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Plans (35) vvt5T zoti _pc) t22 4-- L\,i2di5 tO Nre-5 M iTe MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-399 UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA, Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45996177 thru R45996185 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSI/1'P' 1 section 6.3 These truss designs rely on lumber values established by others. PROFt <c� Aco NG I N ��2 87022PE ��' T1\A�,, OREGON cP 4U1\1 'Sb 13ER1� PDQ A. 1-15?` r EX' :06/30/ 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 R45996177 PL15-399_UPPER F01 FLOOR 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Nov 27 10:56:22 2015 Page 1 ID:zs2ygYHMYIt_Z1 p9y12t1 yAg??-vFt?YmX2d_JVEBng9KU8FpWgiuyrhgl HMTHTkUyEzgd I¢].0 0 1)-10-1411 1-0-0 1 1 1-2-0 I I 1-4-2 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 II 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 P '` 9 ///`e4. 9 'E. e_ �'� ❑ '' o ® a.. ❑ .:--3- ❑ ///`.,- ®p / ❑ - O- a a b O N /N /'\ /'\ 7 /\. ,E.,, c? 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 I 14x6 = 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5 = 3x6= 3x6= 3x4= 3x5= 11-1-0 I 18-6-8 1 21-4-0 1 1-1-0 17-5-8 2-9-8 Plate Offsets(X,Y)- [1:Edge,0-1-81,[12:0-1-8,Edgel,[13:0-1-8,Edgej LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.09 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.14 27-28 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.53 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:110 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat)*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-34:2x4 DF No.1&Btr(flat) REACTIONS. (lb/size) 35=-607/Mechanical,22=475/Mechanical,34=2748/0-5-8,23=1464/0-5-8 Max 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(Ib)or less except when shown. TOP CHORD 1-35=-705/1451,1-2=0/1825,2-3=0/1100,3-4=0/1100,6-7=-1009/0,7-8=-1009/0, 8-9=-1449/0,9-10=-1449/0,10-11=-1540/0,11-12=-1540/0,12-13=1259/0, 13-14=742/0,14-15=-742/0,18-19=0/1549,19-20=0/1549 BOT CHORD 33-34=1825/0,32-33=-440/0,31-32=0/644,30-31=0/644,29-30=0/1273,28-29=0/1527, 27-28=0/1259,26-27=0/1259,25-26=0/1259,24-25=0/342,23-24=-810/0,22-23=876/0 WEBS 2-34=-831/0,1-34=-2607/0,12-28=31/455,8-29=0/255,8-30=-379/0,18-23=-101010, 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. ,vp P R OF . 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement �'<� ( N ss/ at the bearings.Building designer must provide for uplift reactions indicated. �N !Gl`� FR 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 be attached to walls at their outer ends or restrained by other means. 870 2 P E r"-- 6)CAUTION,Do not erect truss backwards. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1265 lb down at 0-0-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 5. 7 'oj, OREG N rP AU LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �0 �M `Q &ER 1' Uniform Loads(plf) 0S A H�� ,Q' Vert:22-35=-8,1-21=80 Concentrated Loads(Ib) Vert:1=-1265(F) EXPIRES:06/30/2017 November 30,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1.$7 ' Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building coponent.not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this designminto the overall a. iLli . ... ,building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ii • Fre k' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,D5B-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996178 PL15-399_UPPER F02 Floor 10 1 I_ Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:23 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1yAg??-NRROm6YgOIRMsLMsi2?No02421ExQ7xQa711 GwyEzqc 1 1-0-0 1 11-1-10 1 1 1-2-0 1 p-7-21 1 1-2-0 1 1-2-0 1 1 1-2-0 1 1-2-0 1 Scale=1:33.9 4x4= 3x4= 3x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 o - o a a ` ' a 416./ \ / / / N/ °/ N , _\Z / N...ao A\ 30 29 28 27 26 25 24 23 22 21 3x4 = 4x5= 3x5= 3x5= 3x5= 3x5= 3x4= 3x5= 4x6 - 3x4- 14-2-2 I • 13-0-2 13-7-21 1 19-11-4 13-0-2 0-7-0 13-7-0 5-9-2 Plate Offsets(X,Y)- [14:0-1-8,Edqe],[24:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (Ioc) 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 lncr YES WB 0.56 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=871/Mechanical,20=871/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1588/0,3-4=-1588/0,4-5=2786/0,5-6=-2786/0,6-7=-3608/0,7-8=-3608/0, 8-9=-4042/0,9-10=-4042/0,10-11=4122/0,11-12=-4122/0,12-13=3586/0, 13-14=3586/0,14-15=3053/0,15-16=3053/0,16-17=1806/0,17-18=1806/0 BOT CHORD 29-30=0/843,28-29=0/2232,27-28=0/3242,26-27=0/3871,25-26=0/4132,24-25=0/3999, 23-24=0/3586,22-23=0/3586,21-22=0/2507,20-21=0/970 WEBS 14-23=0/364,2-30=-1181/0,2-29=0/1042,4-29=-903/0,4-28=0/776,6-28=-63910, 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. <��E� PROre. ��`� ANG I N E /`2 87022PE r . ct1 � ' 7 '3j, OREGON tic:'0 44/ 'AOn 8 E R \ • \-\ A. HEP EXPIRES:06130/2017 November 30,2015 € a 00 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. *AUK Design valid for use only with MiTek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not �.a aa truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ll -•building design.-Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing•• - • - ilek'• is always required for stability and to prevent collapse with possible personal injury and properly damage. for general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job 'Truss Truss Type Qty Ply POLYGON R45996179 PL15-399_UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co.. Beaverton,Oregon 7.530 s Jul 11 2014 Mrrek Industries,Inc.Fri Nov 27 10:56:25 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-JgZBAoawwvh45eWFgT1 rtR8Td5zquxYj2RW7 Kpy Ezqa I 1-10-8 d p-10-1411 1-0-0 1 1 1-2-0 I1 1-0-2 I 1 1-3-12 1 1-3-0 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 N Imo/ \�I N /wN 7 .. _N / �'\ 'N• - e v v c ❑ ❑ o o - 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 = 3x4 II 4x5= 3x6 FP= 3x5= 3x5 = 3x5= 3x5= 3x6= 3x6 = 3x4 = 3x5= 14-0-14 2-1-8 I 12-10-14 1 -5-1 I 19-7-0 I 22-4-12 I 2-1-8 10-9-6 0-7-0�-7-0 5-6-2 2-9-12 Plate Offsets(X,Y)- F12:0-1-8,Edge],F13:0-1-8,Edge],[35:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.93 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=-493/Mechanical,34=1730/0-5-8,35=-775/0-2-4,23=1496/0-5-8 Max Uplift22-579(LC 6),35=838(LC 6) Max Gray 34=1731(LC 3),23=1498(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/953,3-4=0/953,4-5=258/0,5-6=258/0,6-7=1060/0,7-8=1060/0, 8-9=-1486/0,9-10=1486/0,10-11=-1563/0,11-12=1563/0,12-13=1269/0, 13-14=-739/0,14-15=-739/0,15-16=0/258,16-17=0/258,17-18=0/258,18-19=0/1577, 19-20=0/1578 BOT CHORD 34-35=1637/0,33-34=1679/0,32-33=301/0,31-32=0/702,30-31=0/702,29-30=0/1317, 28-29=0/1556,27-28=0/1269,26-27=0/1269,25-26=0/1269,24-25=0/329,23-24=-832/0, 22-23=-749/0 WEBS • 2-34=-1686/0,2-35=0/1839,12-28=6/487,8-30=-360/0,18-23=1022/0,18-24=0/881, 6-30=0/502,6-32=629/0,4-32=0/771,4-33=-913/0,2-33=0/1007,15-24=-737/0, 15-25=0/576,13-25=756/0,20-22=0/956,20-23=-1108/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. _0 PR OF4'0 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. -N ���]N�Fi4 /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 be attached to walls at their outer ends or restrained by other means. Q 870 2 P E I-- 6)CAUTION,Do not erect truss backwards. / f CD 7 "cs, OREGON ti�O/ -AOr)SER 4t05 ' -. A HE EXPIRES:06/30/2017 November 30,2015 ", ,4 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1-7473 rev.10/03/2015 BEFORE USE. 1I.I ,= Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not = a a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPll Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996180 PL15-399 UPPER F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Nov 27 10:56:26 2015 Page 1 ID:zs2ygYHMYlt1_Z1 p9y12t1yAg??-nO7WO8aYgDgwjo5ROAY4PfgdNVLEdQdsG5FhtFyEzgZ 1 1-3-0 1 1-5-0 1 1 1-5-6 1 2-0-0 1 1 1-2-0 I,o^ Scale=1:37.1 3x4—1.5x3 II 4x6 = 3x4 I I 3x10 = 1.5x3 I I 3x4 = 1.5x3 I I 3x4= 1.5x3 ll 3x6 FP= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 1>* f >13 14 N N e• o 23 22 21 20 19 18 17 16 15 4x5= 3x8 = 3x6 FP= 3x10 = 3x6 = 1.5x3 II 3x4 = 3x6= 3x4= I 2-11-0 I 21-3-0 2-11-0 16-4-0 Plate Offsets(X,Y)— [8:0-1-8,Edge],[17:0-1-8,Edge],[23:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.14 18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.21 18 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.02 15 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:22-23,20-22. REACTIONS. (lb/size) 15=657/Mechanical,22=2013/0-5-8,23=-812/Mechanical Max Uplift23=-902(LC 4) Max Gray 15=657(LC 4),22=2013(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2515,3-4=0/2515,4-5=-251/0,5-6=-251/0,6-7=-1993/0,7-8=-1993/0, 8-9=-2337/0,9-10=-2337/0,10-11=1912/0,11-12=1912/0,12-13=-1912/0 BOT CHORD 22-23=-1154/0,21-22=-1215/0,20-21=1215/0,19-20=0/1270,18-19=0/2337, 17-18=0/2337,16-17=0/2293,15-16=0/1139 WEBS 2-23=0/1474,2-22=1729/0,8-19=-553/0,6-19=0/810,6-20=-1172/0,4-20=0/1608, 4-22=-1567/0,13-15=-1276/0,13-16=0/866,10-16=427/0,10-17=-159/302 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(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. '<(Y1/4 PRpFFuo ��5 `7' "0" �a2 �� 87022P �c-" 7 -T OR GON ry9 ±C/ S A. HE— EXPIRES:06/30/2017 November 30,2015 WARNING-,Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. •.-..-_ II..!.. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not - ---=r: a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this designminto the overall building design:Bracing indicated-is to prevent buckling of individual-truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/711 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996181 PL15-399 UPPER F05 Floor 8 1 Job Reference(optional) _ Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mrrek Industries,Inc. Fri Nov 27 10:56:27 2015 Page 1 ID:zs2ygYH MYltl_Z1 p9y 12t1 yAg???-GChubUbBRXynKygdxu3JysDkxvagMwBOVI?EPhyEzqY 1 1-D-0 1 0�1dr 1-2�[12,211 1-2-0 1 1-2-0 II 1-2-0 f 1-2-0 1 Scale=1:36.4 4x4= 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4 = 3x4= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 - ■ oo, \ 6 / 6/\5/\9/ N8/\ /V \ 7 / \ 9 -e a o a 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4= 4x6 - 3x6-3x6 FP-3x5 = 3x5= 3x5 = 3x5= 4x4= 3x5= 4x6 = 3x4= 1.5x4 SP= 15-6-14 I 14-4-14 11-11-1f 1 21-4-0 I 14-4-14 0-7-00-7-0 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edgel,[27:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.40 29 >641 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.62 29 >410 360 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.09 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:107 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 23=933/0-4-4,35=933/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1712/0,3-4=-1712/0,4-5=-3036/0,5-6=-3036/0,6-7=-3981/0,7-8=3981/0, 8-9=-4547/0,9-10=-4547/0,10-11=4727/0,11-12=4727/0,12-13=-4554/0, 13-14=-4554/0,14-15=4554/0,15-16=3935/0,16-17=3935/0,17-18=3339/0, 18-19=3339/0,19-20=1950/0,20-21=1950/0 BOT CHORD 34-35=0/905,33-34=0/2419,32-33=0/3553,31-32=0/3553,30-31=0/4309,29-30=0/4682, 28-29=0/4688,27-28=0/4254,26-27=0/3935,25-26=0/3935,24-25=0/2723,23-24=0/1042 WEBS 16-27=0/550,17-26=0/389,2-35=-1268/0,2-34=0/1130,4-34=-990/0,4-33=0/864, 6-33=-724/0,6-31=0/598,8-31=-460/0,8-30=0/334,12-28=255/55,15-28=0/498, 15-27=885/0,21-23=-1366/0,21-24=0/1190,19-24=-1014/0,19-25=0/807, 18-25=20/270,17-25=1150/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be ��°D PR Opz. attached to walls at their outer ends or restrained by other means. ., S' �C? 0�GINE-cd9 /p2-9 87022PE I y `,Ai, OREGO o5 ' �,o '2 $:/.' ER 1" A. NES EXPIRES:06130/2017 November 30,2015 6 4 d WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Md-7473 rev.10/0312015 BEFORE USE. 1. • Design valid for use only with M7ek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not aI--a _ . a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall g��q u building design. Bracing indicated is to prevent buckling of individual truss web-and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996182 PL15-399_UPPER F06 Floor 2 1 I Job Reference(optional) Pacific Lumber&Truss Co.,. Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Nov 27 10:56:29 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-Cbpf09dRz8CVaGp03J6n1 H18ciLmgIUJz2ULTayEzgW 1 1-10-8 1 1)-1f1-1411 1-0-0 I 1 1-2-0 II 1-0-2 1 1 1-3-8 1 1-5-0 1 Scale=1:38.5 3x4= 4x10= 3x4= 3x4 = 3x4= 3x4= 3x4 = 3x4= 3x6 FP= 3x4= 3x4 I I 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 I, - e ....._ / .\ , N �� / .\ /_ -\ / I \ / *.. 04 O c , a 8 e ❑ O C 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5= 3x4 II 4x5= 3x6 FP= 3x5= 3x5= 3x5 = 3x5 = 3x6= 3x6= 3x4 = 3x5 = 14-0-14 1 2-1-8 I 12-10-14 1 y5-i 1 19-7-0 I 22-7-8 I 2-1-8 10-9-0 7-0 5-6-2 3-0-8 0-7-0 Plate Offsets(X,Y)- [12:0-1-8,Edgel,[13:0-1-8,Edgel,[35:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2O12/TP12007 (Matrix) Weight:115 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.oE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=431/0-2-12,34=1732/0-5-8,35=776/0-2-10,23=1453/0-5-8 Max Uplift22-523(LC 6),35-840(LC 6) Max Gray 34=1735(LC 3),23=1455(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/956,3-4=0/956,4-5=258/0,5-6=258/0,6-7=1062/0,7-8=-1062/0, 8-9=-1490/0,9-10=1490/0,10-11=1570/0,11-12=1570/0,12-13=1278/0, 13-14=751/0,14-15=-751/0,15-16=0/252,16-17=0/252,17-18=0/252,18-19=0/1566, 19-20=0/1567 BOT CHORD 34-35=1641/0,33-34=1683/0,32-33=303/0,31-32=0/703,30-31=0/703,29-30=0/1320, 28-29=0/1562,27-28=0/1278,26-27=0/1278,25-26=0/1278,24-25=0/342,23-24=-819/0, 22-23=-810/0 WEBS 2-34=1690/0,2-35=0/1843,12-28=7/485,8-30=-362/0,18-23=1021/0,18-24=0/878, 20-22=0/974,20-23=-1036/0,6-30=0/504,6-32=-631/0,4-32=0/773,4-33=-915/0, 2-33=0/1009,15-24=736/0,15-25=0/575,13-25=-754/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. _�[} P R Ore 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)22,35. �'`C c N ss/ 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ,� �N F'7 Q, be attached to walls at their outer ends or restrained by other means. 14 7, 5)CAUTION,Do not erect truss backwards. Ct" 870 2 P E • rc - ��'OT OREGO ..moo ./ -'b0�cMB E R ,N \-O S A. HE? EXPIRES:06/30/2017 November 30,2015 4 4 00 ®WARNING'Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. • •• IIAIII Design valid for use only with MTek€connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system..Before use,.the building designer must verify the applicability of design parameters and property incorporate this design into the overall • R>o.I♦ buildingdesign. Bracin indicated.is,to revent bucklingofindividualtruss web and/or-chord members only.Additional temporary andpermanent bracing • .. 9 9 PPo ry Niel(... is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996183 PL15-399_UPPER F07 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:31 2015 Page 1 ID:zs2ygYHMYIti_Z1 p9y12t1 yAg??-8_wPRrehVISDpZzOAj8F6iNRgWxGlmtbQMzSYSyEzgU 10-10-0 1 11-2-0 11-2-'1-C 10-9-0 I O-9-0 1 I a9-o 10-9-0 I I O-9-0 10-9-o 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 m e 7 I/ \ i\ /\ /T \ /\ /\ /` , ._\ /\ / t• N O_ d 4. 1� O. O -O O- . a O V O- 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4= 4x5= 3x6= 3x6 FP= 3x5= 3x5= 3x5= 4x5= 3x5 = 3x6 = 4x5= 3x4= 1.5x4 SP= 3x5= 14-4-14 1 13-2-14 ?-9-141 1 20-2-0 1 13-2-14 7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edge],[18:0-1-8,Edge[ LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/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 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=881/0-4-4,40=881/0-2-12 FORCES. (lb)-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. ��0 P R OPE 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)40. �'\° G�N� LVSV 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 r" �N FR Q2 be attached to walls at their outer ends or restrained by other means. „9 87022PE r. , 0) 7 SAT OR EG•N cf. ZCI� on BER 1'' ASO SA. He EXPIRES:00/30/2017 November 30,2015 cc WARNING-Verify design parameters and READ NOTES ON THIS AND.INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. WANE' .. Design valid for use only with M7ek0 connectors.This design is based only upon parameters shown,and is for an individual buildingm coponent,not =.Y . .. a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chorddmembers only.:Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,-Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996184 PL15-399_UPPER F08 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:32 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-cAUneBfJG3a4RjYbkRfUfwwfswMSl6Hlf0i?4vyEzgT I 1-10-8 I P--l4-1I 1-0-0 I 1 1-2-0 11 1-0-2 I 11-3-11 11-3-0 1 Scale=1:38.1 3x4= 4x10 = 3x4= 3x4= 3x4= 3x4 = 3x4 = 3x4 = 3x6 FP= 3x4= 3x4 II 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 ❑ O ❑ //`\ ❑_ - ❑_ ��/-\ +\\ 9 2 \9/S0/ - /-\. /- -/ .\. a % /' 'N- 12 e v o o v e ❑ ❑ v o e 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 = 3x4 II 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 3x6= 3x6 = 3x4 = 3x5- 14-0-14 1 2-1-8 1 12-10-14 1p-5-14 1 19-7-0 1 22-4-11 I 2-1-8 10-9-6 7-0 7-0 5-6-2 2-9-11 Plate Offsets(X,Y)- [12:0-1-8,Edge],[13:0-1-8,Edge],[35:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft 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 lncr YES WB 0.93 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=-495/0-3-12,34=1730/0-5-8,35=-774/0-4-4,23=1498/0-5-8 Max Uplift22=-581(LC 6),35=-837(LC 6) Max Gray 34=1731(LC 3),23=1499(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/953,34=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=62910,4-32=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. ��(Cd P R QFen 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to "S n \GIbe attached to walls at their outer ends or restrained by other means. �\� s ' N��R wQ2 4)CAUTION,Do not erect truss backwards. 87022PE i r" cv -v OREGO � r OLv 'A041O8ER \ P.QS A. HA. EXPIRES:06/30/2017 November 30,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mr1-7473 rev.10/03/2015 BEFORE USE. -- . 1® IN E- •- Design valid for use only with Milek®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 buildin desi n.-Bracing indicatedis toprevent bucklingof individual truss web and/or chord members only.Additional temporary andpermanent bracing 9 9 9 Y p ry iTe le . is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the • 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply 'POLYGON R45996185 PL15-399_UPPER F09 Floor 1 1 Job Reference(optional) _ Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Nov 27 10:56:34 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-YZcY3thaoggogl izsshykL?ykjzsV6H26KB69nyEzgR I0-10-0 1 lam I I 1-2-0 [ 10-9-0 10-9-0 110-9-0 10-9-0 110-9-0 10-9-0 1 Scale=1:34.8 3x4= 4x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x6 FP= 4x4= 3x4= 3x4= 4x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 a 0 -/IL /\ /\ 404,\ _441: a -a`\\ '- 1\ /\ /a ., 2 .+ a Id\a '� 2 2 @ . a -', a///`.. a\\\o ` T, / \ 9 B d' O MEC O' • o o O O' 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4 = 4x5 = 3x6 FP=3x5 = 3x5= 3x5 = 3x5= 4x5 = 3x5= 4x5= 4x5 = 3x4= 1.5x3 SP= 3x6= 14-7-12 I 13-5-12 14-0-121 I 20-4-13 I 13-5-12 b-7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edge],[18:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.33 33 >731 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.52 33-34 >468 360 BCLL 0.0 Rep Stress[nor YES WB 0.52 Horz(TL) 0.08 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=892/0-4-4,40=892/0-4-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1397/0,3-4=-1397/0,4-5=-2518/0,5-6=-2518/0,6-7=-3371/0,7-8=3371/0, 8-9=-3953/0,9-10=-3953/0,10-11=-4267/0,11-12=4267/0,12-13=-4306/0, 13-14=4306/0,14-15=4116/0,15-16=4116/0,16-17=4116/0,17-18=3686/0, 18-19=3121/0,19-20=-3121/0,20-21=2331/0,21-22=2331/0,22-23=1277/0, 23-24=1277/0 BOT CHORD 39-40=0/734,38-39=0/1990,37-38=0/2977,36-37=0/2977,35-36=0/3694,34-35=0/4142, 33-34=0/4318,32-33=0/4228,31-32=0/3686,30-31=0/3686,29-30=0/3686,28-29=0/2770, 27-28=0/1832,26-27=0/668 WEBS 17-31=355/0,18-30=0/383,2-40=1126/0,2-39=0/1017,4-39=910/0,4-38=0/810, 6-38=-704/0,6-36=0/603,8-36=496/0,8-35=0/396,10-35=291/0,16-32=-281/0, 17-32=0/823,24-26=-1086/0,24-27=0/990,22-27=904/0,22-28=0/812,20-28=713/0, 20-29=0/570,18-29=1057/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. �_ .O PROF-en 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 '` is be attached to walls at their outer ends or restrained by other means. ��3 {�' ���,C� /O2 Q 87022PE ,ter • 7 'C'�, OREGON ti� 'pOr) /1,/8 ER 1\ P'p He?,A.H - EXPIRES:06/30/2017 November 30,2015 OC WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. iii . ' Design valid for use only with MiTek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not v . a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall MIVla ni 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/TPIl Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Symbols NumberingGeneral PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property /4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury MI= Dimensions are in ft-in-sixteenths. Irik Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 1 2. Truss bracing must be designed by an engineer.For ®®/16„ 4 wide truss spacing,individual lateral braces themselves 0 IL4iii1 _ 3.• 0, 4. Provide copies of this truss design to the building C7-8 C6-7 C5-6 For 4 x 2 orientation,locate , designer,erection supervisor,property owner and plates 0 'i,a' from outside BOTTOM CHORDS all other interested parties. • edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. • 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint , required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in Muck 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 X 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR 1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that ����i Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. truss unless otherwise shown. by text in the bracing section of the 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. di Indicates location where bearings 16.Do not cut or alter truss member or plate without prior 4,1.�� (supports) occur. Icons vary but ©2012 Mil-eke All Rights Reserved approval of an engineer. ,�i'��, reaction section indicates joint 111=. number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. L 11-1 18.Use of green or treated lumber may pose unacceptable ►► ”°�c. 11 f environmental,health or performance risks.Consult with Industry Standards: project engineer before use. i- ANSI/TPI1: National Design Specification for Metal ®- 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. l — III and pictures)before use.Reviewing pictures alone m ITek,8, DSB-89: Design Standard for Bracing. e is not sufficient. , , 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 ONM mil a 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. cop P R oFS /44 G IF T mop 89782PE v OREGON 4° ir 'AUL ---^- November 30,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 15-02-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-2060) 559 1- 5=(-451) 1772 5- 2=( 0) 289 BC: 2x6 KDDF #1SBTR 2- 3=(-1772) 530 5- 6=(-456) 1767 5- 3=(-30) 49 WEBS: 2x9 KDDF STAND LOADING 3- 4=(-2065) 558 6- 4=(-450) 1777 3- 6=( 0) 285 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 19.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)- 128.0 PLF 6'- 0.0" TO 9'- 2.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC UNIF LL( 50.0)+DL( 19.0)- 64.0 PLF 9'- 2.0" TO 15'- 2.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 0.0)+DL( 90.0)= 40.0 PLF 0'- 0.0" TO 15'- 2.0" V 0'- 0.0" -256/ 1210V -98/ 486 5.50" 1.94 KDDF ( 625) NOTE: 2x9 BRACING AT 24"OC UON. FOR 15'- 2.0" -256/ 1210V 0/ OH 5.50" 1.99 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)- 320.0 LBS @ 6'- 0.0" SC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 9'- 2.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.058" @ 6'- 0.0" Allowed = 0.713" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY" MAX TL CREEP DEFL = -0.102" @ 6'- 0.0" Allowed = 0.950" MAX HORIZ. LL DEFL = 0.012" @ 19'- 8.5" MAX HORIZ. TL DEFL = 0.020" @ 19'- 8.5" 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, 5-11-11 3-02-10 5-11-11 Truss designed for wind loads in the plane of the truss only. T ,73208 N-.321-.0T 12 12 6.00 D M-4x6 :-M-6x6 Q 6.00 z , lillii IL in 11 o * O 1* 5 6 ** 9 I CD M-3x5 M-3x4 M-1.5x3 M-3x5 0 ,1 ), y y 5-08-08 3-10-12 5-06-12 y 15-02 y .D P R p_ Ss '' 89782PE �<' JOB NAME : 3413-B POLYGON NW - Al . Scale: 0.9009r f WF WARNINGS: GENERAL NOTES, unless otherwise noted: �� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for en individual -7 OREGON "• Truss: Al end Warnings before construction commences. building component.Applicability of design parameters and proper it, • • �,9• •T• 2,2x4 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 1761 .r1 /f • 1 3,Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at _ 7 ',-7 R.l/• -1 J.. /[�/ 2'o.c,and al 10'o.c.respectively unless braced throughout their length by � -- - � %/ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). �) •/A U t •i• DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �`1 L SEQ. : K 15 6117 4 4.No load should be applied to any component until after all bradng and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of ace. ` 12/3'1/2016!) �] /r] {�+ 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if E X P I R ES: 1 2/3J 1/20 1 6 necessary, fabrication.handling,shipment and Installation of components. 7,Design assumes adequate drainage is provided, Novembe r 302015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center r TPUWT'CA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA.Inc./CompuTrus Software 7.6.6(114-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MfTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16,13TR LOAD DURATION INCREASE = 1.15 1-2=(-774) 153 1-4=(-47) 587 4-2=(0) 353 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-774) 153 4-3=(-47) 587 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -80/ 637V -66/ 66H 5.50" 1.02 KDDF ( 625) 15'- 2.0" -80/ 637V 0/ OH 5.50" 1.02 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 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 7-07 Wind: 140 mph, h=21.1ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '( '( 1' load duration factor=l.6, 12 12 Truss designed for wind loads 6.00 IIM-4x4 Q 6 DO in the plane of the truss only. 4.0" 1.1 40/0000000 .000001011.11 -_., rn M O 1* 4 3 I o M-3x4 M-1.5x3 M-3x4 0 y vi 51 7-07 7-07 •y y t' PR Sfi(15-02 '. .9 iZt 89782PE v"" JOB NAME : 3413-B POLYGON NW - A2 - .001,- ' • Scale: 0.4009 AIN WARNINGS: GENERAL NOTES, unless otherwise noted' ,t...' ��,. 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 :OREGON O T. Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper /� 1 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. C/ G' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced et _ 2'o.c,and at 10'o.c.respectively unless braced throughout their length by --- `� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). dik DATE: 11/30/2015 the overall structure Is the responsibility o1 the building designer. 3.2x Impact bridging or lateral bracing required where shown** ��U SEQ. : K1561175 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and al no lime should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment T RAN S I D: LINK design loads be applied to any component, and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shaven.Shim or wedge If EXPIRES: 12/31/2016 necessary, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided, November ovem{.,e�,302015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I`I fJ r TPIANTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines, 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1578) 306 1-5=(-303) 1341 5-2=( -216) 1310 BC: 2x6 KDDF #1&13TR SPACED 29.0" O.C. 2-3=( -116) 107 5-6=(-295) 1292 2-6=(-1494) 350 WEBS: 2x4 KDDF STAND 3-4=( -10) 5 6-3=( -119) 120 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -146/ 818V -57/ 144H 5.50" 1.31 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 POE Ground Snow (Pg) 8'- 0.0" -369/ 1701V 0/ OH 5.50" 2.72 KDDF ( 625) ADDL: BC CONC LL+DL= 1210.0 LBS @ 5'- 0.0" ADDL: BC CONC LL+DL= 637.0 LBS @ 7'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ 4'- 0.0" Allowed = 0.354" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.041" @ 4'- 0.0" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.004" @ 7'- 6.5" MAX HORIZ. TL DEFL = 0.008" @ 7'- 6.5" 4-01-12 3-06-08 0-03-12 f 1' 1' '1' 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,BCDL=6.0, ASCE 7-10, 3 rill°°°11° 11111111 All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x6 2 M 121111111 II "}) nil 0 0 m o o 1► 5 ** 6 -/ 1 o M-3x4 M-3x8 M-4x8 y b1210# t 637# I. 9-00 4-00 y 8-00 y (V-) p EO-IES,S • -.8.782PE : JOB NAME : 3413-B POLYGON NW - AGIRD Scale: 0.4610 • . ! WARNINGS: GENERAL NOTES, unless otherwise noted: CI OREGON '"J. 1 1.Builder and erection contractor should be advised of all General Notes 1.This design la based only upon the parameters shown and is far an Individual 'q �•�N., ' Truss: AGIRD and Warnings before construction commences. building component.Applicability of design parameters and proper 4/f� .V 2.2x4 compression web bracing must be Installed where shown.. incorporation of component is the responsibility of the building designer. l'�'ti 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced at 1 • �G_:/ ' Is the responsibility of the erector.Additional permanent bracing of 2'c.c,end et 10'c.c.respectively unless braced throughout their length by V continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Jr p4 U L DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.. { SEQ. : KI.5 6117 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at rte time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, T RAN S I D• LINK design bads be applied to any component. end are far"dry condition"of use. �,/ !'� /�i/ �+ 5.CompuTnrs hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge If EXPIRES: 12/3 i/2016. necessary. febncatlan,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided, 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center November 30,2015 TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate aIle of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-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 BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -61/ 297V -7/ 47H 5.50" 0.47 KDDF ( 625) 1'- 10,9" -102/ 88V 0/ OH 1.50" 0.14 KDDF ( 625) LL = 25 PSP Ground Snow (Pg) 6'- 0,0" 0/ 48V 0/ 0H 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 7 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" 1-11-11 MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.145" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.250" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.333" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. rn � o 1 2 - >G4 M-3x9 y y l 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 • co • �G I N .89782PE JOB NAME : 3413-B POLYGON NW - AJ1 Scale: 0.6771 �. WARNINGS: GENERAL NOTES, unless otherwise noted: G.•" • �40 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 OREGON Truss: AJ1 and Warnings before construction commences. building component,Applicability of design parameters and proper /1/ 2.2K4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer, .,.cy �/1 f �LG • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced et 7 •^I J• �i Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)andlor drywalt(BC). /� - UL DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ J"� J{.. SEQ. : K 15 6117 7 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D"• LINK design loads be applied to any component, and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing Cl all supports shown.Shim or wedge If EXP I RES: 12/3112016 necessary, fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.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 November 30,2015 TPUWTCA In BCS',coples of which will be famished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA.Inc.)CompuTrus Software 7.6.6)1L)-E 1o.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: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-65) 49 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -50/ 346V -14/ 77H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -97/ 113V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" 8 -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 '( MAX BC PANEL TL DEFL = -0.003" @ 4'- 1.4" Allowed = 0.333" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HONED. TL DEFL = -0.000" @ 3'- 10.9" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 3 -1 Wind: 140 mph, h=20.2ft, TCDL=4.2,8CDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. a 0 I N 1 /- o of 2 I��4 M-3x4 )' y 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,3,4 1 " PR (-- ••C:;3 ' yG1NE19 89782PE � JOB NAME : 3413-B POLYGON NW - AJ2 • '' . Scale: 0.6146 `"�""0- I r , WARNINGS: GENERAL NOTES, unless otherwise noted: (✓" . 1.Balder 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 i. OREGON Truss: AJ2 and W'arninge before construction commences. building component.Applicability of design parameters and proper 1///, (p ��` 2.but compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. • .9 , Alp�.. r , 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al 7 J 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /� ll DATE: 11/30/2015 the overall structure Is the responsibility of the building designer, 3.D Impact badging or lateral bracing required where shown++ � PAUL L �' SEQ. : K 15 6117 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumee trusses are to be used Ina noncorrosive environment. TRANS I D• LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrua has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge If -EXPIRES: 12/31/2016 necessary. fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center November 30,201 5 TPVWTCA In BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc,/CompuTrus Software 7.6.6)1L)-E 1o,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/DUE/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-97) 68 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" -57/ 402V -22/ 108H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 74V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -68/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. -1 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 TC PANEL LL DEFL = 0.079" @ 3'- 7.2" Allowed = 0.395" 5-11-11 MAX TC PANEL TL DEFL = -0.092" @ 3'- 4.8" Allowed = 0.593" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 6.00 3 -,i 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. M O � 1 2��M 4��M M-3x4 y y y 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,4,3 p P:R p ANGINE �,tb ' 89782PE cr JOB NAME : 3413-B POLYGON NW - AJ3 Scale: 0.5762 WARNINGS: GENERAL NOTES, unless otherwise noted; (..." / 11 ).• 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 _.OR EGOI'I • Truss: A J 3 and Warnings before construction commences. building component,Applicability of design parameters and proper �j��ll OREGON rrr���� 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer, • ""9 �/ /(� Vr • 3.Additic nal temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced et 77 "1 - Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by •continuous sheathing such as plywood she athing(TC)and/or drywall(0C). j�UL {AN DATE: 11/30/2015 the overall structure Is the responsibility of the building designer, 3.2x Impact bridging or lateral bracing required where shown++ • / SEQ. : K 15 6117 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS I D: LINK design bads be applied to any component. and are for"dry condition"of use. �/ ( ± I y �r]j q J �* 5.CompuTrus has no control over and assumes rte responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES:Ri Et.7. 2'J1/n�,Q C7 neceeaary. fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. November be r 3�20 1 5 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I Y r TPIMTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center Imes. 9.Digits Indicate size of plate in Inches. • MiTek USA,Inc./CompuTrus Software 7.6.6(11)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 50 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-116) 93 3-4=( -70) 27 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0" -35/ 377V -28/ 1310 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -142/ 352V 0/ OH 1.50" 0.45 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 5.9" -58/ 15V 0/ OH 1.50" 0.02 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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 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" 6.00C72. 11 MAX HORIZ. TL DEFL = -0.001" @ 5'- 11.2" 3 Design conforms to main windforce-resisting system and components and cladding criteria. , Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, N Truss designed for wind loads o in the plane of the truss only. 0 ,r rn o / ‘,r 0 1 1 ►1 5 0 M-3x4 y y i, y 1-00 6-00 1-05-15 •�ROVIDE FULL BEA RI NG;Jts:2,5,3,9I p,..0 P-H0'F .c.:§-.',. V''' �G • �f• 4 :89782 PES'" JOB NAME : 3413-B POLYGON NW - AJ4 . Scale: 0.5437 P i ;,. .., / 11 WARNINGS: GENERAL NOTES, unless otherwise noted: C,r' ,j^�[� /'� n• X40, 1.Builder and erection contractor should be advised of all General Notes 1.This design la based only upon the parameters shown and Is for an individual ' �y .OREGON OI.V Truss: AJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper ; a •4f ry� .R" 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. -1/94....: (�,Q V ' 3.Additional temporary bracing to Insure slabillty during construction 2.Design assumes the top end bottom chords to be laterally braced al �.(1 [ is the responsibility of the erecter.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by _• -- �` continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). //�� `_ -DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown e n Pick U.L. SEQ.: K 15 6118 0 4.No load should be applied to any component until after all bracing and 4.Installation of buss Is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D• LINK design bads be applied to any component. and are for"dry condition"of use. ��// p n t] JJrry�//��{�+ 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge If EXP I R ES: 1 2/3.1/20 1 6 necessary. fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. November mber 30 2Q 15 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center I V lJ , ll TPNNTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.6(11)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 IC: 2x9 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-10=(-1007) 5209 3-10=( -61) 965 2x6 KDDF #1&BTR T2 SPACED 24.0" O.C. 2- 3=(-5997) 1190 10-11=(-1319) 6879 10- 4=( -231) 1943 BC: 2x66 KDDF #11BTR 3- 4=(-6056) 1207 11-12=(-1098) 5946 10- 5=(-1830) 393 WEBS: 2x9 KDDF STAND LOADING 4- 5=(-5410) 1106 12-13=(-1098) 5996 5-11=( -25) 347 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-6898) 1429 13- 9=) -712) 3848 11- 6=( -374) 1591 TC LATERAL SUPPORT <= 12"0C. DON. DL ON BOTTOM CHORD = 10.0 PIF 6- 7-(-3907) 761 12- 6=( O) 130 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 92.0 POE' 7- 8=(-4412) 831 6-13=(-2519) 548 B- 9=(-4945) 845 7-13=( -259) 1540 LL = 25 PSF Ground Snow (Pg) 13- 8=( -55) 304 NOTE: 2x4 BRACING AT 24"OC UON. FOR ADDL: TC UNIF LL+DL= 160.0 PLF 8'- 0.0" TO 12'- 0.0" V ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 12'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0" 0'- 0.0" -670/ 3376V -73/ 79H 5.50" 5.40 KDDF ( 625) OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 1440.0 LBS @ 12'- 9.0" 27'- 6.0" -912/ 233UV 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. ST 2:,Heel to plate corner = 0.75" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I ** 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), 7 load duration factor=l.6, -11-11 11-06 10 7-11-11 Truss designed for wind loads f . '' '1' in the plane of the truss only. 4-00-12 3-10-15 4-02-09 2-11-12 4-04-05 3-10-15 4-00-12 T f ,,598# T f f f T 12 12 6.00 p M-5x12 M-3x6 M-4x10 M-4x10 Q 6.00 9 5 6 7 wm T2 NON M-1.5x3 M-1.5x3 3 ± • 7",77 M ru O 1.MV.1 CD 1 _ • 2 411164 10 11 12 13 *e9 0 o M-4x10 M-3x10 0.25" M-4x10 M-3x10 0l M18HS-7x14(S) M-1.5x3 1440# ER O y ..1, y y y � Fir 7-04-120 5=01 2-08-04 4-11-04 7-04-12 �.•t 0 1-00 27-06 ::•9782PE• �r JOB NAME : 3413-B POLYGON NW - B1 � r� Scale: 0.2244 t WARNINGS: GENERAL NOTES, unless otherwise noted; t.o. 1) 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual \ .e7 SJR.E•GON ('3� • Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper •, 4!-•��fJ `.J 2.2x4 compression web bracing must be Installed where shown t. Incorporation of component Is the responsibility of the building designer. • .11 CJi}� 3,Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 77 •�i_ Is the responsibility of the erector.Additional permanent bracing of 2'c.c.end al 10'o.c.respectively unless braced throughout their length by • '-"! ` V' continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). p fy U L DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown I-+ /1 rt SEQ. : Ki5 6118 2 4,No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, T RAN S I D• LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/201 6 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided, November 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 30,201 5 TPI/WTCA In 8CSt.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Inc/CompuTrus Software 7.6.6(1L)-E 10,For basic connector plate design value.see ESR-1311,ESR-1988(Mitch) 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 #1N13TR 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 #1&BTR SPACED 24.0" O.C. 2-3=(-1606) 366 5-6=(-556) 2462 2-6=(-1172) 282 WEBS: 2x9 KDDF STAND 3-4=(-1408) 342 6-7=( -44) 109 6-3=( -114) 568 LOADING 6-4=( -506) 2308 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 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"00 UON. FOR LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -711/ 3191V 0/ OH 5.50" 5.11 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED @@ADDL: BC CONC LL+DL= 1210.0 LBS @ 3'- 0.0" @@ADDL: BC CONC LL+DL= 637.0 LBS @ 5'- 0.0" @@ADDL: BC CONC LL+DL= 2330.0 LBS @ 7'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ,' ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Join together 2 ply with 3"x.131 DIA GUN MAX LL DEFL = 0.011" @ 3'- 0.0" Allowed = 0.354" nails staggered at: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.034" @ 3'- 0.0" Allowed = 0.472" XX 9" oc in 1 rows) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 2 rows) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = -0.003" @ 7'- 10.3" 9" oc in 1 row(s) throughout 2x9 webs. MAX HORIZ. TL DEFL = 0.005" @ 7'- 10.3" ** For hanger specs. - S?e approved plans 6-02-11 1-09-05 Design conforms to main windforce-resisting 3-01-12 3-00-15 1-09-05 system and components and cladding criteria. T T T f 12 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 M-4X6 load duration factor=1.6, Truss designed for wind loads 3 M-3x5 in the plane of the truss only. 4 -' 0D EMI M-3x6 2 C9, 101151111 @@ HANGER BY OTHERS TO APPLY CONC. LOAD(S)EQUALLY TO ALL MEMBERS. i Mi '?'. iiii ...„ mill OI ,_ 1 i..... 5 6 }} 7 -/ o M-3x4 M-3x4 M-7x8 M-3x8 1210# 6376 2330# ,, 3-00 2-09-12 2-02-04 8-00 ,D PR 0r'e6;. `r-, . NG1NE 14.`>0 ,' 8•a 782PE JOB NAME : 3413-B POLYGON NW - BGIRD / Scale: 0.9649 WARNINGS: GENERAL NOTES, unless otherwise noted: •C.." !, 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 ' -.p1. ORE G O N � Truss: BGIRD and Warnings before construction commences, building component.Applicability of design parameters and proper !% �/ (O 2.2x4 compression web bracing must be Installed where shown*. Incorporation of component Is the responsibility of the building designer. .19 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced et 71/y� `J. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r T`' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). L. DATE: 11/30/2015 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown e+ f �!�,U �� S EQ.: K15 6118 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D: LINK design bads be applied to any component, end are for"dry condition"of use. 5.CompuTrus hes no control over end assumes no responsibility for the 6.Design assumes Tull bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center November 30,2015 TPVWOCA In BCSI.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-22) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-37) 25 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX BORN 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" -74/ 248V -4/ 36H 1.50" 0.40 KDDF ( 625) 0'- 11.2" -15/ 28V 0/ OH 1.50" 0.04 RODE ( 625) 12 LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -35/ 22V 0/ OH 1.50" 0.04 KDDF ( 625) 6.00 [7' 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. Wind: 140 mph, h=19.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 -/ (ADS Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, M Truss designed for wind loads o in the plane of the truss only. /- 2 d 0 ,_, crio o-/- o O of- _,... 1 A4 M-3X4 1-00 y 1-00 y t PROF (PROVIDE FULL BEARING;Jts:2,9,9 I C'''''','" 3 '• �+ +/"� : • .4 . 8 782PE w C� JOB NAME : 3413-B POLYGON NW - BJ ''' Scale: 1.1073 �•• WARNINGS: GENERAL NOTES, unless otherwise noted: Cr.. OREGON 4 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 • „)y, gzz- Truss: BJ and Warnings before construction commences. building component.Applicability of design parameters and proper J Y y 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component la the responsibility of the building designer. i'1�" R Y: A b f✓" 7 . 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chorda to be laterally braced et '1l Is the responsibility of the erector.Additional permanent bracing o! 2'o.c.end et 10'o.c.respectively unless braced throughout theft length by --- continuous sheathing such as plywood sheathIng(TC)and/or drywall(BC). }A Li L DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ !j SEQ. : K1561184 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor, fasteners are complete and at no time should any bads greater than 5.Design assumes trusses ere to be used In a noncorrosive environment, T RAN S I D: LINK design loads be applied to any component, end are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supporta shown.Shim or wedge If EXPIRES: 12/31/2016. necessary. fabrication,handling,shipment and Installation of components. 7,Design assumes adequate drainage Is provided. November l]/1�'f/1AG 8.This design Is furnished subject to the(imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center November b J U r 20 I:! TPWYiCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center fines. MiTek USA,Inc./Com uTrusSoftware7.6.71L}E 9.Digitsindicatesizer plateininches. P ( 10.For basic connector plate design values see ESR-1311.ESP-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 34-00-00 DUTCH SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-15=(-2646) 11304 15- 3=( -758) 3660 11-22=(-264) 1800 2a6 KDDF 141&BTR T2 2- 3=(-12816) 3050 15-16=(-2302) 9724 3-16=(-1936) 366 22-12=( -92) 390 BC: 2x4 KDDF #1&STA LOADING 3- 4=( -8746) 2256 16-17=(-1950) 7802 16- 4=( -12) 594 WEBS: 2x4 ROOF STAND; LL = 25 PSE' Ground Snow (Pg) 4- 5=( -8050) 2210 17-19=(-2496) 9360 4-17=( -622) 82 2x4 IF 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=( -106) 404 17- 5=( -330) 2134 2x4 RODE #1&BTR BTC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 8'- 0.0" TO 26'- 0.0" L 5- 7=( -7224) 2018 20-21=(-2166) 8308 17- 7=(-2586) 756 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0,0" TO 34'- 0.0" V 7- 8=( -9308) 2620 21-22=(-2004) 7500 7-19=( 0) 512 TC LATERAL SUPPORT <= 12"OC. UON. 8-10=( -7568) 2160 22-13=(-1540) 5898 18-19=( 0) 142 BC LATERAL SUPPORT 6= 12"000. UON. TC CONC LL( 466.7)+DL( 130.7)- 597.3 LBS @ 8'- 0.0" L 9-11=( 0) 0 19-20=(-2058) 7942 TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 26'- 0.0" L 10-11=( -6138) 1702 19- 8=) -386) 1234 11-12=) -6882) 1862 20- 8-) -724) 422 NOTE: 2x4 BRACING AT 24"00 UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12-13-( -6844) 1842 B-21=(-1138) 250 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13-14=( 0) 50 21-10=1 -146) 942 10-22=(-2088) 688 BOTTOM CHORD CHECKED FOR 1OP5F LIVE LOAD. TOP OVERHANGS: 12.0" 12.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HOBO BAG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0" -900/ 3801V -95/ 95H 5.50" 6,08 KDDF ( 625) 34'- 0.0" -900/ 3801V 0/ OH 5.50" 6.08 KDDF ( 625) M-1.5x4 or equal at non-structural ( 2 ) complete trusses required. vertical members (uon). Join together 2 ply with 3"x.131 DIA GUN nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, i] 9" oc in 2 row(s) throughout 2x6 top chords, [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x4 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" 12-08-11 8-05-06 12-09-15 MAX LL DEFL = -0.318" @ 13'- 4.7" Allowed = 1.654" f MAX TL CREEP DEFL = -0.613" @ 13'- 4.7" Allowed = 2.206" 2-09-12 4-04-03 5-01 1-02-14 3-11 MAX LL DEFL = 0.001" @ 35'- 0.0" Allowed = 0.100" rr ! 4-05-08 MAX TL CREEP DEFL = -0.001" @ 35'- 0.0" Allowed = 0.133" A 2-09 A2-o9-12� 0 Q5 05 08 08� 1-3-04-02 1 I '1 1' -r f 'I' I 'r MAX HORIZ. LL DEFL = 0.159" @ 33'- 6.5" 8-10 8=10 MAX HORIZ. TL DEFL = 0.257" @ 33'- 6.5" =M-4x4+ T ,757.30# '' 597.30# 12 M-3x8 12 6.00 0 Q 6.00 Design conforms to main windforce-resisting M-3X6 M-5x 6+ system and components and cladding criteria. M-5x6+ ,M-3x6 �� Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x10 M-5x6 load duration factor=l.6, M18H5 5x16 5 1 Truss designed for wind loads 12 4---, in the plane of the truss only. M-3x4 "* 4 M-1,5x3 2 M 2.5x4 or equal at non-structural diagonal inlets. M-3x8 A 3 c M-4x10 1= !�_ - i B 2 I �.,i 15 16 17 ,9,...............,.._ 9 �� . MP o 1 2 M-3x4 M-3x8 0 18 20 7r,I 22 `4o of ,M-1.5x3 M-3x10 0.25 M-3x8 M-3x9 0l M-7x10 3.75 M-5x8(S) 12 :el PR OF S y y y y y y y y y �tGIN•S c/ 2-05-082-09-122-11-08 5-02 4-11-08 3-07-10 3-09-06 8-02-12 8'\ , . 1Y 4 0 k ), y i, y y 0D-05-08 10-09-08 20-09 1-00 �` • Z9782PE 1-00 34-00 1-00 47 JOB NAME : 3413-B POLYGON NW - Cl Scale: 0.1478 Ce, ;" +/ 1 :.. •-9 ♦REGON WARNINGS: GENERAL NOTES, unless otherwise noted: _ - �Q py(. 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 4�, r +- Truss: C 1 end Wm arnings before construction commences. building component.Applicability of design parameters and proper1:9 `I 13 (. 2.2,4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. /,er. 3.Add -. _.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced at e( h is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o,c,respectively unless braced throughout their length by P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). - - DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown** SEQ. : K 15 6118 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, r� r� TRANS ID' LINK design badsbe applied toany component. and are for"dry condition"of use. EXPIRES. 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Sham or wedge if necessary. November 30,2015 fabrication,handling,shipment and Installation of components. 7,Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPVWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. S.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1906(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 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 1- 2=( 0) 50 2-10=(-376) 2138 3-10=(-253) 175 BC: 2x4 KDDF #1&BTR - SPACED 24.0" O.C. 2- 3=(-2510) 513 10-11=(-254) 1794 10- 9=( -15) 446 WEBS: 2x4 KDDF STAND 3- 4=(-2275) 488 11-12=(-272) 1794 4-11=1-642) 235 LOADING 4- 5=(-1611) 437 12- 8=(-398) 2138 11- 5=(-229) 1069 TC LATERAL SUPPORT 0= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1611) 437 11- 6=(-642) 235 BC LATERAL SUPPORT 0= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 POE. 6- 7=(-2275) 488 6-12=1 -15) 446 TOTAL LOAD = 42.0 PSF 7- 8=(-2510) 513 12- 7=(-253) 175 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 50 LL = 25 POE Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PIF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -235/ 1542V -187/ 1870 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. l 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' '' 1 Design conforms to main windforce-resisting 6-00-05 5-05-13 5-05-13 5-05-13 5-05-13 6-00-05 system and components and cladding criteria. f T T T T '" 12 12 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 M-4x6 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFR5(Dir), load duration factor=1.6, 4.0" Truss designed for wind loads 5 '-,( in the plane of the truss only. M 5x6(5) 0000000Niiiiiiip M-5x6(5) 0.25" 0.25" 0 it M-1.5x3 M-1.5x3 3 m co O p I O 10 11 14 12 8 p IM-4x4 M-3x4 0.25" M-3x4 -M-4x4 to M-5x8(S) ° PR()eS 8-09-09 8-02-12 8=02-12 8-09-04 C.4' ., i ‹,d,y.k yl 1-00 34-00 1-00 4 89782PE r- JOB NAME : 3413-B POLYGON NW - C2 Scale: 0.1727Y. .1727f ARV WARNINGS: GENERAL NOTES, unless otherwise noted: ..�y +(!0 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 7/1�AOR EGO N �N. Truss: C2 and Warnings before construction commences. - balding component.Applicability of design parameters and proper V/ ry ' • 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility or the building designer. .,spy ..61p? �j L✓ �(}+ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chards to be laterally braced at �('1 \- isthe responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o,c,respectively unle es braced throughout their length by •]�'' -- continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r-Jt 1 F 4 DATE: 11/30/2015 the overall structure is the responsibility of the building designer, 3.20 Impact bridging or lateral bracing required where shown s o /S U L SEQ. : K 15 6118 7 4,No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility or the respective contractor, fasteners are complete end at no time should any bads greater than 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 for"dry condition"of use. !�/r� r'�/'�.{�* 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge If EXPIRES: 1 2 3 1/2 V[6 necessary, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November ove m be r 3 n e'f O q G 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I V V,L. 1 J TPIA TCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.60 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x_4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-11=(-774) 4293 11- 3=( -202) 1398 7-16=( 0) 406 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4872) 917 11-12=(-677) 3691 3-12=(-1247) 322 16- 8=(-206) 147 WEBS: 2,4 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- B=(-2278) 486 13-15=( -144) 1319 OVERHANGS: 12.0" 12.0" 8- 9=(-2501) 506 13- 6=( -301) 1073 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 50 15- 6=( -57) 416 15- 7=( -690) 238 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -235/ 1542V -188/ 188H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -235/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.182" @ 13'- 4.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.363" @ 13'- 4.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 17-00A 17-00 MAX HORIZ. LL DEFL = 0.108" @ 33'- 6.5" ,f I f MAX BORIZ. TL DEFL = 0.179" @ 33'- 6.5" 2-09 5-03 5-04-12 3-05-08 6-06 4-07-07 6-00-05 T 1 T f T T f T 12 12 Design conforms to main windforce-resisting 6 00 p IIM-6x6 Q 6.00 system and components and cladding criteria. 6.0" Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 4 ,( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ~,N% load duration factor=1.6, M 1.5x3 M-5x6(S) Truss designed for wind loads 3.6' in the plane of the truss only. M-5x6(5) 0.25" 0.25" * 9 M-1.5x3 ../1\\ B M-3x6 3 M M-3x8 �� rn o /e = 4� o It .�1 12 13: ��,�; �� o M-5x8 M-3x9 41 0 14 15 t6 DM-4x4 �'\� o I o M-5x8 M-4x8 0.25" I a 3.75 M 1.5x3 M-5x6(S) o 12 k y y y ,L y ,() PRO/ (�y . 2-05-08 y 5-03 5-08-04 y 3-07-04 8-02-12 8-09-04 �', <,' _ - � n6 9 • 1-08-05-08 10-09-08 20-09 1-00 (i . 'T y .Y �ci ' rp�� -7 pp 39 00 •O /82PE �c JOB NAME : 3413-B POLYGON NW - C2-C Scale: 0.1602 �"/( WARNINGS: GENERAL NOTES, unless otherwise noted: •(.. �4); 1.Builder and erection contractor should be advised o1 all General Notes 1.This design is based only upon the parameters shown and Is for an Individual -7/1„.'QR EG©N © ' Truss: C2-C and Warnings before construction commences. building component.Applicability of design parameters and proper /• ,,� (`y ri ' 2.2x4 compression web bracing must be Installed where shown+, incorporation or component Is the responsibility of the building designer. -T V 1 r..,y; A' - 3.Additional temporary bracing to Insure stability during conslructlon 2.Design assumes the top end bottom chords to be laterally braced et 7•F '��'1f( J 2'o.c.and et 10'o.c.respectively unless braced throughout their length by -- Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). .n t DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing regaled where shown++ _ PAUL.U.y., �\ SEQ.: K 1 5 61 1 8 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, T RAN S I D• LINK design loads be applied to any component, end are for"dry condition"of use. 12/31/2016/}/e�{ ry �+ 5.CompuTrus hes no control over and assumes no responslblllty for the 6.Design assumes full bearing et all supports shown.Shim or wedge I1 EXPIRES': !2/3 t/201 6 necessary. /� fabdcation,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. November 30,2015 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIMlrCA In SCSI,copies of which Mil be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-387) 2154 10- 3=( 0) 289 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2528) 537 10-11=(-389) 2151 3-11=(-570) 209 WEBS: 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"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1644) 490 13- 8=(-418) 2154 5-12=(-174) 94 BC LATERAL SUPPORT 0= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1944) 494 6-12=( -98) 542 TOTAL LOAD = 42.0 PSF 7- 8=(-2528) 537 12- 7=(-570) 209 8- 9=( 0) 50 7-13=( 0) 289 NOTE: 2x4 BRACING AT 24"00 UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. 0'- 0.0" -222/ 1542V -152/ 1520: 5.50" 2.47 KDDF ( 625) 34'- 0.0" -222/ 1542V 0/ OH 5.50" 2.47 ROOF ( 625) JT 2, 8: Heel to plate corner - 1.75" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.114" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.230" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIE. LL DEFL = 0.052" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.087" @ 33'- 6.5" 15-11-11 2-00-10 15-11-11 Design conforms to main windforce-resisting system and components and cladding criteria. 7-03-04 6-05-04 3-03-08 3-03-08 6-05-04 7-03-04 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1 I ! 1' 1' f I 1 f 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-4x6 M-4x6 in the plane of the truss only. M-3x4 12 6.00 4 5 6 Q 6.00 t . M-3x4 M-3x4 3 i lhihiiiii...... M rn O O 1 1 1-! WW i s - 10 11 '' ° 12 13 +-. I M-4x4 M-1.5x3 0.25" 0.25" M-1.5x3 =M-4x4 1 M-5x8(S) M-5x8(S) • 0) PP 0 . • 7-01-08 6-05-04 6-10-08 6-05-04 7-01-08 ,e .. "•"9.. �}. y y y y y y • GINE . c/ 1-00 34-00 1-00 -' •9782PE JOB NAME : 3413-B POLYGON NW - C3 Scale: 0.1852 /'••-, .alr� / WARNINGS: GENERAL NOTES, unless otherwise noted: C..✓ry /� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual . "r 0.R EGO N '`. �_ Truss: C 3 and Warnings before construction commences. building component.Applicability of design parameters and proper J 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component Is the responsibility of the building designer. (/Q �iO 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �i(� r Y - Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and et 10'o.c.respectively unless braced throughout their length by 4F ;- -" �v continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PAUL. /�U t �`_ "' DAT E: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown+.- SEQ. : ! j{. S EQ. : K 15 6119 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - fasteners am complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D• LINK design loads be applied to any component. end are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 necessary, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. November 3 Z 1 5 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center J r n L TPUWTCA In BCSI,copies of which o61 be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(10-Z 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-387) 2154 10- 3=( 0) 289 BC: 2x4 KDDF #1&BTR SPACED 24.0" o.C. 2- 3=(-2528) 537 10-11=(-389) 2151 3-11=(-570) 209 WEBS: 2x4 KDDF STAND 3- 4=(-1944) 494 11-12=(-263) 1708 11- 4=( -96) 542 LOADING 4- 5=1-1644) 490 12-13=(-420) 2151 11- 5=(-174) 94 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1644) 490 13- 8=(-418) 2154 5-12=(-174) 94 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1944) 494 6-12=( -98) 542 TOTAL LOAD = 42.0 PSF 7- 8=(-2528) 537 12- 7=(-570) 209 8- 9=( 0) 50 7-13=( 0) 289 NOTE: 2x4 BRACING AT 24"OC UON. FOR . LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PIE LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -222/ 1542V -152/ 152H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -222/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) JT 2, 8: Heel to plate corner = 1.75" [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 = -0.114" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.230" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.052" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.087" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 13-11-11 6-00-10 13-11-11 T ' 1' 1, Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-03-046-08-07 3-00-05 3-00-05 6-08-07 7-03-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ♦ f I f 1' f Af load duration factor=1.6, f Truss designed for wind loads 12 12 in the plane of the truss only. 6.00 7 M-4x6 M-4x6 Q 6.00 4 M-3x9 6 f M-3x9 441,110000. M-3x4 3 7 r) M 0 0 Q, 1 A ' wri ilii ►,, 10 11 12 13 o I M-4x4 M-1.5x3 0.25" 0.25" M-1.5x3 =M-4x4 0l M-5x8(S) M-5x8(S) . ,p P R Qpe y y 7-01-08 6-05-04 6-10-08 6-05=04 7-01-08 y • y \� {�lv C7 1-00 34-00 1-00 - AC 8 7$2PE C,. JOB NAME : 3413-B POLYGON NW - C4 '' Scale: 0.1852 ' �•• WARNINGS: GENERAL NOTES, unless otherwise noted: 't/.. X48);. 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 en Individual , "S OR E,G OI y ('+I Truss: C4 and Warnings before construction commences. building component.Applicability of design parameters and proper � �/`' ,, 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. ,".r, '1.•.� 1 Y 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap end bottom chords to be laterally braced at T ''""''ff(� J �� ,' Is the responsibility of the erector,Additional permanent bracing of 2'o,c,and at 10'o.c.respectively unless braced throughout their length by ---- continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). -AUL /A U l - - -- DATE: 11/30/2015 the overall structure is the responsibility of the building designer, 3.2x Impact bridging or lateral bracing required where shown++ I y SEQ.: K15 61191 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and et no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D• LINK design loads be applied to any component, and ere for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/3'1/2016 necessary. fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. y''� 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both Moss of truss,and placed so their center November 30,2015 TPVWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see 618-1311,618.1988(MITek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-12=(-611) 2140 3-12=(-174) 159 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2509) 789 12-13=(-727) 2521 12- 4=(-100) 628 WEBS: 2x9 KDDF STAND 3- 9=(-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"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1973) 690 8-14=( -88) 628 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 14- 9=(-173) 153 8- 9=(-2272) 738 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2509) 799 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=) 0) 50 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -289/ 1542V -109/ 1096 5.50" 2.47 KDDF ( 625) 34'- 0.0" -297/ 1592V 0/ OH 5.50" 2.47 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.149" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.300" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.097" @ 33'- 6.5" • Design conforms to main windforce-resisting 11-11-11 9-02-10 12-09-11 system and components and cladding criteria. 5-01-08 4-07 2-03-03f 5-00-05 4 02 05 3-01-03 9-07 5-01-08 I Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,I ,I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,I f 1 ' '1' f f '1 load duration factor=1.6, 10-00 10-00 Truss designed for wind loads 1' ,. 7 ,r , in the plane of the truss only. 12 5 12 6.00 p M-4x6 M-3x8 M-4x6 1J 6.00 4 6 J. M-1.5x3 M-1,5x3 3 + rt m 0 0 o 1 ` 12 ,P A 14, 1 I M-4x4 M-3x8 0.25" M-3x8 =M-4x4 I o M-5x6(S) o :1 f',ROp� .. y 9-06-12 y 7-05-04 y 7=05=04 9-06-12 y • `�C6 61 N '• 4- 1-00 34-00 1-00 ,`••1:t ::9782 P E , JOB NAME : 3413-B POLYGON NW - C5 - . Scale: 0.1852 '.` ' WARNINGS: GENERAL NOTES, unless otherwise noted: , (/ / - - 1.Builder and erection contractor should be advised of all General Notes 1.Thls design is basad only upon the parameters shown and is for an individual 0 R EGON ''''. .. Truss: C5 and Warnings before construction commences, building component.Applicability of design parameters and proper -Ig; ' 41 ( '43:-" © ' 2.2x4 compression web bradng must be Installed where shorn II Incorporation of component Is the responsibility of the building designer, ..P) (fi}� _ 3,Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at „[`7, Is the responsibility of the erector,Additional permanent bracing of 2'o.c.end at 10'o.c.respectively unless braced throughout their length by ``�T '- -- continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). P U 11. _• DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ / SEQ.: K 15 6119 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D• LINK design bads be applied to any component, end are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge If �± necessary, EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided, 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center November 30,201 5 TPIMTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Ino.)CompuTrus Software 7.6.6(1 L)-E 10,For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 556BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-11=(-495) 2140 3-11=(-175) 189 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2509) 644 11-12=(-534) 2521 11- 4=( -83) 628 WEBS: 2x4 KDDF STAND 3- 4=(-2272) 562 12-13=(-534) 2521 11- 5=(-649) 236 LOADING 4- 5=(-1973) 542 13- 9=(-544) 2140 12- 5=( 0) 241 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-1973) 566 5-13=(-649) 208 BC LATERAL SUPPORT <= 12"OC. ION. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 7-13=( -66) 628 TOTAL LOAD = 42.0 PSF 7- 8=(-2272) 590 13- 8=(-174) 176 B- 9=(-2509) 665 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 50 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP O'- 0.0" -223/ 1542V -109/ 109H 5.50" 2.47 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 34'- 0.0" -233/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.149" @ 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. Wind: 140 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9-11=11 13-02-10 10-09-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 5-01-08 4-10-03 7-00-05 6-02-05 1-01-03 4-07 5-01-08 Truss designed for wind loads 'l' 1' '1' '1 '1' f i' 1' in the plane of the truss only. 10-00 T 'f 12 M-4x6 M-3x8 6 M-4x6 12 6.00 4 5 - 6.00 y M-1.5x3 M-1.5x3 3 + + co co 0 0 O 1 mm ® l 0 0 11 12 13 "9 oI M-4x4 M-3x8 0.25" M-3x8 7M-4x4 0l - M-5x6(S) oO P.ROi 2 9-06-12 7-05-04 7-05-04 9-06-12 • ' . 1-00 34-00 1-00 C .89782PE -mac JOB NAME : 3413-B POLYGON NW - C6 :';. .-..w. `, `,�. Scale: 0.1852 . WARNINGS: GENERAL NOTES, unless otherwise noted: C.�' ,(�(�] :111.7 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 '� O11E('�t(}N Tr�uSs: C6 and Wamings before construction commences. building component.Applicability of design parameters and proper �,,�J ,/ O .��L 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 7 C./'/r r +�'� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 7�('j '7 J is the responsibility of the erector.Additional permanent bracing of 2'c.c.and at 10'c.c.respectively unless braced throughout their length by • . -- l� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ]ft U L �` DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ! is J SEQ. : K 15 6119 3 4.No load should be applied to any component until after all bred and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID• LINK design Wads be applied to any component. and are for"dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc.(CompuTrus Software 7.6.6(11)-0 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-14=(-1532) 7788 3-14=( -78) 440 BC: 2x6 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-8988) 1824 14-15=(-1506) 7862 14- 4=( -670) 2884 WEBS: 2x4 KDDF STAND 3- 4=(-9058) 1848 15-16=(-1226) 6930 4-15=(-1792) 472 LOADING 4- 5=(-7776) 1582 16-17=( -950) 5698 15- 5=( -350) 1906 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-7212) 1474 17-18=( -508) 3480 15- 6=( -540) 996 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-6386) 1170 18-12=( -544) 3458 6-16=( -838) 310 TOTAL LOAD = 42.0 PSF 7- 9=(-3556) 646 16- 7=( -148) 1198 8- 9=( 0) 0 7-17=(-2470) 506 NOTE: 2x4 BRACING AT 24"OC DON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3856) 694 9-17=( -158) 1136 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 6'- 0.0" V 10-11=(-3926) 676 17-10=( -68) 382 `--- 11-12=(-4012) 688 10-18=( -114) 42 ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0" 12-13=( 0) 50 18-11=( -36) 134 OVERHANGS: 12.0" 12.0" @@ADDL: BC CONC LL+DL= 3191.0 LBS @ 6'- 4.5" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) -/,- ( 2 ) complete trusses required. 0' 0.0" -1006/ 9915V -67/ 87H 5.50" 7.86 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 34'- 0.0" -398/ 225BV 0/ OH 5.50" 3.61 KDDF ( 625) nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. XX, 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2o4 webs. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.128" @ 13'- 10.8" Allowed = 1.654" 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" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.034" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.080" @ 33'- 6.5" Design conforms to main windforce-resisting 7-11-11 17-02-10 8-09-11 system and components and cladding criteria. f 'I' 9' 1' Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3-06-10 2-11-101-05-07 5-11-02 6-02-05 5-01-02 1-01140-042-11-10 3-06-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9' 9' ' ' T 9' .( 9' 9' 9' load duration factor=l.6, End vertical(s) are exposed to wind, 8-00 Truss designed for wind loads b598fk 9' '1 in the plane of the truss only. 12 M-5x8 M-3x4 M-3x4 8 M-5x8 12 6.00 p M-3x5 s 6 7 .9 M-3x5 Q 6.00 0 .14 M-1.5x3 ii- M-1.5x3 3 I. r M O ii ,� I O p 1 19 15 16 17 18 3 O I oM-3x10 M-6x8 0.25" M-3x8 M-3x10 of M-3x8 M-7x8(5) M-6x8 P R y 319 # y - y y . •.1.• -' .[• 1--• • Sc9 6-02-12 1-04 9-05-04 9 05 04 1-04 6-02-12 1-00, 34-00 1 00 '•LL/, .-.• � r .$"782 P E v r- JOB NAME : 3413-B POLYGON NW - C7 '' • Scale: 0.1852 y WARNINGS: GENERAL NOTES, unlace otherwise noted: (_aa /' {"gyp,. <1) 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual - "p' :OREGON�1 " Truss: C 7 and Warnings before construction commences, building component.Applicability of design parameters and proper y • 4f' • - •r) 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. �J • L'© 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced et t- ' 2'o.c.and at II o.c.respectively unless braced throughout their length by T - is the responsibility of the erector,Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). • • 't +� 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 LJ M., SEQ.: K 15 6119 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS I D• LINK design bads be applied to any component. and are for"dry condition"of use. r� r� Jv�/'�.{�+ 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge if EXPIRES: 12/31/20 i 6. necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their canter November 30 r 2� JL TPIANTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate alas of plate in inches. ' MtTek USA,Inc./CompuTrus Software 7.6.7(114-E 1g.Far basic connector plate design values see ESR-1311,ESR-1968(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE _ 1.15 1-2=( 0) 50 2-6=(-31) 112 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-183) 0 5-7=(-68) 219 5-3=( 0) 58 WEBS: 2x4 KDDF STAND 3-4=( -19) 35 3-7=(-221) 69 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+01( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -53/ 357V -14/ 77H 5.50" 0.57 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -144/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) 8'- 0.0" 0/ 108V 0/ OH 5.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. • BOTTOM CHORD CHECKED FOR 1UPSF 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" 3-11-11 MAX LL DEFL = -0.008" @ 2'- 4.7" Allowed = 0.170" MAX TL CREEP DEFL = -0.019" @ 2'- 3.8" Allowed = 0.226" I 'I MAX LL DEFL = 0.000" @ 6'- 3.7" Allowed = 0.178" 2-03-12 1-07-15 MAX BC PANEL TL DEFL = -0.017" @ 4'- 0.2" Allowed = 0.173" MAX HORIZ. LL DEFL = -0.005" @ 6'- 3.7" 12 MAX HORIZ. TL DEFL = 0.010" @ 6'- 3.7" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCD1=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 ' load duration factor=1.6, • co Truss designed for wind loads 3 I in the plane of the truss only. co41111111.11011111111111.111 M oI o f- M-3x4 I Elr o ii 1 2ME3x4 0 0 M-3x4 M-3x5 l ,L .6 .6 2-03-12 3-11-15 1-08-05 y ; .6 .6 1-00 2-05-08 8-00 5-06-08 �.9 D P R OF4, • 'PROVIDE FULL BEARING;Sts:2,4,7 I IFV `t".." 89782PE c-'' JOB NAME : 3413-B POLYGON NW - CJ2 Scale: 0.5501 ('') `/+JyN WARNINGS: GENERAL NOTES, unless otherwise noted: 774,.,REG �yQ��. , . 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 V. (✓ .r�Truss: CJ2 and Wamings before construction commences, building component.Applicability of design parameters and proper ' t ) Incorporation of component Is the responsibility of the building designer. -.55:1 _. ��ti-� 2.Dr4 compression web bracing must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability du1ng construction 2 ft,and at 1D a c,respectively unless braced throughout their length by f�Iq..U.I,,,, `i Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2n Impact bridging or lateral bracing required where shown++ SEQ. : K 15 6119 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss le the responsibility of the respective contractor. y// y Y] ) y fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 'EXPI RES: 23.1 2a 6 TRANS I LINK design loads be applied to any component. and are for"dry condition"of use, 5.CompuTrue has no control over and assumes no reeponalbllity for the 6.Design assumes full bearing at all supports shown.Shim or wedge If necessary. November 30,2015 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIM?CA in SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-Z 1D.for basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-101) 239 6-5=( 0) 18 BC: 2o4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-320) 55 5-7=(-211) 477 5-3=( 0) 64 WEBS: 2x4 KDDF STAND 3-4=( -50) 46 3-7=(-483) 213 LOADING TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -57/ 411V -22/ 108H 5.50" 0.66 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -111/ 116V 0/ OH 1.50" 0.19 HOOF ( 625) 8'- 0.0" 0/ 146V 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 10 PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 floc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-11-11 MAX LL DEFL = 0.021" @ 2'- 4.7" Allowed = 0.270" / 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" 12 MAX HORIZ. LL DEFL = -0.014" @ 6'- 3.7" 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), co load duration factor=1.6, 0 I Truss designed for wind loads M-4x6 co in the plane of the truss only. 0 3 N ofil.............. ir............._ ........._______ ...,... rn o m r M-3x4 o 1 2 iii. MM'-3x4 ' 0 M-3x4 M-3x5 y ,jr ,6 ,L 2-03-12 3-11-15 1-08-05 e.tt�1 y 1-00 y 2-05-08 y 8-00 5-06-08 y -'+��.`. p R O• es1 'PROVIDE FULL BEARING;Jts:2,4,7 G - tN ,9 -4t- 89782PE � JOB NAME : 3413-B POLYGON NW - CJ3 ' . mai Scale: 0.5126 w L�.1J lE�y1 • WARNINGS: GENERAL NOTES, unless otherwise noted: . vif/•O R EG"`"'.(y(��� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an Individual `Y I.1py_ (! I�3�.Truss: CJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper //IVB w"`I( 2.204 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. - -_ .,,t v'• 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al v, Is the responsibility of the erector.Additional permanent bracing of 2'c.c.and at 10'o.c.respectively unless braced throughout their length by �A.0.`,,,, �� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE:' 11/30/2015 the overall structure is the responsibility of the building designer, 3.2x Impact bridging or lateral bracing required where shown+-1- SEQSEQ. : . : K 15 6119 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, '1,/'�"]` �+ ry q))ryry/'► �+ T RAN S ID: LINK design loads be applied to any component, and are far"dry condition"of use. EXPIRES: 12/31/2016 5,CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing et all supports shown.Shim or wedge If November 30,2015 necessary. fabrication,handling,shipment and installation of components, 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPUWTCA In BCS',copies of which w10 be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size o1 plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1/)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #11BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-127) 93 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX BORN BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 481V -30/ 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 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.275" @ 4'- 9.3" Allowed = 0.546" MAX TC PANEL TL DEFL = -0.357" @ 4'- 6.1" Allowed = 0.820" MAX HORIZ. LL DEFL = -0.001" @ 7'- 11.2" MAX HORIZ. TL DEFL = -0.001" @ 7'- 11.2" 3 -/ 12 Design conforms to main windforce-resisting 6.00 , 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 facto==1.6, Truss designed for wind loads in the plane of the truss only. m /- 1 2► 4 11. 11 M-3x4 y >L y 1-00 (PROVIDE FULL BEARING;Jts:2,4,3 I 8-00 , Cti~� C`IN �4, ' z9782P-E JOB NAME : 3413-B POLYGON NW - CJ7 ,,,,,�► Scale: 0.5126 WARNINGS: GENERAL NOTES, unless otherwise noted: ' � � 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual .�g ,a ®R 5'• Truss: CJ7 and Warnings before construction commences. building component.Applicability of design parameters and proper •J � � 2.2x4 compression web bracing must be installed where shorn�. incorporation of component Is the responsibility of the building designer. , vtt �„• r. w(- 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced et ,Y ! 2'o.c.and al 10•o.c.respectively unless braced throughout their length by - - - � ' Is the responsibility o1 the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shone SEQ. : K 15 6119 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, T RAN S I D• LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrua hes 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 necessary. �7 fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. November J0,201 5 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIPA TCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,InI./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-t906(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-7=(-239) 401 7-6=( 0) 18 BC: 2x4 KDDF Hl&BTR SPACED 24.0" O.C. 2-3=(-492) 122 6-8=(-491) 803 6-3=( 0) 83 WEBS: 2x4 KDDF STAND; 3-4=(-127) 105 3-8=(-805) 447 2x4 KDDF H1&BTR A LOADING 4-5=( -10) 5 4-B=(-176) 156 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT 1= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT 1= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -80/ 473V -54/ 144H 5.50" 0.76 RODE ( 625) 8'- 0.0" -46/ 32BV 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 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.046" @ 2'- 4.7" Allowed = 0.354" 2-03-12 0-01-12 5-06-08 MAX TL CREEP DEFL = -0.070" @ 2'- 4.7" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.029" @ 7'- 8.2" M-1.5x3 MAX HORIZ. TL DEFL = 0.036" @ 7'- 8.2" s 12 4 6.00s Design conforms to main windforce-resisting M-4x6 system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. co 0 I m 3 4.m..... ________IIIIIIIIIIIIIIIIIIIIIIIIIIIMINEN o0 6 111111 A - * ', M oIA f r M-3x4 o o f- 1 2►� M5 3x4 o o M-3x4 M-3x5 2-03-12 5-02-12 0-05-08 y 'I y � P R OPe .-.4.-0`,Y-1, � w1-00 2-05-08 8-00 5-06-08 Co' t`G'N r- 3. 89782PE JOB NAME : 3413-B POLYGON NW CJ8 ,J- / \c'.: • Scale: 0.4751 (r) -�f OREGON . WARNINGS: GENERAL NOTES, unless otherwise noted: Y6 1,,C 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is loran Individual „may YV� `y, Truss: CJ8 and Warnings before construction commences. building component.Applicability of design parameters end proper �/ t 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component is the responsibility of the building designer. - ���� 1: 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /::4 +�1 , Is the responsibility of the erector.Addglonel permanent bracing of 2'o.c,and at 10'o,c,respectively unless braced throughout their length by /"" U ` ' continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). . -_ _ _ . DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K 15 6119 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, �/ t I'� �+ i:r'� r� )r�/�{ TRANS ID LINK design loads be applied to any component. and are for"dry condition"of use. EXPIRES. I2/31/2016 • 6.Design assumes full bearing at all supports shown.Shim or wedge If November 30,2015 5.Com puTrus has no control over and assumes no responsibility for the necessary. fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is prodded. 6.This design Is furnished subject to the limitations set forth by 8.plates shall be located on both faces of truss,and placed so their center TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Pres. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-Z f0.For basic connector plate design values see ESR-1311,ESR-1988(MITelt) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 50 2-4=10) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=10) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -69/ 286V -7/ 47H 5.50" 0.46 KDDF ( 625) 1'- 10.9" -139/ 136V 0/ OH 1.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.005" @ 1'- 1.5" Allowed = 0.145" MAX BC PANEL LL DEFL = 0.011" @ 3'- 6.6" Allowed = 0.350" MAX BC PANEL TL DEFL = -0.075" @ 4'- 4.8" Allowed = 0.467" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 1-11-11 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 1' 1' 12 Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 3 rn - 0 1 M o F 1 I }l 4 0 M-3x4 .8 ,8 y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 • .. •r" ' •89782PE ` • JOB NAME : 3413-B POLYGON NW - J1 ..r -..o' Scale: 0.6001 - - . 1w�, ', WARNINGS: GENERAL NOTES, unless otherwise noted: (/ '(t);. 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 -�' -.OREGON � Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper �y I q. " 2.2x4 compression web bracing must be Installed where shown*. Incorporation of component Is the responsibility of the building designer. ,I='VI a4 1 G • 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 'YIN. �'-"7! _t Is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10'c.c,respectively unless braced throughout their length by - i. continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). P PA U t "'\. 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. : K 15 612 01 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design bads be applied to any component, and are for"dry condition'.el use. r� r�i Jn y� 5.CompuTrue hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge if EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and Installation of components, 7.Design assumes adequate drainage Is provided. A I ove m be�302015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I tlr TPIglVICA In BCS(,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 11.Far basic connector plate design values see ESR-1311,ESR-1968(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-59) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PIF 0'- 0.0" -43/ 357V -19/ 77H 5.50" 0.57 KDDF ( 625) 3'- 10.9" -199/ 139V 0/ OH 1.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" MAX BC PANEL LL DEFL = -0.012" @ 3'- 6.6" Allowed = 0.350" MAX TC PANEL TL DEFL = -0.026" @ 2'- 2.2" Allowed = 0.369" MAX BC PANEL TL DEFL = -0.111" @ 4'- 4.8" Allowed = 0.467" 3-11-11 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 12 6.00 17' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. p f 1 CD 'I 1 2 M-3x4 k y � 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 P . •ass c.'N , :9782PE JOB NAME : 3413-B POLYGON NW - J2 Scale: 0.5751 u. , WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual \ • ,a R EGON (�� Truss: J2 and Wamings before construction commences. building component.Applicability of design parameters and proper 4jf/ • •----'T- 2. "' 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. (,//,Q (�' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at •_- r R� 5 A Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /Y'- -- - c; ,1 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 7 /t U L �"1 i�J DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+ SEQ. : K1561202 4.No load should be applied to any component until after all bracing and 4.Installallon of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D• LINK design bads be applied to any component. end are for"dry condition"of use. �+ 12/31/2016.!'� r]i Jr� -{�* 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES. 1 2/w7!I.G .1 V. necessary. /� fabrication.handling.shipment end Installation of components. 7.Design assumes adequate drainage Is prodded. November 3fl 201 rJ 6.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of Cruse,and placed so their cents ,L TPVWTCA In SCSI.copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311.100.1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 'TC: 2x4 KDDF #1&13TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 2-3=(-93) 73 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC'LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA • DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 422V -22/ 108H 5.50" 0.67 KDDF ( 625) 5'- 10.9" -125/ 170V 0/ OH 1.50" 0.27 KDDF ( 625) LL = 25 PSP Ground Snow (Pg) 8'- 0.0" 0/ 62V 0/ OH 5.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICON)). 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. • BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX 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" MAX HORIZ. LL DEFL = -0.000" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 5'- 10.9" 12 6.00 3 --W 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. rn rn o /- 0 I /- 1 2►�� ►��- -r' M-3x4 y y y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 � Q, D PRDfie,S• GIN �4 01. 8 782PE• JOB NAME : 3413-B POLYGON NW - J3 - Scale: 0.5501 • WARNINGS: GENERAL NOTES, unless otherwise noted: I.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individuals 17 OREGON yy� Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2.44 compression web bracing must be Installed where shown Incorporation of component Is the responsibility of the building designer. "V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 'T.(1 2'o.c,and at 10'o.c,respectively unless braced throughout their length by � ' Is the responsibility of the erector.Additional permanent bracing of continuo,.sheathing such as plywood sheathing(TC)and/or drywall(BC). /�'1�J f it L. �` DATE: 11/30/2015 the overall structure is the responsibility of the building designer, 3.2x Impact bridging or lateral bracing required where shown t- + /1 S EQ. : K 15 612 0 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS I D• LINK design bads be applied to any component, and are far"dry condition"of use. �/ ry/r� /ry/� " 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assume.full bearing Cl all supports shown.Shim or wedge If EXP I RES: 1 2/3 1/201 6 necessary. fabrication,handling,shipment end Installation o1 components. 7.Design assumes adequate drainage Is provided, November 3�20 1 5 6.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center I tl r TPI WTCA in BC51,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc.(CornplTrus Software 7.6,6(9L(-E 1o.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-127) 92 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA .DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 480V -29/ 139H 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ 101V 0/ OH 5.50" 0,16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -94/ 218V 0/ OH 1.50" 0.35 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [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 = 0.270" 9 4'- 9.1" Allowed = 0.544" MAX TC PANEL TL DEFL = -0.353" @ 4'- 5.9" Allowed = 0.817" 7_11_11 MAX HORIE. LL DEFL = -0.001" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 3 12 Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. I, 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. • o � o 1 21004 4 MM 0 M-3x4 y y y 1-00 [PROVIDE FULL BEARING;Jts:2,4,3 I 8-00 •� ��� PRp/ass 1:•9782PE JOB NAME : 3413-B POLYGON NW - J4 • 40 ../►' Scale: 0.5126 ANN '71r;": WARNINGS: GENERAL NOTES, unless otherwise noted: 1,Builder and erection contractor should ba advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper f (� 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component la the responsibility of the building designer, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r I Y 2'o.c,and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywa11)50). tt (`tel DATE: 11/30/2015 the overall structure la the responsibility of the building designer. 3,2x Impact bridging or lateral bradng required where shown++ ���.L SEQ.: K1561204 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 0 necessary. {.., fabrication.handling.shipment and A'Installation of components. 7.Design assumes adequate drainage Is provided. November ovem Ue r 302Q15 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center r TPI'ATCA in BCS[.copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E to,For basic connector plate design values see ESR-1311,ESR-1988(MITak) 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: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-150) 126 3-9=( -99) 37 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 442V -37/ 170H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 90V 0/ OH 5.50" 0.19 KDDF ( 625) 7'- 11.2" -202/ 491V 0/ OH 1.50" 0.63 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -93/ 28V 0/ OH 1.50" 0.09 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.200" @ 3'- 10.8" Allowed = 0.596" MAX TC PANEL TL DEFL = -0.199" @ 3'- 10.9" Allowed = 0.820" MAX HORIZ. LL DEFL = -0.002" @ 7'- 11.2" 1 MAX HORIZ. TL DEFL = -0.002" @ 7'- 11.2" 12 0 Design conforms to main windforce-resisting 6.003 system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. rn u-� 1 o 1 2►I 5 -f o M-3x9 .L y k y 1-00 8-00 (PROVIDE FULL BEARING;Jts:2,5,3,9 1-11-11 . P R()Fe • :.9782PE JOB NAME : 3413-B POLYGON NW - J5t�,,�/ • Scale: 0.4500 WARNINGS: GENERAL NOTES, unless otherwise noted: (,.�� % 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual OREGON l1 '` /• Truss: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2,2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be late telly braced at "9,4* + Y 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as ptywood sheathing(TC)and/or drywall(BC). /� DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • AUL SEQ. : K 15 612 0 5 4,No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respectNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, T RAN S I D• LINK design loads be applied to any component. and are for"dry condition"of use. 5.CvmpuTrus hes no control over esd assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. 7,Design assumes adequate drainage Is provided, 6.This design is furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center November 30,2015 TPIIWTCA in BCS(,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc.ICompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1958(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-191) 128 3-9=( -90) 3B TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 944V -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" -209/ 968V 0/ OH 1.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 11.7" -39/ 60V 0/ OH 1.50" 0.10 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.147" @ 4'- 5.8" Allowed = 0.546" MAX TC PANEL TL DEFL = -0.202" @ 3'- 10.9" Allowed = 0.820" MAX HORIZ. LL DEFL = -0.002" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 11'- 10.9" 4 ' Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=22.2ft, TCDL=9.2,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. 1�1 m c _ 0 1 2 5 -- M-3x4 y 1-00 y 8-00 3-11-11 y �� . F'Ro • ss, 'PROVIDE FULL BEARING;Jts:2,5,3,4 l '( ,. •�i" ��� ". •89782PE 'c� JOB NAME : 3413-B POLYGON NW - J6 . ,Ir►. / Scale: 0.3858 WARNINGS: GENERAL NOTES, unless otherwise noted: V '� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual -7 .ORE G ON Truss: J6 and Warnings before construction commences, building component.Applicability of design parameters and proper 2,2x4 compression web bracing mutt*be Installed where shown+. Incorporation of component is the responsibility of the building designer. .�fy\ `„(,Jq �; ✓, l ' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 7 2'ocand at 10'ccrespectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of .. .. continuousheathing such as plywood sheathing(TC)and/or drywall(13C), Jt U DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ /{ L SEQ. : El5 612 0 6 4.No load should be applied to any component until after all bracing and 4,Installation of truss le the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used In a nonconosive environment, TRANS I D• LINK design loads be applied to any component, and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge I} EXPIRES: 12/31/2016 necessary. 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 6,Plates shall be located on both faces of truss,and placed so their center TPIM?CA in BCS',copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc.(CompuTrus Software 7.6.6(1L)-E 15.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 - 14-00-0O HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RODE #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2- 7=(-318) 1572 7- 3=( 0) 253 8C: 2x6 KDDF #16BTR 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) 246 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1841) 433 TC LATERAL SUPPORT <= 12"00. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=( 0) 50 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.D)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 8'- 0.0" V TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 8'- 0.0" TO 14'- 0.0" V BC UNIF LL( 0.0)+11( 40.0)= 40.0 PLF 0'- 0.0" TO 14'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 0'- 0.0" -231/ 1226V -52/ 52H 5.50" 1.96 KDDF ( 625) TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 8'- 0.0" 14'- 0.0" -231/ 1226V 0/ OH 5.50" 1.96 KDDF ( 625) OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.041" @ 6'- 0.0" Allowed = 0.654" MAX LL DEFL = 0.002" @ 15'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 5 15'- 0.0" Allowed = 0.133" MAX TC PANEL TL DEFL = 0.110" @ 10'- 8.6" Allowed = 0.508" MAX HORIZ. LL DEFL = 0.010" @ 13'- 6.5" MAX HORIZ. TL DEFL = 0.017" @ 13'- 6.5" 5-11-11 2-00-10 5-11-11 Design conforms to main windforce-resisting system and components and cladding criteria. ' 7320# N32O# 1' 12 12 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, _ 6.00 D M-4x 6 M-6x 6 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 9 � End vertical(s) are exposed to wind, Truss designed for wind loads 40 4114 in the plane of the truss only. ro 1 rn o I� = O 1 7 8 5 6 10 o M-3x4 M-3x4 M-1.5x3 M-3x4 0 y y y y • 5-08-08 2-08-12 5-06-12 _ 1-00 y 14-00 y 1-00 y :�� P R Q A9 ('Si ' •9782PE �` JOB NAME : 3413-B POLYGON NW - P1 iiir -ailli' Scale: 0.3991 1 / i WARNINGS: GENERAL NOTES, unless otherwise noted: C..+' OREGON• 1.Builder and erection contractor should be advised of all General Notes 1.Thle design Ie based only upon the parameters shown and is for an individual r-•." Truss: P1 and Warnings before construction commence., building component.Applicability of design parameters and proper ''.7.-9',..".-:.°- ��/ V rr��" ` 2.2x4 compression web bradng must be Installed where shown*. Incorporation of component is the responsibility of the building designer. ..a9� �// �,• r 3,Additional temporary bracing to insure etablltty during construction 2.Design assumes the top and bottom chords to be laterally braced at . '..'1 :3., 2'a.c.and at 10'a.c.respectively unless braced throughout their length bytc .-•____ . 0,061 ., is the responsibility of the erector.Additional permanent bradng of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). - PA - DAT E: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown** .��. SEQ.: K 15 612 0 7 4.No load should be applied to any component until after all bradng and 4,Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D• LINK design loads be applied to any component, end are for"dry condition"of use. +�/ �+ 12/31/2016/I'� rr��{ / {�* • 6.Design assumes full bearing at alt supports shown.Shim or wedge If EXPIRES: 1 2/3 /20[6 5.Cam puTrua has no control over end assumes no responsibility for the necessary, fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. p I ove mbe r 3�2/�3015 6.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center Int , V TPVWTCA in BCSI,copies of which well be furnished upon request, lines coincide with joint center lines. 9.Digits indicate etre of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-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: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-28) 531 6-3=(0) 324 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-705) 133 6-4=(-28) 531 WEBS: 2x4 EDGE STAND 3-4=(-705) 133 , LOADING 4-5=( 0) 50 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ-IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -89/ 702V -63/ 63H 5.50" 1.12 KDDF ( 625) 14'- 0.0" -89/ 702V 0/ OH 5.50" 1.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.002" @ 15'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 15'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.044" @ 3'- 8.7" Allowed = 0.470" MAX TC PANEL TL DEFL = 0.124" @ 10'- 3.3" Allowed = 0.705" MAX HORIZ. LL DEFL = 0.005" @ 13'- 6.5" MAX HORIZ. TL DEFL = 0.009" @ 13'- 6.5" 7-00 7-00 T T T 12 12 Design conforms to main windforce-resisting 6.00 IIM-4x4 12 6.00 system and components and cladding criteria. • 4 0" Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 ..."t-',....'" � (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, III Tdusys edned)farr e wxd od wind, in the plane of the truss only. ro fel O = ST- . 1 2 Z u S 4 5 0 O M-3x4 M-1.5x3 M-3x4 0 y y y 7-00 7-00 • y 1-00 y 14-00 y 1-00 y :SCC,•` 1 p as Ss •9782P ,�<" JOB NAME : 3413-B POLYGON NW - P2 Scale: 0.3991 ,,- I . WARNINGS: GENERAL NOTES, unless otherwise noted: r •C.� /'gyp 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 en individual \,7 0 R EGO1 Y c:)'-,, ' Truss: P 2 and Warnings before construction commences. building component.Applicability of design parameters and proper ]i 2.2x4 compression web bracing must be Installed where shown s. Incorporation of component Is the responsibility of the building designer. +^ V,Q f�� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ( -/■a Y. A 5- �</l;. Is the responsibility of the erector,Additional permanent bracing of 2'o.c.and et 10'a.c.respectively unless braced throughout their length by v continuous sheathingging such as bracing sheathing(TC)and/or drywall(BC). � p/11 t f 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 a a t,/l» SEQ. : K 15 612 0 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D• LINK design bads be applied to any component. end are for"dry condition"of use. �/ RES: 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all au pports shown.Shim or wedge I( EX P I R ES. 12/31/2016 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. November A' 10vem be r 3Q 20 1 5 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss.and placed so their center r TPIAATCA In BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digits Indicate slze of plate In Inches. MiTek USA,Inc.lCompuTrus Software 7.6.7)1L)-E 10,For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -15) 7 5-3=(-113) 168 5-2=(-207) 191 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-139) 113 WEBS: 2x4 KDDF STAND 3-4=( 0) 50 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) OVERHANGS: 0.0" 12.0" 0'- 0.0" -32/ 273V -114/ 44H 5.50" 0.44 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 6.0" -60/ 407V 0/ OH 5.50" 0.65 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0,002" @ 7'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 7'- 6.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.097" @ 3'- 3.5" Allowed = 0.397" MAX TC PANEL TL DEFL = 0.133" @ 3'- 3.6" Allowed = 0.596" 0-05-12 6-00-04 MAX HORIZ. LL DEFL = 0.001" @ 6'- 0.5" 12 MAX HORIZ. TL DEFL = 0.001" @ 6'- 0.5" 1 M-1.5x3 Q 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=15ft, TCD1=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M 0 t--- 0 M M 11 raMIIIMIIIMIMIIIIIIIo 5** ►��3 4 i 0 M-1.5x3 M-3x4 y .6 .6 0-05-12 6-00-04 .6 >L ,6 6-06 1-00 -•,.c\ D P rh si ` 89782PE ',�" JOB NAME : 3413-B POLYGON NW - P3 Scale: 0.5233 WARNINGS: GENERAL NOTES, unless otherwise noted: 1 (....+.�nr j� C/`� l�f , 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 \ � l C)R'EG O y ' Truss: P3 and Warnings before construction commences. building component.Applicability of design parameters and proper "% � �� �"• 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component Is the responsibility of the building designer. ac 9 ,, �: r, • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced el 77 :J 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). ©I.0'1 L,- DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+ •* P4 SEQ.: K15 612 0 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D" LINK design loads be applied to any component. end are for"dry condition"of use, �/ [L� 12/31/2016 f �] ) / 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge 11 EXPIRES': !2/3.1/201 6 necessary, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. November y ovem{,tee r�7 Jrt 2015 6.This design Is furnished subject to the limitations set forth by H.Plates shall be located on both faces of truss,and placed so their center iJ lJ r TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(11)-E 10.For basic cannector plate design values see ESR-1311,ESR-1968(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 KDDF N1&BTR 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 BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -53/ 297V -6/ 436 5.50" 0.47 KDDF ( 625) 1'- 10.9" -93/ 86V 0/ OH 1.50" 0.14 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50° 0.08 HOOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" 1-11-i1 MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.145" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.250" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.333" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 3 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 M � 1/1 1 2 ��-4 M-3x4 1-00 IFROVIDE FULL BEARING;Jts:2,3,4 I 6-00 P R VSs •9782PE JOB NAME : 3413-B POLYGON NW - PJ1 s�"�� . Scale: 0.6771 WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised slat)General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss: PJ1 and Warnings before construction commences. building component.Appllcablllty of design parameters and proper 4fiy � 2.2x4 compression web bracing must be Installed where shown 4. incorporation of component Is the responsibility of the building designer. L' 3,Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.end et 10'o.c.respectively unless braced throughout their length by • --- ` Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /�1 '>1 DATE: 11/3 0/2 015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+. / <J L- SEQ. : 0(15 61210 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D• LINK design Wads be applied to any component and are for"dry condition"Huse. t r� / (�{ 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge If EXPIRES: 12/3.1/20 1 6 necessary. November fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. l y ove mbe r 302/�V 1 5 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center r TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 11.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4-(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" 0.C. 2-3=(-65) 48 TC LATERAL SUPPORT <= 12"OC. LION. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 346V -13/ 71H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -88/ 112V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TC PANEL LL DEFL = 0.012" @ 2'- 2.2" Allowed = 0.246" 3-11-11 MAX BC PANEL TL DEFL = -0.034" @ 3'- 1.4" Allowed = 0.333" MAX BC PANEL TL DEFL = -0.003" @ 4'- 1.4" Allowed = 0.333" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 6.00 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights)áI! iw8' Enosed, Ct.2, Exp. MWFRS(Dir), • load durationnly. O NII 2►�� ►.14 M-3x4 y y y 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,3,4 . PRCJ Ss .89782PE -vim JOB NAME : 3413-B POLYGON NW - PJ2 • Scale: 0.6146 WARNINGS: GENERAL NOTES, unless otherwise noted: •t.+' �//� �• YJ,• 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 �y� Truss: PJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper/ �` 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component Is the responsibility of the building designer. C/,Q • 1 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et �.[�l + • "{ Is the respanslbllity of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by •�' ---- �N continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). p/1�lJ 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++ {, SEQ.: K 15 61211 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. - fasteners are complete and at no time should any bads greater than 5.Design eesumes trusses are to be used In a non-corrosive environment. TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the N.Design assumes full bearing at all supports shown.Shim or wedge if EXP I RES: 12/31/2016 necessary. fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center November 30,2015 TPI/WFCA in BC51,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1SBTR SPACED 24.0" O.C. 2-3=(-97) 47 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -46/ 402V -20/ 99H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 74V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -66/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. '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-i1-11 MAX TC PANEL TL DEFL = -0.092" @ 3'- 4.8" Allowed = 0.593" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 MAX HORIE. 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=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. rin o /- rn 2Imo. 4I�� M-3x4 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,4,3 I PR O ;: :9782PE JOB NAME : 3413-B POLYGON NW - PJ3 Scale: 0.5762 • , ,(7; WARNINGS: GENERAL NOTES, unless otherwise noted: ' II �`] 1.Builder end 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 0 R.EGON � Truss: P J 3 and Warnings before construction commences. building component.Applicability of design parameters and proper �/! " 2.2x4 compression web bracing must be Installed where shown+. incorporation o1 component Is the responsibility of the building designer. .17 p•� �/� : 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector,Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such ae plywood sheathing(TC)and/or drywall(BC). 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 SEQ. : K 15 61212 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor, fasteners are complete and at no time should any loads greater than S Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. I ``ry 12/3'1/2016 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXP!RES':ES: necessary. 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 B.Plates shall be located on both faces of truss,and placed so their center TP WVTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-50) 15 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -68/ 301V -6/ 43H 5.50" 0.48 KDDF ( 625) I'- 9.2" -29/ 24V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.050" f '1' MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.067" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 6.00 Design conforms to main 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 -/ in the plane of the truss only. 0 , 0 rn /- o I rili o o 'er 1 2►.1 4►�� M-3x4 y y l 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,4,3 cO RR Q -fi �c5 ••ALE•IN2 • '89782PEc' JOB NAME : 3413-B POLYGON NW - S J1 Air ate►" Scale: 0.6957 r WARNINGS: GENERAL NOTES, unless otherwise noted: C.✓ {{''�� ('� I�' 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 .-.<,J /'RE.0 ON JIM Truss: S J 1 and Warnings before construction commences. building component,Applicability of design parameters and proper ( <1/f, q� 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component Is the responsibility of the building designer. L/,Q l , 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at _'i `.F';y V•. Is the responsibility of the areolar,Additional permanent bracing of 2 o.c and et 10 o.c respectively unless braced throughout their length by • _- `,YY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ' • PA U L. ' DATE: 11/30/2015 the overall structure Is(Be responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • J t {, S E Q.: K 15 61214 4.No load should be applied to any component until after all bra0ng and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D• LINK design bads be applied to any component. end are for"dry condition"of use. • 6.Design assumes fail bearing at all supporta shove.Shim or wedge If EXPIRES:RES• 12/31/2016 5.CompuTrus has no control over and assumes no responsibility Sr the necessary. x L! fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided, p I ovem be r 302015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their canter I V , TPWJTCA In SCSI,copies of which sill be furnished upon request. lines coincide with joint canter lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E to.Far basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-28) 22 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. ION. LL( 25.0)+DL( 7.0) 00 TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -13/ 9811 -6/ 24H 5.50" 0.16 KDDF ( 625) TOTAL LOAD = 42.0 PIP 1'- 9.2" 0/ 23V 0/ OH 5.50" 0.09 KDDF ( 625) 1'- 11.7" -24/ 96V 0/ OH 1.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1-11-11 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, 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 = 0.195" 12 6.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 2 -/ 11 c-1 � 1 11M2B0 3111=0.0 M-3x4 y y 2-00 'PROVIDE FULL BEARING;Jts:1,3,2 gypp' _P asGI N 4-A6 s -17 :•97782PE ..� '" JOB NAME : 3413-B POLYGON NW - SJ1X Scale: 0.7401 WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1,This design Is based only upon the parameters shown and Is for an Individual .OREGON Truss: S J 1 X and Warnings before conetructlon commences. building component.Applicability of design parameters and proper o s 4,6 (y Z 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component Is the responsibility of the building designer, .a^1 �. rLy� 2.Design assumes the top and bottom chords to be laterally braced et - J• `. 3.Additional temporary bracing to insure stability during construction 2'o.c.and al 10'c.c.respectively unless braced throughout their length by Jr --- " Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /1 I 'l " • DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown SEQ. : K 15 61215 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, T RAN S I D• LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing et all supporta shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. febncation,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center November 30,201 5 TPBWTCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines, 9.Digits Indicate size of plate In inches, MiTek USA,Inc./CompuTrus Software 7.6.6(114-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 SC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-9=(0) 0 BC: 2x9 KDDF #1SBTR SPACED 29.0" O.C. 2-3=(-69) 30 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL 00 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" -62/ 322V -13/ 71H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -3/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PIE' Ground Snow (Pg) 3'- 11.7" -49/ 99V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. 6.00 BOTTOM CHORD CHECKED FOR 1095F 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: 190 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, Truss designed for wind loads in the plane of the truss only. /- o M-3x4 1-00 2-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,4,3 I - - - • � PR()Fess • NCx1NEy /• 19782P E JOB NAME : 3413-B POLYGON NW - SJ2 yam'/ • Scale: 0.7840 WARNINGS: GENERAL NOTES, unless otherwise noted: ' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual .57 .OREGON Truss: S J2 and warnings before construction commences, building component.Applicability of design parameters and proper - - (y �1.' Incorporation of component Is the responsibility of the building designer, ..r"1 (,/A� ' r �+'; +q'� 2.2x4 compression web bradng must be installed where shown�. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at I/y� 2'o.c,and at 10'o.c,respectively unless braced throughout their length by r - Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ___111 j�� L '[�� DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown S E Q. : 'K 15 61216 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design bads be applied to any component, and are for"dry condition"of use. ry req Jry/� �+ 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 2�3 1/G V V. necessary. fabdcation,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 8.Plates shall be located on both faces of truss,and placed so their center r TPINVICA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc.lCompuTrus Software 7.6.6(1L)_E 1o.For basic connector plate design values see ESR-1311,ESR-1968(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-64) 30 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -28/ 131V -13/ 54H 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" -15/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 3'- 11.7" -46/ 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 THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.067" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX BORIZ. TL DEFL = -0.000" @ 3'- 10.9" 2 -/ Design conforms to main windforce-resisting system and components and cladding criteria. IWind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1-6, Truss designed for wind loads in the plane of the truss only. /- o I I �I 1 2 32><:: ` ! M-3x4 2-00 1-11-11 ca PRQ . s. �,,`GIN (PROVIDE FULL BEARING;Jts:1,.3,2 � ..,('�,v - :. •9782PE JOB NAME : 3413-B POLYGON NW - SJ2X Scale: 0.8965 Ir, i WARNINGS: GENERAL NOTES, unless otherwise noted. C„r' ��[["'""�� x t• 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 "' O R EG Q N 'Truss: SJ2X and Warnings before construction commences. building component Applicability of design parameters and proper /1// . (� 2.2x4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. �,�y (/,Q t+'. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at T� l y 5• is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by -- continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). lI -AUL. U - DAT E: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ L. SEQ.: K 15 61217 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS I D• LINK design loads be applied to any component, and are for"dry condition"of use. �/ #"� 12/31/2016!}Its jr {�+ 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: F 2 31/20.1 6 necessary, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center November 30,2015 TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For bake 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 #15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-102) 47 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -50/ 311V -22/ 108H 5.5D" 0.50 KDDF ( 625) 1'- 9.2" -46/ 152V 0/ OH 5.50" 0.24 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -68/ 144V 0/ OH 1.50" 0.23 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12 MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.050" • MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.067" 6.00 -/ MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 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 a, in the plane of the truss only. fYl i- O of 1 2 J 4��U M-3x4 y y 01 L 1-00 2-00 3-11-11 'PROVIDE FULL BEARING;Jts:2,9,3 �� • • :•9782PE ,ter JOB NAME : 3413-B POLYGON NW - SJ3 t."�� ! ' • Scale: 0.6303 WARNINGS: GENERAL NOTES, unless otherwise noted: CI' �r'�• /+y 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 `q OREGON ". Truss: S J3 and Warninge before construction commences. building component.Applicability of design parameters and proper /1/6, tP Os 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsiblllty of the building designer. .19 Y" f/ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et T J, f[,/ ,1 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ---- � is the responsibility of the center.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)endfor drywall(BC). PA[ l �+ - DAT E: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ I"S(�)L SEQ.: K1561218 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used In a non-corrosive environment, T RAN S I D• LINK design loads be applied to any component, end are for"dry condition'of use. 6.Design ass 5.CompuTrus has no control over end assumes no responsibility for the umes lull bearing at all supports shown.Shim or wedge If necessary. EXPIRES 12/31/2016 fabrication,handling,shipment and Installation of components, 7.Design assumes adequate drainage a provided. November be r 302015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I V Jr TPIIWTCA In BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc,ICompuTrus Software 7.6.6(1 L)-E 10,For basic connector plate design values sae ESR-1311.ESR-1988(MiTek) Symbols Numbering PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property a offsets are indicated. (Drawings not to scale) Damage or Personal Injury ram Dimensions are in ft-in-sixteenths. I 4b146,. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal orX-bracing,is always required. See BCSI. TOP CHORDS 2. Truss bracing must be designed by aln engineer.For ®'1/16" 4 wide truss spacing,individual lateral braces themselves 0 WEBS may require bracing,or alternative Tor I Ollp,.. p bracing should be considered. = O 3. Never exceed the design loading shown and never -r6U stack materials on inadequately braced trusses. Provide copies of this truss design to the building designer,erection supervisor,property owner and O 4 14 For 4 x 2 orientation,locate c�-s C6-7 . Ad ._o cs-6 • • plates 0-',6' 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,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that i Indicated by symbol shown and/or SYP represents values as published specified. by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSO 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 .4, f� (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ,��i, reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. I . 1L.. ,1 I 01 18.Use of green or treated lumber may pose unacceptable i... 7', environmental,health or performance risks.Consult with project engineer before use. Industry Standards: !ow ANSI/TP11: National Design Specification for Metall 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. II and pictures)before use.Reviewing pictures alone 1 is not sufficient. DSB-89: Design Standard for Bracing. Teko BCSI: Building Component Safety Information, M 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing &Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 1,1 [1'1k-A MiTek USA, Ince 250 Klug Circle Corona,CA 92880 951-245-9525 Re: NRT LOT 23 PATIO COVER 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: K1815510 thru K1815511 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. -<<-' P R aFFs� 89200PE r 7OREGON 1� 14 Y 14 (1° P-� FR R 11-N- March 16,2016 Baxter,David The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared trom computer input by Pacific Lumber and Tr,:so-BC I44000 SPECIFICATIONS TRUSS SPAN 12'-10.0" IE0 2012 1,000 010)1300 FORCES 4140/DLL'/Cq=1.00 TC: 2,4 KDDF'i14STR LOA))DURATION INCREASE=1.15 1-2=1 0) 29 2-0=:-224) 1074 -1=( 0) 293 BC: 2,4 05DF 01)100)) SPACED 24.0"G.C. =1-1163) 159 0-7=I-230) 1000 3-7=(-1131) 205 K., 2:_4 KDDF STAND 4=( -82) 79 7-9=f, -1851 109 LO:,DING 4-5=( -9) TC LF.TERAL SUPPORT<=12"00. UO'i, LL( 25.0)4511 10.0) 01)0013 CEOP.D= 25.0 PSF _C LATERAL SUPPORT<=12"00. 0019. 01, 0)' SOTTOO)CHORD= 10.0 050 TOTAL.LOAD= 45.0 PSF BEARING wa 7E, 1.,HO. ERG 2EQUIFEII ERG AREA OVERHANGS: 12.0" 0.5" LOCATIONS REACTIONS REACTIONS SIZE. SQ.1E. (SPECIES) LL=25 PSF Ground Snow (Pit) 0'- 0.0" -105/ 707V -42/ 125H 5.50" 1.13 KDDF ( 625) 12'-10.0^ -74/ 53,0 0/ OH 5.50" 0.92 KDDF ( 625) Fn i.-hanger sumacs. =...e approved plans LIMITED STOP,.DOES NOT APPLY DUE TO THE SPAT., REQUIREMENTS OF IBC 2012:19D IRC 2012 NOT 5EING MET. 5071'01.7 CHORD CHECKED FOR lOPSF LIVE LO.0.D. TOP 'COND. 2:Design checked Tor net(-5 psf) uplift at 24 "oc spacing. AID BOTTOM CHORD LIVE LOADS ACT NON-CONCUP.REHTL'f. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/100 MAX LL DEFL= 0.002"0 -1'- 0.0" Allowed= 0,100" f-IA)TL CREEP DEF._-0.003"0 -1'- 0.0" 5100.."•40= 0.133" MUX LI,DEF,_-0.034"0 6'-11.5" Allowed= 0.576" MAY.Tl,CREEP DEFL=-0.075"00 6'-11.5" Allowed= 0.794" MAX LL DEFL= 0.000"f 0'- 0.0" Fl lowed= 0.012" 1402,0,CREEP SEEL= 0.000"0 0`- 0.0" Allowed= 0.017" 0.2:HORT,. LL DEFL= 0.009"0 12'- 4.5" M,4 HOF', 'IL.DEF[,= 0.016"U 12.- 4.5" 7-01-04 5-08-12 Design 00000-rms to main•0.indforce-resisting T T system and 0005enents and cladding)viten.:,, 12 Wind: 140 mph, h=20.000, 'ECRL=6.0,BCDL=6.0, 0500 7-10, 3.00 v M-1.5x3 (011 Heights), Enclosed, 000,2, Exp.E, 1'G4'OT)SEr), J _ load duration tactor=l.6, End 4rtial(s) are exposed to wind, '� Trtiiss designed for wind loads ' 1.,:the plane of the truss only. M-3x4 o ----S ---------___ o o ``` I " O M-3x4 M-15x3 M-3x4 k i 6-11-09 5-10-08 i1-00 12-10 o-oos 0AG N Fqs%�v cc 89200PE I JOB NAME: NRT LOT 23 PATIO COVER - P2 .41. 0",.._,....„-Z------ Scale: 0.4073 WARNINGS: O.NERAL ThSdeignisb unless on the parameters 7 OREGON [v 1.Budder and erection contactor should be advised o/all Genual Notes 1.This design is basad only upon the Parameters shown and k for an individual Truss: P2 and Warnings before construction commences. building component.Appitabilry of design parameters and proper ` �� /� 2.2x4 compression web bracing must be installed where shown+. incorporation of component s me responsibilm of the building designer. 'Q 1)" y ?4, 2a �.`� temporary bracing to insure stability during construction2.Design assumes the top and bottom chords to be laterally braced at 3.Additional is the responsibilAy of me erector.Additional permanent bracing of co,n.c.and at IG o.c.respectively unless braced throughout New length by ` DATE, 3/16/2016 me o.eau structure is the responsibility f the building desi continuous sheathing such as 8o'3bracing re hr d where)ownand+do"'"BC). MER R I W� Y o g 9^er. 3.2x Impact bridging or Weal bacing required where shown++ SEQ.: K1815510 4.No bad should be appfed to any component until after al bracing and 4 Installation of buss is the responsibility of the respective contractor fasteners are compete andat no time should any loads greater man 5.Design assumes trusses are to be..Ina noncorrosive environment. design loads De applied to any component. and are far"dry condition"of use. TRANS ID: LINK I� 5.CompuTrushasnocontroiwerandassumesnoresponsiblityforme 6 Desig assumes llbeanngalallsup ortshorn Shim EXPIRES: 12/31/2017 necessary. fabrication,handling.shipment and installation of components. 7.Design assumes adequate damage is provided. March 16,2016 6.This design is furnished subject to the limitations set forth by 8.Plates shall be boated on both faces of frvss,and placed so their center TPIN✓TCA in BCSI•copies of which win be furnished upon request. lines coincide Ann joint center lines. 9.Digits indicate s¢e of plate in inches. MTek USA,Inc/CompuTrus Software 7.6.7(1 L)-E IQ For basic connector pate design values see ESR-1311,E33-1988(MiTek) Thi_design prepared_nom computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAS 12'-10.0" IBC 2012 M.,Y MEMBER FORCES 4U,iDD0/Cu=1.00 TO: 2,4 K000 81)000 LORE'DURATTCN INCREASE=1.15 1-2=1 0) 29 2-6=1-224) 1074 6-3-) 0) 293 BC: So4 KDDF 810.HTR SRA.CED 24.0"G.C. 2-3=(-1163) 158 0-7=1-230) 1066 3-7=1-1131) 205 1^2..DS: 2,4 KDDF STAND 3-4=( -82) 74 7-4-( -131) 104 LOADING 4-5=( -9) _ TC LSTERAL SUPPORT 7=12.0C. UGH. LL( 25.0)100) 10.0) ON TOP CHORD= 30.0 SSE- EIC SEBC LATERAL.SUPPORT<=12"00. 1105. CL ON BOTTGIi CHORD= 10.0 POE TOTAL LOAD= 45.0 I'SF 0EAPING MPJ:VERs pin.:H007.. BRG REQUIRED B.A,:EA, 010607-S4GS, 12.0" LOCATIONS I-1001ON•IS REACTIONS SIZE SO.IN. (SPECIES) LL=25 PSF Ground Snow (Pg) 0'- 0.0" -105/ 707V -42/ 1257 5.50" 1.13 KDDF ( 625) 12'-10.0" -74/ .583V 0/ OH ..50" 0.53 KEUF ( 625) 11-i.5::4 or equal al non-structural 1.11 ITED STORAGE DOES 140T APPLY DUE TO THE SPATIAL, vertical members (ucn). REQUIREMENTS OF IBC 2012,ND IRC 2012 RIOT BEING MET. :"'e: ha petal spec,. approved 1,1ans BOTTC f CHORD CHEORS LADED FOR f SF LP'F.LOAD. TOP ICOND. 2: Design checked for pat(-5 psi) uplift at 24 '2, ,acing. AND BOTTOM CHORD LIVE LOADS ACI NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL= 0.002"6 -1'- 0.0" Allowed= 0.100" IIFS)TL CREEP DEFL=-0.003" 8 -I'- 0.0" Allowed- 0.133" RV.LL DEFL=-0.034" f 6'-11.5" Allowed= 0.590" t.,TL CREEP DEFL=-0.075"8 -11.5" P3)2tw:ed= 0.754" h1ril:LL REFL.= 0.000"u 0'- 0.0" Allowed= 0.013" MAX TL CREEP DEFL= 0.000"4 0'- 0.0" Allowed= 0.017" MAX HORIZ. LL DEF!.= 0.000"4 I2'- 1.5 MAX MOR:I,. TL DEFL= 0.016"4 12'- 4.5" 7-01-04 5-08-12 T 12 Design conforms to main l...aorta-resisting 3 00 o systema and components and 01100ing criteria. Wind: 140 mph, h=20.1ft, TOOL=6.O,BCDI.=6.n, ASCE 7-10, M-1.5x3 (A11 Heights), Enclosed, Cat.2, 0210.8, 1053RS(Dir), load duration factor-1-0, M-3x Rod vertical(s) are exposed to wind, Truss designed for wind loads S In the plane of the truss only. M-3x5 M-1.5x4 --- _ M-3x4 '/ ' Truss designed for 452 outloo1ers. 2::4 let-ins M-3x5 --' . of the same size and grade as structural top o chord. Insure tight fit at each end of let-in. !± J Outlookers must bc-cut with care and are M-1.5x4 ` o permissible at inlet board areas only. M-3x5 `� to 1 _ _I ' �'� o M-3x9 M-1.5x3 M-3x9 ), y J 6-11-08 5-10-08 y 1, PEO PR(lFic d' 1-00 12-10 o-ol-oa ,.,. ..NGINEFR �D29 :9200P JOB NAME: NRT LOT 23 PATIO COVER - P1 scale: 0.3946 7.� .P Pj WARNINGS: GENERAL NOTES, unless otherwise no., ORE�4 ll•OIY L��t 1.I3gider and erection contractor should be advised d an cereal Notes 1.This design is basad only open me parameters snots,and R for an Indiwidaal 'J/ Truss: P1 and Warnings before construction commences. building component ApplicabiNy of design parameters and proper , �b4 '\ 2.2x4 compression web bating must be installed where shown s. inmryoration of component s the responsibility of the building designer. <O y 14 `253...., ...4 3.Additional temporary bating to insure stabliry du ling construction 2.Design assumes the top and bottom chords to be laterally braced at G the respor,sibilM of the eactor.Additional permanent hoeing of coy n.c.and al id oe.respectively unless braced throughout their tang.by DATE: 3/16/2016 the overall structure G the responsibility of building des Impact sheathing such as plywood aired here shown rywoll(BC). R R I�� p ponsi y o rg yner. 3.2x Impact Gitlging or lateral Hating repaired where shown SEQ.. K 1 81 5 C 11 4.Na load should be applied to any component unci after all bracing and 4.Installation of truss is the responsibliry of the respecvre mnlrecbf. J J fasteners are complete andel no time should any loads greater than 5 Design assumes trusses ere to be used in a noncorrosive environment, TRANS ID- LINK design bads be applied to any component and are for"dry cond.,of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Designecesn assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 . I fabrication.handling,shipment and instenalon of components. 7.Design assumes adequate drainage is provided. March l 16,20 i 1 6 6.This design is furnished subject to the limilaeons set forth by 9.Pia.shall be boated.both faces of truss,and paced so their center TPINOICA in SCSI,copies of which win be furnished upon request. lines coincide with joint center lines. 9.Digits diceie sde of pietaG inches. MTek USA,Inc/CompuTrus Software 7.6.7(1 L)-E 10.For basic connector pate design values see ESR-1311,ESR-1988(MiTek) S i rn. Gas umberron System A. - ene c c•-fet Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property —�i ill' /4 (Drawings not to scale) offsets are indicated. Damage or Personal Injury r�.= Dimensions are in ft-in-sixteenths. I Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS MINERESEI 2. Truss bracing must be designed by an engineer.For 0 e 6 wide truss spacing,individual lateral braces themselves WEBSAI 4may require bracing,or alternative Tor I QF!a- ., 11tit pbracing should be considered. • 03. Never exceed the design loading shown and never �-A = stack materials on inadequately braced trusses. 0 C7-8 C6-7 C5-6 0 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0-'iia' 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,ESR 198$ 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 eIndicated by symbol shown and/or SYP represents values as publishedspecified. 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, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. IllA Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTekO All Rights Reserved approval of an engineer. 411•11.1rreaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. l II I 18.Use of green or treated lumber may pose unacceptable =� '.' environmental,health or performance risks.Consult with , z project engineer before use. Industry Standards: IMMEINIIINCEININ...I MEE x IIIIMMINIIIIIIIIMIN ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. /117/1111 and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. a ,x; BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, n [1 ( - ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 CT ENGINEERING 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) a s o Tomo n @c teng in e ering.c om BULLETIN Date: April 6, 2016 Number: CT-02 Project#: 15238 Project Name: River Terrace SF Attached: None Subject: Lots 18 & 23—Patio Roof Truss Connection Drawings Affected: Description/Action: This bulletin provides response to RFI, design clarifications and/or variation requests for the `River Terrace Single-Family' project located in Tigard, Oregon. The patio roof trusses shall be attached to the home using a 2x6 ledger with (3) 0.131"x3" nails to each wall stud. This application applies to all of the plan types in the River Terrace single-family development. ��� PRO, 4 ,`5. ,GINE, 16. Lv +� ( IREGOlik V,0744 22 04/06/2016 CALL WITH ANY QUESTIONS Issued by: Arnold R. Solomon Date: April 6,2016 Distribution: Contact Information: Chris Walther Polygon Northwest Company Maggie Gordon Polygon Northwest Company Rick Tolleshauq Milbrandt Architects Alexia Fukui Milbrandt Architects R:115238 River TerracelBulletins115238_2016.04.06_CT02_Lots 18 8,23(Patio Roof Truss Connection).doc Structural Engineers