The URL can be used to link to this page

Plans (110) - !''t S7-A0/7 -Oda., mit /2 SOL- yyee�/ MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-402_UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45996195 thru R45996203 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. nc O PR Opets, co \AGINFER -7 87022PE r o -7 -0/\ OREGON cP Off/ 1 R'1'7$ER \\ mss' A. Ec"\—P •• R : November 30,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R45996195 PL15-402_UPPER F01 FLOOR 9 1 Job Reference(oobonall Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 M7ek Industries,Inc.Fri Nov 27 10:57:14 2015 Page 1 rl. ID:zs2ygYHMYIN_Z1 p9y12tl yAg??-OF 1 fTYAfNzt7TAmfCFPKMnfjdri?tCvwJYtDYTyEzpp 10-10. l��01 r---"-_��`1I 1-0-0 I 1 1-2-0 I I 1-0-2 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 11 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 ►t �� 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 II 4x6= 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5 = 3x6= 3x6= 3x4 = 3x5= UPLIFT CONNECTION SHALL BE DESIGNED AND APPROVED BY PROJECT ENGINEER 1-1-0 I 18-6-8 I 21-4-0 1 1-1-0 17-5-8 2-5-6 Plate Offsets(X,Y)- 11:Edae,0-1-81.112:0-1-8,Edael.113:0-1-8.Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.09 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.14 27-28 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.53 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:110 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat)`Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-34:2x4 DF No.1&Btr(flat) REACTIONS. (lb/size) 35=-607/Mechanical,22=475/Mechanical,34=2748/0-5-8,23=1464/0-5-8 Max 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=-647/0,4-32=0/790,4-33=-925/0,2-33=0/1000, 15-24=728/0,15-25=0/567,13-25=-725/0,20-22=0/1052,20-23=-989/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. ,c1,t�0 PR OFF 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement �� G(NE R s1 at the bearings.Building designer must provide for uplift reactions indicated. N o 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 �lr 9 be attached to walls at their outer ends or restrained by other means. Q' 87022P, 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. , , i N 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ,� y �A OR GON cy� �H LOAD CASE(S) Standard .A ��. 1 \Q 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 On 'ii,/ 1 Uniform Loads(plf) ka ¢k Vert:22-35=8,1-21=80 A. HE Concentrated Loads(Ib) Vert:1=-1265(F) EXPIRES:06/30/2017 November 30,2015 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE. '. Design valid for use only with M7ek0"connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPlI Quality CrNeria,DSI-B9 and SCSI Building Component Safety Informalon available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sure 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996196 PL15-402_UPPER F02 Floor 10 1 Job Reference(ootlonall Pacific Lumber&Truss Co.. Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries.Inc.Fn Nov 27 10:57:15 2015 Page 1 ID:zs2ygYHMYItl_Z1p9y12t1yAg??-sRa2guAl8G?z5KKslzwZu CzwFz5cfp4YCdn4vyEzpo I 14'0 I 1 1-1-10 ii 1-20 I fl-7-21 11-2-0 1 1-2-0 II 1-2-0 11-2-0 1 Scale=1.33.9 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1718 19 30 29 28 27 26 25 24 23 22 21 3x4 = 4x5= 3x5= 3x5= 3x5= 3x5= 3x4= 3x5= 4x6 = 3x4 = 14-2-2 . 13-0-2I 13-7-21 19-114 1 1 ta-7 n.7�1 5_7-11 5-9-7 Plate Offsets(X,YI- 114:0-1-8.Edoel.124:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.31 24-25 >756 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.49 24-25 >482 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=871/Mechanical,20=871/0-4-4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1588/0,3-4=-1588/0,45=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. ��D P R aFess ,.� �NG(NEF9 i02-7 870 2PE -7,,p . ORO ,QMH MBEREG �1 OS A. HER�P EXPIRES:06/30/2017 November 30,2015 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIL7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Wel*connectors.This design is based only upon parameters shown,and is for on individual building component,not . a truss system.Before use,the buiding 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 MiMek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DS6-89 and BCSI Buliding Component Safety Information available from Truss Plate Institute,218 N Lee Sheet,Suite 312,Alexandria,VA 22314. Sure 109 Citrus Heiahis_CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996197 PL15-402_UPPER F03 Floor 2 1 Job Reference(optional'. Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 5.10111 2014 MiTek Industries,Inc.Fri Nov 27 10:57:17 2015 Page 1 ID:zs2ygYHMYItf_Z1 p9y12t1 yAg??-ogio5aCYguFhKeUEtOz1_PHLV3j_4SQN?W6t9oyEzpm 1 1-10-8 I 1.111_4.11 1-0-0 1 1 1-2-0 111-0-2 I i 1-3-17 11-3-0_1 Scale=1:38.1 3x4= 4x10= 3x4= 3x4= 3x4= 3x4= 3x4 = 3x4= 3x6 FP= 3x4= 3x4 I 1 3x5=- 1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 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 2-1-8 I 12-10-14 13-5-1i 19-,-0 - I 72-6-17 ' 7-1-8 18-0-0 t`-7-0 7-0 0.6-2 2-9-17 Plate Offsets(X,Y).- 112:0-1-8,Edgel,[13:0-1-8.Edge],I35:Edge.0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.93 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=-493/Mechanical,34=1730/0-5-8,35=775/0-2-4,23=1496/0-5-8 Max Up1ift22=579(LC 6),35=-838(LC 6) Max Gray 34=1731(LC 3),23=1498(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/953,3-4=0/953,45=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=-739/0,1415=-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=0/771,433=913/0,2-33=0/1007,15-24=-737/0, 15-25=0/576,13-25=-756/0,20-22=0/956,20-23=1108/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. ��oD P R()Fe 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)35. \� IGNG]NFF9 X0 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 t4 ,9 be attached to walls at their outer ends or restrained by other means. 8 • 2 P E / f 6)CAUTION,Do not erect truss backwards. i 5. N / ,� N -7 �AI>, OREGO (yo ,„,./.4/9O ii,/ "V \1 OSAHE�eP EXPIRES:06/30/2017 November 30,2015 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTekO 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 verity the applicabi ity of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1711 Quality Criteria,DSB-81 and ICsl!bidding Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Cerus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996198 PL15402_UPPER F04 FLOOR 3 1 Job Reference/optional) Pacific Lumber&Truss Co.. Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:57:18 2015 Page 1 ID:zs2ygYHMYItI_Z1 p9y12t1 yAg??-GOGAIwDARBNYyo3RR5UGWdgVGT5OpxV WEArRhEyEzpl 1-n-n 1 1-s.n , 1-5-A 1 2-n-n : 1 1-2-0 11111(}_2_1 Scale=1:37.1 3x4= 1.5x3 II 4x6 = 3x4 II 300 = 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x6 FP= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 23 22 21 20 19 18 17 16 15 4x5= 3x8= 3x6 FP= 3x10 = 3x6= 1.5x3 II 3x4= 3x6= 3x4= 2-11-0 1 21-3-0 7-11-0 1A-4-0 Plate Offsets(X,Y)— 18:0-1-8,Edael,r17:0-1-8,Edael.123:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.14 18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.21 18 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.82 Horz(TL) 0.02 15 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:22-23,20-22. REACTIONS. (lb/size) 15=657/Mechanical,22=2013/0-5-8,23=-812/Mechanical Max Uplift 23=-902(LC 4) Max Gray 15=657(LC 4),22=2013(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2515,3-4=0/2515,4-5=-251/0,5-6=-251/0,6-7=-1993/0,7-8=-1993/0, 8-9=-2337/0,9-10=2337/0,10-11=1912/0,11-12=-1912/0,12-13=1912/0 BOT CHORD 22-23=-1154/0,21-22=1215/0,20-21=1215/0,19-20=0/1270,18-19=0/2337, 17-18=0/2337,16-17=0/2293,15-16=0/1139 WEBS 2-23=0/1474,2-22=1729/0,8-19=553/0,6-19=0/810,6-20=1172/0,4-20=0/1608, 4-22=-1567/0,13-15=-1276/0,13-16=0/866,10-16=427/0,10-17=-159/302 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 0;:3 NG NEER Sia, "C 870 2PE v 7 -0j`OREGO �(L Q[U� On ‘iii 51 S A. Hs?, EXPIRES:06/30/2017 November 30,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ek(9 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 verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated Is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,DSB-89 and SCSI Sanding Component Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heahts.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996199 PL15-402_UPPER F05 Floor 8 1 Job Reference(optional) Paca1c Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Nov 27 10:57:19 2015 Page 1 ID zs2ygYHMYItI Z1p9y12t1yAg9?-kDgYWGEoCWPaxed_p?V3gNcpsK_YR2gSgb DgyEipk 1-0-0 0L 1_2_n 1-2.n 1-2-0 1-2-0 I I .4-�1r�-1-2-0�f 7-7 I I I I I I I Scale=1:36.4 4x4= 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4 = 3x4= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 a "2 9 73 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4= 4x6= 3x6=3x6 FP= 3x5 = 3x5= 3x5 = 3x5= 4x4= 3x5= 4x6 = 3x4 = 1.5x4 SP= 15-6-14 14-4-14 11-11-1 I 21-4-0 I 1 1414 0-7-0 7-0 5-9-2 Plate Offsets(X,Y)- 117:0-1-8,Edgel,127:0-1-8.Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.40 29 >641 480 MT20 220/195 TCOL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.62 29 >410 360 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.09 23 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:107 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 23=933/0-4-4,35=933/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1712/0,3-4=1712/0,4-5=-3036/0,5-6=-3036/0,6-7=-3981/0,7-8=3981/0, 8-9=13547/0,9-10=-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=3935/0,17-18e_3339/0, 18-19=3339/0,19-20=1950/0,20-21=-1950/0 BOT CHORD 34-35=0/905,33-34=0/2419,32-33=0/3553,31-32=0/3553,30-31=0/4309,29-30=0/4682, 28-29=0/4688,27-28=0/4254,26-27=0/3935,25-26=0/3935,24-25=0/2723,23-24=0/1042 WEBS 16-27=0/550,17-26=0/389,2-35=1268/0,2-34=0/1130,4-34=-990/0,4-33=0/864, 6-33=-724/0,6-31=0/598,8-31=460/0,8-30=0/334,12-28=255/55,15-28=0/498, 15-27=885/0,21-23=1366/0,21-24=0/1190,19-24=-1014/0,19-25=0/807, 18-25=20/270,17-25=1150/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be �co P R OFFS attached to walls at their outer ends or restrained by other means. �NG(NEr- (5> 2 �� 87022PE Vic' / N >" N �y �^0, OREGO til u A 9C cs/y�ER ON a ps A. HECk EXPIRES:06/30/2017 November 30,2015 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Weir®connectors This design is based only upon parameters shown,and is for an individual building component,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 MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/711 Quality Criteria,D51-89 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 Carus Heiohts.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996200 PL15-402 UPPER F06 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:57:21 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-gbyJxxF2k617pFo?6E1 z8FS1 Ug4w0GMyw8451ZyEzpi 1 1-10-8 I o-1 1 1-0-0 1 11-2-0 II 1-0-2 I 1 1-3-8 1 1-60 1 Scale=1 38.5 354= 4510= 3x4= 354 = 354= 354= 3x4= 3x4= 3x6 FP= 3x4= 3x4 I I 355= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 I_/�- / \ / \ / \ / \ /, :\ / \_/ \II/ \ I9 II 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5= 354 II 4x5= 3x6 FP= 3x5= 3x5= 3x5 = 3x5= 3x6= 3x6= 3x4 = 355 = 14-0-14 7-1-6 1 17-10-14 11�7-05-14 19-7-0 I 22-7A ' 2-1-8 10-9-6 ' 5-6-2 3-0-8 0-7-0 Plate Offsets(X,Y)- 112:0-1-8,Edgel,113:0-1-8,Edgel.F35:Edoe,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:115 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=-431/0-2-12,34=1732/0-5-8,35=776/0-2-10,23=1453/0-5-8 Max Uplift22=-523(LC 6),35=840(LC 6) Max Gray 34=1735(LC 3),23=1455(LC 4) FORCES. (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. ([� PR QFF 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)22,35. r-S-\‘‘..Gj N E Ssv 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 < �. F9 Q2 be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 870 2 P E /9c i tP y �Aj, OREGON cy�Q<v� 9�, F,Lj$ER "N OS A. HE % EXPIRES:06/30/2017 November 30,2015 ®WARNINGS PAGE2 Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE MIF7/73 rev.10/03/2015 BEFORE USE. Mi. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the bidding designer must verify the applicability of design parameters and property incorporate this design into the overall AL building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing ,MTek° 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/TPIt Qualty Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus HeiaMs,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996201 PL15-402_UPPER F07 Floor 2 1 Job Reference(optionall Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mirek Industries,Inc Fri Nov 27 10:57:22 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-9oVh8HGhUQt_RPN CgxYDhT79o4LCIgH69opeq?yEzph 10-10-0 I I 1-2-0 I Fe7=14109-0 la-g-°1 1 0-9-0 10-9-011°-9-°10-9-0 I Scale=1 34.3 3x4= 4x4- 4x4= 3x4= 3x4= 3x4 = 3x4= 3x4= 3x6 FP= 3x4= 3x4= 3x4= 4x4 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 /'\ /\ /\ /\ /\V\_/\ _/_ _\_/\_/\ /k\e I9 M. 40 39 38 37 36' 35 34 33 32 31 30 29 28 27` 6 3x4= 4x5= 3x6= 3x6 FP= 3x5= 3x5= 3x5= 4x5= 3x5= 3x6= 4x5= 3x4 = 1.5x4 SP= 3x5= 14-4-14 13-2-14 1L9-14.1 1 20-2-0 13-2-14 7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- 117:0-1-8,Edgef,118:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.40 Vert(LL) -0.32 33 >759 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.50 33-34 >485 360 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.07 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:108 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=881/0-4-4,40=881/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1379/0,3-4=-1379/0,4-5=2483/0,5-6=2483/0,6-7=-3317/0,7-8=3317/0, 8-9=-3881/0,9-10=3881/0,10-11=-4177/0,11-12=-4177/0,12-13=-4200/0, 13-14=4200/0,14-15=3978/0,15-16=3978/0,16-17=3978/0,17-18=3617/0, 18-19=3075/0,19-20=3075/0,20-21=2299/0,21-22=2299/0.22-23=1261/0, 23-24=1261/0 BOT CHORD 39-40=0/725,38-39=0/1964,37-38=0/2933,36-37=0/3632,35-36=0/3632,34-35=0/4062, 33-34=0/4221,32-33=0/4113,31-32=0/3617,30-31=0/3617,29-30=0/3617,28-29=0/2730, 27-28=0/1808,26-27=0/660 WEBS 17-31=412/0,18-30=0/367,2-40=1112/0,2-39=0/1003,4-39=897/0,4-38=0/796, 6-38=-690/0,6-37=0/590,8-37=483/0,8-35=0/383,10-35=277/0,24-26=-1072/0, 24-27=0/977,22-27=-890/0,22-28=0/798,20-28=-701/0,20-29=0/560,14-32=268/42, 16-32=317/0,17-32=0/880,18-29=1017/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. �(C0 P R QFF 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)40. �<C (NE Ssy 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 ,� ‘,,‘G FR 0 be attached to walls at their outer ends or restrained by other means. -9 870 2PE /1" N "yS > N AT OREGON O� � �'� ` .OO8 ER � SA HE?\""‘ EXPIRES:06/30/2017 November 30,2015 is-. a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek09 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 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Milek- is always required for stability and to prevent collapse with possible personal inrury and properly damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/1'11 Qualtly Galeria,DSI-89 and 11C$1 Binding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996202 PL15402 UPPER FOB Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mitek Industries,Inc.Fn Nov 27 10:57:24 2015 Page 1 ID.zs2ygYHMYItl_Z1 p9y12t1 yAg??-5AdRZzHx017igj WanMbhmu4Ykt6dDd9Pc6IlvuyEzpf 1 1-10-8 1 P- 411 1-0.0 1 1 1-2-0 11 1-0-2 1 H1_3-11 I 1.9-0_ Scale=1.38.1 3x4= 4x10 = 3x4= 3x4= 3x4= 3x4= 3x4= 3x4 = 3x6 FP= 3x4= 3x4 II 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 O d 9 - 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 = 304= 3x5= 14-0-14 i 2-1-8 1 12-10-14 1p.-5-14 I 19-7-0 22+11 2-1-a 1e_9.a VI-7-1111-7-0 F.A7 s_q_11 Plate Offsets(XX)- 112:0-1-8,Ed0el.113:0-1-8.Edael.135:Edae.0-1-81 LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=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. �sk0 PRQI`. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to G(NE R s/ be attached to walls at their outer ends or restrained by other means. N N 1 Q2 4)CAUTION,Do not erect truss backwards. e 87022PE 91- (n ti pv -yOREG•N r .1// 9o, 4/8ER \1 O EXPIRES:06/30/2017 November 30,2015 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2011 BEFORE USE. Design valid for use only with MTch®connectors.This design is based only upon parameters shown,and is for an individual building component,not 0 a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/7I1 Qualify Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314 Suie 7119 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996203 PL15-402_UPPER F09 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 5 Jul 11 2014 Mitek Industries,Inc.Fri Nov 27 10:57:26 2015 Page 1 ID.zs2ygYHMYIU_Z1p9y12tlyAg??-1ZIC_fJBYfNQvOgzvnd9rJ9rchj1hd9h3OnszmyEzpd 10-10-0 I 10-&4 H 1-2-0 i$)-7-1(1110-9-0 10-9-0 i i0-9- 10.9-0 110-9-0 10-9-0 I Scale=1.34.8 3x4= 4x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x6 FP= 4x4= 3x4= 3x4= 4x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 3/\ /\a/\, ///` \ 1/\ /\ /\ - -i- 3\ ///` . -1 \.,.1//` a``\I l'C''' 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 • 13-5-12 1 12 1 20-4-13 • 13-5-12 7-0 X0-7-0 5-9-2 Plate Offsets(X,Y)- 117:0-1-8,Edgel,[18:0-1-8.Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.33 33 >731 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(LL) -0.52 33-34 >468 360 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.08 26 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 OF Stud/Std(tlat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=892/0-4-4,40=892/0-4-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1397/0,3-4=1397/0,4-5=-2518/0,5-6=-2518/0,6-7=-3371/0,7-8=-3371/0, 8-9=-3953/0,9-10=3953/0,10-11=-4267/0,11-12=4267/0,12-13=-4306/0, 13-14=-4306/0,14-15=4116/0,15-16=-4116/0,16-17=-4116/0,17-18=-3686/0, 18-19=-3121/0,19-20=-3121/0,20-21=-2331/0,21-22=2331/0,22-23=1277/0, 23-24=1277/0 BOT CHORD 39-40=0/734,38-39=0/1990,37-38=0/2977,36-37=0/2977,35-36=0/3694,34-35=0/4142, 33-34=0/4318,32-33=0/4228,31-32=0/3686,30-31=0/3686,29-30=0/3686,28-29=0/2770, 27-28=0/1832,26-27=0/668 WEBS 17-31=355/0,18-30=0/383,2-40=1126/0,2-39=0/1017,4-39=910/0,4-38=0/810, 6-38=704/0,6-36=0/603,8-36=496/0,8-35=0/396,10-35=291/0,16-32=-281/0, 17-32=0/823,24-26=1086/0,24-27=0/990,22-27=904/0,22-28=0/812,20-28=x713/0, 20-29=0/570,18-29=-1057/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. �� P R Fs 2)All plates are 1.5x3 MT20 unless otherwise indicated. �❑ QF 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. \� I�NC"(N�F,4 �s2 �� 870 2PE ��f MHycvN 'Oj, OREGON cP '2,...„ ‘ii,/ t1Q OS A. HEo'P EXPIRES:06/30/2017 November 30,2015 . , , , , , mi... ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE a truss system. efore use,the buddingdesignerdesl nfer must ve rify lythe based applicabilitypspof dign param ters and po fan nicorporatthisdginto the o _ 11 USE. De n alid for use with ors.This n is or nt.Vot 9 9 N parameters9 Pproperly rPdesignoverall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 QuaMy CrNeria,DS/1-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heiohts.CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 6 4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 41 34 Center plate on joint unless x,y p y 14- 4 (Drawings not to scale) offsets are indicated. I Damage or Personal Injury Dimensions are in ft-in-sixteenths. [y\.. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonalorX-bracin TOP CHORDS g,is always required. See BCSI. cr-z c2-3 ` 2. Truss bracing must be designed byer an engineer.For 0'/76 \ 4 wide truss spacing,individual lateral braces themselves ♦ WEBS G.9 may require bracing,or alternative Tor I T ) O w y Oee bracing should be considered. ?� = �� 3 ,P- 3 O e 3. Never exceed the design loading shown and never s`°` u U stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 C6-7 C5-6designer,erection supervisor,property owner and rA, plates 0-'nG' 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 expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,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 in all respects,equal to or better than that In Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTekOO All Rights Reserved approval of an engineer. reaction section indicates joint r 05> i number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 114, 18.Use of green or treated lumber may pose unacceptable llenvironmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPII: National Design Specification for Metal 19.iReview 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. MiTek snotsufficient.BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 POLYGON 14"OPEN WEB JOIST @ 19.2"O.C. 3413.2 BD(BASEMENT WITH JOISTS) -� ------,i PL15-402 UPPER 11/27/2015 MOVE JOISTS +1- 4" TO AVOID PLUMBING —'--______ o Products (.2.?, PlotID Length Product Plies Net Qty 1 START FRAMING HERE > 9-08-00 4 4 RM1 42-00-00 1"x 14"APA Rim Board 1 1 RM1 34-00-00 1"x 14"APA Rim Board 1 1 RM1i RM1 22-00-00 1"x 14"APA Rim Board 1 1 �II RM1 8-00-00 1"x 14"APA Rim Board 1 1 ® CONFORMS TO DESIGN CONCEPT II'❖Q III 0— HVAC RUN RM1 7-00-00 1"x 14"APA Rim Board 1 1 ❑ CONFORMS TO DESIGN CONCEPT WITH — RM1 3-00-00 1"x 14"APA Rim Board 1 2 REVISIONS AS SHOWN 111111 BM5 22-00-00 1.5 RigidLam LVL 1-3/4 x 14 1 3 ❑ NON-CONFORMING-REVISE AND RESUBMIT BK1 21-00-00 1.5 RigidLam LVL 1-3/4 x 14 1 2 THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE BM4 14-00-00 1.5 RigidLam LVL 1-3/4 x 14 1 1 WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE BM16 13-00-00 1.5 RigidLam LVL 1-3/4 x 14 1 1 DESIGN DRAWINGS AND SPECIFICATIONS ALL OF REICH HAVE PRIORITY BM6 7-00-00 1.5 RigidLam W r8 r N N N N +N N N N N N idLam LVL 1-3/4 x 14 1 3 OVER THIS SHOP DRAWING. '0 0 '0 ,0 0 0 0 0 u_ u- u- o o LL LL b O LL o 0 U_ g By: Arnold A.Solomon Date:December 4,2015 LL LL LL ILL LL LL LL 'LL BK1 6-00-00 1.5 RigidLam LVL 1-3/4 x 14 1 1 CT ENGINEERING INC '* I BK1 5-00-00 1.5 RigidLam LVL 1-3/4 x 14 1 1 BM10 3-00-00 1.5 RigidLam LVL 1-3/4 x 14 1 1 El CONFORM TO DESIGN CONCEPT BK1 2-00-00 1.5 RigidLam LVL 1-3/4 x 14 1 1 0 CONrODAS::ZSI`"COMM """ BM2 21-00-00 5-1/2 X 16 BIG BEAM 1 1 ❑NMICO.00MS-REVS.RSUwFr o- BM3 21-00-00 BBO1 1 1 14-0g-00 BM1 15-00-00 5-1/2 X 14 BIG BEAM 1 1 _ O MIIB ANDT h,Jrj LETS 11 m '3 loo omit_e� ._,�M„ �� 4�, y O j \ , ill: =1. �'�� _._,U ACCESSORIES QTY (ems ® II �I'�' AO TH017140-2 44 �I 1 © HUCQ1.81/11 5 1 01II K HVAC RUN 1x14 OSB RIM FOR SHEAR BLOCKING 25' X91 1 MINI 1 - FLOOR LOADING 1 1 BK1=BLOCKING 40 LL _ 1. O O O D' O O O O O RM1=RIM BOARD O O O O LL ILL' J;r. LL LL LL LL 15 DL IRM111 I v; v. V , ;� LL LL 2 w I 1 ULL. LLI oLL ILL REFER TO STRUCTURAL PLAN FOR ADDITIONAL IAS UT POST TRANSFER BLOCKING m m +�' AND SHEAR BLOCKING REQUIREMENTS. SHEAR BLOCKING PLACEMENT PER STRUCTURAL PLAN I SHADED HVAC DIAGRAM ON LAYOUT IS A GENERAL GUIDE ONLY.1 K1 1 FLOOR DESIGNED TO MEET OR EXCEED L/480 DEFLECTION CRITERIA I --- BM6 1 1 e PM I = „ II:31- MiN ler -oOIN M -7 1 3 4�IIl. N- .. IIS. J M16(_ -I- BM6i RM1 BM3r T -- bB 0 T 6-08-00 4 �1-...4 Pacifi .umber START FRAMING HERE 4 & TRUSS COMPANY DO NOT: Loosen,remove,cut or notch any part of the open web joist. 3 JOIST WITH RIM SCALE: 1/4"=1'-0" on 24"x36" SHEET SHEET 3 OF 3 MiTek3 MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3413-B REVISED 1 1-25-15 ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1561174 thru K1561218 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. PROxFss t4GINitER 89782PE p<' s OREGON 4° 1:9k MAUL R��Q~ '-7179V/2016 November 30,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 15-02-00 HIP SETBACK 6-00-00 FROM END NALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1OBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-2060) 559 1- 5=(-451) 1772 5- 2=1 0) 289 BC: 2x6 KDDF #1SBTR 2- 3=(-1772) 530 5- 6=(-456) 1767 5- 3=1-30) 49 WEBS: 2x9 KDDF STAND LOADING 3- 4=(-2065) 558 6- 4=(-450) 1777 3- 6=) 0) 285 LL = 25 PSF Ground Snow w (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TO UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF0'- 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 UNIF LL) 50.0)+DL( 14.0)= 64.0 PLF 9'- 2.0' TO 15'- 2.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 0.0)+DL( 40.0)- 40.0 PLF 0'- 0.0" TO 15'- 2.0" V 0'- 0.0" -256/ 1210V -48/ 48H 5.50" 1.94 KDDF ( 625) NOTE: 2x4 BP.ACING AT 24"OC UON. FOR 15'- 2.0" -256/ 1210V 0/ OH 5.50" 1.94 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" TC CONC LL( 250.0)+DL) 70.0)- 320.0 LBS @ 9'- 2.0" LIMITED STORAGE DOES NCT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oo spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.058" @ 6'- 0.0" Allowed = 0.713" AND BOTTOM CHOPD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.102" @ 6'- 0.0" Allowed = 0.950" MAX HORIZ. LL DEFL = 0.012" @ 14'- 8.5" MAX HORIZ. TL DEFL = 0.020" l 14'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 5-11-11 3-Cl' 5-11-11 Truss designed for wind loads in the plane of the truss only. 1 $320# $3209 1 12 12 6.00 Q 6.00 M-4x6 M-6x6 ' 22 ,..-cjJ y CI' Ia 1 1oik �, 5 6 4 SZ o M-3x5 M-3x9 M-1.5x3 M-3x5 L I. I. 5-08-08 3-10-12 5-06-12 ��gEo P R OPe, 15-02 ��`C o�GIN4-.6, /0 c' 89782P �x � JOB NAME : 3413-B POLYGON NW - Al 4 ^^JJJa.�'// Scale: 0.9009 . .�/CG� \, MI WARNINGS: GENERAL NOTES, unless otherwise noted AI ''V 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 an Individual "'� OREGON ', Truss: Al and Namings before construction commences. building component.Applicability of design parameters end proper 2 ,15' Q 2 204compresabnwebbracingmustbeinstaledwhereshown+, IncorporatbnoleamponentlsUeresponslbAltyafthe buAEingdestgner "9R 4 , 5 � 3 Additional temporary bracing to insure stabtldy during construdlon 2 Design assumes the top and botlom eRschobraced to be laterally braced al 1 Is the reepensiblllty of the erector.Additional permanent bracing of T ntlo. and at 10'hino.c respectively ply untess throughout their length by ��UL �`� continuous sheathing such as ptywood sheathing(TC)and/or dryweN(BC). DATE: 11/30/2015 the overall diode.lefty respo nelbdity of the bonding designer. 3.2a Impact bridging or lateral bracing required where shown++ SEQ.: K 15 6117 4 4 No bed.heWd be applied to any component until alter an bracing and 4.Installation of truss is the responabitty of the resp°dlee contractor fasteners are complete and at no time should any bads greater then 5.Design• non-corn/awe trusses are to be d In non-coreoe environment, TRANS I D• LINK deRgn loads be applied to any camporent. end ere Ia,dry oonddmn-or use. 6 Oe 5.CompaTms has no control over and assumes no responsibldy for the Design assume.full bearing et all supports shown Shim or wedge If EXPIRES: 8°°ry provided. E X P I R ES: 12/31/2016 fabrication,handling,shipment and Installation of components. 7. assumes adequate othlae la November 30,2015e This design Is famished subject to the limitations set forth by B Plates shall be located on both faces of truss and placed so their center TPIMWECA in SCSI.copies of which WA be furnished upon aquas lines coincide with joint center lines. 9.MITek USA,Inc.lCompuTrus Software 7,8.6(1L)-E to.For basic nin inches. basicts 'conecterr plate design veluea sea ESR-1311 ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAT 15'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x4 KDDF R1&DTR LOAD DURATION INCREASE = 1.15 1-2=(-774) 153 1-4=(-47) 587 4-2=(0) 353 BC: 2x4 KDDF A16BTR SPACED 24.0" O.C. 2-3=(-774) 153 4-3=(-47) 587 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -80/ 637V -66/ 66H 5.50" 1.02 KDDF ( 625) 15'- 2.0" -80/ 637V 0/ OH 5.50" 1.02 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT EEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. i 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 TL CREEP DEFL = -0.055" @ 7'- 7.0" Allowed = 0.950" MAX TC PANEL LL DEFL = 0.085" @ 4'- 0.2" Allowed = 0.514" MAX HORIZ. LL DEFL = 0.006" @ 14'- 8.5" MAX HORIZ. TL DEFL = 0.011" @ 14'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. 7-07 Wind: 140 mph, h=21.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-07 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I 0 '' load duration factor=1.6, 12 12 Truss designed for wind loads Q 6.00 IIM-4x4 in the plane of the truss only. 6.00 4.0" 2 {� 1.1 m r,1 7, i'= 0 _41 17, � 1** 4 *+ 3 0 0 M-3x4 M-1.5x3 M-3x4 O L I. y 7-07 7-07 Y1 p 15-02 1 ,�(' PnOFFss ,)`) �cNGINE '9. /fl, 89782PE 7_, JOB NAME : 3413-B POLYGON NW - A2 •• ---0"."-'.. -sr. • • Scale: 0.4009 WARNINGS: GENERAL NOTES, ideas othermse noted C., yip /y Truss: A2 1.Budder and erection contractor should be advised old General Notes 1.This design is bases cniy upon the parameters shown and Is for an individual "s' OREGON "° and Warnings before construction commences building component Appllly of design parameters and proper (l0 2.2x4 compression web bracing must be installed where shown+, 2 Deagn assumes the lap and bottom chorda to be laterally braced at incorporation of comps nand is the responsibilityof the bund ng tlewgner. '9 "IA I/ 3.Additional temporary bracing to Insure stability during construction T/- �may!. + lathe responvOikly of the erector Additional permanent bracing o! c c and a1 70'0.0.respectively unless braces throughout their length by continuous sheathing such as ptywood sheathing(TC)and/or drywag(BC) -` �" ua, I DATE: 11/30/2015 the overall structure is the responsibility of the budding designer. 3.Ix impact bridging or lateral bracing required where shown++ /'j U SEQ. : K 15 6117 5 4.No bad should be applied to any component until after all bracing and 4 Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any pads greater than 5 Design assumes ir.tas°°ere to be used in a noncorromve environment, TRANS I D: LINK design bads be applied to any component, end are for"dry condition::of use. 5.CompuTrus has no control over and assumes no responsibdlty for the 6 Destgn assumes VI boning at art supports shown shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and Installation of components. B.This ddesignstumisnedsub ottothelimitationssetforthb '.Pestsshallgn m"°a°donBothdra1nege1prov1s, November 30,2015 g ) request. 8.Plebs c nccoincide located on beth faces of trust,and placed so their center TpIMyICA m SCSI,copies of which will be furnished upon Anes with loin center lines 9.Digits indicate sue of plate In Inches. MiTek USA,Int./CompuTfus Software 76.6(1L)-E 1o.For basic connector plate design values we ESR-1311,ESR-1988(MITek) T This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1ABTR LOAD DURATION INCPEA.:E = 1.15 (Non-Rep) 1-2=(-1578) 306 1-5=(-303) 1391 5-2=( -216) 1310 BC: 2x6 ROOF #l6BTR SPACED 29.0" O.C. 2-3=( -116) 107 5-6=(-295) 1292 2-6=(-1494) 350 WEBS: 2x9 KDDF STAND 3-9=( -10) 5 6-3=) -119) 120 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 FOP BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 FSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -196/ 81BV -57/ 14414 5.50" 1.31 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 POE Ground Snow (Pg) 8'- 0.0" -369/ 1701V 0/ OR 5.50" 2.72 KDDF ( 625) ADDL: BC CONC LL+DL= 1210.0 LBS @ 5'- 0.0" ADDL: BC CONC LL+DL= %37.0 LBS @ 7'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 REQUIREMENTS OF IBC 112 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ 4'- 0.0" Allowed = 0.354" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.091" @ 4'- 0.0" Allowed = 0.972" MAX HORIZ. LL DEFL = -0.004" @ 7'- 6.5" MAX HOKI Z. TL DEFL = 0.008" @ 7'- 6.5" 4-01-12 3-06-08 0-03-12 1' -f 'I "I Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 p M-1.5x3 4 Wind: 140 mph, h=21.2ft, TCDL=4.2,000L=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x6 2 M O O to rI f o 17 $ 6 o M-3x4 M-3x8 M-4x8 1, l +12108 +63781. 4-00 4-00 L y 8 oo ce„, P R OF ' / GtNE4\ y ,c' 8.782PE JOB NAME : 3413-B POLYGON NW - AGIRD / '' Scale: 0.9610 ./ a• " WARNINGS: GENERAL NOTES, unless otheneee noted l/' 1) 1.Builder and erection contractor should be advised of at General Notes 1.This design Is based only upon the parameters Mown and le tar an individual •9,y OREGON o'er �` Truss: AGIRD and Warnings before construction commences. building component.Applicability of design parameters and proper / 2 2.2a4 compression web bracing must be installed where shown•. 41127,5- incorporation of component Is the responsibility of the building designer +� V A a.�`_ G 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chorda to be throughouty braced at ''T/`(Y J Is the responsibility of the erector.Adtlllanal permanent bhang al T elle end al 1 P 0.0.reach c ptyely unless braced their length by ..•a continuous sheathing such es plywood sheathing(TC)and/or drywel(BC). PA L � UA'T E: 11/30/2015 the overall structure Is Me responsibility of the building designer. 3.2a Impact badging or lateral bracing required where shown++ U SEQ. : K 15 6117 6 4.No load should be applied to any component unit after all bracing and 5.4.DesignInstallation es truss is hs are respoe nsibility at the ale respeecmwe o contractor. actor. t, fasteners are complete end at no time should eny loads greater thenand ra/or"dry trusses re use T RAN S I D: LINK design Berta be applied to any component. 6.Design for full bearing at el supports Mawr Shim or wedge d S.CompuTma We no control over and assumes no responsibility for the c,..ry. EXPIRES: 12/31/2016 fabrication.handlbp,shipment and installation of components 7.Design assumes adequate drainage is provided. November 30,2015 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both face of truss,and placed so their center TPINVICA In SCSI,copies of which will be furnished upon request lines coincide with joint center lines 9.Digits indicate size of plats In inches. M ITek USA,Ino./CorrlpuTrus Software 7.6.7(IL)-E to.For basic connector plate design values see ESR-1311 ESR-1988(MITek) This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 416BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 204 KDDF 416BTR SPACED 24.0" O.C. 2-3=(-42) 90 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSP 0'- 0.0" -61/ 297V -7/ 47H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -102/ 88V 0/ OH 1.50" 0.14 KDDF ( 625) LL = 25 P_r 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 :212 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LITE 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 MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.250" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.333" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 L" 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 r7 , o m 121- /Z x M-3x9 ;%'<:A 1 ` 1-00 IFIROVIDE FULL BEARING;Jts:2,3,4 I 6-00 ' < o PRapFss �C?°s NGI NEF�9 /0 89782PE p� JOB NAME : 3413-B POLYGON NW - AJ1 Scale: 0.6771millf WARNINGS: GENERAL NOTES, unless otherwise noted 1.Builder and erection contractor should be advised ofd General Notes 1.This design is based only upon the parameters shown and is for an ledlodual -9,L OREGON )� e,�, Truss: AJ 1 and Wamings before construction commences. building component.Applicability of design parameter,and proper 'Y Y 2 a4 compression web bracing meat be installed where shown.. incorporation of component la me rewons b b y of bmadmg designer. SJ ) (/q Y 15 Z Q. 3.Additional temporary bracing to Insure stabiwy during construction 2.Design assumes the lop and bottom chords to be kterelty braced et �!. is the responsibility of the erector Additional permanent bracing of T a c,end at 10'o.c. c c plywood unless braced throughout their length by �� (•+ DATE: 11/30/2015 the overall structure is the responsibility f the building del 2s Imps ue bridgingg such as aware lir a where andlor drywaA(BC). n,^ ` spam ty o g goer. 3.2a Impact botlging or Wteral bracing required where shown r v A L SEQ. : K15 6117 7 4 No load should be applied to any component until after all bracing and A Installation Olives Is the responsibility of the respective contractor. fasteners are complete and et no time should any wads greater man s Design assumes trusses are to be used Ina non-corraewe environment and are for condition'of use. TRANS ID: LINK design wads be applied to any component. n 5.CompuTrus has no control over and assumes no responsibility tor me s Design assumes inn bearing et an supports shown.smm or wedge a EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7 necessary. Pedgnassumes ced on both is provided. November 30,2015 6.This design Is furnished shipment amend to the limitations o set loon by 8.Plates shag be located at both facia of truss,and placed so thea center TPPWIEA in 0E51.copies of which will be furnished upon request lines coincide with gent center linea. 9 Digits indicate sixe of plate In Inches MITek USA,Inc./CompuTrus SofMare 7 6 6(1 L)-E 10 For basic connector plate design values see ESR-1311 ESR-7958(MITek) A This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KCDF k1&BTR SPACED 24.0" O.C. 2-3=(-65) 49 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BOG 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 POF 0'- 0.0" -50/ 346V -14/ 77H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -97/ 113V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 POP 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 1012 AND IRC 2012 NOT BEING MET. IC OND. 2: Design checked for net(-5 paf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD :..,c LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed - 0.078" MAX TC PANEL LL DEFL = 0.012" @ 2'- 2.2" Allowed = 0.246" 3-11-11 MAX BC PANEL TL DEFL = -0.034" @ 3'- 1.4" Allowed = 0.333" 'I "I MAX BC PANEL TL DEFL - -0.003" @ 4'- 1.4" Allowed = 0.333" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 6.00 Design conforms to main windforce-resisting system and componentsand cladding criteria. 3 Wind: 140 mph, h=20.2ft, TCDL=4.2,13CDL=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 /- 4 c Y � of M-3x9 L L L 1-00 6-00 PROVIDE FULL BEARING;Jts:2,3,4 c;1/40 PR Nes`s -11 ''O 89782PE JOB NAME : 3413-B POLYGON NW - AJ2 • • Scale: 0.6146 Le � � t WARNINGS: GENERAL NOTES, unless otherwise noted V '•••``)I.Budder and erection contractor should be advised old General Notes 1.This design Is based only upon the parameters shaven and la bran Individual ' OREGON 0 Truss: AJ2 and Warnings before construction commences. building component.Apolcabil4 or design parameters and proper 2.2a4 compression web bracing must be Installed where shown.. Incorporation of component Is the responsibility ohne building designer. G 3 Additional temporary bracing to insure stability during construction 2.Design and at 10 the top dna bosom unlesschoba to be laterally braced at 7 'T/�Y {J Is the respondblldy of the erector.Additional permanent bracing or T sc.end at ea o.c.rsuch as sty braced throughout their length by continuous sheathing such as plywood sheathing(%)and/or drywal(BC). A U 1 �\ DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �./L SEQ.: K15 6117 8 4.No bad should be applied to any component until after al bracing and 4 Installation on of truss in wssthhe resin dbe ilitof sed tt h�o�pacntv.i contractor. ena t omens. fasteners are a plate and at no time should any bads greater than and ere for"dry trusses of use TRANS I D: LINK design bade be applied to any component. 8.Design assumes lull bearing at all supports shown Shim or wedge If 5 aompuTruehas nocontrol over end assumes noresponsibility for me 6eBry. EXPIRES: 12/31/2016 fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,201 5 8.This design is furnished sub(ea to the limitations set forth by 8.Plates shall be located on both laces of truss,and placed so their center TPVWTCA In SCSI,copies of which*IA be furnished upon request. Ansa coincide with joint center linea. 9 Digits indicate size ofphte In inches. Mack USA,Ina./CompuTrus Software 7.6,6(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 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF k16BTR LOAD DURATION INCREASE = (.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 RODE 416BTR SPACEC 24.0" O.C. 2-3=(-97) 68 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. 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 POP 0'- 0.0" -57/ 402V -22/ 108H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 74V 0/ OH 5.50" 0.12 HIDE ( 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 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 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" r MAX HORIZ. LL DEFL - -0.001" @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 6.00 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, '' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. 0 m co o c [ or 9>C 0 M-3x4 l .1 l 1-00 6-00 (PROVIDE FULL BEARING;Jte:2,4,3 �`c. R oFFss �r`5 ��GINR 'O� ,' 89782PE 9v,. JOB NAME : 3413-B POLYGON NW - AJ3 Scale: 0.5762 -�� / WARNINGS: GENERAL NOTES, uOees otherwise noted' I Budder and erodknnontradorshould beadvised ofall General Notes t This desinIsbased only upon the parameters shown and le for aninmmdual `y OREGON ', Truss: AJ3 and Warnings before construction commences budding component.Applicability of design parameters and proper �G 29 r- 2,214 compresewn web bracing must be Installed where shown•. incorporation of component Is the responsibility of the budding designer. 3,Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom duras is be latently braced at 9,Q� q y 15 ��,.r- Is the responsibility 0 the erector.Addnbnal permanent bracing of 2'o c.and et 10'o.c.respectively plywoodly s braced throughout their length by �` V continuous sheathing such as eheelhing(TC)end/or drywaA(BC). PA 1 , DATE: 11/30/2015 the overall structure is the responsibility of the budding designer. 3.1x loped badging or lateral bracing required where shown•• �'1 u SEQ. : K1561179 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the respondbllty or the respective contractor, fasteners are complete and at no lime should any loads greater than 5.Design assumes Pune,are to be used In a noncorrosive environment, TRANS ID' LINK deogn loads be applied to any component. andaretot'drycondnlon orae. 5.Com uTmshasnocontroioerandassumesnoren 6.oedgnaa.ume. 4:bearing atan.uppoaeneaw smmerwedg.0 EXPIRES: 12/31/2016 p ponaibilay for the nease, fabrication.handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. November 30,2015 6.This design is furnished subject to the limitations set rodh by 8.Plates shad be located on both faces Oboes,end placed so their center TPIM'ICA In SCSI.copies of which will be furnished upon request linea coincide with joint center lines. Musk USA,Inc/Com u7rus Saftvrare 7 6.6 1 L E 9.Digits indicate size of plate In Inches, P ( )- to 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 SIA:I 7'- 5.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION =NCREASE = 1.15 1-2-) 0) 50 2-5=(0) 0 BC: 204 KDDF #1513TR SPACED 24.0" 0.0. 2-3=(-116) 93 3-4=( -70) 27 IC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)011.1 7.0) ON TOP CHORD = 32.0 PSF IL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -35/ 377V -28/ 131H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -142/ 352V 0/ OH 1.50" 0.45 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 5.9" -58/ 15V 0/ 011 1.50" 0.02 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.041" @ 2'- 9.3" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.050" @ 2'- 11.9" Allowed = 0.596" 12 4 ' MAX. HORIZ. LL DEFL = -0.001" @ 5'- 11.2" 6.00 1;7' MAX HORIZ. TL DEFL = -0.001" @ 5'- 11.2" 3 , Design conforms to main indf orce-resisting system and componentsand cladding criteria. ''0 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=1.6, Truss designed for wind loads cg in the plane of the truss only. ti o co O f- ,C. -1 l 1 5.,›.L M-3x4 L 1-00 6-00 1-05-15 //aaaa......j� ORDViDE FULL BEARING;Jta:2,5,3r4 `�I� � N d, 444 .7 4t' 89782PE r- JOB NAME : 3413-B POLYGON NW - AJ4 _� - Scale: 0.5437 / WARNINGS: GENERAL NOTES, unless otherwise noted E �� 1.Builder and erection conlrador should be advised of all General Notes 1.This design la based only upon the parameters Mown and is for an Individual "p' OREGON l t2" Truss: AJ4 and Wem1"g.before construction commences. building component.Applicability of design parameters and proper 6'4 . Y'f ^ 2.2x4 compression web bredng must be Installed where shown e. Design ration of component la the responsibility of the budding designer. C/ V �(�'s 3.Additional temporary bracing to Insure stabllMy during construction 2.Design assumes the lap and bottom chords la be leteraIN braced at ,5, q R Y 5 Is the responstbllM of the erector.Additional permanent bracing Sc ri 7 o c,end at 10'o.c.raunh a,ely unless braced throughout)heir length by DATE: 11/30/2015 the overall structure lathe responsibility of built designer continuous sheathing later as acing re required oon s drywsA(BC), (L''''A A 1 t I �` spun ty o ng g 3.2a Impact bridging or inters)bracing required wnere shown e♦ �^7�,/1.. SEQ. : K15 6 118 0 4 No bad should be applied to any component unto alter all bracing and 4.Installation of truss Is the responsibility of the respeclNe contractor. fastener are complete and at no time should any bads greater than 5.Design assumes trusses are to be treed In a non-corrosive environment, design beds be applied to any component, and are for"dry condition"of use. T RAN S I D: LINK 5 GompuTrus has no control over and assumes no responsibility for the 6 Design assumes roll bearing at all supporta shown.shim or wedge It EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,201 5 6.This design is furnished subject to the limitations set forth by S Plates shag be located on both faces of truss,and placed so their center TP WWICA M SCSI.copies of which w1M be furnished upon request lines coindde with joint center lines. 9.Digits indicate size of plate In Inches. MITek USA,Int./CompuTrus Software 7.6.6(1LpiE II.For basic connector plate design values see E5R-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-10=(-1007) 5204 3-10=( -61) 465 2x6 KEDF #16BTR T2 SPACED 24.0" O.C. 2- 3=(-5997) 1190 10-11=(-1314) 6874 10- 4=7 -231) 1443 BC: 2x6 KDDF 1415BTR 3- 4=(-6056) 1207 11-12=(-1098) 5946 10- 5=(-1830) 393 WEBS: 204 KEDF STAND LCADING 4- 5=(-5410) 1106 12-13=(-1098) 5946 5-11=7 -25) 347 LL( 25.0)+DL( 7.0' DC TOP CHORD = 32.0 PSF 5- 6=(-6898) 1424 13- 9=( -712) 3848 11- 6=( -374) 1591 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3907) '761 12- 6=7 0) 130 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4412) 831 6-13=(-2514) 546 8- 9=(-4445) 845 7-13=7 -259) 1540 LL = 25 P50 D' ound Snow (Pg) 13- 8=) -55) 304 NOTE: 2x4 BRACING AT 24"OC SON. FOR ADDL: TC UNIF LL+DL= 160.0 PIE' 8'- 0.0" TO 12'- 0.0" V ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 12'- 0.0" V BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: TC CONC LL+OL= 598.0 LBS @ 8'- 0.0" 0'- 0.0" -670/ 3376V -73/ 798 5.50" 5.40 KDDF ( 625) OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 1440.0 LBS @ 12'- 4.0" 27'- 6.0" -412/ 2330V 0/ 0H 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. DV 2: Heel to plate corneI = 0.75" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL - 0.168" @ 12'- 5.8" Allowed = 1.329" MAX TL CREEP DEFL = -0.537" @ 12'- 5.8" Allowed = 1.772" MAX HORIZ. LL DEFL = -0.050" @ 27'- 0.5" MAX HORIZ. TL DEFL = 0.116" @ 27'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 7-11-11 11-06-10 7-11-11 Truss designed for wind loads "j "r '' I in the plane of the truss only. 4-00-12 3-10-15 4-02-09 2-11-12 4-04-05 3-10-15 4-00-12 r )f 45980 1I. 1 1 - -4 12 12 6.00 p M-5x12 M-4x10 M-3x6 t).-4x10 Q 6.00 4 5 E 7 T2 M-1.5x3M-1,5x3 1 + rn DI 10 11 .r 12 13 444 0 Io M-4x10 M-3x10 0.25" M-4x10 M-3x10 0 M18HS-7x14(S) M-1.5x3 I I 1440# I. aI. ��p PR 7-04-12 5-01 2-08-04 4-11-04 04-12 �`r3‘" GINE '�'i�� 1-00 27-06 lir .� a' :9782PE r' JOB NAME : 3413-B POLYGON NW - B1 Scale: 0.2244 Ilir WARNINGS: GENERAL NOTES, unless otherwise noted �A ��©� N.1.Builder and erection contractor should be advised of all General Notes 1 Tha design Is based only upon the parameters Mown and a/or an Individual - Truss: B1 and Warnings before coneWction commences building component.Applcabllity of design parameters and proper "v y5� Q` 2.2x4 compression web braang mug b Installed where shown+. Incorporation of component'stile responsibility of the building designer .y� G'9RY 15 V�Q. 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chorda to be laterally braced et Is the responAblllty of the erector.Addltlunel permanent treeing of 2'o.c.end at 10'o c re ch ss sly unless braced throughout their length by DATE: 11/30/2015 the Quant structure Is the responsibility r the building designer, continuous sheathing such as pdwvud sheathing(TC)and/or drywall(BC). " A U L sponw ty o ng3 2x Impact bridging or lateral bracing required where Mown++ SEQ. : K15 6118 2 4.No load should be applied to any component untl after all braang and 4 Installation of truss Is the responsibility of the respective contractor fasteners are complete and at no bme should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment. TRANS ID' LINK design loads be applied to any component. and are for'dry condition"or use. 5.CumpuTrushas nocontrol over and assumes norespaeolc,lity for the 6.Design eawmeafullbearing atall supports shown.Shimorwedge It EXPIRES: 12/31/2016 fabcatian,handling,shipment and Installation of com an as smen components. 8.Pesigoaasumelocted an hdrainagefIs provided.an November 30,2015 8.This design is furnished subject to the Ilmdalwns set foil by 8 Plates shall be located on both faces of truss,and placed so their center TPWVTCA In SCSI,capias of which Mt be furnished upon request Ines coincide with joint center linea. MiTek USA.Inc./Com uTrus Software 7.6.6(1 L)-E 9.Digits Indicate aRe of plate In Inches. P1 o.For basic connector plate design values see ESR-1311,ESR-1988(MITek) o This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2948) 628 1-5=(-568) 2526 5-2=( -232) 1254 4-7=(-1984) 446 BC: 2x6 KDDF 816ETR SPACED 21.0" O.C. 2-3=(-1606) 366 5-6=(-556) 2462 2-6=(-1172) 282 WEBS: 2x9 KDDF STAND 3-9=(-1408) 342 6-7=) -44) 104 6-3=( -114) 568 LOADING 6-9=( -506) 2308 TC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -344/ 1658V -42/ 1050 5.50" 2.65 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC SON. FOR LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -711/ 3191V 0/ OH 5.50" 5.11 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED @@ADDL: BC CONC LL+DL= 1210.0 LBS @ 3'- 0.0" @@ADDL: BC CONC LL+DL= 637.0 LBS @ 5'- 0.0" @@ADDL: BC CONC LL+DL= 2330.0 LBS @ 7'- 0.0" 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ( 2 ) complete trusses required. REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 Join together 2 ply with 3"x.131 DIA GUN MAX LL DEFL = 0.011" @ 3'- 0.0" Allowed = 0.354" nails staggered at: BOTTOM CHORD CHECKED FOR AOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.034" @ 3'- 0.0" Allowed = 0.472" 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" o n 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = -0.003" @ 7'- 10.3" 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. TI DEFL - 0.005" @ 7'- 10.3" a. For hanger specs. - SRe approved plans 6-02-11 1-09-05 . r 1 Design conforms to main indforce-resisting 3-01-12 3-00-15 1-09-05 system and components and cladding criteria. 12 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 load duration factor=l.6, Truss designed for wind loads 3 M-3x5 in the plane of the truss only. / 4 ill M-3x6 2 N C� o @@ HANGER BY OTHERS TO APPLY CONC. 1LOAD(S)EQUALLY TO ALL MEMBERS. ��/ vl _ill -Y � 1 5 6 6" 7 o TM_304 M-3x4 M-7x8 M-3x8 I, +1210# +637# L +2330# 3-00 2-09-12 2-32-04 1 8-00 ��p P R()per, s �t� 0NG�NEFR r1� 8"782PE N JOB NAME : 3413-B POLYGON NW - BGIRD Scale: 0.4649 ''/ ' 4' . ,f WARNINGS: GENERAL NOTES, unless otherwise noted C/' 11) t Builder and erection contractor should be advised oral Genets Notes 1 This deeds is based only upon the parameters shove)and n for an Individual ��(_OREGON a+�� a,4, Truss; BGIRD and Warnings before construction commerwas. bolding component Applicability of design parameters and proper �} -/i/' ZV "( 2 2s4 compression web bracing must be installed where shown 0. Incorporation of component la the responsibility aline building designer. J� VA�� C �� 3 Addrtbnel temporary bracing to Insure stability during construction 2.Deelgn aeamea the lap and bottom chords to be Mere Ny braced at 7 �l J is the responsibility of the erector Additional permanent brewing of T o.c.and el 70'o.c.respectively as sly unless braced throughout thele bnglh by ` DATE: 11/30/2015 the ower./atrucwrela the responsibility of designer. coniinuouesheathingsuchaspcngrawooti ehaething(TC)and/ordryvnll(BC) PIA�I- 0 sport ty o g g 3.2s Impact bridging or lateral bracing required where shown 00 SEQ. : K 15 6118 3 4.No load should be applied to any component until eller al bracing and 4 Installation of truss Is the responsibility of the respearoe contractor. tameners am complete and at no time should any bads greater than 8 Design anomes trusses ere to be aced In a noncorrosive environment, TRANS ID' LINK design bads be applied to any component and are for conditionof use. 5 CompuTrus has no control over and assumes no responsibility for the 8 Dee��saumes Ml bearing at el supports shown Shim or wedge 11 EXPIRES: 12/31/2016 fabrkation.handling,shipment and Installation of components. ry 7.Design tateaaewmesadecona0drainage bprovided ss,a November 30,2015 B.rnia Melgn le Mrnlanea wblsa to me mm�etbna set loon by a.Plate.snail be located on sato moss of+road,dna placed ad mea center TPO TCA in BCSI,copies of which will be furnished upon request. linea coincide with)0:5:center lines. 9 Digits Indicate etre r i Ate In Indies. MITek USA,Inc./CornpuTrus Software 7.6.6(11}E 70.For basic connector date design values see ES14-1311 ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-22) 50 2-4=10) 0 BC: 2x9 KDDF 016BTR SPACED 24.0" O.C. 2-3=(-37) 25 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.01+01( 7.G) ON TOP CHORD = 32.0 POP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Di ON BOTTOM CHORD = 10.0 PUP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -79/ 298V -4/ 36H 1.50" 0.90 KDDF ( 625) 0'- 11.2" -15/ 28V 0/ OH 1.50" 0.04 KDDF ( 625) 12 LL = __ ?SF Ground Snow (Pg) 1'- 0.0" -35/ 22V 0/ OH 1.50" 0.04 KDDF ( 625) 6.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.026" MAX BC PANEL TL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.035" MAX HORIZ. LL DEFL = 0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = 0.000" @ 0'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. 3 - Wind: 140 mph, h=19.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed forwind loads o in the plane of the truss only. 0 '1A f , i o o - - 1 X u 1/,d M-3x4 [] 1-00 1-00 ` ��Ep PRp,rFss PROVIDE FULL BEA RI NG;Jts:2,9,9 ,N. �c,Gl NE'�R r� �� 8.782PE 91-- JOB NAME : 3413-B POLYGON NW - BJ Scale: 1.1073 •!7 WARNINGS: GENERAL NOTES, unless othenwkenoted v4 OREGON '�`0 1 Builder and erection contractor should be advised of ash General Notes 1.This de®gn k basso only upon the parameters shown and A for an Individual O Truss BJ and Warnings before construction commences. budding component.Applicability of deep parameters and proper /� p5 2.2a4 compression web bracing must be installed where shorn+. Inwryoralion of wmponeM la the responsibility of the buNEing designer. .ey, &4f:i Y 1 GJ " <(„ 3.AddRm lonal temporary bracing to Insure stability during nsiruchon 2 Design assumes the top and bottom chortle to be laterally braced at 7 'l Is the responsibility of the erecter.Additional permanent bracing o! 2'o c.ou at 1tl o c respectively and a braced Throughout their kngm by M\ DATE: 11/30/2015 the overall structure le the responsibility of budding designer continuous sheathing such as plywoodaheathing(TC)andlor drywell(BC). P./(Ul 1\A' Wong ty° ng g 3.20 Impact bridging or lateral bracing required where shown++ r'1 {.. SEQ. : K 15 6118 4 4.No load should be applied to any component unity after ad bracing and 4 Installation of truss Is bre responslbrhty of the respective contractor fasteners are complete and at no time should any loads greater than 5 Design assumes trusses are to be used Ina noncorrosive environment, TRANS ID' LINK de&gn loads be applied to any component and are for"dry CO,dlhorr of use 5 CompuTrue has no control over and assumes no reeponaibiky for the B Design assumes lull bearing al all supporta shown.Shim or wedge it EXPIRES: 12/31/2016 necesmq fabrication,handling,shipment and installation of components 7.Design assumes adequate tonbathfaces drainage is provided November 30,2015 8.This design is furnished subJad to the Ilmdations sal forth by 8.Plates shad be located on both faces of truss,and placed so melt center TPIMTCA In BCSI.copies of which will be furnished upon request lines colneide wah(olnt canter lines. 9 Digits indicate size o'plate In Inches Mick USA,Inc.(CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR4988(MITek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 39-00-00 DUTCH SETBACK B-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #l&BTR; LOAD DURATION IN0R00SE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-15=(-2698) 11304 15- 3=( -758) 3660 11-22=(-269) 1800 2:56 ROOF #1&BTR T2 2- 3=(-12816) 3050 15-16=(-2302) 9729 3-16=(-1936) 366 22-12=( -92) 390 BC: 204 ROOF 01&13TR :OOZING 3- 4=( -8746) 2256 16-17=(-1950) 7802 16- 4=( -12) 594 WEBS: 209 KOOF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( -8050) 2210 17-19=1-2996) 9360 4-17=) -622) 82 2x9 DF 2400F A; TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 34'- 0.0" V 5- 6=) 0) 0 18-20=( -108) 909 17- 5=( -330) 2139 2x9 ROOF #1&BTR B TC UNIF LL( 100.0)+DL( 28,0)- :25.0 PLF 8'- 0.0" TO 26'- 0,0" L 5- 7=( -7229) 2018 20-21=(-2166) 8308 17- 7=(-2586) 756 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 39'- 0.0" V 7- 8=( -9308) 2620 21-22=(-2004) 7500 7-19=( 0) 512 TC LATERAL SUPPORT <= 12"0C. UON. 8-10=( -7568) 2160 22-13=(-1540) 5898 18-19=) 0) 142 BC LATERAL SUPPORT <= 12"OC. 000. TC CONC LL( 466.7)+CL( 130.7)= 597.3 LBS @ 8'- 0.0" L 9-11=( 0) 0 19-20=(-2058) 7992 TC CONC LL( 966.7)001( 130.71= 597.3 LBS @ 26'- 0.0" L 10-11=( -6138) 1702 19- 8=( -388) 1234 11-12=( -6882) 1862 20- 8=( -724) 922 NOTE: 2x9 BRACING AT 29"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12-13=( -6894) 1892 8-21=(-1138) 250 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BE:NG MET. 13-19=( 0) 50 21-10=( -196) 992 10-22=1-2088) 688 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OVERHANGS: 12.0" 12.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -900/ 3801V -95/ 95H 5.50" 6.08 KDDF ( 625) 39'- 0.0" -900/ 3801V 0/ OH 5.50" 6.08 KDDF ( 625) M-1.504 or equal at non-structural ( 2 1 complete trusses requ=red. vertical members (uon). Join together 2 ply with 3"0.131 DIA GUN nails staggered at: 9" oc in 1 row(s) throughout 204 top chords, 9" oc in 2 row(s) throughout 206 top chords, 1COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 9" oc in 1 row(s) throughout 204 bottom chords, 9" oc in I row(s) throughhut 2.04 webs. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" 12-08-11 8-05-06 12-09-15 MAX LL DEFL = -0.318" @ 13'- 4.7" Allowed = 1.654" -: 1' ""(( 5 MAX TL CREEP DEFL = -0.613" @ 13'- 4.7" Allowed = 2.206" 2-09-12 4-04-03 5-01 1-U2-14 3-11 MAX LL DEFL = 0.001" @ 35'- 0.0" Allowed = 0.100" d 4-05-08 MAX TL CREEP DEFL = -0.001" @ 35'- 0.0" Allowed = 0.133" 2-09 2-09-121 0-06005 .2-08-08��3-04-02 1 3 f f 1' f f'f f f f '' f 1 MAX HORIZ. LL DEFL = 0.159" @ 33'- 6.5" 8-10 9-10 MAX HORIZ. TL DEFL = 0.257" @ 33'- 6.5" =M-4x4+ i 12 +587.306 M-3x8 1 +597.30# 1 12 Design conforms to main windforce-resisting 6.00 C7 M63x6 M-Sx6t Q 6.00 system and components and cladding criteria. M-5x6+ 0M-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), M-4x10 M-5x6 load duration factor=1.6, M18HS-5x16 T7 - IA i Truss designed for wind loads in the plane of the truss only. M-3x4 - - - 4I M-1.5x3 M-3x8 A 2 M-2.504 or equal at non-structural diagonal inlets. ro M-4x10 ,�` _ B m 0 c f 1��' 15 16 3 I( k19 11+- \l4 -l'v M-3x9 M-3x8 0 1e 20 .r 2 zz 1 0 o M-1.5x3 M-3x10 0.25" M-3x8 M-3x8 io o M-7x10 ft n 43.75 -s?:F_;�) `,0 PR O('FS L. L L �. L L L L L �5\ L ,� -05-082-09-122-11-08 5-02 L 4-11-08 3-07-10 3-09-06 8-02-12 .1.4. Si, �NG�NER S/C)1, 1-0E>-05-08 10-09-08 20-09 1-00 L L L L. :9782PE r" 1-00 34-00 1-00 • JOB NAME : 3413-B POLYGON NW - Cl "� 811 Scale: 0.1478 ..r Le, 17+65 0REGON .. WARNINGS: GENERAL NOTES, unless otherwise noted +!5 �Q'" 1.Baader and erection contractor should be advised of all General Notes I.This design Is based only upon the paremetera shown and is for an Individual . V�F y r ‘1•9' Truss: C 1 and Warnings before conatmcibn commences. building component.Applicability of design parameters and proper J 2.204 compression web bracing must be Retailed where shown+ incorporation of component is the responsibility of the budding deelgeer. /� J 3.Adddionel temporary bracing to Insure stability during mnsirudion 2.Design assumes the 4,p and bottom chortle to be laterally braced et `' hA U L 11� In the respanMbllity of the endo,Additional permanent bracing of T o.c,and at h d o.c.respectively unless braced throughout their length by I"' `, DATE: 11/3 0/2 015 the overall structure la the responsibility of the balding designer 3continuouscbehdeathlor lateral b plywood ll wotlsheathing(TC)ui heaRoolo0 drywall(BC) - Ps gmg or g rsqu SEQ. : K15 6118 6 4 No load should be applied to any component untk after all bradng end 4.Installation of truss is Me responebifty of the respective contractor. [] fasteners are complete and at no time should any bads greater than 5.Design assumes trustee are to be used In a noncorrosive environment EXPIRES: 12/31/2016 TRANS ID: LINK design loads be applied to any component. and are for^dymndr.onlofase. ComWTrva has ro control over end assumes no responsibility for theNovember 30,2015 e 6.Dessse ssumes full esenng at ell eupporis shown.Shim or wedge II 5 ry. a fabrication.handling.shipment and installation of components. 7.Design assumes adequate drainage Is provided 6 This design is furnished subject to the limitations cel forth by 8.Plates shag be located on both faces of trues,and placed so their center TPVWTCA in BCSI.copies of which WWI be furnished upon request lines coincide with loin,center lines. 9 Digits Indicate size. Rateinches MiTek USA,Inc./Com uTrus Software 7.6.6(1L)•E For basic connector paledasign values sea ESR-1311.ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 DC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=1-376) 2138 3-10=(-253) 175 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2510) 513 10-11=(-254) 1794 10- 4=( -15) 446 WEBS: 2x4 KDDF STAND 3- 4=(-2275) 488 11-12=(-272) 1794 4-11=1-642) 235 LOADING 4- 5=1-1611) 437 12- 8=(-398) 2138 11- 5=1-229) 1069 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.7 25F 5- 6=(-1611) 437 11- 6=(-642) 235 BC LATERAL SUPPORT <= 12"OC. SON. DL ON BOTTOM CHORD = 10.0 ?SF 6- 7=1-2275) 488 6-12=( -15) 446 TOTAL LOAD = 42.1 .'SF 7- 8=(-2510) 513 12- 7=1-253) 175 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 50 LL = 25 PSF 7r_.nd Snow (Pg) BOTTOM CHORD CHECKED F512 A 20 PSF LIMITEC STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION1S) SPECIFIED 8Y IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -235/ 1542V -187/ 187H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -235/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.114" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.232" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.050" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.083" @ 33'- 6.5" 17-00 17-00 1 -__-- "--' j Design conforms to main windforce-resisting 6-00-05 5-05-13 5-05-13 5-05-13 5-05-13 6-00-05 system and components and cladding criteria. ' -( ,` 1' 7 1 12 12 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Q 6.00 load duration factor=1.6, 4.0" Truss designed for wind loads 5 ..-.( in the plane of the truss only. M-5x6(S) s! M-5x6(S) 3.1" 0.25" 0.25" i't y� M-1.5x3 +1 M-1.5x3 rm O rm O 10 i M-9x9 M-3x4 0.25" 31 "B o O M-5x8(5) M-3x4 -M-9x9 0 ��°D rynOFr�s L 8-09-04 L 8-02-12 0-02-12 8-09-04 C��J ON�IfNrl� ,9 V fO2 1-00 34-00 1-00 ��'`y '� 89782P v JOB NAME : 3413-B POLYGON NW - C2 • Scale: 0.1727 WARNINGS: O.ThiedLNOTEb, uMeup tithe otherwise noted OREGON t Budder and erection contractor should be advised of all General Notes 1.This design Is base!only upon the parametera shown and is for an Individual ((��4� Truss: C 2 and Waminge before construction commences bueding couponer Applicability of design parameters and proper V 2.Dia compression web bracing must be Installed where shown e. incorporation of component is the responslbAlry of the building designer x.'9,4 L�9�Y 15 2 �, �` 3 Adddianal temporary bracing to Insure stability during construction 2 Design assumes ire tap and bottom chords to be erbol bated at Is the responsibility of the erector.Additional permanent bracing of en V•re T a.c.end at 10'rte.respectively unless braced throughout iheN leipih by DATE: 11/30/2015 the overall structure Is the responsibility of the binding designer. continuous sheathing r such as aplywoodcing re uir sheathing(TC)s and/or drywall(19C) p n' f` 3.2s.Impact bridging or ih eral bracing required neaps shown tie A U 4 SEQ. : K1 5 6 118 7 4.No bad should be applied to any component until after a8 bracing and 4.Inatallatbn of truss lune responsibility of the respective contractor. fasteners are complete end at no time should any bads greeter than 5 Design assumes busses are to be used In s non-corrosive environment. TRANS ID: LINK deagn bads be applied to any component. and are for dry condemn"of use. 5.CompuTrua has no control over and assumes no reeponsibilrty for the 6.Design assumes full beating at an supporta Mown Shot or wedge If rabdcation,handling,Mi tie Bury. EXPIRES: 12/31/2016 shipment logh rte. 7.Design assumes adequate drainage is provided November 30,2015 5.This design is furnished subject to the ilmtlatbns set forth by 8 Plates shall be located on both faces o/truss,and placed so their center TPWyrCA In BOB),copes of which will be furnished upon request. lines coincide with joint centerlines. MITek USA,Inc/CompuTrus Software 7.66(10-E 10.Digits ribees coconnector plateplam inches. design values see ESR-1311,ESR-1988(MITeN) 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: 204 KDDF 916BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-11=(-774) 4293 11- 3-) -202) 1398 7-16=) 0) 406 BC: 204 KDDF 91613TR SPACED 24.0" O.C. 2- 3=(-4872) 917 11-12=(-677) 3691 3-12=(-1247) 322 16- 8=(-206) 147 WEBS: 2x4 KDDF STAND 3- 4=(-2797) 540 12-13=(-373) 2449 12- 4=( 0) 371 LOADING 4- 5=(-2106) 491 14-15=( -8) 54 4-13=( -754) 176 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2076) 581 15-16=(-294) 1872 5-13=) -295) 203 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1621) 432 16- 9-(-390) 2127 14-13=) 0) 29 TOTAL LOAD - 42.0 PSF 7- 8=(-2278) 486 13-15=) -144) 1319 OVERHANGS: 12.0" 12.0" 8- 9=(-2501) 506 13- 6=( -301) 1073 LL = 25 PSF Cr,und Snow (Pq) 9-10=( 0) 50 15- 6=( -57) 416 15- 7=( -690) 238 BOTTOM CHORD CHECKED FOP. 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 00 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -235/ 1542V -188/ 188H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -235/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.182" @ 13'- 4.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.363" @ 13'- 4.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 8 35'- 0.0" Allowed = 0.133" 17-00 17-00 MAX HORIZ. LL DEFL = 0.108" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.179" @ 33'- 6.5" l 2-09 5-03 5-04-12 3-05-08 1 6-06 4-07-07 6-00-05 r ' .f .( -r r 12 12 Design conforms to main windforce-resisting 6.00 p TIM-6x6 'Q6.00 system and components and cladding criteria. 6.0" Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 /"T( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration £actor=1.6, M-1.5x3M-5x6(S) Truss designed for wind loads 5 3, ` in the plane of the truss only. M-5x6(S) 9 0.25" 0.25" tf, 4 14-1.5x38 + M-3x6 3 m M-3x8 k' -_ - r1 a .ice 12 fo 13I7' , _._,,, •....- 'i.. 0 -Yc� M-3x9 0 14 is .r 16 y V o of M-5x8 o M-5x8 M-4x8 0.25" -M-4x4 oI o M-5x6(S) ...G13.75 M-1.5x3 12 y ��ED P R OFFss .1' 2-05-08L 5-03 5-08-04 3-07-04 8-02-12 8-09-04 1 cJ NG�N F ` / 1-09-05-08 10-09-08 20-09 1-00 ,c ' {fi 19 0 34-00 �` 89782PE v" JOB NAME : 3413-B POLYGON NW - C2-C Scale: 0.1602 WARNINGS: GENERAL NOTES, unless otherwise noted C! �40 1.Budder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameter.shown and is for an Individual -9' OREGON � Truss: C2-C end Warnings before construction commences. building component.Applicability of design parameters and proper 2 4 2 2.4 compression web bracing mus be Inctalbd where shown 0. 2.Design assumes the top and bottom chords to be laterally braced at .�)incorporation of component la the respandbWlry of the building designer. Gg1 Y 15 1e,' 3.Additional temporary bracing to insure stability during construction Is the responsibility of the erector.Additional pamunanl bracing of 2'o c.and at 10'o.c.reapectNety unless braced throughout their length by A t DATE: 11/30/2015 the overall structure is the responsibility f the building designer Ercontinuousimps6,09:59 lir ateh as eang rplywooe uir el where shown) 0 tlryweg(BC). A U L ir �` span ry a rp 9 3.2x Impact bridging or lateral bracing required where Mown++ SEQ. : El 5 6 118 9 4 No lied should be applied to any component un5 after all bracing and 4 Installation of trues Is the respondbillty of the respective contractor. fasteners are complete and at no time should any bads greater than b Design assumes trusses are to be used Ina nonconoave enorcnrmm, design bads be applied to any component. and Cr.for'dry condition"of use. TRANS ID: LINK 5.Compurrushasnocontroloverandaaeumeanoreeponslbgdyforthe 6.DetlgNryw ea lull hearing at all supports shawn.Shimarwetlgelt EXPIRES: 12/31/2016 fabrication.herdling.shipment and installation of components. 7.Desgn assumes soegaale drainage is pmmded. November 30,2015 6.This design is furnished subject to the Mutations set forth by 8.Plate.shag be located on both faces of truss,and placed so their center TPW0ICA In BUS).copies of which wall be furnished upon request lines comclde*MINN center lines. 9.Digits indicate eke of:lata In Inches Weir USA,Inc/CompuTrus Software 7.6.6(1L)-E 10.For basic connector prate design values see ESR-131 t ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-387) 2154 10- 3=( 0) 289 BC: 2x4 KDDF #10858 SPACED 24.0" O.C. 2- 3=(-2528) 537 10-11=(-389) 2151 3-11=(-570) 209 WEBS: 2x4 KDDF STAND 3- 4=(-1944) 494 11-12=(-263) 1708 11- 4=( -98) 542 LOADING 4- 5=(-1644) 490 12-13=(-420) 2151 11- 5=(-174) 94 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.2 PS_ 5- 6=(-1644) 490 13- 8=(-418) 2154 5-12=(-174) 94 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.1 `SF 6- 7=(-1944) 494 6-12=( -98) 542 TOTAL LOAD = 42.0 'SF 7- 8=(-2528) 537 12- 7=(-570) 209 8- 9=( 0) 50 7-13=( 0) 289 NOTE: 204 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOE A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION:„ SPECIFIED BY IBC 20_2. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LDAD IS A MINIMUM 02 1J PSF. 0'- 0.0" -222/ 1542V -152/ 152H 5.50" 2.47 (DIF ( 625) 34'- 0.0" -222/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) JT 2, 8: Heel to plate corner = 1.75" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/DB0 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 m ) windforce-resisting system and componentsand cladding criteria. 7-03-04 6-05-04 3-03-08 3-03-08 6-05-04 7-03-04 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1 '( .( 1 1' 3' 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14-00 14-00 load duration factor=1.6, ,( ,( Truss designed for wind loads 12 M-9X6 M-4x6 12 in the plane of the truss only. 6.00 c M-3x9 6 • Q 6.00 lea M-3x4 M-3x4 3 7 :73 / \-o o aJL i r .., _ 7 ._. . _- .-a__. ... �f 10 11 ( 3 12 13 o' M-4x4 M-1.5x3 0.25" 0.25" M-1.5x3 =M-4x4 o rn (t M-5x8(S) M-5x8(S) �rIco PR0A-6.n 7-01-08 6-05-04 L 6-10-08 ) 6-05-04 7-01-08 �`Cj`�"yGINF�c� fob i-oo 34-00 i-00 ,e :9782PE 9v JOB NAME : 3413-B POLYGON NW - C3 Scale: 0.1852 WARNINGS: GENERAL NOTES, .'Nees°theroelae noted (,I ^N S J 1.Duke,and erection contractor Mould be adeleed of all General Notes 1.This deign is based only upon the parameters Mown and is for an Individual -paR EGON Truss: C3 and Warnings before conetudioncommences. building component.Applicability of design parameters and proper �(J 2 244 compression web bracing must be installed where shown r, incorporation of component is the responsibility of the buBdmg destgner. ,A� a,,,`, ,p IG 3.Malone!temporary bracing to Insure siabey dung construction 2 Gestin assumes the top and bottom chortle to be hie ratty braced at 7 .AI J"r Y 1:7 Is the responsibility al the erector Additional permanent bracing of 7 o.c and at 10'o c respectively unless braced throughout their length by �S, DATE:: 11%30%2015 the avereX structure Is the responsibility f the boldin des)rear. continuous sheathing such es plywood sheathing(TC)and/or tlryweA(BC) /e�,q U L o g B S 24 Impact bridging or lateral bracing required where shown r r L. SEQ. : K1561190 4.No road should be applied to any component until after all braung and 4 Installation of truss la the responsibility of the respective conneda, fasteners are complete end at no time should any pads greater than 5.Design assumes trusses ere to be used In a nor-corrosive environment, TRANS ID• LINK deeIgn bads be applied to any component end are for dry nendmm�or use 5 CompuTrus has no control over end assumes no responsibility for the 6.Destcop�°comes full bearing et all supports shown Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment and instelletlan of components. 7 ..g- fabrication, PIeest6umeSatl8qu81eothfa a"sues, November 30,2015 a,This dealers he furnished subject to the limitations set forth by 8.Plates shoo be routes on bosh feu.or tinea,and placed so their Umar TPIMTCA In SCSI,copies of which will be furnished upon request lines cotndtle elth 1°Int center lines. 9.Digits indicate size of plate In Inches. M:Tek USA,Inc.ICompuTfus Software 7.66(1L)-Z 10 For basic connector plate design values see ESR-1311 ESR-1985(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 RODE 81&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-387) 2154 10- 3=( 0) 289 BC: 2x9 KDDF til&BTR SPACED 29.0" O.C. 2- 3=1-2528) 537 10-11=(-389) 2151 3-11=(-570) 209 WEBS: 2x9 BIDE STAND 3- 4=1-1944) 494 11-12=1-263) 1708 11- 4=1 -98) 542 LOADING 4- 5=(-1644) 490 12-13=1-420) 2151 11- 5=(-174) 94 TC LATERAL SUPPORT <= 12"0C. CON. LL( 25.0)TOL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1644) 490 13- 8=(-418) 2159 5-12=1-179) 99 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-1944) 494 6-12=1 -98) 592 TOTAL LOAD = 92.0 PS? 7- 8=(-2528) 537 12- 7=(-570) 209 8- 9=( 0) 50 7-13=1 0) 289 NOTE: 2x4 BRACING AT 24"OC CON. FOR LT. = 25 PSF C_.:1nd Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FCR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(is) 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" 2.97 KEMP ( 625) 39'- 0.0" -222/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) JT 2, 8: Heel to plate corner = 1.75" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/lB0 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" 8 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 8 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 indforce-resisting system and components and cladding criteria. 13-11-11 6-00-10 13-11-11 -( -( .( .1, Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-03-04 6-08-07 3-00-05 3-00-05 6-08-07 7-03-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, rj .f .t -I Truss designed for wind loads 12 12 in the plane of the truss only. 6.00 M-4x6 M-4x6 Q 6.00 9 M-3x4 / 5 ,- M-3x4 M-3x9 3 7 ie so fit O o d, LT_ I _ F A I c3 .. 10 11 i .1T 12 13 I .1 12 M-1.5x3 0.25" 0.25" M-1.5x3 =M-4x41 • of M-5x8(S) M-5x8(S) ��.�vt) PR()Fen 1 L ,l :1 rL L L L 7-01-08 6-05-04 6-10-08 6-05-04 7-01-08 L L \� �NG'IN��'9 f0� 1-00 34-00 1-00 �� 8•702PE ��` JOB NAME : 3413-B POLYGON NW - C4 Scale: 0.1852 • a• WARNINGS: GENERAL NOTES, unless otherwise noted. (., 40 1.Bugder and erection mnhacrer edrnldd be advised ntag General tiers. 1.This design le based only upon the parameters drown and 5for anIndividual "'��OREGON � P Truss: C 4 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown a. Incorporation of component lathe responsibility of the building designer. 9� (/A a,� 1751'y A5 '� 3 Additional temporary bredng to Insure stability during construction 2 Design assumes the tap and bottom chords to be kierel braced at 7 'l/'� lathe respensibigty of the erector.Additional permanent bracing of 2'o.c.nus at 10orouchaNety unless braced throughout their length by �` DATE: 11/30/2015 the e.erel structure lith.responsibility of building designer. 2s Imp Impact bridging sheathing lateh.eacing re uiretmheresown•g(TC)and/or arywa9(Bq. Abp�� span N o 93 2z Impact Ondging or lateral bracing required where shown�. ✓"! SEQ. : K1561191 4 No load ahouW be applied to any component until after an bracing and 4.Inataa tion of truss la the responsibility of the respective contractor. fasteners are compete and at no time should any pads greater than s.Design assumes trusses are to be used In a non-corrosive environment. T RAN S I D' LINK design bads be applied to any component. and are fordry condition"of use. 5 Compurnus has no control over and assumes no responabnty br the 6 Decsieaea assumes coil bearing at all supports shown Shim or wedge If EXPIRES: 12/31/2016 fabdcat:en.handling,shipment and Installation of components. -Design-, Plates Design assumes adequate to oth face is proddeNovember 30,2015 6 Thb design is unshed subject to the Ilmnebons sal forth by 8.PWlea shall be located on both faces of truss,and placed so their center TPI/TCA in SCSI,copes of which vd9 be furnished upon request. Anes coincide wdh)olnt center lines. 9 Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.60 L}E 10.For basic connector plate design values sea ESR-1311,ESR-1998(MITek) se 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: 204 KDDF N16BTR LOAD DUPATION INCPEASE = 1.15 1- 2=( 0) 50 2-12=(-611) 2140 3-12=(-174) 159 BC: 2x4 KDDF R168TR SPACED 24.0" O.C. 2- 3=(-2509) 789 12-13=(-727) 2521 12- 4=(-100) 628 WEBS: 2x4 ROOF STAND 3- 4=1-2272) 723 13-14=(-727) 2521 12- 6-(-649) 281 LOADING 4- 5=( 0) 0 14-10=(-660) 2140 13- 6=( 0) 241 TC LATERAL SUPPORT <= 12"OC. UON. LL) 25.0)+DL) 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1973) 679 6-14=(-649) 260 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1973) 690 8-14=( -88) 628 TOTAL LOAD = 42.0 PSE 7- 8=( 0) 0 14- 9=(-173) 153 __--------- --------------- 8- 9-(-2272) 738 NOTE: 2x4 BRACING AT 24"00 UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2509) 799 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 50 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FYI /OPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LCADS ACT NON-CONCURRENTLY. 0'- 0.0" -289/ 1542V -109/ 109H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -297/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ( VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.149" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.300" @ 17'- 0.0" Allowed - 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.097" @ 33'- 6.5" Design conforms to main windforce-resisting 11-11-11 9-02-10 12-09-11 system and components and cladding criteria. "1 I Wind: 140 mph, 1,22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-01-08 4-07 2-03-03 5-00-05 4-12-05 3-01-03 4-07 5-01-08 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), .rf f ' f T _f 'I load duration factor=l.6, 10-00 10-00 Truss designed for wind loads n the plane of the truss only. f i 1 12 5 12 6.00 p M-4x6 M-3x8 M-4x6 Q 6.00 f7 6 • M-1.5x3 M-1.5x3 3 + t'n in O O t,3 12 13 14 rill11 o I M-4x4 M-3x8 0.25" M-3x8 1781-4x4 t M-5x6(S) ��?5p PROpeel L. L 9-06-12- -- 7-05-04 f 7-05-04 9-06-12 i �: �NGINFaR '2 1-00 34-00 1-00 �9 `.. :9782PE S- JOB NAME : 3413-B POLYGON NW - C5 • -air'. Scale: 0.1852 WARNINGS: GENERAL NOTES, amess otherwise noted I.Builder and erection contractor should be advised craft General Nates 1.This design is based only upon the parameters shown and is for an individual �`11+(/•'AEGON O, Q` Truss: C5 and Warnings before construction commences. building component Applicability of design parameters and proper 2 9i4 compression web bracing must be Installed where shown+ incorporation of component Is the responsibility of the leu Ming designer. 11/5) A� A� G I'�'s 3.Additional temporary bracing to Insure stability during construciron 2.Design assumes the lop and bottom chords to be laterally braced et JT ''ll J GV- Ie the responsibility of the erector,Additional permanent Medng of 7 o c.and at 10'o.c.re ch as ply unless braced throughout their length by /{� 'L DATE: 11/30/2015 the overaR structure Is the responsibility f the build) designer continuous0Isheathinggor Ater)b acing re uk et where shown drywa N(BC). • PAUL U �` Won ty o ng 9 3.2x Impact bridging or literal bracing required where shown++ �"1 L. SEQ. : K 15 6119 2 4.No load should be applied to any component amt after all bracing and 4 Installation of truss le the responsibility of the respective contractor. fasteners are compete and at no time should any leads greeter than 5 Damen assumes Trusses are to be used era non-corrosive environment, TRANS ID• LINK design bads be applied to any component. Andare for"dry eondeion"of use. 5.CampuTrushas nacontrol over and essumesnoresponsibility for the 6 Dest�i�awmeahglbeatlngataYwpportastrown ammorwatlge:t EXPIRES: 12/31/2016 fabrication,hander shipment ry q g, pmenta a the eelstitaunsicompth by 7.Plaagn assumes ced on lsprovided.s, November 30,2015 6.nes design b furnished cabled to limitations sal forth by 8.Plates shall be located on both faces of truss,and placed so their center TPW4TCA in 0051,copies of which wilt be furnished upon request. linea coincide with joint center lines. 9 Digits indicate size replete N inches. Welt USA.Ino./CompuTrus Software 7.6.6(1L}E 10 For basic connector plate design values see ESR-1311.ESR-1988(MITea) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 91813TH LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-11=(-995) 2190 3-11=(-175) 189 BC: 2x4 KDDF #1113TR SPACED 24.0" O.C. 2- 3=(-2509) 649 11-12=(-534) 2521 11- 4=( -83) 628 WEBS: 2x9 KDDF STAND 3- 4=(-2272) 562 12-13=(-539) 2521 11- 5=(-649) 236 LOADING 4- 5=(-1973) 542 13- 9=(-544) 2140 12- 5=( 0) 291 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-1973) 566 5-13=(-649) 208 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 7-13=( -66) 628 TOIAL LOAD = 92.0 PSF 7- 8=(-2272) 590 13- 8=(-174) 176 8- 9=(-2509) 665 NOTE: 2x9 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 50 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -223/ 1542V -109/ 109H 5.50" 2.97 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 39'- 0.0" -233/ 1542V 0/ OH 5.50" 2.47 KDDF ( 615) rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.149" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.300" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL - 0.059" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.097" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 9-11-11 13-02-10 10-09-11 Wind: 140 mph, h=21.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, ( I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 5-01-08 4-10-03 7-00-05 6-02-05 1-01-03 4-07 5-01-08 Truss designed for wind loads -( .( .( .( -( -( - '1 in the plane of the truss only. 10-00 ( -I 12 M-4x6 M-3x8 6 M-4x6 12 6.00 5 Q 6.00 M-1.5x3 M-1.5x3 3 X } • th 1o CD 1 1 // "3 ja '-- 0 11 12 .113 9 0 M-9x9 M-3x8 0.25" M-3x8 =M-4x41 o L L r1-sit 1 l 5�ft. O�Fssi I 9-06-12 7-05-04 7-05-04 9-06-12 L c� N �R p1, 1-00 34-00 1-00 89782PE 17_,.., JOB NAME : 3 413-B POLYGON NW - C 6 ...---,e<. ''�"r Scale: 0.1852 allif WARNINGS: GENERAL NOTES, unless otherwise SatedCr' �� 1.Budder and erection contractor Mould be advised of as General Notes I This doe gn is based only upon the parameters shown and is far an individual P ja 7'OREGON '• R}. Truss: C6 and Warnings before construction commences. building component.Applicability of design parameters and proper ams tl �. 2 2a4 compression web bracing must be Installed where Mown e. Incorporation of component is the responsibility of the budding designer. ✓9 &u4 �, ,�c, 3.AddHenal temporary bracing to maitre staNItly during construction 2.Design assumes the top and bottom chards to be laterally breced et _+ 7o.e.and at 70'o.c.respectnely unless braced throughout their length by Is the responsibility et the erector.Additional permanent bracing et (�A V continuous sheathing such as plywood sheething(TC)and/or drywaD)BC). (" I i` ¶ DATE: 11/30/2015 the overall structure is the responsibility of the budding designer S.2s Impact badging or lateral bracing required where shown•• •l�.1 1- SEQ. : 1<1561193 4.No load should be apphed to any component until after all bracing and Installation of truss isthe eretoresponsibility In e m en acIOo cos ntractonmsnt, r. fasteners are compete and at no time should any pads greeter m 't.Design g^assumes design bads be applied to any component, and ars for"dry condition'.of use. T RAN S I D: LINK 5 campurrus has no control over and assumes no responsibility forth. 6 Dengn a�aumes NII bearing at all supports mown snim or wedge a EXPIRES: 12/31/2016 fabrication,handling.shipment and installation of components. 7 Dewgn assumes adequate drainage is provided. November 30,201 5 6.This deegn is furnished subject to the limitations set forth by 8 Plates shag be located on both feces ettruss,end placed so their center TN/SYMP.in SCSI,copies of which will be furnished upon request. Ones coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ina/CompuTrus Software 7.6.6)1L)-E to For basic connector plate design values see ESR-1311 ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq-1.00 TC: 2x4 KDDF 1416BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=1 0) 50 2-19=(-1532) 7788 3-14=) -78) 990 BC: 206 KDDF N16BTR SPACED 24.0" O.C. 2- 3-1-8988) 1829 14-15=1-1508) 7862 19- 4=1 -670) 2889 WEBS: 2x4 KDDF STAND 3- 4=(-9058) 1848 15-16-(-1226) 6930 4-15=1-1792) 472 LOADING 9- 5=1-7776) 1582 16-17=( -950) 5698 15- 5=1 -350) 1906 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-7212) 1974 17-18=1 -508) 3980 15- 6=( -540) 996 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-6386) 1170 18-12=1 -544) 3958 6-16=1 -838) 310 TOTAL LOAD = 42.0 PSF 7- 9=1-3556) 646 16- 7-) -148) 1198 8- 9=( 0) 0 7-17=1-2470) 506 NOTE: 2x9 BRACING AT 24"OC 50N. FOR LL = 25 PSF Ground Snow (Pg) 9-10=1-3856) 694 9-17-) -158) 1136 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 6'- 0.0" V 10-11=1-3926) 676 17-10=1 -68) 382 11-12=1-4012) 688 10-18=1 -114) 42 ADDL: TC CONC LL+DL= 598.0 LBS 8 8'- 0.0" 12-13-1 0) 50 18-11=1 -36) 134 OVERHANGS: 12.0" 12.0" @@ADDL: BC CONC LL+DL- 3191.0 LBS @ 6'- 9.5" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HOBO BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2022 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN 0'- 0.0" -1006/ 4915V -87/ 87H 5.50" 7.86 KDDF ( 625) BOTTOM CHORD CHECKED .F lOPSF LIVE LOAD. TOP 34'- 0.0" -398/ 2258V 0/ OH 5.50" 3.61 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. nails staggered: 9" oc in 1 cowls) throughout 2x4 top chords, 9" o n 2 cowls) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.128" @ 13'- 10.8" Allowed - 1.654" MAX TL CREEP DEFL = -0.410" @ 13'- 10.8" Allowed = 2.206" @@ HANGER BY OTHERS TO APPLY CONC. MAX LL DEFL = 0.001" @ 35'- 0.0" Allowed = 0.100" LOAD(S)EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.001" e 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.039" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.080" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 7-11-11 17-02-10 8-09-11 i 1 Wind: 140 mph, h=21.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 3-06-10 2-11-101-05-07 5-11-02 6-02-05 5-01-02 1-011-082-042-11-10 3-06-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), i i f .i .( .( { i , 7 load duration factor=1.6, End vertical(s) are exposed to wind, 8-00 Truss designed for wind loads +598N i 'I in the plane of the truss only. 12 M-5x8 M-3x4 M-3x4 B M-5x8 12 6.00 p M-3x5 6 7 9M-3x5 Q 6.00 „.....-heo M-1.5x3 + M-1.5x3 1 M !I ocor - ,es J'- 1 - .L � n I_-I 1 1 II I"`7" s -her' 14 15 16 7 X17 18 ��\ p 11M-3x10 M-6x8 0.25" M-3x8' M-3x10 0 t L �3 9X5 M-7x8(5) L M-6x8 l TSF.�` P R V ED OF 6-02-12 1-04 9-05-04 9-05-04 1-04' 6-02-12 ,,5� �Ci`s( NE'�a4 'S'/0 ) L L C? 1-00 34-00 1-00 `$7 $"7$2PE <" JOB NAME : 3413-B POLYGON NW - C741/ �' • Scale: 0.1852 ' a• WARNINGS: GENERAL NOTES. unless otherwise soled V �� I Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters Mown and is for an Individual -q,�,OREGON q Q Truss: C7 and Wamings before construction commences. budding component Applicability of design parameters and proper / 2.2a4 compression web bracing must be instated where shown. Incorporation of component is the responsibility of the budding designer. ..[)� G/A a.,, G Q'� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at 7 T`- ''ll/Y :7 �L-` Is the responsbldy of the erector Addbanel permanent bracing of T o.<.and at 10'o.c.rscot,ss p18ely unless braced throughout r d,yeir length by '1 e w DATE: 11/30/2015 the overall structure Is the responsibility of the budding designer 3.2s Impactcontn bridginguous osten l bracing acwg e requiredsiwhere eree)and/or tlrywall(BC). �(,'/1 t L`i_` ng lateralywoodheathIhe TG)an n+. 4 SEQ.: K 15 6119 4 4.No load should be spited to any component until after all bracing and 4.Installation of truss is the responsibility alma respective contractor fasteners are compete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID' LINK design bads beappledtoany component. and areror'dryconmhon ofuee. 5.CompuTrss has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown Shim or wedge if EXPIRES: 12/31/2016 necesury. fabdntion,handling,shipment and Installation of components. 8.This dee isfumishedsubecttomelimiationssetforth 7A pliesshagn ul mes caedunboth'faceage'o truss,rs°cinNovember 30,2015 lin1 by S.fines incl be tinted on both faces of and placed so their tenet TPIMTCA in BC51,copies of which will be famished upon request. Digit cold awith Jointpate Inc goes. N.Farb indicate sizeoflidsein nchas.l MITek USA,Inc./CompuTrus Software 7.6 7(iL}E 11.Far basic connector plate design values see ESR-1311.ESR-1111138(MITak) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN: 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 ROOF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-31) 112 6-5-( 0) 18 BC: 2x4 KDDF #1613TR SPACED 24.0" 0.C. 2-3=(-183) 0 5-7=(-68) 219 5-3=( 0) 58 WEBS: 2x9 ROOF STAND 3-9=( -19) 35 3-7=(-221) 69 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -53/ 357V -14/ 77H 5.50" 0.57 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -149/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) 8'- 0.0" 0/ 108V 0/ OH 5.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2,112 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LOVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3-11-11 MAX LL DEFL = -0,008" @ 2'- 4.7" Allowed - 0.170" r MAX TL CREEP DEFL = -0.019" @ 2'- 3.8" Allowed = 0.226" 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" 7 7 7 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. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �� m load duration factor=1.6, o Truss designed for wind loads I in the plane of the truss only. o i N • 5 0 7 >•-<.o !- ''I I M-3x4 I / o 1 /-- I 2 " M63x4 O 0 M-3x4 M-3x5 ,L 1, l 2-03-12 3-11-15 1-08-05 L L 0 L 1-00 2-05-08 8-00 5-06-08 ,1,0-.,)5.� GI NPRO�r ss (PROVIDE FULL BEARING;Sts:2,4,7 89782PE r" • .... ......_....e":":. -Amor- ' . JOB NAME : 3413-B POLYGON NW - CJ2 will Scale: 0.5501 (ry WARNINGS: GENERAL NOTES, unlessetherelsenoted ljf. OREGON(yo).fir' 1.Builder end erection contractor should be edvlsed of all General Notes 1.This design is based only upon the parameters shown and C toren individual ��YL < {I Truss: C J2 and warnings before construtbn commences building component.Applicability of design parameters end proper Al.4 J (G, Incorporation 2.2e4 compression web bracing must be Installed where shIncorporation of component is the responsibility of the building designer. 7.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chorda to be laterally braced at h' AA UL C` � le the responsibility of the erector.Additional permanent bracing e( a o.c.end et 10'o.c.renph Iy unless braced througM1out their length by DALE• 11/30/2015 the overall structure Nth* continuous sheathing such es plywood shealhing(TC)andlor drywell(BC). responsibility of the building designer. l 2a Impact bodging or lateral bracing required where shown•r SEQ. : K 15 6119 5 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the reeponeibigry of the respective contractor. faeeners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, designC d.beappliedtoanymompenent. and are for•dry condition'of use. EXPIRES: 12/31/2016 TRANS ID: LINK6.Desiumes full bearing at all supports shown.Shim or wedge if Design me 5. rushimnocontroloverandassumesnoresponslbggyforthe Po,,,ry. fne November 30,2015 fabrication.handling,shipment and Installation of components. 7.Oeor assumes adequate drainage R provided. 6.This design la furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIWICA In SCSI,copies of which MMI be furnished upon request Ines coincide with Joint center lines. MITek USA,Ino./Com Trus Software 7.6.6 1L>-Z 9.DigFor b Indicate eke of plate In Inches. Ix+ ( 1.For basic connector ke of plate din inchgn values see ESR-1311,ESR-1988(MITek) a This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS DEAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x4 HOOF #1sBTR LOAD DURATISN INCREASE = 1.15 1-2=( 0) 50 2-6=(-101) 239 6-5=) 0) 18 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-320) 55 5-7=(-211) 977 5-3=( 0) 64 WEBS: 2x4 KDDF STAND 3-4=( -50) 46 3-7=(-483) 213 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) CU TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -57/ 911V -22/ 108H 5.50" 0.66 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -111/ 118V 0/ OH 1.50" 0.19 KDDF ( 625) 0/ 148V 0/ OH 5.50" 0.24 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 oaf) uplift at 24 "oc spacing. 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" 5-11-11 MAX LL DEFL - 0.021" @ 2'- 4.7" Allowed = 0.270" MAX TL CREEP DEFL = -0.039" @ 2'- 4.7" Allowed = 0.359" 2_03_12 3-07-15 MAX LL DEFL = 0.000" @ 6'- 3.7" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 6'- 3.7" Allowed = 0.105" 1 - 1 MAX HORIZ. LL DEFL = -0.014" @ 6'- 3.7" 12 MAX HORIZ. TL DEFL = 0.022" @ 6'- 3.7" 6.00 4 Design conforms to main windforce-resisting (0 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, I Truss designed for wind loads M-4x6 o in the plane of the truss only. 3 N �D 5 IN coo 7 ZS I 1 !3x M-3x4 4 0 M-3x4 M-3x5 I I. I. I 2-03-12 3-11-11 1-08-05 L y 1-00 2-05-08 8-00 5-06-08 e`C:R ..D PROF- l.96>4. PROVIDE FULL BEARING;Jts:2,4,7 r\� 04 61 N E•• � �0 �- :9782PE �� JOB NAME : 3413-B POLYGON NW - CJ3 ', Scale: 0.5126 '�� .y / 811111 40 WARNINGS: GENERAL NOTES. unless otherwise noted '171/1'(/ , l/}-OREGON Ns . 1 Builder and erection contractor should be advised or all General Notes 1.This design b based only upon the parameters shaven and Is for an individual �� e'f V � Truss: CJ3 and Warnings before construdmn commences. budding component.Applicability of design parameters and /� proper 2.914 compression web bracing must be Installed where ahovm+ Incorporation of component la the responsblllty of the budding desgner. 3 Adddluna(temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chards to be Ialera ly braced al /+A UL (� Is the reaponsldlBy of erector.AddNonal permanent bracing of 2'o.c.and et 10'a c respectively as pty unless braced throughout their length by /"' `, DATE: 11/30/2015 the overall structure re the reaponsiblity of the building designer. continuous sheathing such as ptywood eheatmng(TC)and/or drywal(BC). 3 2x impact bndgmg or lateral bracing requaed where shown++ SEQ. : 15 6119 6 4 No load should be applied to any component and after al bracing and 4.Installation Srtrues Is the reepongbilly of respective contractor fasteners are complete and at no time should any loads greater than s.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to an nt. and are for"dry oondman^sir use. EXPIRES: 12/31/2016 TRANS ID: LINK ramwe 5 CompuTrus has no control over and assumes no responsldlity for the 6 Dann assumes full beefing at al supporta shown.Shim or wedge d /abncatisn,handling.shipment and installation of components. necessary November 30,2015 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the Ilmeatlons set forth by 8.Plates shall be located on both faces of trues.and placed so their center TP WJTCA in SCSI,copies o/which will be furnished upon request. Ones coincide with joint center Ones. 9 Digits indicate size of plate in inches MITek USA,Inc./CompuTrus Software 7 6.6(1L)-Z 10.For basic connector plata design values see ESR-1311,ESR-1988(MITRE This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SFR.[, 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 204 KDDF 91413TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF 9168TR SPACED T4.0" O.C. 2-3=(-127) 93 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) 011 TSP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 481V -30/ 139H 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ 101V 0/ OH 5.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -94/ 219V 0/ OH 1.50" 0.35 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.275" @ 4'- 9.3" Allowed = 0.546" MAX TC PANEL TL DEFL = -0.357" @ 9'- 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 7 system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 1 2 4 7.M-3x9 1, 1-00 PROVIDE FULL BEARING;Sts:2,4,3 8-00 •<<- PRo,�Fss ‘yGINErR /0�� :9782PE r JOB NAME : 3413-B POLYGON NW - CJ7 Scale: 0.5126 WARNINGS: GENERAL NOTES, ureas otherwise noted _ 1 Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual "7�" EGON �y.,. Truss CJ7 and Warnings before construction commences. building component Applicability or design parameters and proper 'y n� `!, 2 2.4compresston web bracing must be installed where shown+. Incorporation or component Is the responsibility of the building designer. +t1 C//t �� 3.AddMonal temporary bracing to Insure stability during construction 2 Design assumes the top and bottom charas to be laterally braced at 7 ^f(Y :] is the responsibility of the erector.Additional permanent bracing of continuous o.c.and at 10 c c respectively unless braced throughout their length by �a/� 1 DATE: 11/3 0/2 015 the overal structure is Me re nstbll f the buildin dest nen 20 sheathing sten as plywood sheathing(TC)hershown sr tlryweN(BC). ~�1 U a� aPo ry o g g 3.b Impact bridging or lateral bracing required where shown SEQ. : K1561197 4.No load should be applied to any component unto after all bracing and 5.Detl Ration of truss ierhhs responsibility si oeya f the nonpecrio contractor. fasteners are complete and at no time should any wads greater Man lift assumes TRANS I D: LINK design wads be applied to any component. 8 and for"dry on beetle f use. supports shown Nhim or wed if 5 CompuTmshas nocontrol over and assumes noresponsibilty or the Design assumes 9ag` EXPIRES: 12/31/2016 fabdcatlen,handling,shipment and Installation of components. ry 7.Design assumeadequate provided November 30,2015 8.This design Is furnished subject to the limitations set forth by 8 Plates chap l be located f ed on both faces truss,or truss,end placed so their center TPIMTCA in SCSI,copies of which wtt be furnished upon request Imes coincide with joint center lines. 9.Digits indicate size of plate In Inches. MITek USA.Ina./CompuTruS Software 7.6.6(1L)-E 10.For basic connector plate design values see ENR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-7=(-239) 401 7-6=( 0) 18 BC: 2x4 KDDF #16BTR SPACEL 24.0" O.C. 2-3=(-492) 122 6-8=(-491) 803 6-3=( 0) 83 WEBS: 2x4 KDDF STAND; 3-4=(-127) 105 3-8=(-B05) 447 2x4 KDDF #16BTR A LOADING 4-5=( -10) 5 4-8=(-176) 156 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSE TC LATERAL SUPPORT G= 12'•OG. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT 0= 12"00. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (P9) 0'- 0.0" -80/ 473V -54/ 1446 5.50" 0,76 KDDF ( 625) 8'- 0.0" -46/ 328V 0/ OH 5.50" 0.53 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.046" @ 2'- 4.7" Allowed = 0.354" 2-03-12 0-01-12 5-06-18 MAX TL CREEP DEFL = -0.070" @ 2'- 4.7" Allowed = 0.472" • _t .r.r MAX HORIZ. LL DEFL = -0.029" @ 7'- 8.2" M-1.5x3 MAX HORIZ. TL DEFL = 0.036" @ 7'- 8.2" 5 12 4 -' 6.00 [ -a-1-. 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 in the plane of the truss only. co 0 m M-4x6 A 1 - o Imo' I I to M-3x4 7 l ick-- 1 -I. -1. o /2 M 3x4 M-3x9 M-3x5 I. I I (. 2-03-12 5-02-1: 0-05-08 OF. 1-00 2-05-08 8-00 5-06-,4 C <c,�� NG�N�FR /p�9 89782PE v" • JOB NAME: 3413-B POLYGON NW - CJ8 . 4..4 C...0 ' / Scale: 0.4751 WARNINGS: GENERAL NOTES, unless otherwise noted ,y -9,L,OREGON � �,,. 1.Builder and erection contractor should be advised of all General Notes 1.This design A based only upon the parameters shown and is for an Individual y„9� (�q R Y S CJ (i'''!'Q, Truss: CJ8 and Warnings before construction commences. building component Appltcablhty of design parameters and proper V 2 254 compression web bracing must be installed where shown 4. incorporation of component Is the responsibility of the bunting designer. `` 3.Addtllonal temporary bracing to insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced et /\i4 u L C'‘‘'v Is the responsibility of the erector Aedpbnel permanent bracing of 2 o.c.and at 10'a.c.respectively uMess braced throughout their length by /� DATE: 11/30/2015 the overall structure Is the responsibility f the budding designer. continuous sheathing such as pryng re uirsshead here s and/or tlrywap(BC). aPa^s lr o g3.2x Impact bridging or lateral bracing required where shown+4 SEQ. : K15 611 9 8 4 No mad should be applied to any component until after all bradng and 4 Installation of truss Is the responsibility of the respedne contractor fulmars are complete and at no time should any loads greater than S.Design assumes trusses are to be used In s non-corrosive environment EXPIRES: 12/31/2016 TRANS ID d Ato LINK gnda beapH:dtoanycomponent. end aremsuerycondition•ofuse. 5 Compuirushas nocontrol over and assumes nareapone:bAdymrthe 8.neesaawmeshillbeanngetapwppartsshown.3Mmorwedge# November 30,2015 fabrication,handling.shipment and Installation of components assay. ] Pesgn assumes adequatedrainage to provided. 6 This design Is furnished subjectsubjectto the limitations set forth by 8 Plates shall be be locatatl on both faces of hugs,and placed so their center TPiWTCA In BOB).copies of which 0All be famished upon request. lines coincide with IoiM center lines MITek USA,Inc/Com Trus Software 7.6.6(1L Z 9 Digits indicate ece of plate In inches. Pu 10 For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN (3'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATIOC INCREASE = 1.15 1-2=(0) 50 2-4=(0) 0 BC: 2x9 KDDF N1&BTR SPACE: 29.0" O.C. 2-3=(0) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHOPD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA IL ON SITTOM CHORD = 10.0 POE LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -69/ 286V -7/ 47H 5.50" 0.46 KDDF ( 625) 1'- 10.9" -139/ 136V 0/ OH 1.50" 0.22 KDDF ( 625) LL = 25 PSE .round Snow (Pg) 8'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. )COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.005" @ 1'- 1.5" Allowed = 0.145" MAX BC PANEL LL DEFL = 0.011" @ 3'- 6.6" Allowed = 0.350" MAX BC PANEL TL DEFL = -0.075" @ 4'- 4.8" Allowed - 0.467" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 1-11-11 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" f 1 12 Design conforms to main indforce-resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 -/ I]' 0 ti I a M-3x4 1. 1-00 PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 <<-'W;) P R O�Fss � 9782PE�<� NGIN� 'S' -L : 9c' JOB NAME : 3413-B POLYGON NW - J1 40 -Al Scale: 0.6001 WARNINGS: GENERAL NOTES, unless otherMse noted, [✓ �y ry/ /'� I.Bottler and erection contractor Mould be advised dal General Notes 1.This design is based only upon the parameters shown and is for an Individual �y 1+()R EGO N s Truss: J1 and Waminge before construdion commences, building component.Applicability of design parameters and proper j,+l nV 2,254 compression web bracing multi be Installed where shown+. Incorporation of component lathe responsibility of the building designer. +Q V 3,Additional temporary bracing to insure stability during construction 2.Design assumes the lop end bottom chortle to be laterally braced et •A 'q Ft y 1'� is the responsibility of the erector.Additional permanent bras""of 2'o,c.and al 10'o.c.respectively unless braced throughout their length by / ` continuous sheathing such as tl sheathing(TC)and/or drywal(BC). p/t �' DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracingwing rewired where Mown a e AUL L SEQ. : K 15 612 01 4 No load Mould be applied to any component until after at brad""and a Installation of truss Is the responslbMty of the respective contractor. fasteners are complete and at no time should any loads greater than 5 Design assumes trusses are to be used In a non<orro&oe environment. design loads be applied to any component. and are for-dry condiron'of use. TRANS ID: LINK6 Design assumes full boahngatalsupports shown Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility ter he EXPIRES: 12/31/2016 fabrication,handling.shipment and Installation or components. 7.Design assumes edeeuete drainage is provided November 30,2015 6 This design is Nmtshed subject to the limitations set forth by y.Plates shall be located on both faces of truss,and placed so their center TN/YWCA In BCSI,copies of which will be furnished upon request. Imes coincide wtth loin:center lines MITek USA.Inc./Com uTrus Software 7 6.6(10-E 10.Fbts connectorindicate size pleldein ign value. P 9.For basic asief plata design values sae ESR-1311,ESR-1888(MITek) 4 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 #10BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-59) 61 TC LATERAL SUPPORT 0= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) CN TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON "vTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 5Q.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 ROOF ( 625) LL - 25 POP Ocound Snow (Pg) B'- 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 IOPSF LIVE LOAD. TOP )COND. 2: Design checked for net(-5 psf) uplift at 24 "on 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 7 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, , (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 0 in the plane of the truss only. ISI 0 � N O C o Y >�4 0 2...><-, z M-3x4 LL L 1-00 !PROVIDE FULL BEARING;Jts:2,3,4 I 8-100 `c yGNEES`did c. :9782PE c-- JOB 'JOB NAME : 3413-B POLYGON NW - J2 Scale: 0.5751 ,.r - WARNINGS: GENERAL NOTES, Aces otherwise noted 1.Guider and erection contractor mould be advised of all General Notes I.This design Is based only upon the parameters shown and is for an Individual �� (EC:ON na'�' �. Truss: J2 and WamMge before canetructlon commences, building component.Applicability of design parameters and proper n 2.2s4 conpressbn web bracing must be Installed where shown•. incerparatbn of amptnent la the responsibility of the buidnlg designer aTI9 aq RY 16 V ,N 3.Additional temporary bracing to Insure elebilny during construction 2.Oasign assumes the top end bottom chords Is be laterally braced et T� �� Is the responsibility of the erector.Addeonal permanent bracing of 2 o.c.and at 10'o c resaectNely unless braced throughout their length by �\ DATE: 11/30/2015 the overall structure la the responsibility of the building designer. 2e Impact cdgingsheathlor such as plywood air et where shown •CrywaA(BC). �,A U t 3.In font Crus or the bracing required the re pe Moven•a 1� SEQ. : Ni5 612 0 2 4.No load should bem applied to any component unti loads g bracing and 4. entas of Wal res are to be used I the non-corrosive contractor. fasteners are cemplele and at no time should any balls greater than 5.Design assumes trusses are to be In a non-corrovve ennronment. TRANS ID• LINK design loads be applied to any component end are mr"dry anmphoruse 5.CompuTrue has no control over and assumes no reeponsibddy Br the 6.Design assumes full bearing al all suppose sheen.Ohm or wedge It EXPIRES: 12/31/2016 necessary hbs esig hohandng,shipment and Umiletlenstallation ofcomponents.by 7.Design assumes adequate drainage is pruvtded. November 30,2015 8.This design is famished subject to the limitations set forth by 8.Plates shall be foaled on both faces of truss,and placed so their center TPIAATCA In 8091,copies of which vat be furnished upon request Mee colndde girth joint center lines. 9 Diads indicate size c,plate in Inches. MITek USA,Inn./CompuTrus Software 7.6.6(1L)-E 10.For baste connector plate ae sign values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #16BTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2..4 KDDF #16BTR SPACED 27.0" O.C. 2-3=(-93) 73 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.OI 32 TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ORO AREA DL ON EUTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 422V -22/ 108H 5.50" 0.67 KDDF ( 625) 5'- 10.9" -125/ 170V 0/ OH 1.50" 0.27 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 82V 0/ OH 5.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES COT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003. @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.086" @ 3'- 2.2" Allowed = 0.395" 5-11-11 MAX BC PANEL TL DEFL = -0.149" @ 4'- 1.4" Allowed = 0.467" '1 "I MAX HORIZ. LL DEFL = -0.000" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 5'- 10.9" 12 6.00 -/ Design conforms to main windforce-resisting system and componentsand cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. r1 1 2>C JSA M-3x4 1-00 (PROVIDE FULL BEARING,Jta:2,3,4 I 6-0C ��p,�D R 0.FL. wCN 04 i N ELr'p i��9 L' 8.782PE <` JOB NAME : 3413-B POLYGON NW - J3 Af Scale: 0.5501 ?• �� WARNINGS: GENERAL NOTES, uMessotherwisenoted •� V 1.Balder and eredion contrador should be advised of all Generd Notes 1.This design le based only upon the parameters shown and Is for an individual Q 1;1/OREGON tL OE tt Truss: J3 and Warnings before construction commences building component.Applicability of design parameters and proper 2.254 campreesbn web bracing coos be installed where shown a. Incorporation of component is the respon°Ibility of the building dodo.. -• G,7 R y 116 3.Additional temporary bracing to Imre stabitdy during construction 2.Design uwmes the lop act bottom chorda to be laterally braced al Is the responablMy of the erector.Additional permanent bracing of 2 a.c.and et 10'a c respctbeb unless braced throughout their length by DATE: 11/30/2015 the overall structure Is the responsibility /the building de continuous sheathing such as aywood sheathing(TC)firedwhere shown drywaA(BC). A-164/� sponsi ty a g egner 3.2s Impact bridging or bteral bracing required where shown e e �l {.. SEQ. : K 15 610 0 3 4.No bad should be applied to any component nod after all bracing and 4.Installation of truss iss'•re respao be used of int the a contractor. environment, faare steners are compete and at no time should any loads greater tan gn assumes assign loads Ds implied to any component. and are for"dry conM'lun"of use. TRANS ID: LINK 5.CompnTrushesnocontroloverandassume.naresponsibliyforthe 6 Deapnaawmeafull h atingalatsupponsMawn.Shrtnrwedgel/ EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7. °°8ry nyate, awmeaaa.o an bdoth faces rusean November 30,2015 6.This design is furnished cabled to the mm�atrone tial forth by a pleles mal be located on born faces m truss,and pious so their tamer TAN/MCA in BCSI,copies of which all be furnished upon request. Ones coincide with joint center lines. 9 Djglts Indicate sbe of plate In inches MITek USA.Ina./CompuTrus Software 7.6.6(1L)-E 10 For basic cannedo plate design values see EBR.131 t ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cit=1.00 TC: 204 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 50 2-4=(0) 0 BC: 2x4 KDDF N1uBTR SPACED 24.0" O.C. 2-3=(-127) 92 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA I DL ON BOTTOM CHORD = 10.O PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.7 POP 0'- 0.0" -58/ 480V -29/ 139H 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ 1O1V 0/ OH 5.50" 0.16 KDDF ( 625) LL = 25 PIF Ground Snow (Pg) 7'- 11.7" -94/ 218V 0/ OH 1.50" 0.35 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO T-IP SPATIAL REQUIREMENTS OF IBC 2.12 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAC. TO' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCLRR .4TLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.270" @ 4'- 9.1" Allowed = 0.544" MAX TC PANEL TL DEFL = -0.353" @ 4'- 5.9" Allowed = 0.817" 7-11-11 MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.9" .'I 'It MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" -___- 3 -, 12 Design conforms to main windforce-resisting 6.00 system and componentsand 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=l.6, Truss designed for wind loads in the plane of the truss only. 0 : I I ,.7 0 4 flM_3x4 r .„. L I. y 1-00 PROVIDE FULL BEARING;Jts:2,4,3 I 8-00 ,�f�4\Ep PR rape, wCo., 'L 0NGINE-'�' �-0 :9782PE 9cY JOB NAME : 3413-B POLYGON NW - J4 Air . 10e Scale: 0.5126 , WARNINGS: GENERAL NOTES, mleea otherwise noted I Budder and erection contractor should be advised of all General Notes 1.This design is based cnty upon the parameters shover and is for an Individual "74z, OREGON o" Q` Truss: J4 and Warnings before construction commences. building component Applcability or design parameters and proper 15, 2 2r4 compression web bracing must be Installed where shown v, Incorporation of conpcnern:e the responsibility of the building eestgner .,'�'9 '1RY 5 Cl, ¢ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top ane bottom chords to be laterally braces et �!. is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 1tl o c reapec.Nety unless braced throughout their length by ` �•+ DATE: 11/30/2015 the overall structure Is the fespanAblity or the building designer. continuous sheathing suchIbas plywood aired where shown drywau(BC) /, L �` 3.In Impact bridging u'literal bracing required where shown it L. SEQ. : K 15 612 0 4 4.No load should be applied to any component until after an bracing and 4.Installation of truss is Me responsibility of the respeawe contractor. fasteners are compete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment TRANS ID• LINK design bads be applied to any component. end are for"dry conor.en"rat use. 5.CompuTrus has no control over and eseumes no responsibility for the 6.Design assumes hi:bearing at all supports shown Shim or wedge If EXPIRES: 12/31/2016 necefabrication,handle shipment scary. ng, pmentandieBmnaionofh components. 7.Design assumes adequate drainage Isprovided November 30,2015 B.This design is furnished subject to the limitations set forth by B.Plates shag be located on both faces of truss,and placed so their center TRIA TCA In SCSI.copies of which v05 be furnished upon request. lines coincide with joint center lines uTrus Software 7 6.6 iL E 9.(Signs Indicate size of plate In inches. MITek USA.Inc./Com p ( )' II.For basic connector plate design values see ESR-1311 ESR-1988(Weir) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 BC: 204 ROOF #1&BTR SPACED 24.0" O.C. 2-3=(-150) 126 3-4=( -99) 37 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DLI 7.01 ON TOP CHORD = 32.0 PSF DL ON PC1TOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" OCTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 442V -37/ 170H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 90V 0/ OH 5.50" 0.14 KDDF ( 625) 7'- 11.2" -202/ 4910 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" 0.04 KDDF ( 625) REQUIREMENTS OF IBC 2C12 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. /COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.200" @ 3'- 10.8" Allowed = 0.546" MAX TC PANEL TL DEFL = -0.194" @ 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 �0' Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. 3 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, #' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. CD Ort - 5 o FT-3x9 L L L / 1-00 8-00 (PROVIDE FULL BEARING;Jts:2,5,3,4 I 1-11-11 ,(', 46 E (^'),9 wc ` RVV 2y 't' :9782PE <" JOB NAME : 3413-B POLYGON NW - J5 r✓ Scale) 0.950 ...:.... WARNINGS: GENERAL NOTES, unless otherwise noted' ' a" �4, 1.Budder and erection contractor should be advised of al General Notes I Thls design is based only upon the parameters shown and la for an Individual y,7 OREGON Qs,‘,.. Truss: J5 and Warnings before constmctlon commences. building component.Applicability of design parameters and proper A ^ 2.ac<aompresslon web bracing must be Installed where shown e. Inwrporatbn of wmponent Is the responsibility of the bustling designer. .A G,q�Y 18f V �(�. 3.Additional temporary bracing to Insure stablldy during construction Z.DestBn assumes the top and bottom chords to be leterady braced et 7 la the responstbllity al the erector.Additional permanent bracing al 2'o.c.eo at 1d oc respedNely unless braved)TEI.soul their length by ` DATE: 11/30/2015 the overall structure la the responsibility f the building de continuous sheathing or suer l bs edegpRworequiredtl sheathere I and/or a dryweA(BC). A I 1 L apo ty o g stgner. 3.2x Impact bridging or lateral bracing where shown e« �"1 v 1� SEQ.: K1561205 4.No load should be applied to any component unit.iter all bracing and 5.4.Designassumes of oftr truss Is:re eespen responsibility lnee respective no rzie contractor. at ta. fasteners are complete and at no time should any Rads greater thane tleage peas De applktl to any component. and are for"Ery pantheon"of use. TRANS ID: LINK 5.Ceepurroshas encontrol over and assumes norespanemdiry or the fi Dastgna�wnKefulit<anngatadwpponaahown shimarweage8 EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components 7.Design assumes adequate drainage is provided. e Tore design Is furnished subject to the limitations set forth by 8.Plates shad be located on both faces of truss,and placed so their center November 30,2015 TPIANECA In SCSI,copies of*Mich will be furnished upon request lines coincide with joint center lines. 9 Digits Indicate size of plate In inches. MiTek USA,Ino./CompuTrus Software 7.66(1L)E to.Far bare°connector plate design values see ENR-t311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1FBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 BC: 2x4 KDDF 81aBTR SPACED 24.0" O.C. 2-3=1-191) 128 3-4=( -90) 38 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.7 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 444V -45/ 202H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 90V 0/ OH 5.50" 0.14 KDDF ( 625) 7'- 11.2" -204/ 468V 0/ OH 1.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 11.7" -34/ 60V 0/ OH 1.50" 0.10 KDDF ( 625) REQUIREMENTS OF IBC _,i^_ AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED F R lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 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" 9 s Design conforms to main windforce-resisting Ia( system and components and cladding criteria. 12 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 3 in the plane of the truss only. I( 0 m 0 2-- fl 5 � -- M-3x9 L L ), 1-00 8-00 3- y �� RQFFss 11-11 C-` /�+ r 'PROVIDE FULL BEARING;Jts:2,5,3,4 I 42,S �lalNa.� `'T f0�y_ 4t� :9782PE vr- JOB NAME : 3413-B POLYGON NW - J6 ,r .../ Scale: 0.3858 7 WARNINGS: GENERAL NOTES, unless othermse noted. 40 `'' OREGON Truss: J6 Builder and erection coMradoran co be advised Mall General Notes buledesignIpnebased.oplycupon the parameters wageparameters and isofor anIMlvldual �7 h>s and Warnings before construction commences, building component Applicability or design parameters and proper nV 2.Dili compress=web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. �,rJ�L� {� C}.� 3 Atldllbnal temporary bracing to Insure stability during con&rucibn 2.Design assumes the top and bottom chords to be hteragy braced at 7 ///```. /4 �` Is the responsibility of the erector Additional permanent bracing of Y c c and at 1 12ae o.c.respectively unless braced throughout their length by ..--ff`J DATE: 11/30/2015 the overall shucture Is the responsibility of the build) designer. 20 Impact shg ingiog suchtl b plywood requiredsimitare a nunand/ar tlrywaN(SC). �, ,1 l ys ng3.2a Impact bridging or lateral bracing where shown•an U L _ SEQ. : K 15 612 0 6 4.Na bed should be applied to any component until eller e8 bracing and 4.Inslagallen slimes la the responsibility of the respective contractor. fasteners are 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 bads be applied to any component. end are to dry condition"of use 5.CompuTrus has no control over and assumes no responsibdey for the 8.Design assumes hal bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment and Instelhllon of components 7 Design ssumes adequate drainage is provided. November 30,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shag be located on both faces elms,and placed so their center TPLM7CA In SCSI,copies of which nil De furnished upon request knee coincide with Joint center Imes, 9 Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.66(11)-E 10 For basic connector plate design values see ESR-13'F ESR-1988(MITek) 6 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 19-00-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4wR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Pep) 1- 2=( 0) 50 2- 7=(-318) 1572 7- 3=( 0) 253 BC: 2x6 ROOF 81613TR 2- 3=(-1837) 435 7- 8=(-323) 1567 7- 4=(-67) 80 WEBS: 2x9 KDDF STAND LOADING 3- 4=(-1572) 413 8- 5=)-317) 1575 4- 8=( 0) 296 LL = 25 POE Ground Snow (Pg) 4- 5=(-1841) 433 TC LATERAL SUPPORT <= 12"OC. DON. TC UNIF LL( 50.0)+DL( 14.0)= 69.0 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 8'- 0.0" V TC UNIF LL( 50.0)+DL( 14.0)= E9.0 PLF 8'- 0.0" TO 14'- 0.0" V BC UNIF LL( 0.0)+DL( 40.0)- 40.0 PLF 0'- 0.0" TO 19'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"0C UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC IL) 250.0)+DL( 1.0)= 320.0 LBS 8 6'- 0.0" 0'- 0.0" -231/ 1226V -52/ 528 5.50" 1.96 NODE ( 625) TC CONC LL) 250.0)+01.) 1.0)= 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 2112 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. 1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.041" @ 6'- 0.0" Allowed = 0.654" MAX LL DEFL = 0.002" @ 15'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 15'- 0.0" Allowed = 0.133" MAX TC PANEL TL DEFL = 0.110" @ 10'- 8.6" Allowed = 0.508" MAX HORIZ. LL DEFL = 0.010" @ 13'- 6.5" MAX HORIZ. TL DEFL = 0.017" @ 13'- 6.5" 5-11-11 2-1.3-10 5-11-11 Design conforms to main windforce-resisting system and componentsand cladding criteria. T *3201 *3205 12 12 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 D M-4x6 M-6x6 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 4 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. o aa. o I 7 8 - 6 CD I I ,, M-3x4 M-3x4 M-1.5x3 M-3x4 0 L L j 5-08-08 2-08-12 5-06-12 L 1 0o L 14-00 L 1-00 ! ��PNG1�fies(S) :9782PE <' JOB NAME : 3413-B POLYGON NW - P1 .� -'r' Scale: 0.3991 ,v/ lr"'a''1 WARNINGS: GENERAL NOTES, unless otherwise noted CI �0 1.Builder and erection contractor should be advised o/all General Notes 1.This dear is based only upon the parameters shown and Is for an Individual "'9 OREGON '. '.- Truss: P1 and Warnings before construction commences. building component.Applicability of design parameters and proper 7//& 92 �Q` 2.2a4 compresswn web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. +11 C/i}�.y• 8 G'' 3.Addylonal temporary bracing to Insure stability during construction 2.F c e.assumes the top and bottom chords to be laterally braced at 7 'l/T Y J a the responsibility of the erector.Adtlidonel permanent bracing of 2 o.c.and at 1G o.c.respectively cip untess braced throughout their length by /}.�� ` DATE: 11/30/2015 the overai structure la the re nsibA f the build) designer. continuous sheathing later l b pdwooesheathing(TC)required whereshovmand/or drywaA(BC). A U 1= �� apo dy o building g 3.2x Impact bridging or lateral bradlq required where shown++ SEQ. : K 15 612 0 7 4.No bad should be applied to any component until after al bracing and 5.Installation eawmdirties ea truss the s ��brl y t e nonhe -corre osive cotor.environment, fasteners are compete and at no time should any Wada greater thanend are/or"dry trusses of use. T RAN S I D: LINK design wade be applied to any component. 6 Design assumes full bearing at ail suppoda shown.Shim or wedge If 5.campnTrria has no control over and assumes no responsibility for the ae8ry. EXPIRES: 12/31/2016 fabncation,handling,shipment and Installation of components. 7 Design assumes adequate drainage la provided. November 30,20 1 5 6.This design a furnished subject to the lieCatwns set lodh by 8 Plates shag be located on both faces of truss,and placed so their center TPIIWTCA In SCSI.capes of which will be furnished upon request. Ines coincide with joint center lines 9.Diplte indicate size of plate in inches. MITek USA,Int./CornpuTrus 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 14'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-28) 531 6-3=(0) 324 BC: 204 RODE #16BTR SPACED 24.0" O.C. 2-3=(-705) 133 6-4=(-28) 531 WEBS: 204 KDDF STAND 3-4=(-705) 133 LOADING 4-5=( 0) 50 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSP 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 2112 AND INC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FIR 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 = 0.002" @ 15'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 15'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.049" @ 3'- 8.7" Allowed = 0.970" MAX TC PANEL TL DEFL = 0.129" @ 10'- 3.3" Allowed = 0.705" MAX HORIZ. LL DEFL = 0.005" @ 13'- 6.5" MAX HORIZ. TL DEFL = 0.009" @ 13'- 6.5" 7-00 7-00 11. Design conforms to main windforce-resisting 12 12 6.00 jIM 0, Q 6.00 system and components and cladding criteria. S.G" Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 'I 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed forwind loads in the plane of the truss only. 1.1 PPO I 2 O S o nm-3x4 M-1.5x3 M-3x9 ri CD k l 7-00 7-00 1-00I y 14-00 1-00 �Gj��NGIN PFiS'�,/q t. 4:t. :9782PE S- JOB NAME : 3413-B POLYGON NW - P2 Scale: 0.3991 ,.r WARNINGS: GENERAL NOTES, unlessotherwise noted EGON ) �. 1.Builder and erection contractor should be advised or al General Notes 1.This design Is based only upon the parameters shown and Is for an IndIvldual Q Truss: P 2 and Warnings before construction commentts, g compof component Is the of responsibility len and buRtlln 1 parameters proper 2.2w4 compression web bracing must be Installed where shown a incorporation of component Is the rcsponsibRlty r me buRamg designer. 11/5, �/4 y 2 �(Z. 3.Additional temporary bracing to Insure Stability duhng construction 2.Design assumes the lap end bottom chortle to be laterally braced et Is the responsibility of the erector Additional permanent bracing of 2 o.c.and et 10'a.c.respectively ply tineas eecotl throughout ihelr length byd'r DATE: 11/30/2015 the overall structure Is the responsibility of the balding de signer, continuous sheathing such as plywood sheathing(TC)and/or tlrywaA(BC). �i U t 3.tn Impact bridging or lateral bnong required where shown•t e '"'7 L." SEQ. : K 15 612 0 8 4.No load should be applied to any component army after al bracing and 4.Installation of truss Is the responsibusty of the rsapectrve contractor. fasteners are complete and et no time should any loads greater than 5.Design assumes busses are to be used In a non-corrosive environment. loads be applied any end ere for"dry condslon"of use. deal TRANS ID: LINK g" ado y ompo ante 6 Design aseumesfull bearing etall supports shown Shim or names If EXPIRES: 12/31/2016 5 Compares has no control over and naes no responalblldy for the sorry fabrication.handling.shipment end installation of components 7 Design assumes adequate drainage Is provided. November 30,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both races of truss,and placed so their center TPIANTCA In BCSI,copies of which vel be furnished upon request. Anes coincide with joint canter lines. 9.Digits indicate size Opiate In inches MITek USA,Ino./CompuTrus Software 7.6.7(1L)-E 10 For basic connector plate design values see ESR-1311,055-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 6.0" IBC 2012 MAX MEMBER FOPCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -15) 7 5-3=(-113) 168 5-2=(-207) 191 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=N139) 113 WEBS: 2x9 KDDF STAND 3-4=( 0) 50 LOADING TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 12.0" 0'- 0.0" -32/ 273V -114/ 44H 5.50" 0.44 [(DIP ( 625) LL = 25 PIF 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 SCT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. i BOTTOM CHORD CHECKED FOR 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" @ 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 .( ,I 1' MAX HORIZ. LL DEFL = 0.001" @ 6'- 0.5" MAX HORIZ. TL DEFL = 0.001" @ 6'- 0.5" 12 1 M-1.5x3 Q 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. ft 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, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. T CD 0 T ISI -/o SasS 0 M-1.5x3 M-3x4 L L 4' 0-05-12 6-00-04 L L 6-06 1-00 `��°} PRopenS' „.\cJ ,NGINELcR X029 89782PE JOB NAME : 3413-B POLYGON NW - P3 Scale: 0.5233 / / \ /�, WARNINGS: GENERAL NOTES, uMees otherwlae noted �..y' 40 1.Badder end erection Contractor should be advised of al General Notes 1.This design la based only upon the parameters Mown and is Mr en Individual 1/}, OREGON n'� Truss: P3 and Warnings before construction commences. building component.Applicability of design parameters and proper �/ 2 2.214 compression web bracing must be laslallad where shown.. incorporation of component Is the responsibility or the budding assigner. 11,91 Lq fiY 15 %Q.' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lap and bottom chords to be latera sty braced at Is the responsibility of the erector.Additional pemument bracing of 7 o.c.and 2110'o.c.respectively unless braced throughout their length by ` d shlhi continuous sheathing such as plywooeang(TC)and/or drywalA(BC). p 1 1 1 R DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown a a v'1 li 4. SEQ.: Ki5 612 0 9 4 No bad should be applied to any component until after el bracing and 4 4.Design Installation of truesss Is responsibility e to sibilityd In ee non-wetlHe e contractor.ntrtil, fasteners are complete and et no time meld any loads greater man d ra for"dry uam use. TRANS I D: LINK deeds beds be applied to any component. 8 Design assumes full bearing al all supports shown.Shim or wedge If 5.CompuTtus has nocontrol over and assumes noresponsibility for the aaary, EXPIRES: 12/31/2016 fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 8.This design a furnished subject to the llmbations set forth by B.Plates shall be coated ambnth faces of truss,and pieced so their center November 30,2015 TPIAUTCA In SCSI,copies(4 4410 will be furnished upon request. lines coincide with joint canter lines 9.Digits Indicate size of plate in Inches. MITek USA,Inc/CompuTrus Software 7.6.7(1L)-E to.For basic connector plate design values see E9R-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4-(0) 0 BC; 2x4 RODE' #1bBTR SPACED 24.0" O.C. 2-3=(-42) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BEG 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 ROOF ( 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 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" 9 -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" 1-11-11 MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed - 0.145" f .I MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.250" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.333" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ' 0 4 CD c 12 - I 0 1 2� „.. ><...A M-3x4 1, 1 I, 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 1 1-00 ��Q;�D PR 0Fe„ �C?�c� �cNGINE�A4 <24. :9782PE '� JOB NAME : 3413-B POLYGON NW - PJ1 ,.A•�� Scale: 0.6771 'Pr WARNINGS: GENERAL NOTES, unless ethervasenoted " OREGON '�`') 1.Budder and erection contractor should be advised Mal General Notes I.This design is based only upon the parameter.shown and n for an Individual a Truss: PJ1 and Wam,ngs befom construction commences building component.Applicability of design parameters and proper (s� 2.244 compression web bracing must be Installed where shown a Incorporation of component Is the rasponstbdlty of the building deagner. 4� (J/i A, V �(� 3.Adddwnal temporary bracing to Insure stability during construction 2 Design assumes the top ect bottom choass la be laterally t the:,at 7 'l J is the responsibility of the erector.Additional permanent baang of T a c and at i9'o c ras ply,end s braced throughout ihalr length by �\ DATE: 11/30/2015 the overall structure Is the responsibility of building des ner, continuous sheathing such as plywooduired ing(TC)antl/or drywel(BC) P,/A UL Spon ty a ng 9 0 Is Impact bndging or lateral bracing required where shown++ �"1 L. SEQ.: K 15 61210 4.No bad should be applied to any component until alter all bracing and 4 Installation of truss is the responsibility of the respectNe contractor. fasteners are complete and at no time should any pads greater than 5 Design assumes busses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied Rany component and eraror"dry cootlnierhDross. 5.CampuTrushas nocontrol over and assumes soresponsibility for the 6 Oe�gnassumeshitbeanngatapwppodsshown.Shimorwedge:t EXPIRES: 12/31/2016 fabrkatlon,handling,shipment and Installation of components. ssery. 7.Design assumes Madequate beth)face is provided.an November 30,201 5 S.Thio design Is furnished subject to the limitations set forth by S.Plates shat be Mated on both faces of trues,and placed so their center TP W,TCA In BCS(,copies of which will be furnished upon request. Anes coincide with joint center lino. 9.Digits Indicate sloe of plate In Inches. MiTek USA,Ino./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ENR-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 ROOF lel&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KGF B1&BTR SPACED 24.0" O.C. 2-3=(-65) 48 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. IL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 346V -13/ 71H 5.50" 0.55 RODE ( 625) 3'- 10.9" -88/ 112V 0/ OH 1.50" 0.18 BODE' ( 625) LL = 25 PSF Ground Snow (Pq) 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 2112 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKEE FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TC PANEL LL DEFL = 0.012" @ 2'- 2.2" Allowed = 0.246" 3-11-11 MAX BC PANEL TL DEFL = -0.034" @ 3'- 1.4" Allowed = 0.333" 1 1 MAX BC PANEL TL DEFL = -0.003" @ 4'- 1.4" Allowed = 0.333" 12 MAX HORIZ. LL DEFL - -0.000" @ 3'- 10.9" 6.00 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=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(") are exposed to wind, Truss designed forwind loads in the plane of the truss only. /- J21- 2 2 M-3x4 L L 1, • 1-00 6-00 PROVIDE FULL BEARING;Jts:2,3,4 �r c. P R ox ss „So �NGINE�fi' r�2 89782PE v� JOB NAME : 3413-B POLYGON NW - PJ2 - Scale: 0.6146 WARNINGS: GENERAL NOTES, unless otherwise noted 1+6, ' OREGON '. 1.Budder 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 O Truss: P J2 and Warning.before construction commences building component.Applicability of design parameters and proper ( Incorporation of component Is the responu8Ety of the building designer. 7.2l4 compression web bracing must be Installed where shown+ N 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap end bottom chorda to be laterally braced et �.�1 iq y � 7 o.c.and at 10'o c.respectively uNese braced throughout their length by Is the responsibility of the erector.Additional permanent bracing o/ T DATE: 11/30/2015 the overall structure le the re sibAl of the building desi ner. De continuous sheathing en lateheaacing re uirshee whereChooe rdrywep(SC). p/t U 1 ' aeon N e a 3.2r Imped bntlging or gtaral bracing required where shown++ �`1�./1� SEQ. : K15 612 11 4.No bad should be applied to any component until after all bracing and 4.Insiaiation of truss Is the responsibility of the respectNe contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corroelve environment, design bads be applied to any component. and are for"dry condition-of use. TRANS ID: LINK6 Design asaumesfull bearing atall supports shown Shlm or wedge if 5.CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and Installation of components. 7 cessary. EXPIRES: 12/31/2016 Design assumes adequate drainage Is provided. November 30,201 5 6.This design Is furnished subject to the limitations set forth by 8 Plates shall be boated on both faces of truss,and placed so their center TPNMRCA In SCSI.copies of which will be tumished upon request. Bree coincide with Joint center linea 9.Digits indicate steel of plate In Inches. Marek USA,int./CompuTruc Software 7.6.7(IL)-E 10.For basic connector plate design values see E519-7371,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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 RODE #1613TR SPACE 24.0" O.C. 2-3=(-97) 47 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. 7205. LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 POE' 0'- 0.0" -46/ 402V -20/ 99H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 74V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 5'- 11.7" -66/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.079" @ 3'- 7.2" Allowed = 0.395" 5-11_11 MAX TC PANEL TL DEFL = -0.092" @ 3'- 4.8" Allowed = 0.593" r 1 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 6.00 3 -, Design conforms to main indforce-resisting system and components and cladding criteria. '' Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 rn o /- 1 I f 1 2�‹... 4 o M-3x4 L L L 1-00 6-00 PROVIDE FULL BEARING;Jts:2,4,3 �`0 �NGINE .. /�2 �� :9782PE II 1- JOB NAME : 3413-B POLYGON NW - PJ3 ' ,,� Scale: 0.5762 XII WARNINGS: GENERAL NOTES, unless otherwise noted V 1.Budder and erection cuntrador should be aRuIsed of 8O General Notes 1 This design 4 based only upon the parameters shown and Is for an Individual -IG, •R EGON o� Truss: PJ3 and Warnings before construction commences. building component Applmabiny of design parameters and proper .j///"" 2 2.Dracompreaelon web bracing must be installed where shown. Incorporation of component lame responsibility of the building designer. •,�� C,,4�y Y 15 !' 3.Addeo.]temporary bracing to maws stability during construction 2.Design assumes the top end bottom chords to be laterally braced at `' 'l al ``V Is the responsibility of the erector AddMonal permanent bracing of 2'o.c.and at 10'a.c.respectNety unless braced throughout their length by /r `A DATE: 11/30/2015 the rived structure is Me responsibility of budding tle continuous sheathingor each as ptywootl eheethlrg(TC)erMlor tlrywall(BC). P"/d 1't V span ty o ng sgner. 3 Zr Impact bridging or lateral bracing required where shown.. l,/{.. SEQ. : K 15 61212 4.Na mad should be applied to any component untd arter as bracing and 4.Installation of truss is the responelb tty of the respedhe contractor. fasteners are complete and at no time should any mads greeter then 5.Design assumes trusses are to be used In a non-corroeve environment, TRANS I D• LINK design loads be applied to any component. end are for dry ondbee et use. 6 CumpuTrus has no control over and assumes no responsibility for the 6 Design assumes full bearing at all supports shown Shim or wedge l/ EXPIRES: 12/31/2016 fabrication,handling,ehl nary. pmentantllmIelegonssetfolrh I.Peugnassumes adedon orsacei&truss,an November 30,2015 6.This design Is Nmlahad subject to the Ilmitatlone set lobe by 8 Plates chap be loaded on both laces of trues,and placed so their center TPVWICA In SCSI,copies of which wid be furnished upon request. Ones coincide with Joint center lines. g.Digits indicate size of plate In Inches. Mock USA.Inc/Com uTrus Software 7 6.7 1L E 10 For bass connecterplate design values see ESR-1311 ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x9 FDDF b16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2,1 KDDF 916BTR SPACED 29.0" O.C. 2-3=(-50) 15 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. UPN. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA EL ON BOTTOM CHORD = 10.1' PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -6B/ 301V -6/ 43H 5.50" 0.48 ROOF ( 625) 1'- 9.2" -29/ 24V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ 0H 1.50" 0.07 RODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, "COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.050" 7 'I MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.067" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 3 -r in the plane of the truss only. o ,11o 0 A- 1:, 1-- 1 2>-<,.. 4..>{ M-3x9 L L I • 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,4,3 I tc( PROpp, �= �'NGINE 'S' rL'L �� :9782PE ter' JOB NAME : 3413-B POLYGON NW - SJ1 ..I. -.'' Scale: 0.6957 ' WARNINGS: GENERAL NOTES, unless otherwisenated' ,/ " OREGON �``7 1.Builder and erection conceder should be advised or all General Notes 1.This design is based only upon the parameters shown and is for an Individual /� a+' Truss: SJ1 and Warning.before construction commences. building component.Applicability of design parameters and proper 2 ('sV Qr 2.2v4 compression Web bradng must be Installed where shown+ Incorporatbn of component Is the responsibility of the budding destgner. .a'1�17/1,6, q2 V 3.Adddianel temporary bracing t°Imre stability during constructbn 2.Design assumes the top and bottom chords la los laterally braced at 77 'l Is the responad:44y of the erector Addsianal permanent bracing of 2 o.c and et ea a.c,respectively as plywoodly unteaa Dread throughout r dryeir length by DATE: 11/30/2015 the overall structure ism.responsibility rine builds designer continuous sheathing such as sheathing(TC)and/or drywag(BC). `SA U Vic apo^ ty o ^g3.2a Impact bridging or lateral bradng required where shown++ AUL SEQ. : K 1 S 6 12 14 4.No load should be applied to any component until alter all bradng and 4.Installation of trust Is the respo^stblllty of the respectNe contractor. fasteners are complete and et no time should any bads greater then 5.Design assumes trusses are to be used In a non-corrosive environment, T RAN S I D: LINK design loads be applied to any component. and are fowdry condition"muse. 5.compurrushas nocontrol over and essumeanorseponsibiliyfor the B.Mw,;;s,um°./Wlbe°"mg°'°tisupports,hawn Bhimorsedg°" EXPIRES: 12/31/2010 /abncatlnn,handling.shipment and Installation of components. 7. ry' Designsshahassumesladequate drainage is provided. November 30,2015 6.ThIs design a furnished subject to the IlmBetlona set forth by 8.Plates snap be bested on both faces of truss,and placed so their center TPIMTCA In BCSI,copies of which will be furnished upon request lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.6(1L)-E 9.Dl91tammcateeineofplatemign val. P 1.Fat Digits connecter plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-28) 22 1-3=(0) 0 BC: 204 KDDF N16BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"00. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG APEA BC LATERAL SUPPORT <= 12"OC. UCH. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -13/ 98V -6/ 29H 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/ 0H 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. i-li-il ,BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 "LAND 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 HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. e 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 11 ti rn ,F n- 1...111�� Z 3�. M-3x4 L 6 2-00 PROVIDE FULL BEARING;Jts:1,3,2 'NJ ANG N E --"t;) CC' :9782PE �c JOB NAME : 3413-B POLYGON NW - SJ1X .✓ /� • Scale: 0.7401 WARNINGS:eO.This design unyuotherwise eted ' ' OREGON N. ��„ 1.Builder and erection contractor should be ativlutl of all General Notes i.This destgn i°based only upon the parameters shown and Is for en Individual 0 Truss: SJ1X and Warnings before construction commences. building component.Applicability of design parameters and proper 2 2.2a4 eompreeamn web bracing must be Installed where shown+. Incorporation of component lathe responalbNity of the budding designer. „ Vq h y A y 1ij'• 3.Addelonal temporary bracing to Insure stabiley during construction 2.Design assumes the top and bottom chants to be laterally braced at { J4 P the responsibility of the erector.Additional permanent bracing o! Y a c and et 10'o.c.respectively,asci sunless breced throughout their length by T DATE: 11/30/2015 the overall structure is the responsibility of building designer. continuous sheathing such as plywood ghee where shown drywall(BC). PA 1 t �\ span ty o g g 3 2a Impact bridging or Plant bracing required where Mown++ L SEQ. : K 15 61215 4 No bad should be applied to any component unt9 after all bracing and 4.Installatlan of hiss is the responsibility of the respectNe contractor. fasteners are compete and at no time should any bads greater than 5 Design assumes trusses are to be used ins non-conovve environment. TRANS I D• LINK design bads be applied to any component. and are for^Pry nenemon^of use. 5.eompuTrua has no control over and essence no responsibility for the Design assumes fug teanng at all supports shown Shim or wedge If EXPIRES: 12/31/2016 fabrication.handling,shipment and installation of components. eery 8 This design is furnished subject to the limitations set forth by7.DesignstuN bee las ded an bath'fac drainage is hieprovs, November 30,2015 g 1B.henPlates coincide a located on beth faces Ditties,and placed so their anter TP W.TCA in BC81,copies of which coil be furnished upon request Digs colndat cola)o,rp,ate In ruche 9.Digits b lsicicon eco r piste a inches. M ITek USA.IDC./COmpuTNs Software 7.6.6(1L}E 10 For basic connector pale tlewgn values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC• 2x9 ROOF U14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 SC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. 2-3=(-69) 30 TC LATERAL SUPPORT G= 12"OC. UON. LOADING BC uATERAL SUPPORT G= 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 PSI 0'- 0.0" -62/ 322V -13/ 71H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -3/ 60V 0/ OH 5.50" 0.10 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -44/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE 20E0 NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 6.00 BOTTOM CHORD CHECKED FOR IOPSF 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=l5ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads I in the plane of the truss only. rV r"1 f- O a O 2 x 4 o M-3x4 7 ill L L L L • 1-00 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,4,3 ee. 197GINER ��c ,y2 ' if,..;.... ,.._-.41 :9782PE < JOB NAME : 3413-B POLYGON NW - SJ2 scale: 0.7840 WARNINGS: GENERAL NOTES, unless othennse noted • V �0) t.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and is for an individual -yt,OREGON o ,� Truss: S J2 and Waminga before construction commences. holding component.Applicability of design parameters and proper '75:7' 2.2a4 compression web bracing must be Installed where Mown«, Incorporation of component Is the responsibility of the building designer. •T �A A`- G V � 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom Mohs to be latare8y braced al 7 'l a'L Y :•i *the responsibility of the erector.Additional permanent bream of 2 o.c.and at 10'o.c.reepectNely unless braced throughout their length by DATE: 11/30/2015 the overall structure lathe responsibility of huidr designer. continuousImpact at suerlbh es adng reuirewhre shone)andlor erywaA(BC). .nA 11L dfr r sPon ty o ng g 3.5 bridging or lateral biasing required where Mown�e "'1 l,1{.. SEQ.: K1561216 4 No load should be applied to any component unto after all bracing end 4.5 Designassumes the respaabebuey et ttae non- tive corrosive contrracctor. nmant, fasteners are compete and at no time Mould any bade greater than and gn for medry consses areto tob. TRANS ID: LINK des tin hada be applied to any component. 6 Design assumes hill bearing at all supporta Mown Shim or wedge if 5.CompuTrushas nocontrol over and assumes noresponsibildyfor the EXPIRES: 12/31/2016 necessary. fabrication.handling.shipment and Installation of components 7.Design assumes adequate drainage is provided. November 30,201 5 8.This deagn Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPVWTDA in 13151,copes of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate see of plate in Inches Muck USA,Int./CompuTrUs Software 7.6.6(tL)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) 9 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF R16(BTR LOAD DURATION INCREASE = 1.15 1-2=(-64) 30 1-3=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" U.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ;;N TOP CHORD = 32.3 PSE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF D'- 0.0" -28/ 131V -13/ 59H 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 92.1 POP 1'- 9.2" -15/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 3'- 11.7" -96/ 96V 0/ OH 1.50" 0.15 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 6.00 LIMITED STORAGE DOES NOT APPLY DUE TO TOS SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 Dsf) uplift at 24 "op spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONC-RRENTLY. 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 BORIN. LL DEFL = -0.000" @ 3'- 10.9" MAX BORON. TL DEFL = -0.000" @ 3'- 10.9" 2 Design conforms to main indforce-resisting �� system and components and cladding criteria. ---------1 I�/ Wind: 140 mph, h=20.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, /�^ (All Heights), Enclosed, Cat,2, Exp.O, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 N O m O f / 0 1 X 3 -----1 M-3x4 1-11-11 Cc 2-00 PROVIDE FULL EEARING;Jts:1,3,2 ��J: 0 G'I' �sr� v .. :9782PE �'c' JOB NAME : 3413-B POLYGON NW - SJ2X �,✓�� Scale: 0.8965 WARNINGS: GENERAL NOTES, unless otherwise noted 1r L. OREGON T r u s s: S J2 X 1.Balder and erection contractor should be advised of al General Notes 1.This design la based only upon the parameters shown and Is for an individual " end Warnings before constrnetion commences, bolding component.Applicability of design parameters and proper 2/ 2O ��" 2.204 compression web bracing must be Metaled where shown• Incorporation or component lathe responsibility of the building designer. 3.Additional temporary bracing to insure stability during conetruction 2.Design assumes the top end bottom chortle to be IeteraAy braced et '9,,p' �9 y GJ ��, Is the responsibility of the erector.Additional pennanenl bracing of 7 o.c.and at 17 o.c raspectivety unless braced throughout their length by �` DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. continuous sheathing ouch as ptywoud sheathing(TC)and/or drywall(BC) /i U L apo^ ty g g 3. Impact bridging or lateral bracing required where tMomhe .. ��"''71 L. SEQ. : K 15 61217 4.No load should be applied to any component untl after ail bracing and 4 Installation of buss is Me rectonRbility of the respectNe contractor. fasteners are complete and at no time should any loads greater than 5 Design assumes trusses are to be used In a non-corrowve environment. TRANS ID: LINK design loads bcapplied oany component and are for"dry corm:ion"of use 5.CompuTrus has no control over and assumes no responsibility for the 6 Design assumes fa.i bearing at all supports shown Shim or wedge if EXPIRES: 12/31/2016 fabrication.handling,shipment and Instalhbon of components. easary 7.Design assumes adeninageNprovid, November 30,2015 6 This de9gn Is furnished subject to the limitations Oct forth by B.Plates shall be locateddenon both laces of truss, end placed so their center TPIMTCA In SCSI.copies of which MN be famished upon request. lines coincide with joint ce-ter lines. Wick USA,Inc/Com u7rus Software 7 6 6'I L E 9.Digits indicate size of plate in inches D ( 10 For basic connector plate design values see ESR-1311,ESR.1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF g16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-9=(0) 0 BC: 2x4 KDDF B1&BTR SPACED 24.0" 0.0. 2-3=(-102) 97 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/ 3110 -22/ 108H 5.50" 0.50 KDDF ( 625) 1'- 9.2" -46/ 152V 0/ OH 5.50" 0.24 KDDF ( 625) LL = 25 Ply Ground Snow (Pg) 5'- 11.7" -68/ 144V 0/ OH 1.50" 0.23 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC :012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/100 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.050" 12 MAX BC PANEL TL DEFL = -0.004" @ 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. Wind: 190 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 4: m /- 1 1 O I 2�� 4 J,-.... 0 M-3x4 L rt' il, I, 1-00 2-00 3-11-11 PROVIDE FULL BEARING;Jts:2,4,3 �.,.... 40,I N R 0,9 1'0_4, :9782PE <" JOB NAME : 3413-B POLYGON NW - SJ3 Scale: 0.6303 illir WARNINGS: GENERAL NOTES, unless otherwise noted E./• �40 1.Builder and erection costradarshould beadvised ofail General Notes 1.This design is based only upon the parameters shown and Isfor anlndsaual /-1,L OREGON p �t„ Truss: SJ3 and Warning.before construction commences. building component.Applicability of design parameters and proper (L 2.244 compression web bracing must be Installed where shown• Incorporation of component is the responsibility of the building designer. 1161 C/A[�y G 3.Addnional temporary bracing to Insure stability during consiructwn 2 Design assumes the lop and bottom chords to be laterelry braced at '1 r�Y :7 �s the responsibility of the erector.Additional permanent bracing o! 7 o.c.and al ig'o.c respectively..ery unless braced throughout their length by DATE: 11/30/2015 the overall structure la the responsibility of the building designer. a lisped sheathingina,later as braplycing re uin d where s and/or drywaA(SC). p A 1'( �` apon ry e e 3.3lmpad bridging or lateral bracing requlretl where Move++ �'1 ll 1r SEQ.: K 15 612 18 4.No bad should be applied to any component until after all bradng and 4.Installation 'meanasan truss is trust.the are responsof ibility int Bene respective contractor.ntrlit fasteners are complete end at no time should any bads greater than end gra for"dryrouse condition'reof use. TRANS I D: LINK design bade be applied to any component. 6 DeNen assumes hal bearing at an supports shown Shim or wedge If 5.CompuTrus ha.no control over and assumes no responsibility for the ,nary, EXPIRES: 12/31/2016 fabrication,handling.shipment end installation or components 7.Design assumes adequate drainage Is provided. 6 This design is furnished subject to the limitations eat forth by 8.Metes shall be located on both faces of truss,and placed so their center November 30,2015 TPiwrCA in SCSI,copies of which will be furnished upon request Ines coincide with joint center line. 9.Digits Indicate size of plate In Inches Mae',USA,InclCompuTrus Software 7.6.6(11)-E ic.For basic connector plate design values see ESR-1311,ESR-1988(MlTeki Symbols Numbering System Q General Safety Notes PLATE LOCATION AND ORIENTATION 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 3/" Center plate on joint unless x,y fD y �! a offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. {....R.,\ Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. T rr cr-z cz-a ` 2. wide bracing must be designed by l an aces themselves e /16 4 wide truss spacing,individual lateral braces themselves ♦ WEBS co.,,, may require bracing,or alternative Tor I r O w 0 bracing should be considered. S S6 3 �� 3 O 3. Never exceed the design loading shown and never 4,0,''' u U stack materials on inadequately braced trusses. 0 4. Provide copies of this truss design to the building C7-8 C6-7 cs-s gsupervisor,property owner and For 4 x 2 orientation,locatedesigner,erection ri‘, plates 0-'ng' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from "Plate location details available In MITek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that "46 Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint 1'( ?' 1 number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ��411 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal + 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. p and pictures)before use.Reviewing pictures alone e. is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Milek� 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 QualityCriteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013