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Plans (110) Job Truss Truss Type Qty Ply POLYGON R45996177 PL15-399_UPPER FOt FLOOR 9 1 Job Reference(optional) Pacific Lumber B Truss Co.. Beaverton,Oregon 7.530gy12 io??vFt?YmX2dMilek _JVEBn 9KU8FInc.Fri Nov P7 W Olut:22 2015 rh 1 HMTHTkU Ez d n,���.. e 1 ID:zs2ygYHMYIU_Z1 53 s JulJul11201 9 2 g 6 9 Y q 10-10-0 I r"-11 1-0-0 1 1 1-2-0 11 1-0-7 1 1 1-0-8 1 1.6-0 1 Scale=1:36.4 3x4= 5x5= 4x6= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4 II 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 co7c/N /\ /\:t. �+ = N e 9 e • a , e 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 I 14x6= 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5 = 3x6= 3x6= 3x4= 3x5= 21-4-0 I 1 1-1 0 1 18-6-8 7 6-8 I 2- 9-6 1-1-0 Plate Offsets(X,Y)- 11:Edge,0-1-81,[12:0-1-8,Edge),113:0-1-8,Edge) LOADING(paf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.09 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.14 27-28 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.53 Horz(TL) 0.01 23 n/a n/a Weight:110 lb FT=0 hF,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF 2400E 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat)`Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-34:2x4 DF No.1&Btr(flat) REACTIONS. (lb/size) 35=-607/Mechanical,22=475/Mechanical,34=2748/0-5-8,23=1464/0-5-8 Max Uplift35=-1474(LC 6),22=568(LC 6) Max Gray 35=703(LC 5),34=2752(LC 3),23=1480(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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=-647/0,432=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. Q� D P R OFFS 3)Refer to girder(s)for truss to truss connections. 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement �\�� �NGI NEFq .c. at the bearings.Building designer must provide for uplift reactions indicated. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 87O 2P E "ft' be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. 7)Hanger(s)or other connection device(s)shall be provided 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. .y N A N 7 � 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 9 T OREG Nti�,64/LOAD CASE(S) Standard 'A '/1,/ ER -V\ V. Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(ptf) S A. HE# Vert:22-35=-8,1-21=-80 Concentrated Loads(Ib) Vert:1=1265(F) EXPIRES:06/30/2017 November 30,2015 8 9 Immo ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mi x Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual buildingm coponent.not a truss system.Before use,the butding 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 is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,059-89 and SCSI 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 PL15-399 UPPER F02 Floor 845996178 10 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mi reit Industries.Inc.Fri Nov 27 10:5823 2015 Page 1 ID:zs2ygYHMYID_Z1 p9y12t1 yAg??-NRROm6YgOIRMsLMsi2?No02421ExQ7xQa711 GwyEzqc 1 1-0-0 1 1 1-1-10 II 1-2-0 111'7-21I 1-2-0 1 1-2-0 I I 1-2-0 1 1-2-0 1 Scale=1:33.9 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 e •/ +\ a nit / N / N y \ 4/ \ 4� N g _ g e /_` I Ng - e 30 29 28 27 26 25 24 23 22 21 C.; 3x4= 4x5= 3x5= 3x5= 3x5= 3x5= 3x4= 3x5= 4x6 = 3x4= 14-2-2 I 13-0-2 10.3-7-2II111 19-11 13-0-2 7-0 -7-0 5_0-2 I Plate Offsets(X,Y)- (14:0-1-8,Edge),124:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Weil Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.31 24-25 >756 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.49 24-25 >482 360 BCLL 0.0 Rep Stress Ina YES WB 0.56 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight 99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/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=1588/0,4-55=2786/0,5-6=-2786/0,6-7=-3608/0,7-8=3608/0, 8-9=-4042/0,9-10=4042/0,10-11=-4122/0,11-12=-4122/0,12-13=-3586/0, 13-14=3586/0,14-15=3053/0,15-16=3053/0,16-17=1806/0,17-18=1806/0 BOT CHORD 29-30=0/843,28-29=0/2232,27-28=0/3242,26-27=0/3871,25-26=0/4132,24-25=0/3999, 23-24=0/3586,22-23=0/3586,21-22=0/2507,20-21=0/970 WEBS 14-23=0/364,2-30=1181/0,2-29=0/1042,4-29=-903/0,4-28=0/776,6-28=-639/0, 6-27=0/513,8-27=367/0,12-24=-662/7,18-20=1271/0,18-21=0/1096,16-21=-919/0, 16-22=0/716,15-22=31/252,14-22=-1052/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. -\`t• PROFFss ��Ca \AGI NEAR is 87022PE 9{ yN ry �-0,,, OREG N cio �� �0"EMBER 1'\ \- • S q. HE.CP EXPIRES:06/30/2017 November 30,2015 _ I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MlI-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parametersshown,and is for an individual building component,not a truss system.Before use,the bulding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mii'QiRR.' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria.DSI-89 and Bal Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job ITruss Truss Type Qty Ply POLYGON R45996179 PL15-399 UPPER F03 Floor 2 1 Job Reference(optional) _._ - Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:5625 2015 Page 1 ID:z52ygYHMYItl_Z1 p9y12t1 yAg??-JgZ8Aoawwvh45eWFgT1 rtRBTd5zquxYj2RW7KpyEzga 1 1-10-8 I p101411 1-0-0 1 1 1-2-0 l 1 1-0-2 1 11-3-12 11-3-0 I Scale=1:38.1 3x4= 4x10= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4 I I 3x5=- 1 1 2 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 e 41111/41&6-E/3 e a N / Nem tea/- N/ Nam .O . I% e a e O A e e' ; 'o 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 1 b-7-0b-7-01 15 2 1 22-9-12 2-1-8 100-9-0 Plate Offsets(X,Y)- (12:0-1-8,Edge),(13:0-1-8,Edge),f35:Edge,0-1-81 (in loc LOADING(psf) SPACING- 1-7-3 CSI. DEFL. ) Vdefl 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 Weight:114 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TPI2007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=-493/Mechanical,34=1730/0-5-8,35=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(lb)or less except when shown. TOP CHORD 2-3=0/953,3-4=0/953,4-5=258/0,5-6=258/0,6-7=1060/0,7-8=-1060/0, 8-9=-1486/0,9-10=1486/0,10-11=1563/0,11-12=1563/0,12-13=-1269/0, 13-14=739/0,14-15=-739/0,15-16=0/258,16-17=0/258,17-18=0/258,18-19=0/1577, 19-20=0/1578 BOT CHORD 34-35=1637/0,33-34=-1679/0,32-33=-301/0,31-32=0/702,30-31=0/702,29-30=0/1317, 28-29=0/1556,27-28=0/1269,26-27=0/1269,25-26=0/1269,24-25=0/329,23-24=-832/0, 22-23=-749/0 WEBS 2-34=-1686/0,2-35=0/1839,12-28=6/487,8-30=-360/0,18-23=1022/0,18-24=0/881, 6-30=0/502,6-32=629/0,4-32=0/771,4-33=-913/0,2-33=0/1007,15-24=737/0, 15-25=0/576,13-25=756/0,20-22=0/956,20-23=1108/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. Q��D P R aFs 2)All plates are 1.5x3 MT20 unless otherwise indicated. ci 3)Refer to girders)for truss to truss connections. co NGI N EF Wo 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)35. -" 'Q 2 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 870 2 P E ""5"5_7_be attached to walls at their outer ends or restrained by other means. CC 6)CAUTION,Do not erect truss backwards. r N CV y SAT OREGON (15:' �� �C��FMBER �\ P�0 SA. HET- EXPIRES:06/30/2017 November 30,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Y 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 budding designer must verify the applicability of design parameters and property incorporate this design into the overall Makil 'building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 QuaBly Criteria,051-89 and!SCSI Building Component Su109 Safety Informafion availablesuite from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. teCitrusHeights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996180 PL15-399 UPPER F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:26 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12tl yAg??-nO7 WO8aYgDgw)o5ROAY4PfgdN VLEdQdsG5FhtFyEzgz 1 1-3-0 1 1-5-0 1 1 1-5-6 1 2-0-0 1 1 1-2-0 1[(E1¢2_, Scale=1:37.1 3x4= 1.5x3 II 4x6 = 3x4 II 3x10 = 1.5x3 I 1 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x6 FP= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 56 7 8 9 10 11 12 13 14 • „ . tee � e / . a � o _ e e < eIN e' 23 22 21 20 19 18 17 16 15 4x5= 3x8= 3x6 FP= 3x10 = 3x6= 1.5x3 II 3x4= 3x6= 3x4= 1 2-11-0 1 21-3-0 2-11-0 18-4-0I 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/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.14 18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.21 18 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.82 Horz(TL) 0.02 15 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(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. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)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. ���c° PROFFss �_5 GINE �� '� 87022P, 9le— i y9�Aj<OR GON r:IN kr ° �!ER °s a. HEP EXPIRES:06/30/2017 November 30,2015 6 I IMIIIIIIIWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M&7473 rev.10/03/2015 BEFORE USE. Mil Design valid for use only with MiTekm connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss.system.Before use,the bulding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent 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/TPI1 Qualify Criteria.DSII-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 IJOb Truss Truss Type Qty Ply POLYGON L R45996181 PL15-399 UPPER F05 Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:27 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg???7-G�ChubUbBRXynKygdxu3JysDkxvagMwBOVI?EPhyEzgY 11-0.0 I 0 , 1�_143sL21 I 1-2-0 1 1-2-0 I I 1-2-0 1 1-2-0 1 Scale=1:36.4 4x4= 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 e a,_\ / tee, N A&/A 770 \ad e / Ne e e- �O.L 1,9:2 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4= 4x6= 3x6=3x6 FP=3x5= 3x5= 3x5= 3x5= 4x4= 3x5= 4x6= 3x4= 1.5x4 SP= 15-6-14 I 14-4-14 11-11-1`r I 21-4-0 I 14-4-14 0-7-0 0.7-0 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edgel,127:0-1-8,Edge) LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud 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 Ina YES WB 0.60 Horz(TL) 0.09 23 n/a n/a BCDL 5.0 Code IBC2012ITP12007 (Matrix) Weight:107 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 23=933/0-4-4,35=933/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1712/0,34=1712/0,45=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. [} PR Q� cS' 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 fG F attached to walls at their outer ends or restrained by other means. � II � �� 0NG(NEF,4 6>0.0, 87022PE jii, 7 �A� OREGO ti 4Qs •P '4,/.8ER \\ P� SA. HE4� EXPIRES:06/30/2017 November 30,2015 4 I air ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI47473 re,10/0312015 BEFORE USE. lin 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 trussweband/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/fill Quality CrIferla,DS11-89 and SCSI landing Component Suite 109 Safely Information available from Truss Rate Institute,218 N.Lee Sheet,Suite 312,Alexandria.VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996182 PL15-399_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 10:5629 2015 Page 1 ID:zs2ygYHMYIti_Z1 p9y12t1 yAg??-Cbpf09dRz8CVaGp03J6n 1 HI8ciLmglUJz2ULTayEzq W 1 1-10-8 1 0 1^1 1-0-0 I 1 1-2-0 II 1-0-2 I 1 1-3-8 1 1-6-0 1 Scale=1:38.5 3x4= 4x10= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4 II 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 PIA • I/ 1 I07,11 CR 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 I 2-1-8 I 12-10-14 $- 2-1-8 10-9-6 14i7-O 1 I i5-6 2 0-7-0 Plate Offsets(X,Y)- 112:0-1-8,Edge),(13:0-1-8,Edge),135:Edge,0-1.81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl 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 Incl 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.OE(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. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/956,3-4=0/956,4-5=-258/0,5-6=-258/0,6-7=1062/0,7-8=-1062/0, 8-9=-1490/0,9-10=1490/0,10-11=1570/0,11-12=1570/0,12-13=1278/0, 13-14=751/0,14-15=-751/0,15-16=0/252,16-17=0/252,17-18=0/252,18-19=0/1566, 19-20=0/1567 BOT CHORD 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. ��D P R QF. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)22,35. �' 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to �5 �NGI NEER 0/,, be attached to walls at their outer ends or restrained by other means. t ' 2 5)CAUTION,Do not erect truss backwards. 870 2 P E 9 -y �Aj, OREGO ro' /J 9, AMBER �1 On A. HE04P EXPIRES:06/30/2017 November 30,2015 e I a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M147473 rev.10/03/2015 BEFORE USE. - r Design valid for use only with MirekS connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate the design into the overall building design.Bracing indicated is topreventbuckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Miele - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPil Ovally Criteria,DSB-B9 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty PlyPOLYGON R45996183 PL15399_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 10:56:31 2015 Page 1 ID:zs2ygYHMYItl_Z1p9y12t1yAg??-8_wPRrehVISDpZzON8F6iNRgVVxGlmfbQMzSYSyS qu I o-104)I 9 I 1-2-0 I Ft4 I D-943 0-9-1)I I a¢o 10.9-0 11°-g4)1°"9-13 I Scale=1:34.3 3x4= 4x4= 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4= 3x4= 4x4 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 rt.. eee 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4= 455= 3x6= 3x6 FP= 3x5= 3x5= 3x5= 4x5= 3x5= 3x6= 4x5= 3x4= 1.5x4 SP= 3x5= 14-4-14 I 13-2-14 16-9-141 I 20-2-0 1 13-7-14 0.7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edgel,[18:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.40 Vert(LL) -0.32 33 >759 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.50 33-34 >485 360 BCLL 0.0 Rep Stress Ina YES WB 0.51 Horz(TL) 0.07 26 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:108 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (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, 3334=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=0/367,240=1112/0,2-39=0/1003,4-39=-897/0,4-38=0/796, 6-38=690/0,6-37=0/590,8-37=483/0,8-35=0/383,10-35=277/0,24-26=1072/0, 24-27=0/977,22-27=-890/0,22-28=0/798,20-28=-701/0,20-29=0/560,14-32=-268/42, 16-32=317/0,17-32=0/880,18-29=1017/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. Q��D P R Open 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)40. _ rr�AGI NEfi '.9 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 �� `i A. 1- be attached to walls at their outer ends or restrained by other means. 17 ` " 87022PE r -y ti / REG•N (1'5'4tzi N �BER A- HEC'k EXPIRES:06/30/2017 November 30,2015 I 4 re. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M?ek®connectors-Thisdesign is based only upon parameters shown,and is for an individual bulding component,not a truss system.Before use,the building designer must verily the applicability design parameters and properly incorporate the design into the overall MITe� building design. Bracing indicated a to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 QuaUfy Criteria,DSB-89 and SCSI Building Component 7777Suite 109 Safety information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss I Truss Type Qty Ply POLYGON R45996184 PL15-399_UPPER F08 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co.. Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Nov 27 10:56:32 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-cAUnel3fJG3a4RjYbkRfUfwwfswMS16HIf0i?4vyEzgT 1 1-10-8 1 P°1r�1 1-0-0 1 1 1-2-0 11 1-0-2 I 1 1-3-11 1 1-3-0 1 Scale=1:38.1 3x4=- 4510 4x10 = 3x4= 354= 3x4= 354= 3x4 = 3x4= 3x6 FP= 3x4= 3x4 II 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 \ /\5/\ fl/` e c c �, of '‘i' - N N / N / N / N / N / N , \ihni/- 'N- F?t, S. Ilea ►I 35 34 33 32 31 30 29 28 27 26 25 24 23 22 455= 3x4 II 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 3x6= 3x6 = 3x4= 3x5= 14-0-14 1 2-1-8 1 12-10-14 10-5-11 19-7-0 22+11 7-1-8 10-9-6 0-7-06-7 -0 I 5-6-2 1 2-9-11 1 Plate Offsets(X,Y)- 112:0-1-8,Edgel,113:0-1-8,Edge),f35:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Ina- YES WB 0.93 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 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. ����D PR O}Ces 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. �� �1JG)NEER SAO 4)CAUTION,Do not erect truss backwards. 4Cr� 2 ' 87022PE 9r y �Aj OREGO ti� /H 1. l'Fi(,�$ER Al O �S A. HEc*-- EXPIRES:06/30/2017 November 30,2015 I _ 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/F7473 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,noto a truss.system,Before use,the building designer must verify the applicability of design parameters and properly incorporate the design into the overall r,building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing - • Mitek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Informallon 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 R45996185 PL15399_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 10:56:34 2015 Page 1 ID:zs2ygYHMYltl_Z1p9y12t1yAg??-YZcY3thaoggog1izsshykL?y1dzsV6H26KB69nyEzgR to-1D-o I i 1 1-243 19-7-1D110-9-D I0-9-o I la0°I0 -D I 1o-9-3 1a90 I Scale=1:34.8 3x4= 4x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x6 FP= 4x4= 3x4= 3x4= 4x4= 4x4= 1 2 a` 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 o ? " i \WWI I, \ //` I-- . r> s. e o a e 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 1 f--121 1 20-4-13 13-5-12 b--0 0-7-0 5-9-2 Plate Offsets(X,Y)- 117:0-1-8,Edge),118:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.33 33 >731 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.52 33-34 >468 360 BCLL 0.0 Rep Stress Ina YES WB 0.52 Horz(TL) 0.08 26 n/a n/a 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=1397/0,313=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=0/1017,4-09=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=0/612,20-28=713/0, 20-29=0/570,18-29=-1057/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. P 2)All plates are 1.5x3 MT20 unless otherwise indicated. ti��D OFF 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 ��CO ,N..4 -,.9. NE��6'' be attached to walls at their outer ends or restrained by other means. O 87022PE t' / (P N y'AC'SAT OREGO if'OLS AMBER -\\ ps A HE0P EXPIRES:06/30/2017 November 30,2015 4 I ®WARNING-Veny design Parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI1.7473 rev.10/0312018 BEFORE USE. iiill n Design valid for use only with Web®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate the design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord=members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-B9 and BC-SI Building Component 7777Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Citrus Heights,CA 95610 Symbols Numbering System A General PLATE LOCATION AND ORIENTATION1 Safety Notes 3j4' Center plate on joint unless x,y 6-4-8 I dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property Mir offsets are indicated. I (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. lilik 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 orX-bracing,is always required. See BCSI. O-1h6 C1-2 c2-3 2. Truss bracing must be designed by an engineer.For widetrussspacing,individuallateral braces themselves 30111111 mayrequirebracing,oralternativeTorI!IIIIII,Ibi pbracing should be considered. ■l♦� o 3. Neverexceedthe designloadingshownandnever stackmaterialsoninadequatelybracedtrusses.For 4 x 2 orientation,locatec�e ce-� cs e O 4. Provide copies of this truss design to the building plates 0-'hd BOTTOM CHORDS - designer,erection supervisor,property owner and from outside all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6. Place plates on each face of truss at each required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locatio andoint are bregulalt Knots d by ANSI/Twane [1 e at joint connector plates. THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 7. Design assumes trusses will be suitably protected from "Plate location details available in MiTek 20/20 the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 10.Camber is a non-structural consideration and is the to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber folr ty deaof d load fabricator.neneral practice is to the length parallel to slots. 11.Plate type,size,orientation and location dimensions LATERAL BRACING LOCATION indicated are minimum plating requirements. 12.Lumber used shall be of the species and size,and �� Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the pel�ifiede°ts,equal to or better than that by text in the bracing section of the truss unless otherwise shown. output. Use T or I bracing 13.Top chords must be sheathed or purlins provided at if indicated. Lumber design values are in accordance with ANSI/TPI 1 spacing indicated on design. BEARING section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ft,spacing, w Indicates location where bearings established by others. or less,if no ceiling is installed,unless otherwise noted. A 15.connections not shown are the responsibility of others. (supports)occur. Icons vary but 16.Do not cut or alter truss member or plate without prior reaction section indicates joint ©2012 MiTek®All Rights Reserved approval of an engineer. 1 \ number where bearings occur. Min size shown is for crushing only. NMI MN 17.Install and load vertically unless indicated otherwise. 1 ® ` MO 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design front,back,words Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. and pictures)before use.Reviewing pictures alone BCSI: Building Component Safety Information, iTekis not sufficient. Guide to Good Practice for Handling, 20.Design assumes manufacture in accordance with Installing&Bracing of Metal Plate ANSI/TPI 1 Quality criteria Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 MEM MiTek6 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 ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. - -v` PR(�p`SS IN!< Gk, /n 44, 89i82PE �' 9 OREGON O'sjr � PAUL R ' ` 12{116 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 ANSUTPI 1. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 15-02-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-2060) 559 1- 5=(-451) 1772 5- 2=( 0) 289 2- 3=(-1772) 530 5- 6=(-456) 1767 5- 3=(-30) 49 WE: 2x6 KDDF ST6NDR WEBS: 2x9 KDDF STAND LOGrIuG 3- 4=(-2065) 558 6- 4=(-450) 1777 3- 6=( 0) 285 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. CON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 9'- 2.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC SNIP LL( 50.0)+DL( 19.0)= 64.0 PLF 9'- 2.0" TO 15'- 2.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 0.0)+DL( 90.0)= 40.0 PLF 0'- 0.0" TO 15'- 2.0" V 15'- 2.0" -256/ 1210V -98/8/ 48H 5.50" 1.94 KDDF ( 625) NOTE: 2x9 BRACING AT 24"OC UON. FOR 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. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 «« For hanger specs. - See approved plans MAX LL DEFL = -0.058" @ 6'- 0.0" Allowed = 0.713" BOTTOM CHORD CHECKED FOR DS PSC LIOE LOAD. TOP MAX TL CREEP DEFL = -0.102" @ 6'- 0.0" Allowed = 0.950" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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 Truss designed for wind loads 5-11-11 3-02-10f in the plane of the truss only. ( 1+320# 43208 12 12 Q 6.00 6.00 M-4x6 :1'M-6x6 rn m -IY �� 4 0 o S 6 0 M-3x5 M-3x4 M-1.5x3 M-3x5 1 l 1 l 3-10-12 5-06-12 1 5-08-08 k o© PRQp, 15-02 c,`•, (r, GINE /4� ` • 89782PE r JOB NAME : 3413-B POLYGON NW - Al Scale: 0.4009 V• v .. � WARNINGS: G.ThisALNGTs b uoeupon the -7 REGON�n''` �. 1 Budder and s be or contractor snood be advised of all General Notes 1.buil design Is based only abn yro parameterspar shown and h roper Individual OREGON v r• `i Truss: Al and Warnings before wrist uctbn commences. budding component.Applicability neatisthe of design parameters and proper `' 2.2s4 compression web bracing must be Installed where mown+. incorporation of component Is the rcaposslbAlty of the leu Mire designer. 'T 4 RY '� �(,«' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the by est bodom moms to les letareity brecad al ``+ Is the responsibility f the erector.Md5oee f bracing f 2 on.and at 10 o.c.respectively uNess braced throughout their length by �y� Q`v man ity a permane g o continuous sheathing such as plywood sheathing(TC)and/or drywad(BC). f^' `- DATE: 11/30/2015 the overall structure Is the responsibility of the balding designer. 3.2e Impact bridging or lateral bredng required where shown+a SE K 15 6117 4 4.No wad should be applied w any component until after all bracing and 4.Installation of truss la the reaponslbinty of the respective contractor. 4••• fasteners are complete and at no time should any bade greater than 5.Design assumes trusses are to be used Ina non-corrosive environment. design wads be applied la any component. end are for"dry condition"of use. TRANS ID LINK spans me.Deagna.wmesnilbe.engatalwppommawn.Shim orweageu EXPIRES: 12/31/2016 5.CompuTrue has no control over and assumes no responsibility for the necessary, febrwe8an,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.Thle design Is famished subject to the limitations set forth by 8.Plates shad be located on both faces(Atoms and placed ea their center TPVWICA It SCSI,codes of which will be famished upon request. lines coindde with)int center es. 9.Digits indicate sheof plate in inches. MTek USA.Inc./CompuTrua Software 7.6.6(1L)-E to,For basic connector plate design values see E58-1311,ESR-1958(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x9 KDDF #1&BTR TRUSS SPAN 15'- 2.0" IBC 2012 MAX MEMBER FORCES 9WR/DDR/Cq=1.00 BC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-779) 153 1-9=(-97) 587 4-2=(0) 353 WEBS: 209 KDDF STAND SPACED 24.0" O.C. 2-3=(-774) 153 9-3=(-97) 587 LOADING TC LATERAL SUPPORT <= 12"0C. UON. BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 0'- 0.0" -80/ 637V -66/ 66H 5.50" 1.02 KDDF ( 625) ** For hanger specs. - See approved plans 15'- 2.0" -80/ 637V 0/ OH 5.50" 1.02 KDDF ( 625) LL = 25 PIP Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX 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" @ 19'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. 7 -�� 7_07 Wind: 190 mph, h=21.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 T load duration factor=l.6, 6.00 IM-9X4 Q 6.00 12 Truss designed for wind loads in the plane of the truss only. 4,0" 2 ,f- 1.1 el in o �� © 411** I o M-3x4 M-195X3 ** 3 I M-3x4 0 7-07 y y 7-07 ----7: : 3,y 1s-02 1 �� V :::: s 17 `t` 897821E ' JOB NAME : 3413-B POLYGON NW - A2 Scale: 0.4009 ^'--" WARNINGS: GENERAL NOTES, unless otherwise noted' r Truss: A2 Bustler and erection contractor shook be adWptl of all General Notes This tlesign Is based only upon the parameter Mown and Is for an Individual .y OREGON " and Warnings before construction commences, bulking component.Applicability of design parameters and proper �/- ((••��� 2.254 compropbn web bracing must be installed where shown a, Incorporation of ocmpunent Is the responsibility of the building designer. �.r C'}`•.a �` 3.Additional temporary bracing to losers stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at "'�w �/1. q[>`.: IC r•' 'Q'� DATE: 11/30/2015 tithe responsibility of the erector.Addoanel permanent bracing of 2o.c.and at ea o.c.respectively unless braced throughout their b�hby `I a'(Y J the ascot structure le the responsibility of the building destgner, continuous sheathing such as plywood sheathing(7C)and/or dry.11(BC). l SEQ.: K1561175 .)n Impact&tru slst a relpsangry of the wheroahown.a /D/�X 1+` \ 4.NaNo load should be applied to any mmpoenl until slier all bradng and 4.Installation of truss I°the responsibility of the respedlve contractor. i"7 U L+. fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment. TRANS ID: LINK design loads be applied to any component. and ere for"dry condition of use. 5.Compuo,ne has no control over end assumes no responsibility for the B Design assumes full bearing at all supports shown.Shim or wedge If y('� fabrication,handling,shipment and Installation of camponenta. eco EXPIRES: 12/31/2016 fi.This design h mmisMd subject to the limitations set forth by 7.Design assumes adequate both located on lac drainage Is provided. TFWVICA In SCSI,copies of which wig be furnished upon request. 8.Ines cos incidaft eewih Joint center II.s.s of truss,and placed so their center November 30,2015 MTek LISA,Inc./CompUTfUa Software 7.6.6(1L}E 9.Digits Indicate sloe of plate in Inches. 10.For basic connector plate design values see ESR-1311,ESR-1985(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 1IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LOAD DURATION INCREASE = 1.155 ((Non-Rep) 1-2=(-1579) 306 1-5=(-303) 1391 5-2=( -216) 1310 TC: 2x6 KDDF #14BTR SPACED 24.0" O.C. 2-3=( -116) 107 5-6=(-295) 1292 2-6=(-1494) 350 WE: 2x4 KDDF STANDR 3-9=( -10) 5 6-3=( -119) 120 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. LION. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -196/ 818V -57/ 144H 5.50" 1.31 KDDF ( 625) "* For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -369/ 1701V 0/ OH 5.50" 2.72 KDDF ( 625) ADDL: BC CONC LL+DL= 1210.0 LBS @ 5'- 0.0" ADDL: BC CONC LL+DL= 637.0 LBS @ 7'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ 4'- 0.0" Allowed = 0.354" BOTTOM CHORD CHECKED FOR DSP AC LIOE LOAD. TOP MAX TL CREEP DEFL = -0.041" @ 4'- 0.0" Allowed = 0.472" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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 Design conforms to main windforce-resisting system and components and cladding criteria. 12 M-1.5x3 6.00 4 -. Wind: 190 mph, h=21.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2 fdio./.0, load duration factor=l.6, 1 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x6 cn 4111 0 1 o 0 1 I o M-3x4 M-3x8 M-4x8 y +1210# +6376 y , 4-00 l 4-00 l ,q,0) RQFe e oo ��co NAC NE /'0 8"782PE kJ Vic'' • JOB NAME : 3413-B POLYGON NW - AGIRDScale: 0.4610 '. " • a. WARNINGS: GENERAL NOTES, unless otherwise noted -s'f��R �� ^�� �. 1.Builder and erection contractor should be advised of all General Notes 1.This design b bawd enn6p upon the of arralrn t rs shown and proper individual X11 Truss: AGIRD and Wanings baron aan.wdbn commences. og aempof cq �rJ 2.2e4 compression web bracing must be Installed where shown 5. Incorporation of component lathe responsibility of the building designer. 2.Design aswmea IM lop and bottom chords to be Worl ly braced at 3.AddBbnel temporary bracing to Insure stability during coneWdhn To.c.and H 1D'o.c.respectively unless braced throughout their length by A . Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as pt1waed sheathing(TC)ender drywnti(BC). !"� DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2a Impact bddNng or htanl bang required where shown* 4.Na load should be embed to any component until after ala bng and 4.Installation of truss Is the responsibility of the respedlve contractor. SEQ.: K15 6117 6embedfasteners an complete and at no time should any bads greater than 5.Design assumes Misses are to be used in a noncorrosive environment. and are far"'dry condition"of use. �] .l t] )ry/�{�+ TRANS ID: LINK design bads be applied to any component. e.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 6.conpnTne has no control over and assume no responsibility ler the ....ry. fabrkatlon,handling.shipment end Installation at components. 7.Design assumes adequate drainage is provided. November 30,20.l15 G.This design Is furnished subject to the limitations set forth by 8. tesohallb located joint centerboth thlnecoes of truss,and placed so their center TpUNRCA In BCSI,copies of which vAA be fumished upon request. 9.Digits Indkete sheofplate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design Caine.we ESR-1311,EBR-1988(MITak) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS LU: 2x9 ECIF ATIOR TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 BC: 209 KDDF 9160TR LOAD DURATION INCREASE = 1.15 SPACED 29.0" O.C. 2-3=( 0) 50 2-9=(0) 0 C LATERAL SUPPORT <= 12"OC. UON. 2-3=(-42) 90 BC LATERAL SUPPORT <= 12"01. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING DL ON BOTTOM CHORD = 10.0 PSFMAX VERT MAX HORZISIG REQUIRED SPG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS 97H SIZE. 0.47 F ( 625) TOTAL LOAD = 92.0 PSF 0'- 0.0" -61/ 297V -7/ 97H 5.50" 0.97 KDDF ( 625) 1'- 10.9" -102/ 88V 0/ OH 1.50" 0.19 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/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" 1-11-11 MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" fMAX 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 6.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 Io ti 0 o . Itri :5 1 2 .' M-3x9 ). y 1-00 'PROVIDE FULL BEARING;Jts:2,3,9 6-00 y Kt,t coo r R oFk. ,mss GIN -E. /ii Q ` 89782PE vc" JOB NAME : 3413-B POLYGON NW - AJ1 Scale: 0.6771 WARNINGS: r, SAW 1 Builder and erection contractor eheuld be edveed of al General Notes GENERAL NOTES, unless otherwise noted 'F Truss: AJ1 aMWranderMforoconractoroncommencee 1.This design is based only upon the parameters shown and Is Nr an individual 5 ORE ON 's�J 2.234 compression web brad must be Installed where Mown.. bolding m Ing component.Appllubllny of design paramelero and proAp bracing rpora u ofcomponentnli s,tsape responsibility efthe bundinewed at er. ��y.A5 t5 �Q` 3.AdditNnal temporary bracing to Insure steNfity during construction 2.Destgn assumes the tap and bottom chorda to be laterelN brewed al V DATE: 11/30/2015 Is the responsibility of the erector.Additional permanent bracing of 2o.c.end at 10 oc respect sty unless braced throughouttheir length by ` t the overeA structure is the responsibility of the building designer. continuous sheathing such as bracing sheathing(TC)and/or drywall(BC), SEQ.: K15561177 4.No load should be applied to any component until after all brad and 4.:n 20 tmpaotbodging Iors thlaterelponsibity of the whereths contractor. n.. �./A t . 1 fasteners are complete and at no time should anyloads5.Design as or Wae la tee are to be selity of the reenacts&cnm won �'{ 1.. TRANS ID: LINK design loads be applied to any greater than 5.and an aoramyeon,dtion" ace ea m.nomoo ro.v.enmronment oompoent. .na are for••dry condition"of e... 5.CompuTrua has no control over and sesames no re.poneiblllty for the 6.Design assumes full bearing at al supports shown.Shim or wedge If fabrication,handling,shipment and installation of compenenta. s' EXPIRES' V I'C]'i7C 12/31/2016 r,T, i)nrt.A�y S.This design le furnished subject to the limitations set brie by 7.Design assumes adequate drainage la provided. EXP RE G t/G V I V TPW0'CA In BCS',cope.of which will be furnished upon request. 8.fesscoincids shall eewith joint cenlocated on ter lines.argues,and plead so their center November 30,2015 MITek USA,Inc./CompuTrus Software 7.6,fi(1L}E 9.Digits indicate size of plate In Inches. to.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 1-2=( 0) 50 2-4=(0) 0 TC: 2x9 ROOF #11BTR LOAD DUSPAIED INCREASE" O.C.1.15 2-3=(-65) 49 BC: 2x9 ROOF #1fiBTR SPACED 299..0" O TC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 0'- 0.0" -50/ 396V -19/ 77H 5.50" 0.55 KDDF ( 625) OVERHANGS: 12.0" 0.0" 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 29 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1 B0 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 9 -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" 9 3'- 1.9" Allowed = 0.333" 1' ,r MAX BC PANEL TL DEFL = -0.003" @ 4'- 1.9" Allowed = 0.333" MAX HORIZ. LL DEFL= -0.000" @ 3'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 3 -/ Wind: 190 mph, h=20.2ft, TCDL=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 I rgdNMIMIMMMIMIMMMIMMIMo I4 0 M-3x4 l y y 1-00 6-00 rr{� }r 'PROVIDE FULL BEARING;Jts:2,3,4 4 � f � 42/f. 89782PE 9r' JOB NAME : 3413-B POLYGON NW - AJ2 . Scale: 0.6196 WARNINGS: GENERAL NOTES, unless°themes@ noted: -rf�OREGON�©�(1) 1.Builder and erection cantrador should be advhed of al General Notes 1.This design Is based only upon the parameters shown and Is for an Individual Truss: AJ2 and Warnings before construction commencoe, Whine component.Applicability of design parameters and proper �e A rty A V+ 2.244 compronkn web bradng must be Installed where shown*. Desig4.07 incorpn assn of component la Me responsibility to of the alluding designer. �I J 3.Adddknal temporary bredn to insure shady during combustion 2 Design and me lop end bottom to be throughout braced et 'L g 7 nBn and et 1 e sin.reach en ply anode breed throughout r drp el(R). Y`fA U \ Is the responsibility of the erector.Additional permanent brining of continuous sheaming such as plywood sheathing(TC)andMr dr/waN(BC). /"' DATE: 11/30/2015 the overall feature lathe responsibility of the budding designer. 3.20 Impact bridging or sterol bradng required where shown 4.No bad should be applied to any component until alter all bracing end 4.InehNallon of truss la the respondbNty of the respectNe contractor. SEQ.: K 15 6117 6 fasteners aro complete end at no lime should any bads greater than 6.Design autumn Innes are to be uesd Ina noncorroeive environment, end are for"dry condition"ol use. TRANS ID: LINK design Tadhbeapplied toany onent. 6.Design assumes full bearing at alsupporisshown.Shenoroedgeit EXPIRES; j�� j12016 5.CompuTrue hes a control overoerendand assume.no reaponel6illly or the necessity, fabrication,handling,shipment and lnfurnished of components. 7.Design assumes adequate drainage is prodded. November 30,2 .l 15 6.This design Is nished subject to the limitations set forth by 6 lines Plates shall bee located center tlih nes.of truss,and placed so their center TPUVJTCA In SCSI,copies of which MN be furnished upon request. 9.Digits Indicate she of plate In inches. MiTek USA,Ina./ConipuTrus Software 7.6.6(1L)-E 1o.For basic connector plate design values see ESR-131 I.ESR-1966(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x9 KDDF #15BTR TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. 1-2=( 0) 50 2-9=(0) 0 TC LATERAL SUPPORT <= 12"0C. UON. 2-3=(-97) 68 BC LATERAL SUPPORT <= 12"OC. SON. LOADING LL( 25.0)501) 7.0) ON TOP CHORD = 32.0 POE BEARING MAX VERT DL ON BOTTOM CHORD = 10.0 PSF MAX REACTIONSHORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 POE 0'- 0.0" -57/ 402V -22/ 108H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 79V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -68/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 pef) uplift at 24 "oC spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.079" @ 3'- 7.2" Allowed = 0.395" 5-11-11 MAX TC PANEL TL DEFL = -0.092" @ 3'- 4.8" Allowed = 0.593" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 6.00 IP' 3 -9 Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 190 mph, h=20.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 r0 m o f1 o I 1 2�� 9 O �� M-3x4 l y 1-00 6-00 l (PROVIDE FULL BEARING;J[s:2,9,3 I c<- ,O r R Q, en �p V lv V' �/ 89782PE r'` JOB NAME : 3413-B POLYGON NW - AJ3 Scale: 0.5762 _!J "` WARNINGS: / \ -.-.� 1.Builder and erection contractor should be advised of all General Notes GENERAL NOTES, unless otherwise noted: 'M1 Truss: AJ3 and waminga before conarudwn commence.. 1.This design is based only upon the parameters shown and is for an Individual OREG N. • 2.aailnd compression web bracing incorporationg component.Applicability of design parameters and proper /tea ///�����+V 4.7 �y P g must be installed where shown ti of component Is the responsibility of the building tledgner. �'i+' 4� �v ^�` 3.Additional temporary bracing to insure stability during construction Z Design assumes the top and bottom chortle to be laterally braced at -,7,4, y V G\h la the responablley of me Broder.Additional permanent bracing of 2o.c.and at l0u.c.respectively unless braced throughout Meir length by Q-{ DATE: 11/30/2015 the Quem structure ie the responsibility Orme buildup designer continuous sheathing such as plywood required sheathing(TC)and/or dryweA(BO). /+� ``� SEQ.: K1561179 4.No load should be applied toeng 4.in Impact of ftrusing or therelpredngofhewhereehecosa /+�i 1l any 4.Designmantoisthearetebeuseoftheon.nerre&contciren V1. fadenerearowmpple to any no time component,shoany loads greater than S.and assumescondition"of toes used lea nonconodve environment TRANS ID: LINK design loads be applied to any are for"dry condition"of use. 8.Campanili has no control over and assumes no responsibility for the 8.Design assumes full bearing at ail euppons shown.Shim or wedge if EXPIRES: �a fabrication.handling,shipment and Installation of components. necessary. 1 r�/!] /I]/'s 6.This design h furnished subject to me limitations set firth by 7.Design ssumes adequate drainage h provided. TIG.. G t7 !LV TPUATCA in SCSI,copies of which Al be furnished upon request. B Plates escoincidewith joint center llinelomted on both s. as of truss,end placed so their center November 30,2015 MiTek USA,Inc./CampUTN6 Software 7.6,6(IL)•E 9.Digits Indicate size of plats In Inches. IN.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 7'- 5.9" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 1-2=( 0) 50 2-5=(0) 0 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 3-4=(--70) 27 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=( 116) 93 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT 6= 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 TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -35/ 377V -28/ 131H 5.50" 0.60 (ODE ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50^ 0.11 (ODE ( 625) 5'- 11.2" -192/ 352V 0/ OH 1.50" 0.95 KDDE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 5.9" -58/ 15V 0/ OH 1.50" 0.02 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.091" @ 2'- 9.3" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.050" @ 2'- 11.9" Allowed = 0.596" 12 4 -" MAX HORIZ. LL DEFL= -0.001^ @ 5'- 11.2" 6.00 1:7' MAX HORIZ. TL DEFL = -0.001" @ 5'- 11.2" 3 (' Design conforms to main windforce-resisting system and components and cladding criteria. �A i� 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, Truss designed for wind loads No in the plane of the truss only. I oI o 1 1 o M-3x4 k vi y vi 1-00 6-00 1-05-15 ��°/ PRQftc 'PROVIDE FULL BEARING;Jts:2,5,3,4 Ico \ALINE - /O 4t 89782PE r- JOB NAME : 3413-B POLYGON NW - AJ4 . Sale: 0.5437 WARNINGS: GENERAL NOTES, unlessothenviee noted E.war OREGON�©�(0�.. t.Builder and eredln contractor should be advised dal General Notes 1.Ibis design is based only upon the parameters shout and sfor a individual 17 1a Truss: AJ 4 and Warnings before const uctbn commences. balding component.component Applicability of design parameters and y Gq�Y �J ,9 2.Ds4 compression web bradng mud be In.Wled where sham v. DonloIncorpn of component Is the responsibility t of the building designer. (✓ 3.Additional temporarybracing to Insure stability during construction 2.Design asamsa the lop and bottom charts to be laterally braced altuk.4 2'o.c.and a110 o.c.respectively unless braced throughout their length by la the responsibility of the eredor.Additional permanent bruins of continuous sheathing such es plywood eheaming(TC)and/or dryweg(BC). PA..0 L DATE: 11/30/2015 the overall structure lathe respenslbUgy of the building designer. 3.2s Impend bridging or literal bracing required where shaven s 4.Na bed should be applied to any component until after al bracing end 4.Installation of truss lathe responsibility of the respective contractor.SEQ.: K 15 6118 0 feetenere are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, and are for"dry condition.of use. TRANS I D: LINK dergn loads be sen to any component. 8.Design ammo Ml bearing at all ow supports shun.Shim or wedge if EXPIRES: 12/31/2016 5.CampuTrue hes no no comm)over art assumes no responsibilityler me neassery. fabrication.handling.ehipnent and Installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design Is furnished subject to the Imitations set forth by 8.Plates shal he located on both faces of truss,and placed so their center TPIMRCA In SCSI,copies of which nil be furnished upon request. Ines coincide with joint center lines. 9.Digits indicate else of plate In Inches.. MITek USA,Ino./COmpuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see EBR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x9 KDDF CATION; TRUSS SPAN 27'- 6.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 2x6 KDDF #16BTR T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-10=(-1007) 5204 3-SO=( -61) 465 BC: 2x6 KDDF #16BTR SPACED 29.0" O.C. 2- 3=(-5997) 1190 10-11=(-1314) 6879 10- 9=( -231) 1443 WEBS: 2x9 KDDF STAND 3- 9=(-6056) 1207 11-12=(-1098) 5946 10- 5=(-1830) 393 LOADING 4- 5=(-5410) 1106 12-13=(-1098) 5946 5-11=( -25) 347 TC LATERAL SUPPORT <= 12"OC. DDN. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-6898) 1924 13- 9=( -712) 3898 11- 6=( -379) 1591 BC LATERAL SUPPORT <= 12"OC. NON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3907) 761 TOTAL LOAD = 92.0 PSF 12- 6=( 0) 130 7- 8=(-9912) 831 6-13=(-2514) 598 8- 9=(-4445) 845 7-13=( -259) 1540 LL = 25 PSF Ground Snow (Pg) NOTE: 2x9 BRACING AT 24"OC UON. FOR ADDL: TC UNIF LL+DL= 160.0 PLF 8'- 0.0" TO 12'- 0.0" V ALL FLAT TOP CHORD AREAS NOT SHEATHED 13- 8=( -55) 309 ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 12'- 0.0" V HEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0" OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 1440.0 LBS @ 12'- 0.0" 0'- 0.0" -670/ 3376V -73/ 79H 5.50" 5.90 KDDF ( 625) 27'- 6.0" -912/ 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 " For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.168" @ 12'- 5.8" Allowed = 1.329" MAX TL CREEP DEFL = -0.537" @ 12'- 5.8" Allowed = 1.772" MAX HORIZ. LL DEFL = -0.050" @ 27'- 0.5" MAX HORIZ. TL DEFL = 0.116" @ 27'- 0,5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21.2ft, TCDL=9.2,BCDL=6,0, ASCE 7-10, 7-11-11 11-06-10 7-11-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 4-00-12 3-10-15 4-02-09 2-11-12 4-04-05 3-10-15 4-00-12 in the plane of the truss only. 12 595# T f f 6.00 p M-5x12 M-4x10 12 9 M-3x6 M-4x10Q 6.00 6 T2 6 M-1.5x3 + M-1.5x3 rno 0 4. FM 1/c;� -a 1•4_1 O io I M-4x10 M-3x10 11 0.25" 12 13 �g o M-4x10 M-3x10 I M16HS-7x14(0) o M-1,5x3 II1990#y y ), y y �` PRopk,7-04-12 5-01 2-08-04 4-11-04 7-04-12 C‹, t d5 NCIN � j1-00 y �� � 027-06 4u 17 :9782Pr JOB NAME : 3413-B POLYGON NW - B1 � Scale: 0.2299 tee'- �,,,,.,r0 r WARNINGS. GENERAL NOTES, uNeas othenetse notedWir Truss: B1 Bu der and erection convector should be advised of ail General Notes f This designis based only "c and Waminge before conetruGion commences. building mponent.Applicability me psparameters and ismr en Individual 5 OREGON incorporation of design parameters entl proper - 2 2a4 compression web bracing must be Installed where shown+, poration of component Is the responsibility of the building designer 3 Additional temparery bracing to Insure stability during construction 2 Design assumes the lop and bottom chords to be blerally braced al '92,9 Yq Ey .. r✓ y+ DATE: 11/30/2015 Is the responsibility of the erector.Additional permanent bredng of 7 o.c.and at 70 o c respactbely unless Grocott Throughout Their length by ,, , ,p the overallSP structure Is Me responsibility of the building designer. continuous sheathing such se plywood swaMing(TO)andlor drywall(BC). a,- �� SEQ. : K 15 6118 2 4.Ne sad should be applied to anycomponent 3.2e impact bridging or lateral bredng required where shown++ x 7/i�t pownl any after all brad p and 4.DesInsign Ohm lathe cra to b lie of he respective contractor. 1 {. fasteners are complete and at no time should any beds greeter than 5.Design assumes busses are to be used Ina noncorrosive environment, TRANS ID: LINK design loads be applied to any component. end are for"dry condition"of use. 5.DeepuTrue has no control over and assumes no responsibility for the S'Design assumes full bearing et all supports eltowrs Shim or wedge if EXPIRES: fabrication,handling,shipment and Installation of components. ry' yrj'p Ly' 12/31/2016 n tw.a�I � S.This cosign is furnished subject to the limitations eel forth by 7.Design assumes adequate both faces drainage is provided. X R S LT,j J TPIPAGCA In BCSI,copies of Which will be furnished upon8.Plebssncgeepcabn oebethlaps of truss,and placed ea their center November 30,2015 request. lines coincide wllh joint center lines. )-E e.Digits indicate size of plate In Inches.USA,Inc./CompuTrus Software 7.6.6(1L 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 TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 1-2=(-2948) 628 1-5=(-568) 2526 5-2=( -232) 1254 4-7=(-1984) 446 TC: 2x6 KDDF #1BTR LOAD DURATION INCREASE 9. = 1. (Non-Rep) 2-3=(-1606) 366 5-6=(-556) 2462 2-6=(-1172) 282 WE: 2x6 KDDF ST&NTR SPACED 29.0" O.C.C. 3-4=(-1408) 342 6-7=( -44) 104 6-3=( -114) 568 6-4N) -506) 2308 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -344/ 1658V -42/ 105H 5.50" 2.65 KDDF ( 625) OTE__- LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -711/ 3191V 0/ OH 5.50" 5.11 ROOF ( 625) NOTE: 2T9 OPACIOG AT EASOC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED @@ADDL: BC CONC LL+DL= 1210.0 LBS @ 5'- 0.0" -- @@ADDL: BC CONC LL+DL= 637.0 LBS @ 5'- 0.0" -------- @@ADDL: BC CONC LL+DL= 2330.0 LBS @ 7'- 0.0" !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL L/290, TL=L/180 --/,^^' VERTICAL DEFLECTION LIMITS: LL= L/240, 2 ) complete trusses required. REQUIREMENTS OF INC 2012 AND INC 2012 NOT BEING MET. MAX IL DEFL = T.ON1 L @ L L124 Allowed = 0.354" Join together 2 ply with 3"x.131 DIA GUN MAX TL CREEP DEFL = -0.034" @ 3'- 0.0" Allowed = 0.472" nails staggered at: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP X 9" oc in 1 row(s) throughout 2x4 top chords, /yvX\ 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. TL DEFL 0.005" @ 7'- 10.3" 9" oc in 1 row(s) throughout 2x9 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL= -0.003" @ 7'- 10.3" 6-02-11 1-09-05 A* For hanger specs. - SRe approved plans .f fDesign conforms to main windforce-resisting 13-00-15 1-09-05 system and components and cladding criteria. 3-01-12 f f T 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), load duration factor=l.6, 6.00 M-4x6 Truss designed for wind loads M-3x5 in the plane of the truss only. 4 -/ M-3x6 Il ri @@ HANGER BY OTHERS TO APPLY CONC. LOAD(S)EQUALLY TO ALL MEMBERS. 444 a i o [ 1 s 6rilli".11.1.11.e.114°11°...rilliidIIIIIIIIIIIIIIIIIIIIIIIIIIIEMIll AA 7 IM-7x8 M-3x8 o M-3x4 M-3x4 y 1210# *6374 , *23304 , 3-00 2-09-12 2-02-04 4& P419A1 1' 444 iit:t8.782PE 9N • JOB NAME : 3413-B POLYGON NW - BGIRDScale: 0.4649 ' WARNINGS: GENERAL NOTES, arises athens/es naiad. Cu' 1.0 R G�(1J2�a. 1.Budder and median contractor should be neseadvised of all General Notes 1.T ilding compo based Applicability the of design ten shown eanddIs ppen individual Truss: BGIRD and Warnings before cenebucl6n commences. e payoff A�Y 7.2r4 compression web bracing mum be Installed where shown+. incorporation Os of sompop an is the m chords of the building bra designer. 2.Design assumes the tap and bottom choNa to be laterally braced at 3.Additional temporary bracing to Wears stability during construction 7 ow.end at 18 o c.respectively unless braced throughout their length by �.PA l �V. b ro the sponsidlly of the eroder.Additional permanent bracing of continuous sheathing such es ph/wood sheathing(TC)and/or drywel(BC). f•� 1.+ DATE: 11/30/2015 the overall structure Is the responsibility of the bNGng designer, 3.2i Impact bridging or Aral bracing required where shows•e SEQ.: K15 611 S 3 4.No bad should be applied to any component until after ad bracing and 4.Installation of truss Is the responsibility of the respective contractor.lestanere are complete and et no erne should any bads greater than 5.Design assumes trusses are to be used Inc nen•corrosive environmaM, and are for"dry condition"of use. TRANS I D: LINK design leads be applied to eny component. 6.Design assumes full bearing at ail supports shown.Shim or wedge if EXPIRES: 12131 f2t318 5.Compu7rushas nocoMipment and assumes noresponsibility ents. rtha nesignes November 30,2015 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage k provided. 6.This design Is furnished sub)ectto the limitations set forth by S.Plat amshall be locithated joint center both faces of truss,and placed so their center TPINVfOA in SCSI,copies of which sulci be Nmhhed upon request. g,Digits Indicate Weofplate In inches. MITek USA,Inc./CompuTres Software 7.6.6(1L)-E 10.For basic connector piste design values see ESR-1311,ES14-1588(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF #16BTR TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 BC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 SPACED 29.0" O.C. 1-2=(-22) 50 2-9=(0) 0 TC LATERAL SUPPORT <= 12"OC, UON. 2-3=(-37) 25 BC LATERAL SUPPORT <= 12"0C. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT DL ON BOTTOM CHORD = 10.0 PSF MAX REACTIONSHORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS SIZE SQ,IN. (SPECIES) TOTAL LOAD = 92.0 PSF 0'- 0.0" -79/ 298V -9/ 36H 1.50" 0.90 KDDF ( 625) 12 0'- 11.2" -15/ 28V 0/ OH 1.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -35/ 22V 0/ OH 1.50" 0.09 KDDF ( 625) 6.00 177 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 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.026" MAX BC PANEL TL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.035" MAX HORIZ. LL DEFL = 0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = 0.000" @ 0'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. 3 - Wind: 190 mph, h=19.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, 2Truss designed for wind loads 0 2 in the plane of the truss only. o I �, o o • a Ild I III Mi o A- 1.1 IAI i. T3x4 l y y 1-00 100 ,(e',, p ' (PROVIDE FULL BEARING;Jts;2,9,9 NN p/�� GINE. , % 8.782PE �<` JOB NAME : 3413-B POLYGON NW - BJ �r ,,6/tea\���,�r• Scale: 1.1073 /r l' WARNINGS. GENERAL NOTES, unteo otherwise noted:Truss: B J 1.Builder and erection connector should be advised of all General Notes 1.This design I.based only upon the parameters shown and Is for an Individual 7 OREGON ' and Warnings before conMnwllon commences. building component.Appllablity of design paremetere and proper (h, 2,2s4 compression web braGrp must be Installed where shown+. Incorporation of component la the responsibility of the building designer. 3 Addnbnal temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced al '° �^4[]v � Is the responsibility of the erector.Additional permanent bracing of 7 o c.end at 10 o.e,respectively unless braced throughout their length b °7 DATE: 11/30/2015 theaeranstn,cturetame p continuous sheathing stbhasednoodsheathing(TC)and/ordrywan(BC). .�'�V responsibility erg o blity or the building de°Igner. 3.2x Impact bridging or lateral bracing required where shown+r �/1(� SEQ.: Ki5 6118 4 4.No bed should be applied to any component unci alter an bracing and 4.Inslanallon of truss Is the responsibility of the respective contractor. 7 UL ,- DATE: listener.are compete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment TRANS I D: LINK design bads be applied to any component. and are for"dry condllon'of Yee. 5.CompuTru,hes no control over and assumes no reaponsibllay for the S Deep°sum°.full bearing at all supports shown.Shim or wedge If EXPIRES. �'a fabrication,bending,shipment and lnstallatbn of components. " 1�n-I.fI EJ. .I IT)fj�Jryn�y3 S.This design Is furnished subject to the limitations gel forth by 7'Design assumes adequate drainage Is provided. (- W7 1 2/+J !G V V TPIMy?CA In BM copies of which will be furnished upon request. 8.MePlats coincide with es shall be h)joint cented on terllineas of trues,and plead so their center November 30,2015 MiTek USA,Inc./CompuTrus Software 7.6.7)1L}E 9.Digits indicate else of plate In Inches. 70.For basic connector plate design values sae ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC 34-00-00 DUTCH SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS TC: 2x6 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 2- 3=(-12816) 3050 15-16=(-2302) 9724 3-16=(-1936) 366 22-12=( -92) 390 2x6 KDDF #1&BTR T2 LOADING 3- 4=1 -8746) 2256 16-17=(-1950) 7802 16- 4=) -12) 599 WE: 2x4 KDDF STANDLL = 25 PSF Ground Snow (Pg) 9- 5=1 -8050) 2210 17-19=(-2496) 9360 4-17=1 -622) 82 WEBS: 2x4 KDDF STAND; 204 DF 2400F A; TC UNIF LL( 50.0)+DL( 14.01= 64.0 PLF 0'- 0.0" TO 39'- 0.0" V 5- 6=( 0) 0 18-20=( -108) 909 17- 5=1 -330) 2134 2x4 KDDF #1&BTA B TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 8'- 0.0" TO 26'- 0.0" L 5- 7=1 -7224) 2018 20-21=1-2166) 8308 17- 7=1-2586) 756 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 34'- 0.0" V 7- 8=( -9308) 2620 21-22=(-2004) 7500 7-19=( 0) 512 TC LATERAL SUPPORT <= 12"OC. (.100. 8-10=1 -7568) 2160 22-13=(-1540) 5898 18-19=1 0) 142 TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" L 9-11=( 0) 0 19-20=(-2058) 7942 BC LATERAL SUPPORT <= 12"OC. UON. 19- 8=( -388) 1239 TC CONC LL( 966.7)+DL( 130.7)= 597.3 LBS @ 26'- 0.0" L 111-12-( -6882) 1862 20- 8=1 -729) 422 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12-13=( -6894) 1842 8-21=(-1138) 250 NOTE: 2x4 BRACING AT E9SOC TO S. FOR 21-10=( -146) 942 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13-19=( 0) 50 10-22=(-2088) 688 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" 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/ 014 5.50" 6.08 KDDF ( 625) M-1.5x4 or equal at non-structural ( 2 ) complete trusses required. vertical members (uon). Join together 2 ply with 3"x.131 DIA GUN J nails staggered at: r- 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 top chords, ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x9 bottom chords,xx VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 9" oc in 1 row(s) throughout 2x9 webs. MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed= 0.133" 8-05-06 12-09-15 MAX LL DEFL = -0.318" @ 13'- 4.7" Allowed= 1.659" 12-08-11 T MAX TL CREEP DEFL = -0.613" @ 13'- 4.7" Allowed= 2.206" fMAX LL DEFL = 0.001" @ 35'- 0.0" Allowed= 0.100" 2-09-12 4-04-03 �,/ 5-01 1- 2-14 3-11 MAX TL CREEP DEFL = -0.001" @ 35'- 0.0" Allowed= 0.133" 2-09 4 ' .-09.-3.21 o_o'tf'� '-08-06��3-09-02 T . 4-05-08 f MAX HORIZ. LL DEFL = 0.159" @ 33'- 6.5" ff 'fMAX HORIZ. TL DEFL = 0.257" @ 33'- 6.5" 8-10 8-10+597.30# �( ,,fy .30# =M-4x9+ ,� f +597 12 M- Design 12 Design conforms to main windforce-resisting 6.00 17' Q 6.00 system and components and cladding criteria. M-3x6 M-5x6+ M-5x6+ 6� ,M-3x6 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-9x10 M-5x6 Truss designed for wind loads 1 in the plane of the truss only. M18H5-5x16 jyWe M-3x4M-1.5x3 4 2 M-2.5x9 or equal at non-structural diagonal inlets. M-3x8 3I.m M-9x10 _ _�- ., o o 's��15 16 17 19 - �a\4 1 M-3x9 M-3x8 0 18 z0 22 1 0 of / ,IM-1.5x3 M-3x10 0.25 M-3x8 M-3x8 0 o M-7x10 1A'��p M-5x8(2) �r. vc) r1lofif n� 12 3.75 `L et 12 k `� �GINEE > y l y l l 1 y l J. y OS-0 1-09-122-11-08 5-02 y 4-11-08 3-07-10 3-09-06 8-02-12 y l wt'1 � 1-0L-05-08 10-09-08 20-09 1-00 4 :9782PE r 1 0 1-00 34-00 1-00 j r' .,,,a JOB NAME: 3413-B POLYGON NW - Cl Scale; D.147B • ar. v �~ / Jillf '9,f, •REGON�o R WARNINGS: GENERAL NOTES, unless othendse noted �,/ 1.Builder and erection contredor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for en individual '" C.f�/ A Truss: Cl and Warnings before construction commence". balding component.Appllcebility of design parameters end proper lT I 1 2.Su4 compression web bracing must be Installed where shown 5. incorporation of component Is the responsibility of the building designer. (� 2,Design assumes the lop and bottom chords to be lateral),braced at /�1 I t `F` 3.addeisnd temporary bracing to insure stability during conelructbn 7 sc.end at 10'o.o.respectiely unless breced throughout Bar length by V l.. is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood eheething(TC)endbr drywall(BC). DATE: 11/30/2015 the overall structure Is the responelblity of the building designer. 3.So Impact bridging or lateral bredng required where shown«5 4.No load should be applied to any component until after a9 bredng end 4.Installation of trues Is the responsibility of the respective contractor. SEQ.: K 15 6118 6 fasteners are compete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non errosive environment, EXPIQ'[3 C �r 'rzQ j end are for"dry condition"of use. EX!- RG 6 TRANS ID: LINK design loads beapplied toany venendcomponent 6,Design assumes mesMlbearing atalsuppoMshown.Shim orwedge If November 30,20 IBJ 5.CompuTrus has no control over end assumes no responsibility for the necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shallbede ted olid on tachenter feces of truss,and placed so their center TPBWfCA in BCS),copies of which will be furnished upon request li9.Digits Indicate aRe of plate in inches. Welt USA,Ino./CotnpuTfas Software 7.6.6)1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x9 KDDF #1&BTR TRUSS SPAN 39'- 0,0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cil=1.00 BC: 2x9 KDDF #168TR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 50 2-10=(-376) 2138 3-10=(-253) 175 WEBS: 2x9 KDDF STAND SPACED 29.0" D.C. 2- 3=(-2510) 513 10-11=1-254) 1799 10- 4=1 -15) 496 TC LATERAL SUPPORT <= LOADING 3- 9=(-2275) 988 11-12=(-272) 1794 9-11=(-692) 235 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-1611) 437 12- 8=(-398) 2138 11- 5=(-229) 1069 BC LATERAL SUPPORT <= 12"OC. SON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=1-1611) 937 11- 6=(-692) 235 TOTAL LOAD = 42.0 PSF 6- 7=(-2275) 488 6-12=1 -15) 996 OVERHANGS: 12.0" 12.0" 7- 8=1-2510) 513 12- 7=(-253) 175 LL = 25 PSF Ground Snow (Pg) 8- 9=1 0) 50 BOTTOM CHORD CHECKED FOR A 20 PIF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIF. 0'- 0.0" -235/ 1542V -187/ 187H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -235/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.114" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.232" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.050" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.083" @ 33'- 6.5" 17-00 17-00 6-00-05 5-05-13 5-05-13 S-OS-13 5-05-13 6-00-05 T Design conforms to main windforce-resisting f fsystem and components and cladding criteria. 12 Wind: 140 mph, h=23.4ft, TC DL=9.2,8CDL=6.0, ASCE 7-10, 6.00 M-9x6 12 6 00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=1.6, 5 4S/ Truss designed for wind loads ! in the plane of the truss only. M-5x6(5) ` M-5x6(5) 0.25" 0.25" et tl, M-1,5x3 3 M-1.5x3 .1/\ /* oo 0 1 0 0r 0 M-4x4 M-3x4 11 12 `\ o 0.25" M-3x4 M-5x8(S) =M-4x4 0 ty Fe y y 8-09-04 y 8-02-12 y 8-02-12 y y ���� � 0t) 8-09-04 c 1AGINE. ,. / 1-00 34-00 i-00 .:°+., `t 897$2P 11I- JOB NAME : 3413-B POLYGON NW - C2 ��J �!" Scale: 0.1727 �G�+' \. r. WARNINGS: GENERAL NOTES, uMan otherwise noted: y Truss: C2 Builder and erection contractor Mould be advised Mall General Notes This design is basso only upon Be parameters shown and Is for an individual 4.tee OREGON R Cvj GCJ ) and Warnings before construdmn commences. building component Applicability parameters and proper I V R G L1 V I V s'`. 2.2v4 compression web bracing must be Installed where shown a, Inco PW IN of design incorporation orcomponent Is the responsibility of the building designer. �) Y�Ov. 3 Additional temporary bracing to Nome st+dliry during construction 2.Design assumes the top and bottom chords to be laterally braced at '�'gA. q[7 G s� � Is the responsibility of the erector.Additional permanent bracing of T 0.0.and at sheathing c.c.respectively unless braced throughout their length by <l J DATE: 11/30/2015 the overall structure bine responsibility of the building designer. continuous bridging wenasacingre required )endbr eryweg(BC). � SEQ.: K 15 6118 7 4.No bed snood be applied to any component until after an bracing and 4.In Impact boiling or lateral bracing ty et the where Mown t e } areg4.Desiitntassion omstrruss isIese responsibilitytbeusoftheraspenos contractor. fasteners dse applied complete and at no time should any bean greater than 5.end are assumes ndhee ere o be used In a non-corrosive environment, TRANS ID: LINK eeagnbaaebeapglearoany compsnem. anaar.roraryconanion^ores.. 5.CompuTrus has no control over end assumes no responsibility ler the 8.Dexeea ssumes full bearing at aft supports shown.Shim or wedge if /abdcanon.handling,ahipmenl area Inetalletbn of componems. C V EXPIRES: 1/'y./!> )ry/S C 8.This design is furnished mitred to the limitations set roan by 7.Design Becomes adequate all be located on nth fa drainage Ia provided. EX R Gal G/k7 7'L V V TPIM?CA m SCSI,copes of which will be tumtahed upon request. S liners coes incide With Joint centterrllifne&e of truss,and placed w their center November 30,2015 Mitek USA,Inc./CompuTnuo Software 7.6.6(11.)-E9.Digits indicate etre of plate In inches. 70.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF k1ABTR LOAD DUSPAIED I2CR0ASE = 1.15 LUMBER SPECIFICATIONS 1- 2=( 0) 50 2-11=(-774) 4293 11- 3=( -202) 1398 7-16=( 0) 406 197 SPACED 29.0" O.C. 2- 3=(-9872) 917 11-12=(-677) 3691 3-12=(-1297) 322 16- 8=(-206) BE: 204 KDDF STANDR 3- 4=(-2797) 540 12-13=(-373) 2499 12- 4=( 0) 371 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-2106) 491 14-15=( -8) 54 4-13=( -754) 176 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2076) 581 15-16=(-299) 1872 5-13=( -295) 203 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1621) 432 16- 9=(-390) 2127 14-13=( 0) 29 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2278) 986 13-15=( -144) 1319 8- 9=(-2501) 506 13- 6=( -301) 1073 OVERHANGS: 12.0" 12.0" 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 PIF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -235/ 1542V -188/ 188H 5.50" 2.47 KDDF ( 625) 39'- 0.0" -235/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.182" @ 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 MAX HORIZ. LL DEFL = 0.108" @ 33'- 6.5" 17-00 ,r 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 f f I f f f f 12 Design conforms to main windforce-resisting 12 IIsi-6X6 Q 6.00 system and components and cladding criteria. 6.00 6.0" Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 ..(--M (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, IliF a'� M-Sx6(5) Truss designed for wind loads M-1.5X3 in the plane of the truss only. M-Sx6(S) 0.25" 0.25" 1'44 M-1.5x3 +• e M-3x6 i rn M-3x8 A c m o o /1 r 12 - 13 -T an 0 4 /� i M-3x4 r" 14 15 `\ 1 M-5x8 o M-5x8 M-4x8 0.251'6 -M-4x4 I I M-5x6(S) o M-1.5x3 d 3.75 12 y y y l 1 l y 8-09-04 p PfiO4.'` � y 2-05-08 5-03 5-08-04 y 3-07-04 8-02-12 l ), cj GINE R '✓O 1-0. OS-08 10-09-08 20-09 1-00 34-00 ,c' 89782PE 5'' JOB NAME : 3413-B POLYGON NW - C2-CSala; 0.1602 •-- WARNINGS: GENERAL NOTES, odeuponthepenobd -ef OREGON�n� Q` 1.Ibis design 1 based on the t Maven and la tar an individual l7 \i 1.an W and erection contractor en ca be advised of s&General Notes lin• only upon parameters proper and Warnings before consbudbn commences. building component.Applbabllay of design parameters and r Truss: C2-C lis Incorporation of component is me reaponablllry of the building designer. l J 2.2.4 compression web bracing must be Installed where Moven+. 2.Design assumes the top and bottom chords to be laterally braced at `�� 3.Additional temporary bracing to hewa stability during construction 7 o.c.and se 10 o.c respclve6 unless braced throughout their length by t*s,S (�\ la me respontld119 of the eroala.Additional permanent bracing of continuous sheathing auch as plywood sheathing(7C)and/or drywall(BC). f"f„� DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.24 Impact bridging or lateral bhang required where Moven++ UL 4.Na bad should be applied b any component until after al bredng and 4.Installation of truss is the responsibility of the respective contractor. SEQ.: K 15 6118 9 tastenen are complete and at no time should any bads greater than 6.Design assumes trusses ara to be used in a nen`anasrve environment and are for"dry condition. use. of . TRANS I D: LINK design bads be applied to any component 8.Design assumes lull bearing at all useupports shown.Shim or wedge if EXPIRES:: 12/31/2016 . 5.CampuTrus has no control over and assumes no responsibility the necessary. fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design A furnished subject to the limitations eat forth by B.Plates shall be located an both fans of truss,and placed so their center TPIAWCA In BCSI,copies of which will be furnished upon request. Ines coincide with Joint center line. 9.Digits Indicate size of pule in Inches. MTek USA,Ino.tCompuTtus Software 7.6.6(1L)-E I0.Far basic connector plate design values sea ESR-1311,ESR4986(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0,0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #15BTR 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=(-1944) 494 11-12=(-263) 1708 11- 4=( -98) 542 LOADING 4- 5=(-1644) 490 12-13=(-420) 2151 11- 5=(-174) 94 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1644) 490 13- 8=(-418) 2154 5-12=(-174) 94 BC LATERAL SUPPORT <= 12"OC, UON. DL ON BOTTOM CHORD = 10.0 POE 6- 7=(-1944) 494 6-12=( -98) 542 _______ TOTAL LOAD = 42.0 PIF 7- 8=(-2528) 537 12- 7=(-570) 209 NOTE 2x9 BRACING AT 29"OC UON. FOR 8- 9=( 0) 50 7-13=( 0) 289 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 = -0.114" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.230" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.052" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.087" @ 33'- 6.5" 15-11-11 2-00-10 15-11-11 Design conforms to main windforce-resisting T system 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=9.2,BC DL=6.0, ASCE 7-10, f f f f ,r f 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14-00 14-00 load duration factor=1.6, f f f Truss designed for wind loads 12 M-4x6 M-9x6 12 in the plane of the truss only. 6.00 q M-3x4 5 Q 6.00 i as M-3x9 M-3x4 3 M o m d /+. o 1 0 Mist e 10 Ml 1. o M-4x4 M-1.5x3 0.25" 0.25"12 13B M-1.5x3 ::14-4x4 I M-5x8(S) M-5x8(S) y ) o �� VD PR OFFSCS' J, G 7-01-08 y 6-05-04 y 6-10-08 y 6-05-04 7-01-08 l y � _ �GINE�c.- /�. 1 ), 1-00 34-00 1-00 C. '�^. " :9782PE JOB NAME : 3413-B POLYGON NW - C3 • Scale: 0.1852 . ,. . WARNINGS' GENERAL NOTES, unless otherwise noted, Truss: C 3 Sunder and eroctbn contractor should be advised or e8 General Notes This design le based only upon the parameters shown and la for en individual .EGON !` and Warnings before construction commence., building component.Applicability of design perimeters and proper4.incorp �.�r • v Q �r 2.Dt4 compression web bndng must be installed where shown 4. Design of component is the responds tlty of the building ed at ere ,,a € /�� � �` 3.Additional temporary bracing to Insure stability during construction 2.Dasipn assumes the top and bottom chords to be leterelty braced at '�/NIw y At UL Is the responsibility oldie erector.Additional permanent bracing of 2'a c and at 10 secs respectivaly unless braced throughout their length by � DATE: 11/30/2015 the overall structure is the responslbtilty of the blinding designer. continuous eng such as plywood asheathing(TC)rasl anti/or tlryweA(BC). � 4.No bad Mould be applied to any3.in Impact bridging or th lateral bracing required where Mown SEQ.: K 15 6119 O 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 trusses are to be used ins non-corrosive environment TRANS ID: LINK design loads be applied to any component. and are for"dry condition^of use. 5.CampuTrushas nacomrolover and assumes noresponsibility for the 6.necossary. esieeNllbearing atall supports shown.Shim arwedge it EXPIRES:: 12/31/2016 fabrication,handling,shipment and installation of components. ssry' 6.This design N furnished subject to the limitations set forth by 8.Designesassumes adequate bdoth faces Is truss,an d. November 30,201 5 8.lees anon be located on bora or hues,and placed w their comer TPIPP/fCA in SCSI,copies of which will be furnished upon request. linea coincide with Joint center lines MTEk USA,Inc./CompUTfu8 Software 7.6.6(1L}Z 9.Digits indicate sire of plate in inches. 70.For basic connector plate design value.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=1 0) 289 BC: 2x4 (DP STANTR SPACED 29.0" O.C. 2- 3=1-2528) 537 10-11=(-389) 2151 3-11=(-570) 209 3- 9=(-1944) 494 11-12=(-263) 1708 11- 4=( -98) 542 WEBS: 2x4 (DIP STAND LOADING 9- 5=(-1644) 490 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=1-1649) 990 13- 8=(-418) 2159 5-12=(-174) 94 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1999) 994 6-12=( -98) 592 TOTAL LOAD = 42.0 PIF 7- 8=(-2528) 537 12- 7=(-570) 209 8- 9=( 0) 50 7-13=1 0) 289 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -222/ 1542V -152/ 152H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -222/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) JT 2, 8: Heel to plate corner = 1.75" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.114" @ 17'- 0.0" Allowed = 1.659" MAX TL CREEP DEFL = -0.230" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.052" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.087" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 13-11-11 6-00-10 13-11-11 1 . f of 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, f T Truss designed for wind loads 1212 in the plane of the truss only. 6.00 M-4x6 M-3x4 M-4x6 d 6.00 4 5 W M-3x9 ,M-3x4 3 7 res M o o B , 1 ssee a\ 10 �^ '� 12 13 0 oI 'M-4x4 M-1.5x3 0.25" 0.25" M-1.5x3 =M-4x4 0l M-5x8(5) M-5x8(S) �c.D P R Qj .5 y l l l l co GINE `. t" 7-01-08 6-05-04 6=10-08 6-05-04 7-01-08 l y ( 1-00 1/47 ` ,N s 9 0 1 y 39-00 1-00 rt" 8*7$2PE � JOB NAME : 3413-B POLYGON NW - C4 fe '.. Scale: 0.1852 ', -o'/ WARNINGS: GENERAL NOTES, unless otherwise noted ,y ••"�y Of1E••GON f) 1.Builder and erection contractor Mould be advised of al General Notes 1.This design C based only upon the parameters shaven end Is for en individual :f%. ' '..- Truss: C4 and Warnings before construction commences. building component ApgkaNllty of design paremetere and proper ].2a4 compression web bndng must he Inststbd where shown a. incorporation al component Is me responsibility of the bulding designer. "Q Giq['.ty�r .i S 3.Additional temporary bracing to Insure stability during comNUGlan 2 D o n,and .t lD a clop end bottom drama to d t raughaWendy braced at •7 i 1 Is me responsibility of the wedor.Additional permanent bredng of 2'o.c.and al ea c.c.r5006 5 ply code braced throughout seek length by jy (� continuous sheathing arch es plywood sheethIng(TC)anter drywaN(BC). Pq. L, i s DATE: 11/30/2015 the overall structure I.E.reeponsibRlty of the binding designer. 3.Or Impact bridging or hlerel bredng required where shovel•v U 4,Na load should be applied to any component ural after all bradng and 4.Installation of truss Is me reeponsibilty of the respeciNe contractor. SEQ.: K 15 61191shouldfasteners are compete and at no Noe should any loads greater than 5.Design assumes tnwses are to be used m a noncorrosive environment, design loads be applied to any component. end are for"dry condition"of use. y q f'�J!] /� �R TRANS ID LINK 5.CompuTrue hes no central over and assumes no responsibility for the 6.Design assumes full bearing at el supports shown.Shim or ridge if EXPIRES: 12/31/2016 necessa, 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 Ilmletlons set forth by B.Plates shall be bated on both faces eltrues,end placed so their center TPI(WTCA In SCSI.copies of which will be furnished upon request. Ones coincide with joint center lines. S.Digits Indicate she of plate in Inches. MiTek USA,Ina./CompuTrus Software 7.6.6(1L}E 10.For basic connector plate design values see ESR-1311,ESR-1888(WITCO This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x9 KDDF #16BTR TRUSS SPAN 39'- 0.0" LOAD DURATION INCREASE = 1.15 INC 2012 MAX MEMBER FORCES 4WR/3-12-(=1.00 BC: 2x9 ROOF #16BTR 1- 2=( 0) 50 2-12=(-611) 2190 3-12=(-174) 159 WEBS: 2x9 ROOF STAND SPACED 29.0" O.C. 2- 3=(-2509) 789 12-13=(-727) 2521 12- 9=(-100) 628 LOADING 3- 4=(-2272) 723 13-19=(-727) 2521 12- 6=(-699) 281 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=( 0) 0 19-10=(-660) 2190 13- 6=( 0) 291 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 9- 6=(-1973) 679 6- 8=(-1973) 690 6-14=(-699) 260 --------- 8-19=( -88) 628 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 NOTE: 2x9 BRACING AT 24"OC LION. FOR Ground Snow (Pg) 14- 9=(-173) 153 LL = 25 PSF 8- 9=(-2272) 738 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-10=(-2509) 799 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10-11=( 0) 50 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 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE 2 (SPECIES) 625) 0'- 0.0" -289/ 1542V -109/ 1090 5.50" 2..9747 KDDF 625) 39'- 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. 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 = -0.199" @ 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 11-11-11 9-02-10 T 12-09-11 system and components and cladding criteria. 5-01-08 4-07 2-03-03f 5-00-05 4-02-05 3-01-03 4-07 Wind: 190 mph, h=22.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, '� '( T ,� 5-01-08 f f f ,r (All Heights), Enclosed, Cat,2, Exp,B, MWFRS(Dir), 10-00 T load duration factor=l.6, ss 10-00 inthedesigned plane ofor wind thetrussoads nly. 120 6.00 [7' M-4x6 M-4x6 6.00 12 M-3x8 6 • Q mm M-1,5x3 3 + M-1,5x3 res 0 c 1 M ® M of :-.1,4-4x4 M-3x8 12 13 , 14 1 n 0.25" M-3x8 ::14-4x4 `1� M-5x6(S) 0l l 1, y 9-06-12 y 7-05-04 l 7-05-04 l 9-06-12 y y�C¢��,`'-° �9 1 00 34-00 1-00 i,,, •G1/ JOB NAME : 3413-B POLYGON NW - C5 ®97$2PEr-- Scale: 0.1852 ,,,..i4 WARNINGS: GENERAL NOTES, unless olherwlae noted: / XIII Truss: C5 Bolder and erection cenlredor should be advised of ail General Notes This design is based only upon the and Waming•before construction commences. building component.A Icahnparametersgn ern and is for an individual v •REGON 2.2x4 compression web bradng must be Installed where shone 4, Incorporation or win pW of design parameters and proper /�_ N. portent la the responsibility o/the building designer. .. 4f. ('yY '" 3.Additional temporary bracing to insure stability dunng construction 2 Design assumes the top and bottom chords to be laterally braced at �� VA a.� V C.1� DATE: 11/30/2015 l`m°r°yronslbety al me erector.Adtl8lonal permanent Bnedng of rae and it l0'o.e.reaph ply uMees brecetllhrou9hoW neo-langlh by /?.4 -C the overs structure is the responsibility of the building designer. cent pact sheathing such as plywood required here)and/•drywell(BC). �� SEQ.: El5 611 9 2 4.No load should be applied to any component until after a8 bracingand 4.In7ft Impact boring or literal pbradngen&bl ty of the while shown t a /1'(1 fasteners aro complete and at no time should anybeds than 4.Design or truss Is the re to be usedy of the respective contractor. I'1 U L TRANS I D: LINK design bads be applied to any component. greater 5.end ar assumesdrtrusses"M to be In a non<onosive environment, end are for"dry condklon"of use. 5.CompuTrue has no control over and assumes no responsibility for the 8.Design cea assumes NII bearing et all supports shown.Shim or wedge it EXPIRES: fabrication,handling,shipment and Installation of components. ry' Cyp'{-�CLy" 12/31/2016 6.This design Is furnished subject to the limitations est forth by T.Design assumes adequate drainage Is provided. LY1(- RES TPLWiCA in SCSI.copies of which wt8 be furnished upon request. S (lines°cos incide with joint centall be located on erlines. of truss,and placed so their center November 302015 Muck USA,Inc./CompuTrus Software 7.6.6(1L)-E 9.Digits Indicate alae of plate In inches. 10.For basic connector plate design values see ESR-1311,E5R-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TRUSS SPAN 39'- 0.0" 1- 2=( 0) 50 2-11=(-995) 2190 3-11=(-175) 189 E 628 BC: 2x4 KDDF #1 BC: 2x4 KDDF #1&BTR LOADBTR DUSPAIED I 29.0" O.C.C 1.15 2- 3=(-2509) 694 11-12=(-539) 2521 11- 9=( -83) SPACED 29.0" O3- 4=(-2272) 562 12-13=(-534) 2521 11- 5=(-649) 236 WEBS: 2x9 KDDF STAND LOADING 9- 5=(-1973) 592 13- 9=(-549) 2190 12- 5=( 0) 241 5- 7=(-1973) 566 5-13=(-699) 208 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 5-13=( -66) 628 TOTAL LOAD = 42.0 PSF 7- 8=(-2272) 590 13- 8=(-174) 176 8- 9=(-2509) 665 NOTE: 2x9 BRACING AT 24"00 UON. FOR LL = 25 POP 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 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" 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. 39'- 0.0" -233/ 1592V 0/ OH 5.50" 2.97 KDDF ( 625) !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/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 = -0.199" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.300" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" MAX HORIZ. TL DEFL= 0.097" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 13-02-10 10-09-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9-11-11 4-10-03 fload duration factor=l.6, 107-00-05 6-02-05 1-03 4-07 5-01-08 Truss designed for wind loads 5-01-08 . 1' 4 f 4' in the plane of the truss only. T 10-00 T T 6 M-4x6 12 12 M-4x6 M-3x8 ..Q6.00 6.00 p 5 ..... sir M-1.5x3 M-1.5x3 3 fw1 rn O o 9 MA El i MM I O of 1 �M-9x9 11 M-3x8 10.25" M-3x8 .714-4x4 f t� y )* M Sxy(3) 7-05-04 ), 9-06-12 y �,�Cj� ��Ca�N Rss/�� 7-05-04 1 1 9-06-1234-00 1-00 89782PE �X 1-00 JOB NAME : 3413-B POLYGON NW - C6 - <. 4v► • Scale: 0.1852 41111, WARNINGS: GENERAL NOTES, unless otherwise noted -��OREGON (�� 1.Builder and erection contractor should be edified o/al General Notes 1.The design h based only upon the parameters shown and P'oora n individual (�V Truss: C6 and Warnings before construction commences, building component.App inabnity of design parameters end r �. /� ( F'". j . Incorporation of component Is the responsibility or the building designer. 4 J c!/V. 2.Nail compression web bradng must be Installed where show„a. 2.Design assumes the tap and bottom chords to be laterally braced at ` 3.Additional temporary bracing to Insure eaten?during construction 2 o c.end at 10 o c reepedkety unless brand throughout their length by lr jq t . ` Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). I 1." DATE: 11/30/2015 the overall Ane ie the responsibility of the building designer. 3.2s Impact badging or lateral bracing required share shown•n 1.No bIn ed should be applied any component until after al bracing and 4.Installation dhoti la the reeponsiblllty of the respective contractor. SEQ.: K 15 6119 3 fasteners are complete and at no time should any loads greeter then 5.Design assumes mases are to be used in a non-corrosive enmmnment end are for"dry condition.of use. TRANS I D: LINK design bads be applied to any component. 6.Design manes hll bearing at A supports shown Shim or wedge if EXPIRES: 12/3112016 S.Compuhas no control over and assumes no reaponelblltiy for the nenasery. November 30,2015 fabrication,ien. handling,shipmerd and installation or components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.lines tcoincide with IM nn efeces or thus,and placed no their center TP WVECA in SCSI,copies of whichvAM be furnished upon request. 9.Digits Indicate sloe of plate In inches. Welt USA,Inc./CompuTrus Software 7.6.6(1L}E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-14=(-1532) 7788 3-14=1 -78) 440 BC: 2X6 KDDF #18BTR SPACED 29.0" O.C. WEBS: 2x9 KDDF STAND 2- 3=(-8988) 1824 19-15=(-1508) 7862 14- 4=( -670) 2884 3- 4=(-9058) 1848 15-16=(-1226) 6930 4-15=(-1792) 472 LOADING 4- 5=(-7776) 1582 16-17=( -950) 5698 15- 5=1 -350) 1906 TC LATERAL SUPPORT <= 12"OC. LION, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-7212) 1474 17-18=1 -508) 3480 15- 6=( -540) 996 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-6386) 1170 18-12=( -544) 3458 6-16=1 -838) 310 TOTAL LOAD = 42.0 PSF 7- 9=(-3556) 646 16- 7-( -148) 1198 NOTE: 2x9 BRACING AT 24"OC UON. FOR 8- 9=1 0) 0 7-17=(-2470) 506 LL = 25 PSF Ground Snow (Pg) 9-10=(-3856) 694 9-17=1 -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=1 -68) 382 11-12=(-4012) 688 10-18-( -114) 42 ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0" 12-13=1 0) 50 18-11=( -36) 134 OVERHANGS: 12.0" 12.0" @@ADDL: BC CONC LL+DL= 3191.0 LBS @ 6'- 4.5" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) Jr ( 2 ) complete trusses required. 0'- 0.0" -1006/ 4915V -87/ 87H 5.50" 7.86 KDDF ( 625) Attach 2 ply with 3"0.131 DIA GUN BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 34'- 0.0" -398/ 2258V 0/ OH 5.50" 3.61 KDDF ( 625) nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.128" @ 13'- 10.8" Allowed = 1.654" @@ HANGER BY OTHERS TO APPLY CONC. MAX TL CREEP DEFL = -0.410" @ 13'- 10.8" Allowed = 2.206" MAX LL DEFL = 0.001" @ 35'- 0.0" Allowed = 0.100" LOAD(S)EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.001" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.034" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.080" @ 33'- 6.5" Design conforms to main windforce-resisting 7-11-11 17-02-10 8-09-11 system and components and cladding criteria. 3-06-10 2-11-101-05-07 5-11-02 6-02-05 5-01-02 1-011-00Q-042-11-10 3-06-10 f Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1' 1' 1' 1 1 1' ' 1' i f 1 (All Heights), Enclosed, Ca[.2, Exp.e, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, 1 8-00 Truss designed for wind loads 12 M-5X8 ♦598# 1' '( in the plane of the truss only. 6.00 p 5 M-3x4 M-3x4 B M-5x8 12 M-3x5 6 * �� M-3x5 d 6.00 o M-1.5x3 + .M-1.5x3 f'1 10.0...7. i ..... \ o o O I 19 15 ee L .1 3 'c of M-3x10 M-6x8 0.25" M-3x8`17 le M-3x10 M-3x y y319.1#8 M-7x8(S) M-6x8 0 � �,yOc T y 1 y y 'rG i" Ccs' 6-02-12 1-04 9-05-09 9-05-09 1-04 6-02-12 y y �. j t'‘ 4:',9 /p l l 1-00 34-00 1-00 ✓ 8.782PE �r JOB NAME : 3413-B POLYGON NW - C7 / / Scale: 0.1852 Wer WARNINGS: GENERAL NOTES, unless otherwise noted 'e) -^' Truss: C7 1.Builder and erection contractor should be advised of di General Notes t.This design Sbased only upon the parameters shown and letor anindividual TI OREGON a,._ .Q' and Warnings before construction commences building component.Applicability of design parameters and proper 7 ,`. �.r 4J I'I ry 2.Dt1 compression web bracing must be installed where shown+, Incorporation of component Is the responsibility of the building designer. „tea /'4 py A6 „V e 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the lop end bottom chards to De laterally braced at '�/ V Is the responsibility or the erector,Additional permanent bracing of 7 a c and it 10 e.c.respectively unless braced throughout their length by DATE: 11/30/2015 the overall structure is the responsibility continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). �.4 U1. [� ty or the building designer. 3 29 Impact bddgmg or lateral bracing required where dun... SEQ.: K 15 611 9 4 4.No load should be applied to any component unto atter all bracing and 4.Installation or truss is the responsibility of the respective contractor fasteners am complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina nen-corrvaNe environment TRANS ID: LINK design loads be applied to any component. and are for"dry condition"or use. 6.De�sea swmes 941 bearing at at supports shown.Bhlm or wedge If 5.CumpuTrus has no control over and assumes no responsibility for the y. fabrication,handling,shipment and installation of components. 7.Resign assumes adequate drainage is provided. EXPIRES: 12/31/2016 8.This design la fumlehed subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center November 30,2015 TPW6IEA In BCSI,copies of which will be furnished upon request. line coincide with joint center lines. 9.Digits indicate do of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)_E 10.For basic connector plate design values see ESR-1311,ESR-7988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-31) 112 6-5=( 0) 18 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-33_(-1833) 35 5-7=(-68) 219 5-3=(-2200) 69 58 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"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" -53/ 357V -14/ 77H 5.50" 0.57 KDDF ( 625) OVERHANGS: 12.0" 0.0" 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 lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL= -0.008" @ 2'- 4.7" Allowed= 0.170" 3-11-11 MAX TL CREEP DEFL= -0.019" @ 2'- 3.8" Allowed = 0.226" ,r 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" MAX HORIZ. LL DEFL= -0.005" @ 6'- 3.7" 12 MAX HORIZ. TL DEFL = 0.010" @ 6'- 3.7" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 4 -/ Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 A) oo load duration factor=1.6, '1 o Truss designed for wind loads I in the plane of the truss only. co o IIIIIMM o '�� r! M-3x9 K o ii 1 •••4•••• 1104 M6-3x4 M-3x4 M-3x5 y y 1 l 2-03-12 3-11-15 1-08-05 y 1-00 y 2-05-08 y 8-00 5-06-08 y <L �\D PRO/. zS 'PROVIDE FULL BEARING;Jts:2,4,7 I r,`�� .,1.(��'[+'�G INryE 1'9 '0�. 44, �". S9782PE C' • • JOB NAME: 3413-B POLYGON NW - CJ2 Scale: 0.5501 t, mw GENERAL NOTES, Mess otherwise noted �I 9 OREGON Q,N. WARNINGS:.BoNde r v 1.Builder and erection contractor Mould W advised of al General Notes 1.This design is based only upon the parameters Wpm and b for en individual +'(� ���: Ab;: J ✓, Truss: CJ2 and Warnings before eonsbudbn commences. bolding component.Appllcabldty of design premiers and proper I +l y 2.2s4 compression web bredng must be installed where shown e. Incorporation of component Is the reeponsibllty of the bolding designer. �{ Pre Z Design aromas the top and bottom chorda to be rWaugh/eoghe braced el • 4 U l \ 3.Additional temporary bracing to insure stability during consimdbn T o.c.end at ICC o.c.reapectNely unless braced throughout their length by 1•• Is the responsibility of the erector.Additional permanent bredng of continuous sheathing each Be plytwod eheething(TC)end/or drywal(BC). DATE: 11/30/2015 the overel structure b the reeponsiblity of the building designer. 3.2a Impact bridging or lateral bredng required where shown++ SE : K15 6119 5 4.No bed should be applied to any component until after al bredng end 5.4.Designl:Pon di s Iss the aretoresponsibility ft ethe non-corrosiverespective envh rnment, �/ c Q. lasenereaecomprteanealnoTimesiwuldanybaagreaterfanand are for•drycondition^ofuse. EXPIRES: 12/31/2016 TRANS I D: LINK design bads be applied to any component. 8.Design asoma.MI bearing at al supports shown.Shim or wedge if S.CompuTrushas nocontrol over and assumes noresponsibillryfor the „ary. November 30,2015 fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. 8.This design Is furnished ob)ed to the limitations set forth by 8.Plates shall be Mated on both faces of truss,and placed so their center TPWWCA in SCSI,copies of which vdl be furnished upon request. lines g,Dlplts olndde with Idle We of center Iln.e. oithee t . MTek USA.Inc./CompuTrtis Software 7.6.6(1L)-Z 10.For beak connector plata design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF 4166TR TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 BC: 2x4 KDDF 16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-101) 239 6-5=( 0) 18 WEBS: 2x4 KDDF STAND SPACED 29.0" O.C. 2-3=(-320) 55 5-7=(-211) 477 5-3=( 0) 64 LOADING 3-4=( -50) 46 3-7=(-483) 213 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN, (SPECIES) 0'- 0.0" -57/ 411V -22/ 1O8H 5.50" 0.66 KDDF ( 625) LL = 25 PSF Ground Snow (pg) 5'- 10.9" -111/ 116V 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 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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" 5-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" fMAX LL DEFL = 0.021" @ 2'- 4.7" Allowed = 0.270" 2-03-12 3-07-15 f MAX TL CREEP DEFL= -0.039" @ 2'- 4.7" Allowed= 0.359" MAX LL DEFL = 0.000" @ 6'- 3.7" Allowed= 0.078" fMAX TL CREEP DEFL = 0.000" @ 6'- 3.7" Allowed = 0.105" 12 MAX HORIZ. LL DEFL = -0.014" @ 6'- 3.7" 6.00 MAX HOAR. TL DEFL= 0.022" @ 6'- 3.7" 4 -: �) Design conforms to main windforce-resisting �j 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), M-4x6 0 load duration factor=1,6, m Truss designed for wind loads o in the plane of the truss only. I N l If __ iiiiallim........_ ._aiiiiill IIIN .. meiEll i. 0 YY-- c -m o M-3x9 ol 1 :mgMfi3x4 M-3x9 M-3x5 l y y y 2-03-12 3-11-15 1-08-05 y 1-00 y 2=05-08 y 8-00 5-06-08 y 4% ,0 PR°Fes:_ (PROVIDE FULL BEARING;Jts:2,9,7 I r`n GIN lie 0._-"4./ :9782PE �I- JOB NAME : 3413-B POLYGON NW - CJ3 -�' �"'" Scale: 0.5126 i/ / AIIII WARNINGS: GENERAL NOTES, 04 IS rodeenoted 7. -7,1, REGONZpy', Truss: CJ3 1.Builder and erection contractor should be advised of ail General Notes 1.This design is based only upon the parameters shown and Is for an individual aJ V 284 Wamreseobefore constmctmncommsttkds. bottling componentApplicability of design parameters and proper 7'�('f /t�� � • r� 2.2x4 compression web bracing must be Installed where shown h Incorporation of component Is the responalbillh of the building designer, T 'l 3,Additional temporary bracing to insure atablliy during construction 2 Design assumes the top end bottom chards to be laterally braced et DATE: 11/30/2015 Is the responsibility arms erector.Additional permanent bracing of 2's.c.and at 1G a,c,respectively unless braced throughout their length by �t the event structure is the reeponelbNlh of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywa8(BC), 1.. SEQ.: K1561196 4.No mad should bee led to4.Intmltctbo Crus is the reepend gty of the whpre.he rota PPI any component until ail 4.DInesign assion ommwIsles are to be used inaon-odWe contractor. fasteners are complies and at no time lint. any loads greater than 5.Design assumes trusses are to be In a non-corrosive environment, TRANS ID: LINK dssgnmadabeeppbdtoa over and end aro for"dry condition.of use. EXPIRES: ' E 12/31/2016 5.CompuTrus has na control over and assumes no responsibility for the 8,Design assumes NII bearing al a8 supports shown.Shim or wedge If fabrication.handing.Shipment and matatlatlon of components. necessary. November 30,2015 6,Thisdesign Is furnished subject to the limitations set tom by 7.Design assume.adequate drainage Is provided. TPDNTCA in BCS(,copies of which nil be furnished upon request. e,Plalasso shed a with joint on both feats of Irvae,end paced so their center P 9 Digscolndde wbsJontcomn inches. B.MITek USA,Ina./CompuTrus Software 7.6.6(1L)-Z 10.FsnbDigits Intlmon eco r of plate In ignhes. For basic connecter pale da&gra values sea 8513-131 1.ESR•1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PECIFICATIONS 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF 016BTR LOAD DUSPTIED I2CR0ASE C 1.15 2-3=(-127) 93 SPACED 29.0" O.C. BC: 2x9 KDDF #168TR TC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. ION. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 7'- 0.2" -50/ 481V -30/ 139H 5.50" 0.77 ROOF ( 625) OVERHANGS: 12.0" 0.0" 7'- 9.2" 0/ 101V 0/ OH 5.50" 0.16 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -94/ 219V 0/ OH 1.50" 0.35 ROOF ( 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 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ I: L 0.24 Allowed 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.275" @ 4'- 9.3" Allowed = 0.546" MAX TC PANEL TL DEFL = -0.357" @ 4'- 6.1" Allowed = 0.820" MAX HORIZ. LL DEFL = -0.001" @ 7'- 11.2" MAX HORIZ. TL DEFL = -0.001" @ 7'- 11.2" 3 -,/ 12 Design conforms to main windforce-resisting 6.00 C7 system and components and cladding criteria. ') 0 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. In O m, cm C t 'Ili' 4►' 0 1 2► 1 O M-3x4 1-00 !PROVIDE FULL BEARING;Jts:2,4,3 ! 8-00 `(-,. " o n QF�SA1 c` 49 GINE �p.0. 0,_444 17 :9782PE v' JOB NAME : 3413-B POLYGON NW - CJ7 . ''� Scale: 0.5126 y /'. EGO11111N GENERAL NOTES, unless otherwise noted. '�jt///"'; EG V N N. 1.Builder and erection nentrador ehould be advised of al General Notes I,This design Is based only upon the parameters shown and Is for en individual +[y� ��{ yyQ �"' Truss: C J7 and Warnings before construction commences building component.Applkabgly of design parameters and proper f� 41 ` yam+ f.+ 2.2,4 compression web brad must be Installed where shown.. incorporation assumes of component Is the chortle of the binding designer. �1 N J ng mu 2 Design assumesom top and bottomre ponsib to be the brads dat esigner. 3.Additional temporary bracing to Insure stability during construction 2 o c and at 10 c.c.respectNely unless braced throughout their length by ' h" pA. pkt is the raaponalbigy of the erector.Addgonal permanent bracing of continuous sheathing such as plyeood aheathing(TC)and/or drywal(BC). DATE: 11/30/2015 the overel swduta la the raapenalblity of the building designer. 3.2i Impact bridging or lateral bradng required where shown♦+ SEQ.: 0(75 6119 7 4.No bad should be applied to any component antl after all bracing and 4.Installation of was is the responsbllty of the reapedNe contractor. 5.Design assumes trusses are to be used in a noncorrosive environment. fasteners are complete and at no time should any hada greater than end are for'My condgon^of use. TRANS ID: LINK design bads be applied to any component. 8.Design assumes Ml bearing at all support shown.Shim or wedge it E'�/pAI !REB. 12/31/2016 G CompuTrus Me no control over and assumes no responsibility fur the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design ie furnished subject to the limitations set forth by 8.Bents ssshaldswolocated centerthllfa es of trues,and placed so their center TP WVfDA in SCSI,copies of Mitch will Be furnished upon request. 9.Digits indicate sizeh ofplate In inches. MiTek USA,Int./CompuTrus Software 7.6.6(1L)-E 10.For basin 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/DOF/Cq=1.00 TC: 2x9 KDDF #186TR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O,C. 1-2=( 0) 50 2-7=(-239) 901 7-6=( 0) 18 WEBS: 2x9 KDDF STAND; 2-3=(-492) 122 6-8=(-991) 803 6-3=( 0) 83 2x9 KDDF #1beTR A LOADING 3-9=(-127) 105 3-8=1-805) 997 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4-5=1 -10) 5 9-8=(-176) 156 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BC LATERAL SUPPORT <= 12"OC, UM. TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" • LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -80/ 973V -54/ 199H 5.50" 0.76 KDDF ( 625) 8'- 0.0" -46/ 328V 0/ 0H 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 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICON D. 2: Design checked for net(-5 psf) uplift at 29 "or 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" 2-03-12 0-01-12 5-06-08 MAX LL DEFL = 0.046" @ 2'- 9.7" Allowed = 0.359" ,1- MAX TL CREEP DEFL= -0.070" @ 2'- 4.7" Allowed = 0.472" T MAX HORIZ. LL DEFL=-0.029" @ 7'- 8.2" M-1.5x3 5 MAX HORIZ. TL DEFL= 0.036" @ 7'- 8.2" 12 > 6.00 p 4 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, Truss designed for wind loads .-1 in the plane of the truss only, W 0 1 M-4x6 ^ hM o0 M -�', 'O ►- O C 0 0 M-3x4 ' 1 1 2�� o M1 3x4 0 M-3x4 M-3x5 l l , l 2-03-12 5-02-12 0-05-08 y 1-00 2-05-08 y 8-00 5-06-08 y �tL � P R O ` 89782PE pr JOB NAME : 3413-B POLYGON NW - CJ8 _.. .,' Scale: 0.4751 yy WARNINGS: GENERAL NOTES, unleeeoterwisenoted F OREGON `° Truss: CJ8 1.Builder and erection contractor Mould be advised of all General Notes 1.This design la based only upon the parameters shown and is for an individual re. .,'Z'Warnings before construction commences. building component.Applicability of design parameters and proper '7,4,6 GqR Y.:A S Ni X. 2.2c4 compression web bracing must be kistalbd 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 end bottom chards to be laterally braced at v' t.Pa‘ is the responsibility of the erector.Additional permanent bracing of 7 o.e.end at 1 O o.c.respectively Cep unless bread throughout their rel)B by /1. 1 DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)end/or drytvall(BC). r`9 L SQ. : K15611984.InImpactlardgbgor lathlerelpradn9tyofthewmpeabeco+a E 4.No bad should be applied to any component until after a4 bracing end 4.Insta9edon or Wee 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, EXPIRES: 12/31/2016 TRANS ID: LINK design bads be applied to any component. and are for"dry oondnion'of use. 5.Computres has no control aver and sesames no responsibility forme 8.Design ay es NI bearing at all supports shown.Shim or wedge i! fabrication,handling,shipment and metellation of components. ry' November 30,2015 6.This design la furnished subject to the Imdetiona eel forth by 7.Design aewmee adequate drainage Is provided. TPbWI'CA In SCSI,copies o!which sow be famished upon8.planta shell located on tern feces of trusstrussand placed se their center request, lines coincideath wiMint costar IIne0. MiTek USA,Inc./CempuTrus Software 7.6.6(1LFZ 9.Digits Indicate size or plate in inches. 10.For basic connector plata design values we ESR-1311,ESR41988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN B'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 LUMBER SPECIFICATIONS 1-2=(0) 50 2-4=10) 0 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 2-3=(0) 61 BC: 2x9 KDDF #1&BTR SPACED 24.0" D.C. 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 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 92.0 POP 0'- 0.0" -69/ 286V -7/ 47H 5.50" 0.46 KDDF ( 625) 1'- 10.9" -139/ 136V 0/ OH 1.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.005" @ 1'- 1.5" Allowed = 0.145" MAX BC PANEL LL DEFL = 0.011" @ 3'- 6.6" Allowed = 0.350" MAX BC PANEL TL DEFL = -0.075" @ 4'- 4.8" Allowed = 0.467" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" • MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 1-11-11 l' 1 Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 Wind: 140 mph, h=19.7ft, 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. 3 elo 0 N M O 1 4 y4 -/ 0 0 M-3x4 Jr 1 Jr 1-00 [PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 ,C;.,GJ i� Ff� �' sr :9782PE t-- JOB 'JOB NAME : 3413-B POLYGON NW - J1 Ad, Scale: 0.6001A. WARNINGS: GENERAL NOTES, unlessotherwlea noted • � UR G�7N�b� 4�. 40 1.Builder and erection contractor should be advised dell General Notes 1.This design Is based only upon the parameters shown and Is for an Individual Truss: J 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.244 corn resebn web tracing must be Installed where Moven". incorporation of component Is the responds to of Me building deed at era °9 q Ry A 5 , P 2.Design assumes IM top and bottom chords to be laterally braced at �,+ 3.Additional temporary bracing to insure stability during construction 7 Data end at 1g c.c.reepec8vely unless braced throughout their length byv is me responsibility silica erector.Additional permanent bracing of continuous sheathing such es plywood sheething(TC)end/or drywall(BC). PA UL s \ DATE: 11/30/2015 the overall structure Is the respensidity of the building designer. 3.24 impact bridging or lateral bracing required where shown n 4.No load should be applied to any component untl after ase s bracing and 4.Installation of truss is the responsibility of the respeotNe contractor. SEQ.: K 15 612 O 1 fasteners are complete and at no time should any bads greater then 6.Design assumes trusses are to be used In a non-corrosive environment, design leads be applied to any component. and are for"dry condition"of use. EXPIRES: / { cp(y)ry ) c TRANS ID: LINK8.Design assumes hu bearing al all supports shown.Shim or wedge i1 PIR S: IG(J /2016 5.CompuTNs hes no control over end assumes no responsibility ler the necessary, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage la provided. November 30,2015 8.This design is furnished subject to the limis8ons set forth by 8.Plates shall be located on both fates of truss,and placed so their center TPBWTCA in BCS[,copies of which will be furnished upon request. Ines oolncide with 9.Digits indicatejoint sizeof plate In inches. MiTek USA,Inc./CompuTruS Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-131f.ESR-19B8(MITek) This FIdesignMBER-BCprepared from computer input by C LU LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR 2-3=( 0) 50 2-9=(0) 0 SPACED 29.0" O.C. 2-3=(-59) 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" -43/ 357V -14/ 77H 5.50" 0.57 KDDF ( 625) 3'- 10.9" -149/ 139V 0/ OH 1.50" 0.22 KDDF ( 625) LL = 25 PIE Ground Snow (Pg) 8'- 0.0" 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" MAX BC PANEL LL DEFL = -0.012^ @ 3'- 6.6" Allowed = 0.350" MAX TC PANEL TL DEFL = -0.026" @ 2'- 2.2" Allowed = 0.369" MAX BC PANEL TL DEFL = -0.111" @ 4'- 4,8" Allowed = 0.467" 3-11-11 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" f ,r 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: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 6 in the plane of the truss only. 0 ru 0 • M-3x9 1-00 y (PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 R,O) PR OAFS 0jAjy :9782PE JOB NAME : 3413-B POLYGON NW - J2 Scale: 0.5751 WARNINGS: GENERAL NOTES, unless othervdae noted Truss J2 I.Bu/der 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. R R G(yll I Ia and Warnings before construction commences. building componentApplicability of design parameters and proper �Y v I^) !r 2.2a4 compression web bracing must be Installed where shown r incorporation of component lathe responsibility of the building designer. �..e� ��� �,•��� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chortle to be laterally braced at ��/( • • Is the responsibility of the erector.Additional permanent bracing of T o.c.and al t g o c.respectively ss dy unless braced throughout Isle length by �\• t DATE: 11/30/2015 the overall structure Is the responsibility of the balding designer, 3.continuous sheathing such as plywood ral bracing required ehhg(TC)and/or drywel(BO). PA U L V. wn SEQ. : K1561202 4.No bad should be applied to any component anti alter ail bracing and 4.n�alalallonImpact of truss Is hedging or eresponsibility of the reweave contractor. fasteners aro complete and al no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design toed.be MAIM to any component• and are for dry conditionchase. B.ConpuTnre has no control over and mums no responsibility Ior the B.Decease assumes mil bearing el ail supports shown.She or wedge If EXPIRES' /�j (� p fabrication,handling.shipment end lnsislstlon of components. 7.Design assumes atlequsle drainage Is provides EXPIRES' 12(x711201 V 5.This design afurnished subject tothe limitations set forth by B.Plates shall beloaded onboth faces nrpm,and placed estheir center November 30,2015 TPWV TCA In SCSI.copies of which will be furnished upon request. lines coincide ash joint center lines. MiTek USA,Inc./CampuTnus Software 7.6,6(1L}E 9.Digits Indicate size of pieta h Indus. 10.For baste connector plate design values see ESR-1311,ESR-1 BBB(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: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-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 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BEG 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" -49/ 422V -22/ 108H 5.50" 0.67 KDDF ( 625) 5'- 10.9" -125/ 170V 0/ OH 1.50" 0.27 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) B'- 0.0" 0/ 82V 0/ OH 5.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 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" MAX BC PANEL TL DEFL = -0.149" @ 4'- 1.9" Allowed = 0.967" 5-11-11 ,r f 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=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 O 1 2� M-3x9 l b 1 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 8-00 PRop �c' •� NGINEe lei%�� 8.782PE <" • JOB NAME : 3413-B POLYGON NW - J3 • Scale: 0.5501 A. WARNINGS: GENERAL NOTES, unless otherwise noted. shown OREGON/'h illhT . 1.Builder and eredbn contrader should be advised of al General Notes 1.This design N based only upon the parameter. rown and la for en Individual OI V V • Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper 4r, 2.2.4 compreselon web bradng mud be Installed where shown i. incorporation of component is me responsibility of the building designer. " A (./..4f1 A 3.Additional temporary braving to Insure NeNllly during construction 2.Design assumes the top and bottom chords to be laterally braced et 17V lT _(Y�• is the rssponsibilly of the erector.Additional permanent bracing f ntinc.end N 1tl o n.rsuch psi used s bread)TC)and/or their length). /yA UL t1�V g o continuous sheathing such es pNvnad sheelhing(TC)and/or drywafl(BC). !"' S~ DATE: 11/30/2015 the overall structure le the responsibility of the balding designer. 3,2a Impact bddging or lateral bracing required where shown. S E 15 612 0 3 4.No bad should be applied to any component ami after all bradng and 4.Installation of seas is the responsibility of the reepectNe contractor. 4•• fasteners era complete and st no time should any bads greater than 5.Design assumes trusses era to be used in a non-corrosive environment. design Naas be applied to any component. end are for'dry condition"of use. desi TRANS ID' LINK vu pons8.DeNgnaswmesNilbearing etalsupports ahown.Shim orwedge if EXPIRES: 12/3112016 s.Com Trus hes no control over and assume.no red IN for the masse fabncation,handling,shipment and instailetien of components. 7.Design seeress adequate drainage Is provided. November 30,2015 6.This design N furnished cabled to the imlatbns set forth by B.Plates shall be located an both teas of truss,and placed so their center TPIMRCA in SCSI,wpbs of which coil be furnished upon request. 9.Dianalines olndde ithsJot cent tter'lines, indMitek USA,Ino./CompuTfue Software 7.6.6(1L)-E to.For badcannedor plate design values see ESR.t311,1018-1988(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#l&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 1-2=( 0) 50 2-4=(0) 0 TC LATERAL SUPPORT 0= 12"01. UON. 2-3=(-127) 92 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 OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. TOTAL LOAD = 92.0 PSF 0'- 0.0" -58/ 980V -29/ 139H 5.50" 0.77 KDDFPEIES)(C 625) 7'- 9.2" 0/ 101V 0/ OH 5.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -94/ 218V 0/ OH 1.50" 0.35 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.270" @ 4'- 9.1" Allowed = 0.594" MAX TC PANEL TL DEFL = -0.353" @ 4'- 5.9" Allowed = 0.817" 7-11-11 MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.9" ,r MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 12 3 -/ 6.00 Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 m o• f• ly RA I 1 Z�� 0 4 0.- -.1 M-3x4 y y 1-00 !PROVIDE FULL BEARING;Jts:2,9,3 I 8-00 y , .,.,, D PROfiFss �c NGINE. - fo `t' :9782PE '7<'` JOB NAME : 3413-B POLYGON NW - J4 Scale: 0.5126 .'/ -dor WARNINGS: GENERAL NOTES, unless otherwlae noted: �� / inlit Truss: J4 1.Builder and erection contractor Mould be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual ` .�� OREGON R E l O(l ,;, and Warnings before construction commence°. building component Applicability of design parameters and proper fl L.l OI V V 2.2x4 compression nab bracing must be Installed where shown•, Incorporation of component b the responsibility of the building destgner. 3.Additional temporary bracing b Inure stability during coneructlon 2 Design assumes the top and bosom es,ion to be laterally braced at I�.. [y y: � I°me responsibility of Me erector.Additional permanent bracing of 2.pc.and at 10 a.c.roepacc plywood Mess braced throughout their length by `,_. al DATE: 11/30/2015 the everaNstructure Iathe responsibility ofthe building designer. continuousndgingloraehasacingreuirsd here).nn,stlrywall(BC). /['" ZS �� SEQ.: K15612043.In tmptiona mg Ist erespteral rednllyof the nManttos n++ 4.NaNo bad should be applied to any component untH eller all bracing and 4.Installation anima Is the responsibility of the respectNe contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina non-conodva environment, TRANS I D: LINK design bads be applied to any component. end are for"dry condttlon"of use. 5.CompuTrue has no control over end assumes no responsibility for the 8.Design assumes NII bearing at al supporta shown.Shim or wedge 1! EXPIRES: fabrication,handling,shipment and lnetallation of components. necessary. 1''c/3.11201$ 6.ThIs design is furnished subleS to the limitations set forth by 8.Design assumes adequate drainage faces la truss,an N owe mbar 30,2015 TPWOTEA M SCSI,copies of which will be furnished upon request. 6 AnPlate coes lnddall eavNoh joint cated oSante,linen of true,and placed w their center MRek USA,Inc./CompuTrus Software 7.6.6(1L}E 9.Digits Indicate size of plate in Inches. 70.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This FIC designLUMBER-BC prepared from computer input by PACI TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 LUMBER SPECIFICATIONS 1-2=( 0) 50 2-5=(0) 0 TC: 2x9 KDDF #1&BTR LOAD DUSPAIED I24R0ASE = 1.15 2-3=(-150) 126 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 3-9=( -99) 37 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 492V -37/ 1708 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 90V 0/ OH 5.50" 0.19 KDDF ( 625) 7'- 11.2" -202/ 991V 0/ OH 1.50" 0.63 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -93/ 28V 0/ OH 1.50" 0.09 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.200" @ 3'- 10.8" Allowed = 0.546" MAX TC PANEL TL DEFL = -0.199" @ 3'- 10.9" Allowed = 0.820" MAX HORIZ. LL DEFL = -0.002" @ 7'- 11.2" 4 MAX HORIZ. TL DEFL = -0.002" @ 7'- 11.2" I 12 �� Design conforms to main windforce-resisting system and components and cladding criteria. 6.00 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=l.6, Truss designed for wind loads in the plane of the truss only. 0 N 0 fliMMIMMEMINNIMIEMMIMIIIMM.I. -,0 0 2-} o M-3x9 1 )• p O y 1_00 y 8-00 (PROVIDE FULL BEARING;Jts:2,5,3,4 I 1-11-11 S it '` :9782PE C'' JOB NAME : 3413-B POLYGON NW - J5 Scale: 0.9500 WARNINGS: GENERAL NOTES, unless otherwlsenoted: lir v"ef�OREGON ©�� Q` t.Budder and erection conduct ahold be neseadvised of all General Holes 1.This design building component.based only upon the.Applicability of design ters shown and meters and proper individual Truss: J5 and Warnings berme bracing commences. Incorporation of component Is the responsibility of the building designer "",' WA C'fV '` 01et ,7 <F. ].2a4 compression web brednp mus be installed whets shown+. 2.Design assumes the top and bottom chorda to be laterally braced at �l ! _+j/ 3.Additional rest temporary bracing to Insure senel p during construction 2 c.c and at 10 o c reapectNely unless breod throughout their length by ayy�v Is the responsibility of the erector.Adddonel permanent bracing or continuous sheathing such as plywood sheathng(TC)and/or drywel(BC). PA U s'"� DATE: 11/30/2015 the metal structure la the responsibility of the budding designer. 3,2s Impact bridging or lateral bredng required where shown•. S E K 15 612 0 5 4.Na load should be applied to any component ural ager Cl bradr9 and 4.Installation of truss Is the responsibility or the respedNe contractor. 4.. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used In a noncorrosive environment design pads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK pone ly H.Deadna.wm.andlbeadngaalwppodaaown smm,,wedge II EXPIRES: 12131/2016 5.ComWTma Mao control over and assumes o�ea Ibll Mr the necespry. fabrication,handling,shipment and 95911910n of components. 7.Design assumes adequate drainage is provided. November 30,20.d15 6.This design is furnished subject to the limitations set fodh by 8.Platesshal be loafed on both bas of truss.and placed o their center TPLWICA In SCSI,copies of which will be furnished upon request. g,lbws alndde a with lofnt ticcenter lines, In inches. MiTek USA.IOcJCompuTrUS Software 7,6.6(1L)-E 10.For basic connector plate design values we ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x9 KDDF #16, T, LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. 1-2=( 0) 50 2-5=(0) 0 2-3=(-191) 128 TC LATERAL SUPPORT <= 12"OC. LION. 3-9=( -90) 38 BC LATERAL SUPPORT <= 12"OC. CON. LONDIOG LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. 0'- 0.0" -29/ 994V -45/ 202H 5.50" 0.71 KDDFPE(C 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/ ON 1.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 11.7" -34/ 60V 0/ REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. OH 1.50" 0.10 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/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 -i �( Design conforms to main windforce-resisting a 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, MEETS(Dir), load duration factor=1.6, Truss designed for wind loads 3 in the plane of the truss only. crib 0 rn to _ .111 2' S►_� .y. M-3x4 y y 1-00 PFip�fi 8 {4 ) S -00 3-11-11 'PROVIDE FULL BEARING;Jts:2,5,3,9 C`J 'T 44 4t' :9782PE 1). ` JOB NAME : 3413-B POLYGON NW - J6 Scale: 0.3858 / WARNINGS: GENERAL NOTES, unless otherwise nolad 1r / 'FMINI Truss: J 6 1.Balder and erection contractor ahould be advised eau General Notes 1.This design le based only upon the parameters shown and la for an Individual 2 OREGON J and Warnings before construction commences boding componentApplicability or design parameters and proper Off` 2.2t4 compression web bmdng must be Metalled where Mown+, Incorporation of component lathe responsibility of the building designer. 3 Additional temporary bracing to Wore stability during construction 2.Design assumes the top end bottom chorda to be laterally braced et "VA, .�5 `� lathe rospondblipy of the erector.Additional permanent bracing of 2 o c.and et 10 o.c.roepectNely uNese braced throughout their length by DATE: 11/30/2015 he averoAststructure lathe responsibility of the building designer. continuous sheathing such as plywoodaheethmg(TC)and/or drywall(BC). ‘N,1. SEQ.: K 15 612 0 6 4.No load should be applied to any component until alter all bracing and 4.2'Impact botlging lor a bradng required the whpe shown t e / goner. g 4 DesignInstallaion of Nos le Iha is to be Use of the respective contractor. fastener.are complete and at no time should any bads greater than 5.Design assumes truss..are to be used in a noncorrosive environment, TRANS ID: LINK design Nada be applied to any component. end are for"dry condition"oruse. 5.I mpuTrus has no control over and assumes no responsibility for the S.Design assume.lull bearing at ail supports shown.Shim or wedge If y fabrication,handling,shipment and Installation of components. ry' EXPIRES: 12/31/2016 8.This design b furnished subject N the limitations set forth by 7.Design assumes adequate both located on Cage k pr..,,and R L'S TPIMTCA in BCSI,coples of whkh wig be furnished upon request. 8 Ines col ddPlates shall awith joint center Mines.dimes,and placetl w their center November 30,2015 MITak LISA,Inc./CompUTl116 Software 7.6.6(1L}E 9.Digits indicate size of plate in Inches. 10.For back connector plate design values see ESR-1311,ES14-1988(MITak) This design prepared from computer input by Pacific Lumber and Truss-BC 19-00-00 HIP SETBACK 6-00-00 FROM END WALL INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 1- 2=( 0) 50 2- 7=(-318) 1572 7- 3=( 0) 253 TC: 2x6 KDDF #16BTR LOAD DORATION INCREASE = 1.15 (Non-Rep) 2- 3=(-1837) 935 7- 8=(-323) 1567 7- 4=(-67) 80 WE: 2x6 KDDF STANDR LOADING 3- 4=(-1572) 413 8- 5=(-317) 1575 9- 8=( 0) 296 WEBS: 2x4 KDDF STAND LL = 25 PSS Ground Snow (Pg) 4- 5=(-1841) 433 TC LATERAL SUPPORT <= 12"0C. 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"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 4'- 0.0" V TC UNIF LL( 50.0)+DL( 40.0)= 64.0 PLF 8'- 0.0" TO 14'- 0.0" VBRG BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 19'- 0.0" V BEARING LOCATIONS REACTIONS VERT REACTOONS SIZE SQ�INRED(SPECIESA NOTE: 2T4 OPACIOR AT EASOC UON. FOR 0'- 0.0" -231/ 1226V -52/ 52H 5.50" 1.96 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 @ 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. IC OND. 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 LL DEFL = -0.041" @ 6'- 0.0" Allowed = 0.659" 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 Design conforms to main windforce-resisting 5-11-11 2-00-10 system and components and cladding criteria. 320# 1320# 12 Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 -..:C4-6x6 '7;16.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 load duration factor=1.6, 1011111111111111111111111:M-3x4 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M O 17. 1 _ 6 I 7 6 I M-3x9 M-1.5x3 M-3x4 � o M-3x9 • y l 1 1 5-08-08 2-08-12 5-06-12 y y l l ,10 10 0 14-00 1-00 # �r� NGIEE '/p 1, :9782PE e' JOB NAME : 3413-B POLYGON NW - P1 '.. �r Scale: 0.3991 1� WARNINGS: GENERAL NOTES, unless gmerwlse noted: 1. .ff���. � � i) 1.Builder and erection contractor should be advised Mall General Notes 1.This design based Aopngkpolnlry of a ran pe meters and for orar Individual l7 Q $" Truss: 01 and Warnings berate construction commences. incorporation of component la the responslbRty of the building designer. iti 9i q V 1 2.9t4 comprosslan web bncinp must be installed where Morn*. 2,Design assumes the top and bottom Rhonda to be laterally braced al I I _4 3.Additional temporary lancing to insure NINON during construction2,e s.end at 10 o.c.respectively undoes braced throughout their length by "irto w U L �V Is the responsibility of the erector.Addhlonal permanent bracing of continuous sheathing such as plywood sheething(TC)and/or drywel)BC). rA DATE: 11/30/2015 the overeg ahacture is the responSbRty of the bulling designer. 3.2e Impel bridging or lateral bracing required where ahovn•• 4.No bad should be applied to any component untl ager all bracing and 4.Installation ofbuas is the roaponabNty of the respective centred*,SEQ.: K 15 612 0 7 fasteners are complete and at no time should any bads greater than 5.Design sesames trusses are to be used In a non-corrosive environment, and are ler'dry condfon of use. y {� TRANS ID: LINK dergnbada be applied to any component. 6.Design assumes fug bearing at all supports shaven.Shim or wedge i1 EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility forme necessary, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage A provided. November 30,2015 6.This design is furnished subject to the limitations set forth by 6,PiateessAshhaall be located tentcentern both hlfnaas of trues,end placed so their center TPIMTCA In SCSI,copies of which 0811 be furnished upon request. 9.Digits Indicate size of plata in inches. MITek USA,Inc./CompuTfUS Software 7.6.7(1L)-E 1 For basic connector pate design values sae ESR-1311,ESR-1966(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 916BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-28) 531 6-3=(0) 324 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2-3=(-705) 133 6-4=(-28) 531 WEBS: 2x4 KDDF STAND 3-4=(-705) 133 LOADING 4-5=( 0) 50 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -89/ 702V -63/ 63H 5.50" 1.12 KDDF ( 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 lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.002" @ 15'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 15'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.044" @ 3'- 8.7" Allowed = 0.470" MAX TC PANEL TL DEFL = 0.124" @ 10'- 3.3^ Allowed = 0.705" MAX HORIZ. LL DEFL = 0.005" @ 13'- 6.5" MAX HOAR. TL DEFL = 0.009" @ 13'- 6.5" 7-00 7-00 / Design conforms to main windforce-resisting 12 12 6.00 IIS-4x9 Q 6 00 system and components and cladding criteria. 4 0" Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 ,, ,( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), R load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 1.1 m m T 100,1111 5o 6 o M-3x4 M-1.5x3 M-3x4 O J: 1 l 7-00 7-00 J: 1-00 1 14-00 y 1-00 y �• ti- "gip..., t. :97$2PE /7< JOB NAME : 3413-B POLYGON NW - P2 -oar Scale: 0.3991 740 WARNINGS: GENERAL NOTES, unless otherwise noted C.✓ 1.Builder end erection contractor should be advised of el General Notes 1.This design Is band only upon the parameters shown and is for an Individual 'I' � •-EGONn ce Truss: P2 and Warnings before consirudien commences. building component.Applicability of design parameters and proper 'YG ) T 2.Dl4 compression web bradng must be installed where shown+ Incorporation of component la the responsibility of the building designer. ..f1 VAa.�4 AG G" � • 3.Additional temporary bracing to Indira Nobility during constructioniir 2.Design ed at the tap ant bottom unlesschobraced to be laterally braced at 7 �1(*`Y J Is the responsibility of the erector,Additional permanent bradng of NI T o c aro at 15 a.c.eunh cc ly breced ihroupnod melt length by continuous sheathing such as plywood sheat noire,.)and/or drywal(BC). �,.'q t �� DATE: 11/30/2015 the ovenN structure Is the responsibility of the building designer, 3.Di Impact bridging or lateral bradng required where shown«« �^1 L.. SEQ.: Ki5 612 0 8 4.No load should be applied to any component until after all bndng end 4.Instalation of truss is the responsibility of the respective contractor, fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, d t li b bads si egn as e applied any component. and are for"dry condition"of use. TRANS ID: LINK d 6.Design assumes Ml bearing at all supports Scwn.shim or wedge if 5.CompuTrus Ms no control over and assumes no responsibility for the necesssry EXPIRES: 12131/2016 fabrin.gen,handling,shipment and insialaan of components. 7.Design assumes adequate drainage is provided. November 30,20 1 5 6,This design is furnished subject to the limitations set forth by S.Plates chaff be located on both faces of inns.and placed so their center TPIM/ICA in BCSI,copies of which wig be furnished upon request. Ones coincide wnh Joint center lines. 9.Digits ofpet:inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L-E 10.For basic coctupdsiignvalues sue ESR-13/1.ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 6.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -15) 7 5-3=(-113) 168 5-2=(-207) 191 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-139) 113 WEBS: 2x4 KDDF STAND 3-4=( 0) 50 LOADING TC LATERAL SUPPORT 4= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 4= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 12.0" 0'- 0.0" -32/ 273V -114/ 948 5.50" 0.99 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 !COND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ 7'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 7'- 6.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.097" @ 3'- 3.5" Allowed = 0.397" MAX TC PANEL TL DEFL = 0.133" @ 3'- 3.6" Allowed = 0.596" 0-05-12 6-00-04 f 1' MAX HORIZ. LL DEFL = 0.001" @ 6'- 0.5" 12 MAX HORIZ. TL DEFL = 0.001" @ 6'- 0.5" 1 M-1.5x3 Q 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. li II th 14iiii. 4 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads min the plane of the truss only. 0 r 0 M 5** i 3 1 0 M-1.5x3 M-3x4 J' l l 0-05-12 6-00-04 1 l b 6-06 1-00 444 11 89782PE K' JOB NAME : 3413-B POLYGON NW - P3 • Scale: 0.5233 -''1 _-wii WARNINGS: GENERAL NOTES, unleasolhendaa noted. (/ 40 1.Builder and erection contractor should be advised of all General Notes 1.This design A based only upon the parameters shown end is Hr an individual .17 OREGON N. Truss: 23 and Warnings before construction commence.. building component.Ap4bebilltyofdesign parameters and proper 4ie 2d 2.244 compression web bracing must be Installed where Moven e. incorporation of component is the rospondblity of the building designer. .,ey ('o4 �. r 4' i ! 3.Additional temporary bracing to Insure elabillly during construction 2.Design assumes the top and bottom chords to be laterally braced al 7 �7 J {V�_ 2 sc.and et 10'0.0.respectively unless braced throughout their length by is me responsibility of the erector.Additional permanent brodng of continuous sheathing well ea plywood sheething(TC)and/or drywall(BC). /g ( � DATE: 11/30/2015 the overall structure is mAl e responsibility of the bolding designer. 3.20 Impact bridging or lateral bracing required where Mown♦* /'{U 1.. SEQ.: Ki5 612 0 9 4.Na bed should be applied to any component untg alter al bredng and 4.Installation of toss Is the responsibility of the respective contractor. fasteners ere complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-coneeve environment. TRANS ID• LINK design loads be applied to any component. and are for"My and oars of use. ply/fj l)Y]�{4 5.CompuTnrs hes no control over and assumes no responsibll89 for the 8.Design hull bearing at al supporta shown.Shim or wedge If EXPIRES: 1 2/3 1/20 1 6 fabrication.handling,shipment and Installation el 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 shell be boated on both faces of truss,end placed so their center TPVWTCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint centerlines. S.Digits indicate she of plata in Inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see EBR-1311,ESR-1966(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/Cil=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=(-92) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -53/ 297V -6/ 43H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -93/ 86V 0/ OH 1.50" 0.14 KDDF ( 625) LL = 25 PSF Ground Snow (P9) 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX 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" ,r ,r 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 HOAR. 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=1.6, 3 End vertical(s) are exposed to wind, Truss designed forwind loads in the plane of the truss only. 0 4 m 0 f-- _, 0 1 2 M-3x4 l l y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 :9782PEPROF - GINE / r JOB NAME : 3413-B POLYGON NW - PJ1 Scale: 0.6771 .$1__f� • • • WARNINGS: GENERAL NOTES, unless olhenvhe noted' " E ' OREGON �0, 7.BuilderweeId erectionafore o neirnn shouldnern be ncelaetl Oat General Notes 1.building component. s incorporation t.Appina etheof design parility metof a building d Wgne This design is based only upon the parameter.shown and is for en vldwl �j� V I 1 l7 V N Q Truss: PJ1 end weminp.bero.wnanaaanoamm.was. (rfv C 2.2x4 compression web bracing must be Installed where shown.. 2.Design assumes the top and bottom chords to be laterally braced at "'� '`UA y 15 (✓ 3.Additional temporary bracing to Insure stability during construction 2 o.c.end et 10'e e respectively unless braced throughout their length by V is the reeponebility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)ander drywell(BC). PA 1 1 l '�' DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2a Impact bridgMg or lateral bredng required where shown++ �"'1�,1 1.. SEQ.: K 15 612 10 4.No load should be applied to any component unit after aft bracing and 4.Installation st wagon of truss Is repo sibilueytyd the non-corrosive contractor.at, fasteners are complete end et no time should any loads greater then Design assumes TRANS I D: LINK design bads be applied to any component, and are for"dry condition"of use. 6.Compurres hes no control over and assumes no responelbllity for the 6.Design assumes hal bearing at e0 supped.shown.Shim or edge if EXP I RES: 12/31/2016 2/31/201 6 awry. �t,11 f7 G- G/ 1LV SJ fabrication,bn,han Mg.shipmenteand installation of components. 7.Design assumes adequate drainage is prodded, November 30,20 1 5 8.This design is furnished subject le the limitations set forth by 8.Plates shall be located on both faces of truss,and pieced so their center -MINIMA in SCSI,copies of which Mil be furnished upon request. Ines coincide With joint center lines. 9.Digits indicate size of plate M inches. MiTek USA,Int./CornpuTrue Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber 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: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-65) 48 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -91/ 396V -13/ 71H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -88/ 112V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 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'- 1.9" Allowed = 0.333" T 1' MAX BC PANEL TL DEFL = -0.003" @ 4'- 1.9" Allowed = 0.333" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 6.00 MAX HORIZ. TL DEFL= -0.000" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 3 -/ Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1 g :' ::' All Heights), Enclosed, CatMWFRS(Dir), in the plane of the truss only. 0 N O I FAO o M-3x4 1 y 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,3,4 I p Co ,�iNVIN /o/J. 144 -7 4t" 89782PE r- JOB NAME : 3413-B POLYGON NW - PJ2 Scale: 0.6196 • -.I.WARNINGS: GENERAL NOTES, unless othetetes noted: 1.Builder and erection contractor should be advised of al General Notes I.This design is based only upon the parameters shown and Is for en Individual -srx-OREGON r. Truss: PJ2and WWarnings before construction commences. building component.Applicability of design parameters and proper Y Q must be installed where shown.. Incorponllon of component Is the responsibility of the bulking designer. RAN.' �4 RY:. r ("�� 2.2a4 compression web bracing9 g er. J 3.Additional temporary bracing to Insure stability during construction 2.Decgn assumes ms top end bottom chords to be laterally braced at lathe responsibility of the arodsr.Additional permanent bracing of 2' end at 1g'o.c.respectively unless braced throughout their length by DATE: 11/30/2015 the overed structure la the rs nsibll f the bald) designer. continuous sheathingdinor such as plywood aired sheathing(TC)s ondror drywag(eG). p1° t.' �� spo tyo rp 9 3.28 Impact bridging or lateral bracing required where shown.. IJ SEQ.: K 15 612 11 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibRe of the respecdve contractor. fasteners are compkte and at no time should any loads greater than 5.Design assumes busses are to be used Ina non-corrosive environment, TRANS ID: LINK design mads be applied to any component. end are for"dry condition"of use. EXPIRES: 12/31/2016 5.CempuTrue has no control over and assumes no responsibility ler the B.Design resumes full bearing at al supporta shown.Shim or wedge If neoessary. fabriwtbn,handling.shipment and installation of components. ss ,.Design shall lcedon drainageistrussad. November 30,2015 8.This design Is furnished subject m the IhnlaBone est fans by 8.Plates shag be located on both tams of truss,and Aloud so their center TPNNTCA In BCS',copies of which will be furnished upon request. Ines coincide weh Joint center Ines. 9.Digits Indicate aka of plate in inches. MITek USA,InC./COfnpuTrus Software 7.6.7(114-E I0.For basic connector plate design values see ESR-1311,650-1988(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: 204 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-97) 47 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -46/ 902V -20/ 99H 5.50" 0.64 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. '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 TC PANEL LL DEFL = 0.079" @ 3'- 7.2" Allowed = 0.395" 5-11-11 MAX TC PANEL TL DEFL = -0.092" @ 3'- 4.8" Allowed = 0.593" f 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 mai n windforce-resisting system and componentsand 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=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 - M rn O C of 1 2`� 4 0 M-3x4 , y 1-00 6-00 J'� 'PROVIDE FULL BEARING;Jts:2,4,3 ' EO PF1 ftp .6 NGtNE �:r2 :9782PE �<' JOB NAME : 3413-B POLYGON NW - PJ3 .. i► IIIScale: 0.5762 ,:.r WARNINGS: GENERAL NOTES, unless otherwise noted . } /y Truss: PJ3 1.Builder and erection contractor Mould be advised Wall General Notes 1.This design Is based only upon the parameters shown and h for an individual �X, $ EGON and Warnings before construction commences. building component.Appllnabllby or design parameters and proper I ,§) 2.254 compression web bradng must be Installed where shown i Incorporation or component is the responsibility or the building designer. 11/9, [y". � 3.Additional temporary bracing to Insure stability during constructionlir Ps 2.Design assumes the tap end bottom chords to be laterally braced etal�` is the responsibility of the sector.Additional permanent bracing of 2 o c and at 10 a.c.respectively unless braced throughout their length by DATE: 11/30/2015 the overall etrudura la the responsibility of the balding designer. 3,Zrreconshawbinuous ridging)orlateral such al bracing required reqod u red where shown+dryweN(BC). I I 1 '�' SEQ.: K1561212 4,No road should be applied to any component until after ad bracing and 4.Installation mnt 115 he apaonnsibillhaftto respective conve a^ractorr. x,11.. fasteners are complete end at no time should any Nada greater than and are for"dry trusses are use. TRANS I D: LINK design bads be applied to any component. A Design assumes hill beanng at ed supports shown.Shim or wedge If 5,CompuTrus has no control over and assumes no responsibility for the necessary. EXPIRES: 12/31/2016 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 5.Plates shall be located on both races of true.,end placed so their center TRW/TCA In BC51,copies of which wig be furnished upon request. lines coincide with joint center lines. 5.DIglb indicate size or plate In Inches. MiTek USA.Ina./CompuTrus Software 7,6.7(1L}E 10.For basic connector plate design values sea ESR-1311,055-1955(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF #1613TR 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=(-50) 15 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -68/ 301V -6/ 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/ 92V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IP,. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.050" '1' 'I' MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.067" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 6.00 Design conforms to main indforce-resisting system and componentsand cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 3I ' in the plane of the truss only. Ac o do f 0 ii. 0 ) F 1 2 '41 PI 4 M-3x4 1 1 1 1-00 2-00 !PROVIDE FULL BEARING;Jts:2,4,3 �¢�p PROOFS N .r .. R '0 p• :9782PE Tc- JOB NAME : 3413-B POLYGON NW - SJ1 ,,, .r' Scale: 0.6957 WARNINGS: GENERAL NOTES, unlessemarwie noted 1.Builder and erection contractor should be advised of al General Notes 1.This design Is bawd only upon the parameters shown and Ie for an individual -'v OREGON ©a. T ru s s: SJ1 and Warnings before con•budbh commences. balding component.Applicability of design parometen and proper '• �r e'��� [17"' 2.EM compression web bradng must be Metalled where shown♦ incorporation of component I°the rosponsibglN of the building designer. .o9 V.rI y At 5 V� . 3.Additional temporary bracing to Insure si4514 during con•Budlen 2 Design assumes the top and bottom chorda to be laterally braced al TT ''7T "(_ fel Is the responsibility of me credos Additional permanent bredng of continuous o e and at 10 o.c respectively uNeea braced throughout their kngth by t DATE: 11/30/2 015 the overal structure l°the m nsibll f the buld designer. 20repbddg:ng orng such°°plywood re uiredsheathere s oedand/Cr erywaA(BC). '--A.0 =. �\ pen to 3.Dr impact of h e or dent bracing required where shown contractor.< SEQ.: K1561214 4.faNo lsersareambe lteantoarewmpowmeMyloadalerodnh.na 5.DatelalfonofinceIstheareteleofheonpedosienviron fasteners ars compile and at re time should any load greater than 5.Design aasulws!mew,are h be used In a noncorrosive environment, design be applied an M. and are for"dry condeer'ufuw. TRANS ID: LINK sig ee reempene 5.CompuTru,hes no control over and assumes no responsibility forme B.os�°.:�dunes full bearing at all°epped.,n°sum shim or wedge a EXPIRES: 12/31/2016 fabdwBon,handling,shipment and Installation of component°. ry. '.i furnishedD°,ignwsumeaadedethllurekprov" November 30,2015 6.This design furnishedsubjectiNrodsubjectct to the limitations set fone.h by Piles shat be located onnboth faces s of truss,and w entl pled their center TPIA TCA in BC51,copies of which will be furnished upon request. linea coincide with(sint center line. 9.Digits Indicate sae of piste M Inches. MITek USA,Ina./CompuTna Software 7.6.6(1L}E 1o.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 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-28) 22 1-3=(0) 0 BC: 2x4 KDDF #16.BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -13/ 98V -6/ 24H 5.50" 0.16 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" 0/ 23V 0/ OH 5.50" 0.04 KDDF ( 625) 1'- 11.7" -24/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) LL = 25 POE Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. '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/180 '� AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.001" @ 1'- 2.9" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.2" Allowed = 0.145" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 MAX HORR. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 2 -1 rig /' o rn f 0 I Elo o 1 ii:30 3 pr.. _ M-3x4 l 2-00 'PROVIDE FULL BEARING;Jts:1,3,2 _44.,/ :9782PE vc" JOB NAME : 3413-B POLYGON NW - SJ1XSale: 0.7401 . WARNINGS: GENERAL NOTES, unlessuthennse noted V. v by p (^�/'y 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and is for en Individual /f -7 .OREGON f'� Truss: SJ1X and Warnings before canatrudion commences. buAding component.Appli5ability of design parameters and proper s�7 I,/� C! 2.2s4 compression web bracing must be installed where Mown Ii Incorparatbn of component Is Me responsibility of the bugding designer. "' V�[+S .{t 1,<. 3.Additional temporary bracMg to Insure stability during construction 2 Design assumes the top sot bottom cholla to be laterally braced al 'l 1 'c4 by is the reeponsibilty of the erector.Additional permanent bracing of ccontinuous asheathing resucchcaess plywood sheathing(TC)and/or drywately unless braced throughout their 9C). DATE: 11/30/2015 the secret structure Is the responsibility of the bulding designer. 3.ZA Impact bridging or lateral bracing required Mete shown". PA UL �� SE K15 612 15 4.No load should be applied W 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 greater than 5.Design assumes trusses are to be used In a non.00noNve environment, design beds be applied to any component. end are for"dry condition"of use. TRANS ID: LINK 5,CompuTrushas nocontrol over and sseumesnoresponsibility for the S.Deaen ry mss 41bearmgatau.apport.newn.shnorwedgeII EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Dedp assume.adequate drainage is provided. November 30,20 1 5 S.This design is furnished subplot to the limitations set forth by S,Plates shat be located on both faces of truss,and placed so their center TP WRCA W SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sloe of plate in Inches. MITek USA,Ina./CornpuTrus Software 7.6.6)1L)-E 10.For basic connector plate design values sea ESR-f311,ESR-7985(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x9 KDDF 01613TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) BC: 2x4 KDDF 916BTR SPACED 24.0" O.C. 2-3=(-69) 30 ( ) 0 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PIE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -62/ 322V -13/ 71H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -3/ 60V 0/ OH 5.50" 0.10 RODE ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -44/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 6.00 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.067" 3 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=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads I in the plane of the truss only. M 0 0 2�Ill 41111111 M-3x4 1 l l l 1-00 2-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,4,3 I (RE) PROF4.0 9 7 8 2 P E � ` JOB NAME : 3413-B POLYGON NW - SJ2 �,,,-���� • Scale: 0.7840 • WARNINGS: GENERAL NOTES, ashes ethanolee noted Truss: S J2 1.Builder and erection contractor should be advIead or all General Note. 1.This design Is based only upon the parameters shown and Is ler an Individual "7' OREGON �N:' and Warnings before const uctbn commences building component Applicability of design parameters and proper 2.2:4 compression web bracing mush be installed where Morn i. Inarpaegon of component Is the respanebelty dem building designer. w9'"u4 y A 6 +44� 3.Addhbnal temporary bracing to Insure stability during consruMon Design assumes the tap and bottom cue braced to M laterally braced at Ia the reaponMNlfty of the erector.Additional permanent bracing of 2 o.c.and at td a.c.respectively unless throughout their length by /,,.. DATE: 11/30/2015 the overal Mrudure is thereco Imps.Mging or rWen bracing required canna arywae(Bc) '1. ,•j^1+1 i;\ aeny ca ity ortn.building assigner. 3.Zr Impact bridging or leen beang requtred where Mown a �'1 Li L ` SEQ. : K 15 61216 4.Na bad should be applied a any component anti after all breang and 4.Installation of truss I.the responsibility of the respective contractor. fasteners are complete and at no time Mould any Had.greater than 5.Design assumes trusses are to be used In.noncorrosive environment, TRANS ID: LINK design loads be applied to any component, and ere or"dry condition'.of use. 5.CompuTrue hes no control over and assumes no responsibility ler the 6.Design assumes MI bearing at all supports Mown.Shim or wedge If fabrication.handling.shipment end installation of components. necessary. EXP I RES: 12/3112.0167.Design mistimes . 6.This design is furnished subject to the!lineations set forth by 6.Plates shall be Neared on both faces(drodrainage is ss,and placed as their center November 30,2015 TPIMTCA in SCSI,copies or which will be famished upon request. ones coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.6 1L E 9.Digits Indicate sue of plate in Inches. P ( (. fO.For basic connector plate design values see ESR-7371.ESR-1956(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 RIDE #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-64) 30 1-3=(0) 0 BC: 2x9 RIDE #16BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. 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 PIE 0'- 0.0" -28/ 131V -13/ 59H 5.50" 0.21 RIDE ( 625) TOTAL LOAD = 42.0 PSP 1'- 9.2" -15/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 3'- 11.7" -96/ 96V 0/ OH 1.50" 0.15 RIDE ( 625) 12 LL = 25 POE 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 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.067" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 2 -/ Design conforms to maln windforce-resisting system and components and cladding criteria. IWind: 190 mph, h=20.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, '' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 cw M /- 0 I Elca to f AMMO ' 3 0111...-- 1-11 -/ M-3x4 y 2-00 l 1-11-11 y *<(.. NE p�619 (PROVIDE FULL BEARING:Jts:1,3,2 I �r1% ..'`v 1 ,� :9782PE �<' JOB NAME : 3413-B POLYGON NW - SJ2X Scale: 0.8965 WARNINGS: GENERAL NOTES, unless otherwise noted 7 C., C] 1�' �4y 1.Builder end erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and is for an individual "fix•OREGON e" �„ Truss: SJ2X and Warnings before construction commenter building component.Appllcoblllly of design parenwlen and proper -v/ �C}},. 2 2x4 compression web bracing must be Installed air shown+ incorporation of component Is the responsibility of the building designer. 'Td (JA i r..A G _i � 3.Additional temporary bracing to Insure stability during construction 2 Design and cItassumes me top end bottom Broke to be lelughoeraiN t their at 7 �l j^r J is the responlab)tty of the erector.Additional permanent bracing of Y o.c.end el 1 D c.c.respectively unless braced throughout their length by /]{ ` continuous sheathing such as plywood Ing(TC)and/or drpMN(BC). • P. /i U` -` DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.W Impact bridging or lateral bracing required where shown++ /^'{ 1.. SEQ.: Ki5 61217 4.No load should be applied to any component until after all bracing and 4.Installation el truss Is the responsibility of the respective contractor. fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used in a non.00rrosive environment, TRANS ID' LINK design Nada be applied to any component. and are for"dry condition"ofuse. 5.CompuUrus hes no control over and assumes no responsibility ler the &Desi cog assumes MI bearing al°l supports shown.Shim or wedge If EXPIRES:. 12/31/2016 fabrication,handling,shipment and Installation of components. ry '.Plugnassumes adequate drainage ce'o truuu,provided. November 30,2015 B.This design le furnished subject to the limitations eel forth by B.Plates shah be located on both faces of true°,and placed m their center TPIWICA In BCS(,copies of which will be Nmi°hed upon request. Ines coincide with joint center lines 9.Digits Indicate alae of plate In Inches. MTek USA,Inc.ICompuTrue Software 7,6.6(1L).E /O.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/Cpl=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-9=(0) 0 BC: 2x9 KDDF #18BTR SPACED 29.0" 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 = 42.0 PSF 0'- 0.0" -50/ 311V -22/ 108H 5.50" 0.50 KDDF ( 625) 1'- 9.2" -96/ 152V 0/ OH 5.50" 0.24 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -68/ 149V 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. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12 MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.067" 6.00 -, MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. iorgio Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 M o Tro - o I 1 2 4 0 M-3x4 l l l 1-00 2-00 3-11-11 (PROVIDE FULL BEARING;Jts:2,4,3 I ` E j 14G ER 4>o t' :9782PE JOB NAME : 3413-B POLYGON NW - SJ3 Scale: 0.6303 WARNINGS: GENERAL NOTES, unbss otherwise noted r 1.Bolder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shovel and is for an individual "7 OREGON N. Truss: SJ3 and Warnings before construction commences. building component Applicability of design perametere and proper 4f/ y1 J 2.2s4 compression web bndnp must be Inslalbtl where Moven v. incorporation of component Is me responsibility of the building designer. G�} V 3.Additional temporary lancing to Insure stadlNy during construction Z Design assumes the top and bottom chords to be laterally braced at �[^� 'l Y •�5 j is the responsibility of the erector.Addlbnal permanent bracing of 7 o.c.end at 1 O ex.re such as ph unless lanced throughout their length by "Tit ( `•aA Y DATE: 11/30/2015 the overall structure Is thereresponsibility g .tine'. 3.Zo contnbridginguous ng such a°pyvoodaineding(TC)and/or drywall(BC). PAUL �` eponsibli of building de Impact or lateral bracing required where shown a. Cl E Q.: K 15 61218 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the roepanslbliltyy of the respedNe 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, TRANS ID• LINK design bads be applied to any component. and aro for"dry condition"ol use. EXPIRES: 12/31/2016 5.CompuTrue hes no control over and assumes no responsibility for the 6.Design assumes NII bearing al an support Shawn.Shim or wedge If EXPIRES: . ce°ee, fabrication,handling,shipment and Installation of components. '.Design.wmes adequateoboth isprovided. November 30,2015 6.This design Is furnished subject to the limitations est lads by 8.Plates shad be located on both faces of buss,and placed so their center TPIN TCA In SCSI,copies of which will be furnished upon request. Anes coincide with joint center line B.Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)E 10.For baicconnector plate design values see ESR-7377,ESR-1888(MITek) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4 Center plate on joint unless x,y 6-4-8 I dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I (Drawings not to scale) Damage or Personal Injury MI. Dimensions are in ft-in-sixteenths. 11%46, 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 orX-bracing,is always required. See BCSI. MIIIMINIEMEm0_T/�6' 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves 111111110Alike 4may require bracing,or alternative Tor I bracin should be considered. 1�� i Oz 3. Never exceed the design loading shown and never O stack materials on inadequately braced trusses. i O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7-8 ce•7 cs e - designer,erection supervisor,property owner and plates 0 "i' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from * 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 expresslynoted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that • 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 ff.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. I Indicates location where bearings (supports) occur. Icons vary but a6.Do not cut or alter truss member or plate without prior t� reaction section indicates joint O 2012 MiTekOO Al)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. green or treated lumber may ir 18.Use of pose unacceptable r.— environmental,health or performance risks.Consult with Industry Standards: project engineer before use. M ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, Mule 6 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