]' `� is the responsibilty of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) �a DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown o o PAUL SEQ.: K15 6119 4 4.No load should be applied to any component until after el 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 nonworrosive environment, TRANS I D• LINK design loads be applied to any component. and are for dry conditionclose. • 5.CompuTrus has no control over and assumes no responsibility for the 6.Designa assumes ml bearing al all supports shown.Shim or wedge If _EXPIRES, 12/31/2016 fabrication,handling, ry isshipmentuto the limitations components. 7.Designassumesbesaded oneoth drainage Is trusseNovember 30,2015 6.This design h furnished subject to the Iimlations set forth by B.Plates anal be located on bent faces of truss,and placed so their center TPNA'TCA in BCSI,copies or which v411 be furnished upon request. lines coincide with(01W center lines. 0.Digits indicate size of plate in inches. Mirek USA,Ina./CompuTrus Software 7.6.7(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-31) 112 6-5=( 0) 18 BC: 2x9 KDDF #l&BTR SPACED 24.0" 0.1. 2-3=(-183) 0 5-7=(-68) 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 ERG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -53/ 357V -14/ 77H 5.50" 0.57 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -144/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) 8'- 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 ODPSF LIVE LOAD. TOP [COND. 2: Design checked fox net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3-11-11 MAX LL DEFL = -0.008" @ 2'- 4.7" Allowed = 0.170" MAX TL CREEP DEFL = -0.019" @ 2'- 3.8" Allowed = 0.226" I 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" 4 T T 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 indforce-resisting 4 system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCD1,=4.2,13CDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 0 m load duration factor=l.6, o Truss designed for wind loads I in the plane of the truss only. 7 o e ISI 7 o M-3x4 11/0300 of 1 2 0 IME3x4 0 M-3x4 M-3x5 b ), /- l 2-03-12 3-11-15 1-08-05 Y b b y p 1-00 2-05-08 8-00 5-06-08 --- !.<", �r �Q P-..l0A--- � (PROVIDE FULL BEARING;Its:2,4 7 I _..---" 4- clN. `- 7 89`182P-E Wit` .. , ., JOB NAME : 3413-B POLYGON NW - CJ2illif Scale: 0.5501 WARNINGS: GENERAL NOTES, unless etherwse noted "/ OREGON ?�• lT I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and s for an Individual �} -i1// /I Truss: CJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper ft? 2.?t4 compression web bracing must be Installed where shown 4. incorporation of component is the responsibility of the building designer. /r - `� � 3.Addition.temporary bracing to insure stability during consemciion 2.Design assumes the lop and bottom chords to be laterally braced at • t'1 v Is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at IC7 o c rMaly unless braced throughout their length byU144 T a DATE: 11/30/2015 the overall structure Is the bili of bm dm de continuous sheathing or such l b�onplywg red clr ething(ne s and/or tlrywall(BC). responsibility o g signer. 3.2r Impact bridging or lateral bracing required where Shawn++ S E El5 6119 5 4.Ne lead should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respeciive contractor. 4 fasteners are complete and al no time should any bads greater than 8 Design assumes trusses are to be used In a nonconosWe environment, i REJ 12/31/2016 design hada be applied to any component. and are for`dry condition`of use. CAP TRANS ID: LINK 5.comp"nnshas nocomrolover and assumes Cerespensmn responsibility B.Ges,gnassumesfullbearingatalsupportsshown.Snmorwedge f nece fabrication,handling,shipment and installation of components. mery. November 30,2015 7.Design assumesllbaded on duriispthe faces of truss,and placed so their center TPIN✓rCA in BC SI,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./ComplaTrus Software 7.6.6(114-Z 10.For basic connector plate design values see ESR-1311,EOR-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: 2x4 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=(-211) 477 5-3=( 0) 64 WEBS: 2x4 KDDF STAND 3-4=( -50) 46 3-7=(-483) 213 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" -57/ 411V -22/ 108H 5.50" 0.66 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -111/ 118V 0/ OH 1.50" 0.19 KDDF ( 625) 8'- 0.0" 0/ 148V 0/ OH 5.50" 0.24 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 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" 5-11-11 MAX LL DEFL = 0.021" @ 2'- 4.7" Allowed = 0.270" .f 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" MAX HORIZ. LL DEFL = -0.014" @ 6'- 3.7" 12 MAX HORIZ. TL DEFL = 0.022" @ 6'- 3.7" 6.00 4 Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), mo load duration factor=1.6, I Truss designed for wind loads M-4x6 0 .in the plane of the truss only. 3 c9 o IRI I In It ro M-3x4 o 1 2�� 14'-3x4k363x4 0 0 M-3x4 M-3x5 b 3' J- )- 2-03-12 3-11-15 1-08-05 l J, 1, J 1-00 2-05-08 8-00 5-06-08 4, _ p, -.' _•es 'PROVIDE FULL BEARING;Jts:2,4,7 I -- -C �'GNc't NFk". �0 w :9'82PE i JOB NAME : 3413-B POLYGON NW - CJ3 Scale: 0.5126 �i ..sem WARNINGS: GENERAL NOTES, unlessotherwlsenuted4. N. F OREGON 6 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 indNidual Truss: CJ3 and Warnings before sonslrncton commences. building component.Applicability oIdesign parameters and proper �5 '�#tC '� 1�-4'c 2.2x4 compression web bracing must be l atatled where shown v. ncorporatbn of component k the responsibility of Me building tleNgnar. �+ ._ r T A U Iv �� ': at 3.Addaknal temporary bracing to Insure stability during construdlon 2.2'Dn o,assumes Me lop and bottom unlesschobraced to be throughoutaterally braced length - Ay Is the responsibilN of the erector.Additional Pennanen[bracing of 2'o.c.and at 10'o.c.reepectNply braced their by R - DATE: 11/30/2015 the overall structure is the responsibility of the buildingdesigner. continuousnmpactsheathingr later l bs plywood requirediwhere TC) shownand/•r tlrywall(BC). aporia kY 3.2x Impact bridging or lateral bracing where �• SEQ. : K 15 6119 6 4.No load should be applied to any component until alter al bracing and 4.Installation of truss is the responeibitly 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 desty loads bo applied cany component. and arefurdryconddldn"of use. EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge if November 30,2015 fabrication,handling,shipment and installation of components. necessary. T.Pates hallassb el adequate drainage is truss,d. and H.This design b furnished subject to the limitations set forth by 8.Plates shat be located on both faces of hues,end placed so their cantor TP WVTCA in BCSI,copies of which will be furnished upon request. lines colndde with Joint center tees. 9.Diggs Indicate she of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-Z 10.For bask connector plate design values see ESR-t311,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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 KDDF #1613TR 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 BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 4B1V -30/ 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) 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10P5F 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 n windforce-resisting 6.00 ' system and componentsand 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. rn 0 0 M of , 1 i f 1 2►� 4�� o M-3x4 b b b 1-00 [PROVIDE FULL BEARING;Jts:2,4,3 I 8-00 e782PE 'c.. JOB NAME : 3413-B POLYGON NW - CJ7 . id Scale: 0.5126 , . T AM WARNINGS: GENERAL NOTES, unless otherwise noted, . 1.Builder and erection contractor should be advised o,all General Notes 1.This design is based only upon the parameters shown and Is for an Individual • '..*11..A •s EG©N Truss: CJ7 and Warnings before construction commences, building component Applicability of design para meters and proper ."{.i-! ejt-_ g' ` 2 2x4 compression web bracing must be nstalled where shown+. incorporation of component is the responsibility of the building designer. V�Q -.V 3.Additional temporary bracing to Insure stability during construction 2.Dec gn assumes the top and bottom chorda to be laterally braced at1 R 2 o.c.and at to'o.c.respectNely unless braced throughout their length by •`� Is the responcibNty of the erector.Additional permanent bracing of continuous sheathing such as plywood eheathng(TC)and/or drywaall(BC). P,4 _ DATE: 11/30/2015 the overall structure la me responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ PAUL K1561197 4.No load should be applied to any component until after all bracing and 4.IInnstallallonooftruss isthe emesio sibe illlitydlathe hnonconoe ecte,.environment, fasteners are complete and at no time should any loads greater than sig TRANS ID: LINK design bads be applied to any component. 6 andare for"dry fullbean.ringul all supports shown.Shim or wed If 5.CompuTrus has no control over and assumes no responsibility for the esign assumes g e ppo 9e EXP P IRCoy' 1 n/31/201 necessary. /sir 1-[GJ L! V fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,201 5 6.This design is furnished subject to the limitations set forth by B.Plates shall be butted on both faces of truss,and placed so their center TPIPNTCA in BCS[,copies of which will be furnished upon request. lines coincide with Joint centerlines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CoropuTrus Software 7.6.6(1 L)-E t9.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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-7=(-239) 401 7-6=( 0) 18 BC: 2x9 KDDF #1&13TR SPACED 29.0" O.C. 2-3=(-492) 122 6-8=(-991) 803 6-3=( 0) 83 WEBS: 2x9 KDDF STAND; 3-4=(-127) 105 3-8=(-805) 447 2x9 KDDF #1&13TR A LOADING 9-5=( -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 = 92.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PIF Ground Snow (Pg) 0'- 0.0" -80/ 473V -59/ 199H 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 OSPSF LIVE LOAD. TOP ICONS. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/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 = 0.046" @ 2'- 4.7" Allowed = 0.359" 2-03-12 0-0/1/-12 5-06-08 / MAX TL CREEP DEFL = -0.070" @ 2'- 4.7" Allowed = 0.972" MAX HORIZ. LL DEFL = -0.029" @ 7'- 8.2" M-1.5x3 MAX HORIZ. TL DEFL = 0.036" @ 7'- 8.2" s -/ 12 4 6.00 T Design conforms to main windforce-resisting t' 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 ,y in the plane of the truss only. I co 0 I M-9x6 n 3 �D ..... 10Nimilimilimilliiiiiimom, -m o M-3x9 o 7- 1 2�� o M1 3x9 0 M-3x4 M-3x5 k J. l b 2-03-12 5-02-12 0-05-08 y 1-00 y k 2-05-08 8-00 5-06-08 y 5t�C'P E Si 8:9 82PE ��' JOB NAME : 3413-B POLYGON NW - CJ8 =� • Scale: 0.9751 (^� -. WARNINGS: GENERAL NOTES, unless otherwise noted /y OREGON O 1.Builder and erection contractor should be advised of all General Notes 1 This design Is based only upon the parametem shown and Is for an Indry dual mgsbefore construGoncommences. building component.Applicability ofdesign parameters and proper .14,-. AP y '�EVI2 Truss: CJ8 andVvxm 2.204 compression web bracing must be nstalled where shown* luoryoratwn of component Is the responsibility of the building designer. 7 _� _ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to M laterally braced at •k �j `V Is the rasponetb:Ity of the erector.Additional permanent bracing of 2 o.c.and al 10 o w respectsely unless braced throughout their length by PA -1j1- ' DATE: 11/30/2015 the overall structure is me responsibility f the buildingdesigner. SecontinuousIactrisging or suchrl bs acing requiredood where)awnand/ar drywall(BC). ponsi ty o goer. 3.2s Impact bridging or lateral bracing shown.. • SEQ.: El5 6119 8 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibilly 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 noncorrosive environment, EXPIRES: .I Y}J/�{)!y/� g TRANS ID: LINK design bads be applied to any component. and are or"dry condition"of use. 2/31/2016 5.CompuTrus has no control over and assumes no responsibiley for the 8.Design assumes mil bearing at all supports shove.Shim or wedge if November 30,2015 fabrication,handling,shipment and Installation of components. sorry. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by B.Plates shat be boated on both laces of truss,end placed co their center TPIIWTCA in BC SI,copies of which vrill be furnished upon request. lines coincide with joint center lines. B.Digits Indicate size of plate in inches. MiTek USA,InvfCompuTrus Software 7.6.6(1 L)-2 10.For basic connector plate design values see ESR-1311,ESR-7988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 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 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(0) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -69/ 2B6V -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. 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 = 0.002" @ 1'- 0.0" Allowed - 0.097" MAX TC PANEL TL DEFL = -0.005" @ 1'- 1.5" Allowed - 0.195" MAX BC PANEL LL DEFL = 0.011" @ 3'- 6.6" Allowed = 0.350" MAX BC PANEL TL DEFL = -0.075" @ 4'- 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 system and components and cladding criteria. 6.00 Wind: 140 mph, h=19.7ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 3 -f ti I 1 M-3x4 y > 1 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 1 8-00 s9782PE � JOB NAME : 3413-B POLYGON NW - J1 ,i Scale: 0.6001 ,:/ • AVM WARNINGS: GENERAL NOTES, unless otherwise notetl 1.Balder and erection contractor should be advised of all General Notes 1.This design 6 based only upon the parameters shown and Is for en Individual -' OREGON Q' Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper (t 2.204 compression web bracing must be Installed where shown+ Design incorporation of component Is the responsibilitydto of the building designer. 4/iy• -V at 3.Additional temporary bracing to Insure stability during constructen 2.Design swathes the top and sly unlessm chords to be laterally braceden 7 �-1 s the re ponwbiNy of the erector.Additional permanent bracing of Y o c.and at 10 o.c.respectively braced throughout their length by ---- DATE: 11/30/2015 the overall structure is the responsibility f the buildingdesigner. Is Impact sheathing such as aplcng re aired where s and/ortlrywall(BC). j j �Y p ho 3.20 Impact bridging or lateral bracing required shown++ �.�1 SEQ.: K1561201 4.No toed should be epplied to any component until One,al bretong end 4.Installation lationoftru Is responsibility uaytlIntanorespective Vconmct rrment, fasteners are complete end at no time should any loads greater than Design assumes and are for"dry condition of use. TRANS ID: LINK design loads be applied to any component.s. d.Compurroshasnocontroloverandassumesnoresponabltytorthe Deagnaaanmeamnbeadngatena supports hawn.smmarwatlgeIf EXPIRES: 12/31/2018 necessary. fabrication,handling,shipment end installation of components. 7.Plates5wumebooadequate drainage"gruss,an November 30,2015 6.This design Is Nrnfihetl subject to the limftalions wt bdh by e.Plates shat be bceted on both feces of truss,and placed so their comer TPIIWTCA In BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Diger Indicate sire of plate In inches. MTek USA,Inc./Compclncs Software 7.6.6(tL)-E 10.For bask connector plate design values see ESR-131I,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/Cg=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=(-59) 61 2-9-(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0) DL 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -43/ 357V -14/ 77H 5.50" 0.57 KDDF ( 625) 3'- 10.9" -199/ 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 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed - 0.178" MAX BC PANEL LL DEFL = -0.012" @ 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.B" 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 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=20.2ft, TCDL=9.2,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. i f IO 1 2�� M-3x9 l b y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 8-00 • - PROFF • W k-R i2 •:9782FE JOB NAME : 3413-B POLYGON NW - J2 • Scale: 0.5751 WARNINGS: GENERAL NOTES, unless otherwise noted: S_ Truss: J2 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 individual e ON rt and Wammgs belore construction commences. bulWI g component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component responsibilitybthe of the building designer. 3.AddA crash temporary bracing to insure stability liar ng construction z.Design assumes the top and bottom dards to be laterally braced al j� rG is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at oo1ry o.c.respectively ety plywood sheathing(TC) braced throughout their length by `{ DATE: 11/30/2015 the overall structure Is the responsib6ty of the building designer. continuous sheathing such l b ecrequired ahead where s own•tlrywall(BC). • PAUL t'2 3.2a Impact bridging or lateral bracing shown•♦ U %--\, - SEQ. : K 15 612 0 2 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 Inc noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are ry condition.of use. 5.CompuTrus has no control over end assumes no responsibility for the e.Design assumes full bearing al all supports shown.Shim or wedge if EXPIRES 12/31/2016 2/31/ 01 fabrication handling,shipment end installation of components. neceneas um '.Design sEatbeelcae on drainageisprusd. and 30,2015 6.This design Is furnished subject to the limitations set(crab by 8.Plates shell be located on both faces of truss,end paced so their center TPIIWTCA In SCSI,copies of which will be furnished upon request. lines coindde with joint center lines. MiTek USA,IncJCom uTrus Software 1 LE 7.6.6 - S.Digits indicate sae of plate In Inches. p ( ) to.For basic connector plate design values see ESR-1371,ES11-1988(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=(-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/ 422V -22/ 108H 5.50" 0.67 KDDF ( 625) S'- 10.9" -125/ 170V 0/ OH 1.50" 0.27 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 82V 0/ OH 5.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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 LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed - 0.105" MAX TC PANEL LL DEFL = 0.086" @ 3'- 2.2" Allowed - 0.395" 5-11-11 MAX BC PANEL TL DEFL = -0.149" @ 4'- 1.4" Allowed = 0.467" f 'I' 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. 0 M co o f' w. II 1 2 11. 11 ►' 0 M-3x4 y 1 y 1-00 !PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 ;iT;,,t'0 P 11:0-E"--- / ‘4clN e9 /Q� 8°'782PE r` JOB NAME : 3413-B POLYGON NW - J3 ' Scale: 0.5501 .� '/ WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design A based only upon the parameters shown and is for an Individual •7 OREG•O•N Q ate. N. Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper ♦. y 4 ��( 2 2a4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. • ' AA y,.q($, ;y, 3 Additional temporary bracing to insure stability during conetructlon 2.Design assumes the lop and bottom chords bo c be laterally breve length A 7 { T,+Y� s the responsibility f the erector.Additional I bracing f 2 o.c.and at 10 c.c.respectively unless braced throughout Melt length by p ty o permanen g o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). I Pq U j1•• �� 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 bad should be applied to any component until after el bracing and 4.Installation of truss Is the responsibilly of the respective contractor. . SEQ.: K 15 612 0 3 5.Design assumes fasteners are complete and at no time should any mads greater than trusses are to 6a seed m a non-corrosive envi onmam, TRANS I D• LINK design loads be applied to any component. De gnassume full condition"g use. EXPIRES: !���)/� 5.CompuTrus has no control over and assumes no responsibility for the 6.nDece full bearing at all supports shown.Shim or wedge it EXP'RCS: 12/31/2016 ,,,,y, /k 1-T J G J l 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 e.Plates shall be located on both faces of truss,end placed so their center TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-7317,ESR-1088(MTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x9 KDDF #1613TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-127) 92 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -58/ 480V -29/ 139H 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ 101V 0/ OH 5.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -94/ 218V 0/ OH 1.50" 0.35 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 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 = 0.270" @ 4'- 9.1" Allowed = 0.544" MAX TC PANEL TL DEFL = -0.353" @ 4'- 5.9" Allowed = 0.817" 7-11-11 MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 3 0' 12 6.00 Design conforms to main windforce-resisting ') system and components and cladding criteria. Wind: 190 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=l.6, Truss designed for wind loads in the plane of the truss only. 0 o /- , o ,_ , 1 1 2�� 421 o M-3x4 b ), y 1-00 (PROVIDE FULL BEARING;Jts:2,4,3 I 8-00 iNt,p P R OF,41 Z,9'782 PE F' JOB NAME : 3413-B POLYGON NW - J4 ,,, i Scale: 0.5126 . / 111111 WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes t This design Is based only upon the parameters shown end is for an individual . , --7 OREGON '" Truss: J4 and Warn rigs before construction commences building component.Applicability of design parameters and proper 2.204 compression web bracing must be metalled where shown v. incorporation of component s the responsibility aft.building designer. ' r �/ •�� 3.Additional temporary bracing to Insure stability durinS5°nstruct on 2 Design assumes the top and bottom chords b,to be lateraly braced at T J' Is the responsibility of the erector.Additional permanent bracing of 2 o.c,and at 1G o.c.respectively as ply unless brand throughout their lerglh by DATE: 11/30/2015 the overall structure is the responsibility of the building des 2s impact sheathing ogeterlbacwootluired where shown) stlrywall(8C). RJ{i ii ' � aporia ty g goer. 3.2x Impact bridging or lateral bracing required where •♦ U I� SEQ. : K 15 612 0 4 4.No load should be applied to any component until after al bracing and 4.Installation of buss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used In a noncorrosive environment, deal meas beapplied m an antl are for"dry condition"of use. TRANS I D: LINK eny component. 6.Design assumes mg bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the necessary. -EXPIRES12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so Nair center TPWOfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTnk USA,int./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 9'- 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 #16BTR SPACED 24.0" O.C. 2-3=(-150) 126 3-9=( -99) 37 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0,0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 992V -37/ 170H 5.50" 0.71 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 90V 0/ OH 5.50" 0.14 KDDF ( 625) 7'- 11.2" -202/ 991V 0/ OH 1.50" 0.63 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -93/ 28V 0/ OH 1.50" 0.09 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 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 = 0.200" @ 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" 12 0 Design conforms to main windforce-resisting 6.00 L/ system and components and cladding criteria. 3 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, • (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0load duration factor=1.6, Truss designed for wind loads . in the plane of the truss only. 0 N fel o f 0 f 12► 6�� o M-3x4 y 1-00 y 8-00 (PROVIDE FULL BEARING;Jts:2,5,3,4 y � I 1-11-11 y vQ P R 4/F£. , JOB NAME : 3413-B POLYGON NW - J5 `✓,��� Scale: 0.9500 Ilir WARNINGS: GENERAL NOTES, unless otherwise noted err[ 1.Builder and erection contractor should be advised of all General Notes I.The design A based only upon the parameters shown and is for an indNidual _ OREGON� OREGO Truss: J5 and Warnings before construdwncommencea building component.Applicabiliyafdesign paraetareand proper /` F4 Q� • 2.2x4 compression web bracing must be Installed where shown i. ncorporetbn of component k the respa alblllN of the build ng des Boer + V 3.Additional temporary bracing to Insure stability during construction2.Design assumes the top and bottom chorda to be laterally braced al \ s the responsibility of the enactor.Additional permanent bredeg of 2 o,c,and all D o c respectwely unless braced throughout their length byiT!/j' V DATE: 11/30/2015 the overall structure Is the responsibility of buildingdesigner. continuousxIacshginglorg seralbaas cwg reod uirshee wherels own+drywell(BC). - p i'' � _ p N o 3.2x Impact bridging or lateral bracing required where shown+. {,1 SEQ. : K 15 612 0 5 4.Na load should be applied to any component until alter all bracing and 6.Installation of truss is he are be responsibility lstl of the h respective e peal,ve contrenviractor. fasteners are complete and et no time should any bads greater than Design assumes for'dry condition'.of use. TRANS ID: LINK design loads be applied to any component. 6 and assumes lull bearing at al supports shown.shim or wedge if EXP 5.CompuTrus has no control over and assumes no responsibility for the ssry. EX 'RE 12/31/2016 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 6.Plates shall be located an both feces of truss,and placed s their center TPINJTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint centerlines. 9.Digits Indicate see of pieta in inches. MiTek USA,InoJCompaTrus Software 7.6.6(1 L)-E ia.For basic connector Mate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF#16BTR LOAD DURATION INCREASE = 1.15 1-2=( BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-1901) 128 ) 50 2-5=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-9=( -90) 38 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 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 = 0.147" @ 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 1 M O O I 1 2�� 5 M-3x4 l b y y ,tQ PROFcc 1-00 8-00 3-11-11 , C `CO_ �G[NE PROVIDE FULL BEARING;Jts:2,5,3,9 I At- ;9782PE r- JOB NAME : 3413-B POLYGON NW - J6 . Scale: 0.3858 ,_/ WARNINGS: GENERAL NOTES, unless otherwise noted: , MIMI Truss: J 6 1.Builder and erection contractor should be advised of all General Notes This design is based only upon the parameters shown and is for an individual Tv OREGON N. and Warnings before construction commences. building component.Appl cabilhy of design parameters and proper Q 2.2x4 stabs web bran bon of corn spondEllny of me building designer. /� r mpr ng must be instated whore shown+ ncorpora portent b the re ,[j' J 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chorda to be blerelty braced al j Vq e{,f � Is me responsibility of the erector.Additional permanent bracing of 7 o c and at ee o c.re ch as ply unless braced throughout their length by - '[� DATE: 11/30/2015 the overall structure is the responsibility of the bidding designer. continuousxI sheathing such l b plywood required wheres and/or tlrywall(BC). tom.. 3.2z Impact bridging or lateral bracing required shown++ PAUL C a SEQ.: K 15 612 0 6 4.No load should be applied to any component until after at bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and al no time should any beds greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design bads be a ppned to any component. and are for^dry condltlon"of use. 5.CompuTrus has es control over and assumes no responsibility for the 6.Design assumes tell bearing el al supports shown.Shim Sr wedge if EXPIRES: RIRE 1 /31/201 fabrication,handling,shipment and installation of components. cattery' s pme7.Design assumes adequate drainage Is provided. November 30,2015 6.This design is furnished subject to the limnstions set forthrth byby B.Plates shall be boated on both faces of truss,and placed so their center TPIANFCA in BCSI,copies of which will be famished upon request. lines coincide with joint center lines. MiTek USA,IncJCompuTms Software 7.6.6(1 L)-E B.Digits indicate sae of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 14-00-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR 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- B=(-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=(-1841) 433 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=( 0) 50 BC LATERAL SUPPORT <= 12"01. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 8'- 0.0" V TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 8'- 0.0" TO 14'- 0.0" V BC UNIF LL( 0.0)+DL( 40.0)- 40.0 PLF 0'- 0.0" TO 14'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC CON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 0'- 0.0" -231/ 1226V -52/ 52H 5.50" 1.96 KDDF ( 625) TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 8'- 0.0" 14'- 0.0" -231/ 1226V 0/ OH 5.50" 1.96 KDDF ( 625) OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1SPSF LIVE LOAD. TOP !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.041" @ 6'- U.S' 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. < 4320# 432014 1212 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 M-4x6 M-6x6 .. 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4 End vertical(s) are exposed to wind, �iT Truss designed for wind loads in the plane of the truss only. ?rgillIlliigill"li°lIlli°: IIIIIIhIIIIIIIIII.'-i8 6 6o o M-3x4 M-3x4 M-1.5x3 M-3x4 0 y k y )' 1-00 5-08-08 2-08-12 5-06-12 b l 14 0o y 1 00 l -& •-•.. - �NG •N .k.. -, =9`782PE �., JOB NAME : 3413-B POLYGON NW - P1Sale: 0-3991 WARNINGS: GENERAL NOTES, unless otherwise noted: • 4.,p QREG�IV t.Builder and erection contractor should be advised o/all General Notes t This designs based only upon the parameters shown and is for en individual _ Q� Truss: P1 and Warnings before construction commences. building component.Applicability of design parameters and proper ,. CT ,' 2.234 compression web bracing must be installed where shown o. incorporation of component Is the responsibility of the building designer. 1:9i-L- �1 -(f1 ii . < -V. t� 3.Additional temporary bracing to Insure stability during censbuclbn 2.Design assumes the top and bottom chorda to be laterally braced et 7 '-i/�' :7 is the responsibility 01the erector.Additional permanent bracingf 2'04.and at 10'o.c.respectively unless braced throughout their length by ry ° continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -" 7 ck\':4 DATE: 11/3 0/2 015 the overall structure s the responsibility of the building designer. 3 20 Impact bldg ng or lateral bracing required where shown++ Lit L SEQ.: K 15 612 0 7 4.No load should be applied to any component until after all bracing and 4.InstallatNn 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 noncorrosive environment, TRANS I D: LINK design mads be applied to any component. end are asssur mes condition.'g at supportswedge i 5.CompuTrus has no control over and assumes no responsibility for the 6.Design hot bearing t all shone Shim or f -EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. November 30,201 5 0.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces argues,and placed so their center TPIANICA in 8551,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate ace of plate In Inches. MTek USA,IDC,/CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x9 ROOF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-28) 531 6-3=(0) 324 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-705) 133 6-4=(-28) 531 WEBS: 2x9 KDDF STAND 3-4=(-705) 133 LOADING 9-5=( 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. DON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -89/ 702V -63/ 63H 5.50" 1.12 [DDE ( 625) 14'- 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 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.002" @ 15'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 15'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.044" @ 3'- 8.7" Allowed = 0.970" MAX TC PANEL TL DEFL = 0.124" @ 10'- 3.3" Allowed = 0.705" MAX HORIZ. LL DEFL = 0.005" @ 13'- 6.5" MAX HORIZ. TL DEFL = 0.009" @ 13'- 6.5" 7-00 7-00 Design conforms to main windforce-resisting 12 12 6.00 IIM-9x4 Q 6.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 �� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End Ve=r;(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. onM I O P01111 1j, O 1 S --=----4 5 M-3x9 M-1.5x3 M-3x4 I o l l )- 7-00 7-00 7-00 y 1-00 y 14-00 y 1-00 y �� � E� i s9782PE JOB NAME : 3413-B POLYGON NW - P2 • J' Scale: 0.3991 .1017. - 11111 WARNINGS: GENERAL NOTES, unless otherwtse noted: 4� F -E ©N 1.Builder and erection contractor should be advised of all General Notes 1.This design a based only upon the parameters shown ends for an indry dual 0 (�N • Truss: P2 and Warnings before construction commences. budding component.Applicability of design parameters and proper fl'-- - 2.2x4 compression web bracing must be installed where shown+, incorporation of component k the responslblt of the building designer. -51,...-.. ./� /t -V 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced atI �Y� `A.3-v: Is the responslbilty of the erector.Addilonal permanent bracing of 2 oA.and at l0 o c.respectsely unless braced throughout their length by ` DATE: 11/30/2015 the overall structure is therebilioforedesigner. continuous engammrlateralbas acingre virshee where shownr .vI i t1 responsibility building gnat. 3.20 Impact bridging or lateral bracing required where shown+« �A U L. SEQ.: K 15 612 0 8 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the respoe bitty 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 bads be applied to any companeM. and are or dry csndhlon"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design esnecessary.lassumes NII bearing at all supports shown.Shim or wedge If 'EXPIRES: �PI.RES• 1 2/31/201 6 fabrication,handling, L" ed shipment the Installation of components. T.Design assumes adequate drainagetfis truss. November 30,2015 8.This design Is Nmishetl subject to the limitations set forth by S.Plates shall be bested on both latae of trues,and placed so their center TPI/WICA In BCSI,copies of which will be furnished upon request. lines coincide weh joint center Ars. S.Digits indicate size of plate In Inches. MiTek USA,Ina./CompuTrus Software 7.6.7(1 L)-E 10.For bask connector plate design values see ESR-1311.ESR-1568(MITA) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -15) 7 5-3=(-113) 168 5-2-1-207) 191 BC: 2x4 KDDF #16BTR 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"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 12.0" 0'- 0.0" -32/ 273V -114/ 44H 5.50" 0.44 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 6.0" -60/ 407V 0/ OH 5.50" 0.65 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ 7'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 7'- 6.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.097" @ 3'- 3.5" Allowed = 0.397" MAX TC PANEL TL DEFL = 0.133" @ 3'- 3.6" Allowed = 0.596" 0-05-12 6-00-04 .t . f MAX HORIZ. LL DEFL = 0.001" @ 6'- 0.5" 12 MAX HDRIZ. TL DEFL = 0.001" @ 6'- 0.5" 1 M-1.5x3 Q 6.00 Design conforms to main indforce-resisting system and components and cladding criteria. 1111111111111111111 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. m0 r 0 m 5 mai3 4 1 0 M-1.5x3 M-3x4 * 1 1 0-05-12 6-00-04 1 1 1 6-06 1-00 89782PE E c- JOB NAME : 3413-B POLYGON NW - P3 • Scale: 0.5233 .-.A.dif ' '// WARNINGS: GENERAL NOTES, unless otherwise noted. OflEl�©IV 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown ands Br an IndNidual Truss: P3 and warnings before construction commences. building component.AppleabilMofdesignparametersandproper !Qct (1'2 . �' 2.2x4 compression web bracing must be Installed where shown+ incorporation of component k the responsibility of the building des g/lar 17%9' ) }I V� • 3.Addabnal temporary bracing to Insure stability during co/SinGan 2.Design assumes the top and bottom unlesschobraced to be laterally braced al • S ^I v is the responsibility of the erector.Additional permanent bracing of Y o c and at 10 o.c.ras y throughout their length by DATE: 11/30/2015 the overall structure Is the res onsibluof the buildingdee continuous raging or such b plywood Mee estate and/or+drywall(BC). + ` p h air. 3.20 Impact bridging or lateral bracing she tin(T snow/ d SEQ.: 115 612 0 9 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contactor. 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 loans be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design"y g assumes full bearing at all supports shown.Shim or wedge H EXPIRES: IR 1 2/ ,1/ 0 l J_ fabrication,handling,shipment end Installation of components. '.Design assumes besadedoneothfageio truss, November 30,2015 8.This design is famished subject to the limitations set forth by B.Plates anal be located on both faces of Truss,and placed so their center TPIAMCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1371,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber 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 24.0" O.C. 2-3=(-42) 40 TC LATERAL SUPPORT <= 12"OC. 17011. LOADING BC LATERAL SUPPORT <= 12"OC. 1700. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -53/ 297V -6/ 43H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -93/ 86V 0/ OH 1.50" 0.14 KDDF ( 625) LL = 25 POE.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. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" 1-11-11 MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.145" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.250" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.333" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 3 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M � /- 2 x, M-3x4 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 • ta P R prF� clNE•e j� :9782PE ' JOB NAME : 3413-B POLYGON NW - PJ1 ,,✓y�/ Scale: 0.6771 WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON Truss• PJ1 1.Builder and erection contractor should be advised of all General Notes I.This design k based only upon Me parameters shown ands for an Individual �y,1 • and Warn Warnings before construction cammencee building component.Applkab lgy of design parameters and proper '] '.t 2.204 compression web bracing must be installed where shown 0. incorporation of component Is the responsibility of the building designer. ,,�j 3.Adddtonal temporary bracing to insure stability during construction 2.Oaeign assumes Me top and bodom dards to be Ialerer braced at 'T�� N the responsibility of the erector.Additional permanent bracing ofcon7 o.c.and at eo o c respectiveplywoodas ly unless braced throughout their length by "(t DATE: 11/30/2015 the overall structure is the resonstbt of de 2xI mousridgambglater lrvire wheres nanmo0r drywan(Bc). PAUL. ��- P 6N'o B signer. 3.2x Impact bridging or lateral bracing required shown«« SEQ.: K 15 61210 4.No bed 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 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK dealgnbads baappliedtoany component. and are rraomm�onoruae. • 5.CompuTrus has no control over and assumes no responsibility for the 6.Desigassumes lull bearing at al supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and installation of components. '.Design hall bes coadequate oth'fa sofMiisprovided. November 30,2015 6.This design is bmishetl subject to the Ilmketbna cel lodh by S.Plates shag be boated on both feces of Miss,and placed co their center WI/YWCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center Imes. 9.Diggs indicate size of plate In Inches. MITek USA,Inc./CompuTfus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-t988(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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-65) 98 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed - 0.078" MAX TC PANEL LL DEFL = 0.012" @ 2'- 2.2" Allowed = 0.296" 3-11-11 / MAX BC PANEL TL DEFL = -0.039" @ 3'- 1.9" 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 [37"' Design conforms to main windforce-resisting 3 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.e, 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. N f- 0 /- M-3x9 y b y 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,3,4 I ftp PROFe at' Ci -9182 P E• JOB NAME : 3413-B POLYGON NW - PJ2 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 lndNidual • 17 OREGON. N. Truss: PJ2 and Warnings before construction commences building component.Applicability of design parameters and proper te 2Q_ 2.2x4 compression web bracing must be Installed where shown*. Incorporation of component is the responsibility of the building designer. �I 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be throughoutNterally braced at .("S "1 ' `A$' 4✓ is Me responsibility of the erector.Additional permanent bracing of T o.c.and a1 10 o c respectively unless braced their length by 1T DATE: 11/30/2015 the overall structure is the responsibility of the buildingdes' continuous idgingiorg suchrl bs plywoodre uir a where s and/or drywell(BC). A,e�1 i j p y designer. 3.2e Impact badging or lateral bracing required where shown+i �lrf SEQ.: K 15 61211 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 gime should any loads greater than 5.Design assumes tmssea are to be used In a noncorrosive environment, design loads be to anyand are for'dry condition"of use. TRANS ID: LINK egnoase appcomponent. 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTroshas nocontrol over and assumes noresponsibility for the necessary. EXPIRES: 12/31/201.6 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design h furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center November 30,2015 TPUWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digiti Indicate six of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MITek) - This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-97) 47 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" -96/ 902V -20/ 99H 5.50" 0.69 KDDF ( 625) 5'- 9.2" 0/ 79V 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.079" @ 3'- 7.2" Allowed = 0.395" 5-11-11 MAX TC PANEL TL DEFL = -0.092" @ 3'- 9.8" Allowed = 0.593" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 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. ' 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. i 1 4 M-3x9 y y b 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,4,3 1 ^L pRaI"t Cs`c� NAGlN cf.- l e9`?82PE � JOB NAME : 3413-B POLYGON NW - PJ3 ' �• Scale: 0.5762 WARNINGS: GENERAL NOTES, unless otherwise noted / C/'� 1� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual A •s EGO1 y r�� Truss: PJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper +` n4 2.204 comprssbn web bracing must be installed where shown i. incorporation of component k the responsibility of Me building designer. }� • < -V 3.Additional temporary bracing to Insure stability during construction 2 Design ascumea Me top and bottom chords to be laterally braced et ,�'f,q '-� Is the responwb Illy of the erector.additional permanent bracing of 2'04.and at 10 0.4 respectsely unless braced throughout their length by I. ntmuaassheathing such asplywood aheadand/or drywall(BC). PAUL DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown ` - SEQ. : K15 61212 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respedtve contractor. fasteners are complete and at no time should arty loads greater than S.Design assumes trusses are to be used Inc non-corrosive environment TRANS ID• LINK design loads beappliedloarycnmpune . and are for°dryconanion°Dross. m 5.CompuTrus has no control over and assumes no responsibility for the B. cei s saamea all bearing et an supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling, ry edlsmem and installation ettoth by 7.Design assumes adequate drainage Is provided. November 30,2015 8.This design k furnished subject to the limitations set forth by B.Plates shat be located on both faces of trues,and placed so their center TPIANECA In SCSI,copies of which will be furnished upon request. lines coincide with joint centerlines. 9.Digits indicate size of plate in inches. MTek USA,Inc./CompuTrus Software 7.6.7(11)-E 10.For basic connector plate design values see ESR-1311,ES12-1966(MITA) 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=( O) 50 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-50) 15 TI 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 PSE' 0'- 0.0" -68/ 301V -6/ 43H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -29/ 24V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.050" f f 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 mai n windforce-resisting system and components cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.y, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 3 in the plane of the truss only. 0 o M f O i IN o o o 1 2 W=M 4 NMN M-3x4 I b 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,4,3 .I 0) PROFF. 9'?82PE SI," JOB NAME : 3413-B POLYGON NW - SJ1 44, i Scale: 0.6957 '1°7- WARNINGS: GENERAL NOTES, unless otherwise noted p� ,*'v 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is rot an Individual �"p7 OREGON '� • Truss: SJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper Q Q 2.Soo compression web bracing must be installed where shown+, incorporation of component le the responsibility of the building designer. 7!! �rI `• (}t 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,far ^l J a�.i`4 Is the responsibility of the erector.Additional permanent bracing of continuous and at 10 o.c respectively as ey unless braced throughout thae length by I�'/I '�+ DATE: 11/30/2015 the overall structure is the responsibility of the building designer. Impacts shging or such bracing reood aired Frere shown and/a drywall(BC). '1- P %- 3.2s of or lateral bras ib required where ha j l S E Q.: 15 612 14 4.No load should be applied to any component until after au 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 non- corrosive used in a nonorrosive environment, TRANS ID• LINK design loads be applied to any component and arerory�naba erase. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design eseames NII bearing al al supports shown.Shim or wedge If EXP$RES. 12/31/201 6 fabrication,handling,shipment and installation of components. 7.Design ssumes 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 TPIIINTCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center Ones. 9.Digits Indicate sue of plate in inches. MTek USA,Inc./CompuTnls Software 7.6.6(1 L)-E 10.For basis connector plate design values see ESR-1311,ESR-1988(MTek) - 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 #1&3TR LOAD DURATION INCREASE = 1.15 1-2=(-28) 22 1-3=(0) 0 BC: 2x4 KDDF #1&13TR SPACED 29.0" 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 PSI' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSI' 0'- 0.0" -13/ 98V -6/ 29H 5.50" 0.16 KDDF ( 625) TOTAL LOAD = 92.0 POE' 1'- 9.2" 0/ 23V 0/ 011 5.50" 0.04 KDDF ( 625) 1'- 11.7" -29/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 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/1B0 'rAND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.001" @ 1'- 2.9" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.2" Allowed = 0.195" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 2 - 11 m f 11 liEZBM 3 M-3x4 y b 2-00 'PROVIDE FULL BEARING;Jts:1,3,2 I � '� PR OFF C;i`� 0,l N E� ' /Q 'P9782PE JOB NAME : 3413-B POLYGON NW - SJ1X `✓��/ Scale: 0.7901 WARNINGS: GENERAL NOTES, unless otherwise noted: SJ1X 1.Builder and erection contractor should be advised of all General Notes This designs based only upon the parameters shown and is for an lndhidual OREGON ", Truss and Warnings before construction commences. building component Applicability of design parameters and proper -57 ` AQ. Q' 2.2x4 compression web bracing must be installed where shown t, incorporation or component Is the respons bl8ly or me building designer. e(1I Irl ` r V 3.Adddonal temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom unless braced to be laterally braced at is me respona blRly of the erector.Additional permanent bracing or 2 o.c.and al 10'o.c.rcc plywoodly unless braced throughout their length by i ` DATE: 11/30/2015 the overall structure is the res onsibifof the budding continuous sheathing such as anred ne(Tc)anmor arywau(Bq. A�V 7 1 _. p ty g designer. 3.2x Impact bridging or lateral bracing required where shown•• L. SEQ.: K 15 61215 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 bads greater than 5.Design assumes tresses are to be used N a noncorrosive environment, TRANS ID• LINK design loads be applied to am component. and are for dry conNlron'ar use. 5.CompuTrus has no control over and assumes no responsibilityforma 6.Designeassumes roll bearing at el supports shown.Shim or wedge it EXPIRES: '12/31/2016/ _�/ 01 fabrication,handling,shipment assumes t+ '" sujectoth limitalanssetf components. 7.Designesadedon drainagecisprussen November 30,2015 6.This design is furnished subject to the limitations set forth by S.Plates shall be located on both(etas of truss,and placed so their center TPWVTCA In BCSt,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sue of plate in Inches. MiTek USA,Inc./CompuTms Software 7.6.6(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1508(Mink) • 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 9l&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2304 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-69) 30 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF D'- 0.0" -62/ 322V -13/ 710 5.50" 0.52 KDDF ( 625) 1'- 9.2" -3/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -44/ 99V 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 DE FL = -0.002" @ 1'- 0.1" Allowed = 0.067" 3 ./ MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" '' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads in the plane of the truss only. M /- o rji o f2 4 1111.- 1 -/ 1 M-3x4 b y l y 1-00 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,4,3 • :9782 PE e JOB NAME : 3413-B POLYGON NW - SJ2 ,�✓� / • Scale: 0.7840 . _. WARNINGS: GENERAL NOTES, unless otherwise noted: 4,# OREGON1.Builder and erection contractor should be advised of all General Notes 1.This design k based only upon the parameters shown and Is Or an individual ,S het Truss: SJ2 and Warnings before construction commences building component.Applbabdrty or design parameters and proper 2.2v4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. � � "{/ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes Me top and bottom chords to be laterally braced at Is the responsibility or the erector.Additional permanent bracing or 7 o c.and atilt'o.c.respectively unless braced throughout their length by �.- �_Vf • DATE: 11/3 0/2 015 the overall slmdure is the relei r the desl continuous sheathing auto as plywood sheathing(TC)own a drywell(BC). 'l �.'A i • (j sponse Iib'o building designer. 3.2s Impact bridging or lateral bracing required where shown«« PAUL SEQ.: K 15 61216 4.No load should be applied to any component until alter all bracing end 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 trussesnon- corrosive are to be used in a nonorrosive environment, TRANS ID' LINK design bedsbeapplied toany component and are rorudgoonanan'Ofu�e. 5.CompuTrus has no control over and assumes no responsibility for the 8.Designassumestollbearingaletisuppodsshown.Shimorwetlgeti EXPIRES: 1.2/31/201.6 fabrication,handling.shipment end Installation of components. '.Pat"assumes adequate drainage Is provided. November 30,2015 6.This design is furnished subject to the limitations set forth by 8.Platesesshag be located on both faces altruss,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 side o/plate In Inches. MiTek USA,Int./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-f 908(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/Cg=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-64) 30 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"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/ 9651 0/ OH 1.50" 0.15 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 6.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 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 BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.067" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL - -0.000" @ 3'- 10.9" , Design conforms to main windforce-resisting system and components and cladding criteria.fill2 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. c 0 N M ,- . i PA a i 1► 3 111 M-3x4 2-00 1-11-11 ' Q(' lN _,. (PROVIDE FULL BEARING;Jts:l,3,2 Sra1(6Ig+ss�� l2 8 8782 P r--- JOB NAME ; 3413-B POLYGON NW - SJ2X Scale: 0.8965 Ir WARNINGS: GENERAL NOTES, unless otherwise noted: ��� �� TruSS: SJ2X 1.Builder and erection contractor should be advised of all General Notes 1.This design bbased only upon the parameters shown and isfor anlndrldual I• -7 " and Warnings before construction commences. building component.Applicability of design parametar and proper 4i • 9 2.2s4 compress on web bracing must be installed where shown♦ incorporation of component s the responsibility or the building designer. 1%),_--- ,(} �4 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom chords to be laterally braced at '7� -^i.,1P'yr l• -:.- is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at ea10"o.c.such as ey unlessoods braced throughout their length by �i DATE: 11/30/2015 the overall structures the responsibility ofthe building dengner. continuous sheathingsuchlbacngre vire where shown •1• PA- 'r la'' 3.Ilxn Impact bridging or lateral bracing required where tNe co t a lJ 1.. SEQ.: Ki rJ 6I2 17 4.No load should be tete applied to any component until after at bracing and 4.Installation of essb is the ron a of the renon-corrosive 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 I D: LINK design bads be applied to any component. end are for"dry conditionor use. 5.CompuTrushasnocontroloverandassumesnoresponsiblle,forthe 6.Design assumes mil bearing at at supports shown.Shim or wedge If EXPIRES: 12/31/2018 M.Mafabrication,handling.shipment and installation of components. 7.Design s assumes adequate drainage is prodded. November 30,2015 8.This design Is furnished subject to the limgalions set forth by 8.Plates shag co located on both faces of truss,and placed so their center TP WJTCA in SCSI,copies of which will be fumished upon request. lines coincide with joint center lines. B.Digits indicate she of plate In Inches. MiTek USA,IRC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-102) 47 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -50/ 311V -22/ 108H 5.50" 0.50 KDDF ( 625) 1'- 9.2" -46/ 152V 0/ OH 5.50" 0.29 KDDF ( 625) LL = 25 POP" Ground Snow (Pg) 5'- 11.7" -68/ 199V 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. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 1 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 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" 0 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. o rh rn O /- O ' 1 2 4WEEM M-3x4 1-00 2-00 3-11-11 (PROVIDE FULL BEARING;Jts:2,9,3 I ;�,a PR•9 -co tie NEek c'/2- At-. . 9182PE fir`. JOB NAME : 3413-B POLYGON NW - SJ3 Scale: 0.6303 • iPir WARNINGS: GENERAL NOTES, unless otherwise noted: p^� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters drown ands for an Indrvdual - 9?OREGON rte^' a� Truss: S J3 and Warnings before construction commences. building component.Applicability or design parameters and proper el,- �( 2 2x4 compression web bracing mud be In at led where shown.. incorporationofscomponent is the responslb Ids of the building designer. -74.- 11K �1 G 3.Additional temporary bracing to insure stabilty during construction 2 I s.c. the lop end bottom shoots to be lataraiN braced at T 'l "�i.T' 2 o.c.and at 10 pc.respectNeN unless braced throughout their length by R Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)anNor drywall(BC). -'. P.J U L \ DATE: 11/30/2015 the overall structure la Me responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown c e n�7 SE K 15 61218 4.Na load should be applied to any component until after at bracing and 4.Installation of Wes is the responsibility of the respective contractor. 4 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used m a non-corrosive envlronmenl, design keds be applied to any component. and are for`dry condition•of use. �/ �j�^�+s 12131/2016 TRANS I D: LINK 8.CompuTrus has no control over and assumes no respondbimy for the 8.Design assumes hall bearing at all supports shown.Shim or wedge C EXPIRES. ssery. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. November 30,201 5 a.This design N furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center TPWVTCA in BCSI,copies or which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate alae of plate in inches. MiTek USA,Ino./CompuTnls Software 7.6.6(11)-E 10.For bask connector plata design values see ESR-1317,EBR-1986(MiTek) „ Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION �3/4' Center plate on joint unless x,y I 6-4-8 I dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury ma. Dimensions are in ft-in-sixteenths. 111,414k Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 0 1/16„ - 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 p bracing should be considered. rY 1.MIAlior 61,:i11101)121 h � O 3. Never exceed the design loading shown and never n stack materials on inadequately braced trusses. o 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate ~ -e ce"� s b designer,erection supervisor,property owner and plates 0-'Aa' from outside BOTTOM CHORDS all other interested parties . p 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 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 locationqdimensions indicated are minimum plating reuirements. LATERAL BRACING LOCATION Southern Pine lumber designations are as follows: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that , Indicated by symbol shown and/Or SYP represents values as published specified. by text in the bracing section of the by AWC in the 2005/2012 NDS 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. Indicates location where bearings 16.Do not cut or alter truss member or late withoutprior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. p p reaction section indicates joint 1 ® number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. -- hAii fta 18.Use of green or treated lumber may pose unacceptable 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(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, i le1 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 SD 13 co P (.4 W$ D m 42. `m O m p, A W W y r A a o WP. G) w , � Amo 53'61/2' m W ( z r 10'4 vz 1'1' 42-061 411 ) MI_ , SCC ^ CC ? . 0 N m � ;11 .$ Al o x � , P -O 0, <Jf 'r__r ti Co < t I- n 3 Cam c 75J1 D II J2a cJ7I JZI IIIIIIIII)/:°"a DC =^{ N 1 A A L7 0, (0 Co m a O z zzn Nc -- 5 a5 g \`' w N W.• y o.. \ 5 ,__ , A da cm i 2 g . 12 N 1 r 1 2 a o Om~moo aAJ2 6\ M �� V ci < w�mOym 0 O O��A�N- m�� MIIIIIIC IIIIM a NmmyzzT�GZicn J _` J ��p•� .p�mV1�R10�ZZ NQS � �W Z O. COn-Z�12yT�C) Zita nr ?gmmOZOOOCOp PAli sr zq�zZ2OmO / - , 'm PJ2 • N iOmNO O3ti4' A 0. AT � 6Ai • , r- 4 1�pCOOQA XPr.rail IIIL ....„i I NI\ i' r r J3 a P pp, _ J1 co 4 . gC1210' graC I CCS Q CONFORMS TO DESIGN CONCEPT CONFIRMS TO DESIGN-COU LPT ,+ CONFORMS TO DESIGN CONCEPT WITH ❑ CONFORMS TO DESIGN CONCEPT WITH O i -0 REVISIONS NOTED REVISIONS AS SHOWN 0 NON-CONFORMING-REVISE&RESUBMIT ❑ NON-CONFORMING-REVISE AND RESUBMIT Z NF THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE YdITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE o FABRICATORNENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN FABRICATOR /VENDOR DRAWINGS,SPECIFICATIONS,AND APPLICABLE CODES,ALL OF WHICH HAVE OF RESPONSIBILITY FOR CONFORMANCE WITH THE PRIORITY OVER THIS SHOP DRAWING. DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY By Alexia Fukui Date 8/12/15 OAtH IHIS SHOP OCARINA. MILBRANDT ARCHITECTS By: Arnold R. Solomon CT ENGINEERING INC Date: December 3, 2015 o -0 -0 CO ws wo p f. a m 4 it m O m G .. w W-I r.. CD a O W y • co r- sai o rnm Z r• ' z W < F `° Z 404r m a 0 1710' 8'-0r O, ojci o W DC s rz ch .t e " - r. • epi O _ _ c -tea < •"• 'I, + .‘ . . 3 F P J1 c I , ' I I e PJ3 a �� ti CO _, co,, , mIle NX_ m o 0 0 �o 1 PDT+ iii, CD Z 2 2w ivoR �ru 4 --- E. wmN�Nr 10 z r80))°111 4 00 N'. 2 m2. 202z7,1611WF,-. I, ,,000O 1 y zmmzzp;nOm° ` .� mn o;C> s d pncZmZyCgz� St mI. cr �rO°c��A�OOA I W9 -dr 0, 0.IIII 711 '� A $ \J3 91) :El P.a. 23o 3 i ran■ 0. ...1 a I MEM m 70 1 \ a C c Bi I CR til . vi ,, o D C1 CCK 10'41/2' 114z4 r 531-5 1� CONWRMS 10 DESIGN CDNaP a [ QX CONFORMS TO DESIGN CONCEPT LJ CONFORMS TO DESIGN CONCEPrWITH o n 3 2 CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN ❑ REVISIONS NOTED ❑ NON CONFORMING REVISE AND RESUBMIT m NON-CONFORMING—REVISE&RESUBMIT THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE 10 CD ' THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE Z WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE FABRICATORIVENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE -t MIR. o FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY DRAWINGS,SPECIFICATIONS,AND APPLICABLE CODES,ALL OF WHICH HAVE OVER THIS SHOP DRAWING. PRIORITY OVER THIS SHOP DRAWING. By Alexia Fukui Date 8/12/15 By: Arnold R. Solomon Date: December 3, 2015 CT ENGINEERING INC MILBRANDT ARCHITECTS