The URL can be used to link to this page

Plans (398) 0A/5-r zot-i - © 0 in MI -r t -I, -72 Au6niv- - -^i' ,_ MiTek 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/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 5 ��. ��RED1GIPNROEFR FFss io <<, 2 `r 87022PE 9` N 7 �Ais OREGON eP </./ 9O0 t1 ER \� © OSA. H - , EX• '`:06/30/ a '" November 30,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. • Job Truss TrUSS Type Qty Ply POLYGON R45996177 PL15399_UPPER • F51 FLOOR 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:22 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1yAg??-vFt?YmX2d_JVEBng9KU8FpWgluyrhgl HMTHTkUyEzgd 10-10.01 1a-1x1411 1-0.0 1 1 1-2-0 I I 1-0-2 I 11-0-8 I 1-6-0 I Scale=136.4 3x4= 5x5= 4x6= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4 11 3x5= 1 2 3 4-\ 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 \* \glir / -/\-2/ N'-'X INV N-1/46\ilVAIII 15; vis ri r '- a '- 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=- 305 305= 1_ 21-4-0 1 1-1-° 1 17-5-88 1 2-9-8 1 1-1-0 Plate Offsets(X,Y)- [1:Edge,0-1-8),(12:0-1-8,Edge],113:0-1-8,Eduel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.09 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.14 27-28 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.53 Horz(TL) 0.01 23 n/a n/a Weight:110 lb FT=0%F,0%E BCDL 5.0 Code IBC20121TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.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. (Ib/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. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-35=-705/1451,1-2=0/1825,2-3=0/1100,3-4=0/1100,6-7=-1009/0,7-8=-1009/0, 8-9=-1449/0,9-10=1449/0,10-11=1540/0,11-12=1540/0,12-13=1259/0, 13-14=742/0,14-15=-742/0,18-19=0/1549,19-20=0/1549 BOT CHORD 33-34=-1825/0,32-33=440/0,31-32=0/644,30-31=0/644,29-30=0/1273,28-29=0/1527, 27-28=0/1259,26-27=0/1259,25-26=0/1259,24-25=0/342,23-24=-810/0,22-23=-876/0 WEBS 2-34=-831/0,1-34=-2607/0,12-28=31/455,8-29=0/255,8-30=-379/0,18-23=-1010/0, 18-24=0/869,6-30=0/521,6-32=-647/0,4-32=0/790,4-33=-925/0,2-33=0/1000, 15-24=728/0,15-25=0/567,13-25=725/0,20-22=0/1052,20-23=989/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. ,i0 P R-F�rs 3)Refer to girder(s)for truss to truss connections. 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement Co 1AG)N EF `r/0 at the bearings.Building designer must provide for uplift reactions indicated. c. R 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 '9 $�� 2 P E 1' be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1265 lb down at 0-0-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. N N 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �A -7 ), OREG N cf?Q14/ LOAD CASE(S) Standard 'A `ild ER 1N`Q� 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pit) A. HE¢ Vert:22-35=8,1-21=80 Concentrated Loads(Ib) Vert:1=1265(F) EXPIRES:06/30/2017 November 30,2015 N a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/032015 BEFORE USE. mll* Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and k for an individual building component,not a truss system.Before use,the buiding designer must verify the applicability of design parameters and properly incorporate this design into the overall ' _ - building design. Bracing indicated a to prevent buckling of individual truss web and/or chord members only..Additional temporary and permanent bracing... - is always required forstablity and to prevent collapse with possible personal injury and property damage.For general guidance regarding the .7777 Greenback Lane fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteda,051-89 and SCSI Building Component Safely Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Carus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL75.399 UPPER F02 R45996178 Floor 10 1 I Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Nov 27 10:5623 2015 Page 1 ID:zs2ygYHMYItl_zl p9y12t1 yAg??-NRROm6YgOIRMsLMsi2?No02421ExQ7x0a711 GwyEzgc 1 1-0-0 I 11-1-10 iI 1-2-0 1 7-211 1-2-0 1 1-2-0 ii 1-2,0 1 1-2-0 1 Scale=1:33.9 4x4= 3x4= 354= 3x4= 354= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 \II41 ` e -4 :2'A I I I I Ik''We s i I.11A d h k"43 I I IFE a I MAI I 1 Ill I rac II/"A..'1611 11.Fa a h i 11=LA I ill I h I II I I IHWA a I al I I I III III I r"' - I,1 30 29 28 27 26 25 24 23 22 21 354 = 4x5= 3x5= 3x5= 3x5= 3x5= 354= 3x5= 4x6= 3x4= 14-2-2 1 13-0-2 ,0-7-3-7-2I 1 19-11-4 13-0-2 0 b7-0 5-9-21 Plate Offsets(X,V)- 114:0-1-8,Edgel,f24:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.31 24-25 >756 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.49 24-25 >482 360 BCLL 0.0 Rep Stress Ina YES WB 0.56 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/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.OE(flat) end verticals. ....,WEBS ..:.. 2x4 Di Stud/Std(flat) BOT CHORD Rigid ceiling directly applied-or10-0-0 oc bracing.- REACTIONS. (lb/size) 30=871/Mechanical,20=871/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1588/0,3-4=1588/0,4-5=2786/0,5-6=2786/0,6-7=-3608/0,7-8=3608/0, 8-9=-4042/0,9-10=-4042/0,10-11=4122/0,11-12=-4122/0,12-13=3586/0, 13-14=3586/0,14-15=3053/0,15-16=3053/0,16-17=1806/0,17-18=1806/0 BOT CHORD 29-30=0/843,28-29=0/2232,27-28=0/3242,26-27=0/3871,25-26=0/4132,24-25=0/3999, 23-24=0/3586,22-23=0/3586,21-22=0/2507,20-21=0/970 WEBS 14-23=0/364,2-30=1181/0,2-29=0/1042,4-29=-903/0,4-28=0/776,6-28=639/0, 6-27=0/513,8-27=367/0,12-24=662/7,18-20=1271/0,18-21=0/1096,16-21=919/0, 16-22=0/716,15-22=-31/252,14-22=1052/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. � 9�S N.NGN F' sem° 87022PE r- N � S OREG N qo <Vci OS A. HERNP EXPIRES:06/30/2017 November 30,2015 I ®WARNING•Verify deli rr• gn parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE Mll•7473 rev.10/03/2015 BEFORE USE. 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 budding designer must verify the applicability of design parameters and property incorporate this design into the overall s�T building design.Bracing.indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Miff** is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the r n fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quash,Criteria,DSII-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Suite 109 Citrus Heights,CA 95610 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 MiTek Industries,Inc.Fri Nov 27 10:56:25 2015 Page 1 ID:zs2ygYHMYl8f_Z1p9y12t1yAg?? IgZBAoawwvh45eVVFgT1rtR8Td5zquxYj2RW7KpyEzga 1-10-8 1 111(14.11 1-0-0 I 1 1-2-0 11 1-0-7 I 1 1-3-12 1 1-3-0 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 N O % e e e a e e' 'e y 36 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 9-7-0 2-1-8 1 12-10-1461?47--5-107-01 15-66-2 1 22-9-12 22-1-B-819-% Plate Offsets(X,Y)- 112:0-1-8,Edgel,113:0-1-8,Edge),135:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.93 Horz(TL) 0.01 23 n/a n/a Weight:114 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. -WEBS 2x4 DF Stud/Std(flat) .,. .. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 22=-493/Mechanical,34=1730/0-5-8,35=775/0-2-4,23=1496/0-5-8 Max Uplift22=579(LC 6),35=838(LC 6) Max Grav34=1731(LC 3),23=1498(LC 4) FORCES. (lb)-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=-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. ��O P �F�s 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. ��Gj� �NGI N E<CR c5'' 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)35. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to �� 870 2P E 9f be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. yNSA), et)� 44// 'A On SER \°' LI A. HEFT EXPIRES:06/30/2017 November 30,2015 + f ®WANING-.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIF7473 rev.10/0312015 BEFORE USE. - » Design varid foruse only with M7ek0 connectors.This design is based only upon parameters shown,ands for an individual building component.not - - a truss system.Before use,the buBding designer must verify the applicability of design parameters and property incorporate this design into the overall �� ,. bidding design.:.Bracing indicated is to.prevent buckling of.individual truss web and/or.chord members only.Additional temporary and permanent bracing k is always required for-stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSS-S9 and BCSI building Component Suite 109 re Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. - Curus Heiohts CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-399_UPPER F04 FLOOR R45996180 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:26 2015 Page 1 ID:zs2ygYHMYIt1_Z1 p9y12t1 yAg??-n07W08aYgDgwjoSROAY4PfgdN VLEdQdsGSFhtFyEzgZ 1 1-3-0 1 1-5-0 1 1 1-5-6 1 2-0-0 1 1 1-2-0 110-10-21 Scale=1:37.1 3x4= 1.5x3 II 4x6 = 3x4 II 3x10 = 1.5x3 II I 3x4= 1.5x3 II 3x4= 1.5x3 II 3x6 FP= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 6 7 6 9 10 11 12 13 i` e e e 14 ,, __ ,,_ O , � e4, 1,2 ee 23 22 21 20 19 18 17 16 15 4x5= 3x8= 3x6 FP= 3x10 = 3x6= 1.5x3 II 3x4= 3x6= 3x4= I 2 11 I 21-3-0 2-11-0 18.4-0 I Plate Offsets(X,Y)- [8:0-1.8,Edgel,[17:0-1-8,Edge),[23:Edge,0-1-8) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.14 18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.21 18 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.82 Horz(TL) 0.02 15 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) - BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:.. REACTIONS. (lb/size) 15=657/Mechanical,22=2013/0-5-8,23=812/Mechanical 6-0-0 oc bracing:22-23,20-22. Max Uplift 23=902(LC 4) Max Gray 15=657(LC 4),22=2013(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2515,3-4=0/2515,4-5=251/0,5-6=-251/0,6-7=1993/0,7-8=1993/0, 8-9=-2337/0,9-10=2337/0,10-11=1912/0,11-12=1912/0,12-13=1912/0 BOT CHORD 22-23=1154/0,21-22=1215/0,20-21=1215/0,19-20=0/1270,18-19=0/2337, 17-18=0/2337,16-17=0/2293,15-16=0/1139 WEBS 2-23=0/1474,2-22=1729/0,8-19=553/0,6-19=0/810,6-20=1172/0,4-20=0/1608, 4-22=1567/0,13-15=1276/0,13-16=0/866,10-16=427/0,10-17=159/302 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. _,D pRorkc- �(. �NGINFFR so(-,j2 87022P- r" r • i N 4),,, OR GON ti)OCH C'AP MBER \\ OS A. HEck 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. Design valid for use only with Mitek®connectors.Thu design is based only upon parameters shown,and is for an individual buildingcomponent,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ..:building design...Bracing indicated s to prevent buckling of individual truss web and/or chord members,only.Additional temporary and permanent.bracing T '` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek - fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DS6-89 and Dal 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 FOS Floor 8 1 Job Reference(optional) Pacific Lumber&Tess Co., Beaverton,Oregon 7.530 sJul 11 2014 Mrrek Industries,Inc.Fri 3v 27 710wa27 2015 Page 1 qY ID:zs2ygYHMYItl_Z1 p9y12t1 yAg.�.7G9C�hubUbBRXynKyg 1 1-0-0: 1 - 0�1a 1-2-0-1 r--11 1-2-0 1 1-2-0 1 I 1-2-0 1 1-2-0 1 Scale=1:36.4 4x4= 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4 = 3x4= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 N 9 9 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4= 4x6= 3x6=3x6 FP=3x5= 3x5= 3x5= 3x5= 4x4= 3x5= 4x6- 3x4= 1.5x4 SP= 15-6-14 14-4-14 11-11-1 1 21-4-0 1 1 14-4-14 0.7-0 7-0 5-9-2 Plate Offsets(X,Y)- 117:0-1-8,Edge),(27:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl 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 Ina YES WB 0.60 Horz(TL) 0.09 23 n/a n/a Weight:107 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 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(lb)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=0/3935,25-2600/3935,24-2500/2723,23-24=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 �(Gp PR OFetr attached to walls at their outer ends or restrained by other means. 44./ -9'NC?I N EFR s/O29 87022PE 1' CV CEGO (1Q 4/ �,gOrssM0 8 E R \R ). A. HE EXPIRES:06/30/2017 November 30,2015 4 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev,10/03/2015 BEFORE USE. tegi Design valid for use only with M7ekm connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the bulding designer must verify the applicability of design parameters and properly incorporate this design into the overall iT�k,. building design...Bracing-:mdlcated is to prevent buckling of individual truss web and/or chord-members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the - 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualty Criteria,DS11-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 -. Sums Heights,CA 95610 Job Truss Truss TypeQty Ply POLYGON PL15-399 UPPER Foe Floor 2 1 R45996182 Pacific Lumber 8 Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:5629 2015 Page 1 ��f1.� ID:2s2ygYHMYIt)_z1p9y12t1yAg??-Cbpf09dRz8CVaGp03J6n1 H18dLmglUJz2ULTayEzgW I 1-10-8 I --�1 1 1-0-0 I 1 1-2-0 II 1-0-2 I 11-3-8 1 1-6-0 1 Scale=1:38.5 3x4= 4x10= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 304= 3x4 II 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 e _ .. • o 15; iKe - m - -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 2-1 8 1 12-10-1410-9-6 111-7.011 I lssz 1 72-7-8 I 3-0-8 Plate Offsets X, 0-7-0 ( Y� f12:0-1 S,Edge),(13:0.1-B,Edge),(35:Edge,O 1 8) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0,15 27-28 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.94 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:115 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat)-- BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing..., - REACTIONS. (lb/size) 22=-431/0-2-12,34=1732/0-5-8,35=776/0.2-10,23=1453/0-5-8 Max Uplift22=523(LC 6),35=-840(LC 6) Max Gray 34=1735(LC 3),23=1455(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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. `S�9E PR oFFrs' 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)22,35. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to �5 0NG)NE -R s/�j be attached to walls at their outer ends or restrained by other means. 444 2 5)CAUTION,Do not erect truss backwards. '-C*-- 870 2 P E 9 -$, OREGO rL‘.-\zi 1(/\ AMBER \1 OS A. HECk EXPIRES:06/30/2017 November 30,2015 ®WARNING-V desi n �� Verify g parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIL747J rev.fOPoJ2015 BEFORE USE. Design volts for use only with MTek®connectors.This design is based only upon parameters shows:and is for an individual bung component.not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building.design.Bracingindicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing .MKTek is always required for stability and fo prevent collapse with possible personal injury and property damage.For general guidance regarding the - 1�. fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIf All Quality Criteria,036-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite109 Citrus Heiuhts,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,Oregon7.530 s Jul 11 2014 Wel(industries,Inc.Fri Nov 27 10:56:31 2015 Page 1 ID:zs2ygYHMYlt1_Z1p9y12t1yAg??-8 WPRrehVISDpZz0Aj8F6iNR9WxGlmtbQMzSYSyEzgU 10-10-0 I I 1-2-0 I F-A°1 I T1-9-0 10.94)i i 0-9-0 1°-9-°i i -9-0 l°-9-° Scale=1:34.3 3x4= 4x4= 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4= 3x4= 4x4 = N 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 8 2324 25 l'-' WW•irg I e a a 0 O �m1 9 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4= 4x5= 3x6= 3x6 FP= 3x5= 3x5= 3x5= 4x5= 3x5= 3x6= 4x5= 3x4= 1.5x4 SP= 3x5= 14-4-14 I 1p-9-141 20-2-0 13-2-14 13.2-14 6-7-0(1-7-0 I 5-9-2 Plate Offsets(X,V)- [17:0-1-8,Edge),[18:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl IA 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 Weight:108 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/rP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. --WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=881/044,40=881/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD Z-3=-1379/0,3-4=1379/0,4-5=-2483/0,5-6=2483/0,6-7=3317/0,7-8=3317/0, 8-9 881/0,9-10=-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=-307510,20-21=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=0/560,1432=268/42, 16-32=317/0,17-32=0/880,18-29=1017/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. Q�� P R OFFS 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)40. "\ N( 1 N EF 6.1 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 ,Ng !G /9 * be attached to walls at their outer ends or restrained by other means. ,z' 87022PE 5 N N y SAT OREG•N (1,(:) 40 1" ii,/ BER \\ PDQ 1S A. H.�Y* EXPIRES:06/30/2017 November 30,2015 / -r ®:WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. '_ ` " Design valid for use only with MIIebS connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate the design into the overall MITPr ... building design:,Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and toprevent 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/TP11 Quail),Criteria,051-89 and ICS1 Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Suits H9iatns,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_Z1p9y12t1yAg??-cAUneBfJG3a4RjYbkRfUfwwfswM516HIf0i?4vyF1gT 1 1-10-8 I FLUE1.4.1 1 1-0-0 1 1 1-2-0 11 1-0-2 I 1 1-3-11 1 1-3-0 Scale=1:38.1 3x4= 4x10= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4 I I 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 • e / Itt?i 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 I 2-1-8 1 12-10-141 I 19-7-0 I 22-4-11 I 2-1-8 10-9% 7-0 -7-0 542 2-9-11 Plate Offsets(X,Y)- 112:0-1-8,Edge),113:0-1-8,Edgel,135:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 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.OE(flat) end verticals. WEBS 2x4 DFStud/Std(flat)-- _ _ - ,-;- BOT CHORD Rigid ceiling directly applied or 6-0-floc bracing. - - - REACTIONS. (lb/size) 22=495/0-3-12,34=1730/0-5-8,35=-774/0-4-4,23=1498/0-5-8 Max Uplift22=581(LC 6),35=-837(LC 6) Max Gray 34=1731(LC 3),23=1499(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/953,3-4=0/953,4-5=-258/0,5-6=-258/0,6-7=-1060/0,7-8=1060/0, 8-9=-1485/0,9-10=1485/0,10-11=1563/0,11-12=1563/0,12-13=1268/0, 13-14=739/0,14-15=-739/0,15-16=0/258,16-17=0/258,17-18=0/258,18-19=0/1578, 19-20=0/1579 BOT CHORD 34-35=1637/0,33-34=1679/0,32-33=301/0,31-32=0/702,30-31=0/702,29-30=0/1317, 28-29=0/1556,27-28=0/1268,26-27=0/1268,25-26=0/1268,24-25=0/329,23-24=832/0, 22-23=751/0 WEBS 2-34=-1686/0,2-35=0/1839,12-28=6/487,8-30=360/0,18-23=1022/0,18-24=0/881, 6-30=0/502,6-32=629/0,432=0/771,433=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.cs ��R�Q P R OFess 3)Recommend 2x6 strongbad ,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. �) �NGI NR o 4)CAUTION,Do not erect truss backwards. �C? 2 Q 87022PE yr y �Aj, OREGO �o �H �O AMBER ., N4 Or, A. HE'.k.4P EXPIRES:06/30/2017 November 30,2015 6 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.10/03/2015 BEFORE USE Design valid for use only with Mitek®connectors.This design is based onupon parameters shown,and is for an individual building component,not Ith. a truss system.Before use,the buiding designer must verify the applicability of design parameters and properly incorporate this design into the overall ,bolding design..Bracing indicated is to prevent buckling of indivrduattruss web and/or chord members-only.Additional temporary and permanent bracing .Mitek`. is always requked forstability 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/TPII QoaHy Criteria,DSB-89 and BCSI Building Component 7777 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 I Ply POLYGON R45996185 P1,15.399_UPPER F09 Floor 1 I 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:34 2015 Page 1 ID:zs2ygYHMYItI_Z1 p9y12t1 yAg??-YZcY3thaoggoglizsshykL?ykjzsV6H26KB69nyEzgR 10-10-0 1 [x-1 1 1-2-0 IF-1°110"m 1 0-9.0 1 10-9"0 10-9-0 110-9-0 10-9-0 I Scale=1:34.8 3x4= 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 4x4= 3x4= 3x4= 4x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 / �i ye� e e -TILL e a o e e• - a •e a e e ii9v 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4= 4x5= 3x6 FP=3x5 = 3x5= 3x5 = 3x5= 4x5 = 3x5= 4x5= 4x5 = 3x4= 1.5x3 SP= 3x6= 14-7-12 1 13-5-12 1121 1 20-4-13 I 13-5-12 7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edgel,[18:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.33 33 >731 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.52 33-34 >468 360 BCLL 0.0 Rep Stress Ina YES WB 0.52 Horz(TL) 0.08 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) • end verticals. WEBS 2x4 DF StudlStd(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(lb)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. P R 2)All plates are 1.5x3 MT20 unless otherwise indicated. �F`�D OFF. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to '� [N s/ be attached to walls at their outer ends or restrained by other means. � " �G E�9 O29 Lr 87022PE 1--- // 7 co , >" H SAT OREGO q0 Q(U ,per c.4QER 45 \ bSA. HE?' EXPIRES:06/30/2017 November 30,2015 i a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. a Design valid for use only with Mnekm connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individualtrussweb 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/TM1 Quaily Criteria,DSB-89 and!SCSI Building Component 777 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 Numbering System PLATE LOCATION AND ORIENTATION "' A General Safety Notes 1 34; Center plate on joint unless x,y 6-4-81 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property. offsets are indicated. ( 1 (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. 1 rY Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 01 �� cr-2 '/16 C2-32. Truss bracing must be designed by an engineer.For WEBS 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I _ O p K bracing should be considered. 11411.1Alp 3. Never exceed the design loading shown and never astack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate are C6.7 C5-6 Q plates 0-'4i' from outside BOTTOM CHORDS designer, essupervisor,pproperty owner and all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6. Place plates on each face of truss at each joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locatio s a ebregula ed ed bytAand NSI PI 1 e at joint connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from `Plate location details available In MITek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 10.Camber is anon-sss fabric tor,General and is to slots.Second dimension is cambrespoer forry of dead load fabricator.General practice is to ER-3907,ESR-2362,ESR-1397,ESR 3282 camber deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions LATERAL BRACING LOCATION indicated are minimum plating requirements. 12.Lumber used shall be of the species and size,and Trusses are designedplanein all respects,equal to or better than that Indicated by symbol shown and/or for wind loads in the of the specified. by text in the bracing section of the truss unless otherwise shown. output. Use T or I bracing 13.Top chords must be sheathed or purlins provided at if indicated. Lumber design values are in accordance with ANSI/TPI 1 spacing indicated on design. 14.Bottom chords require lateral bracing at 10 ff.spacing, section 6.3 These truss designs rely on lumber values BEARING established by others. or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports)occur. Icons vary but 16.Do not cut or alter truss member or plate without prior `■w� reaction section indicates joint ©2012 MiTek®All Rights Reserved approval of an engineer. number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. NOM 40 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, it It Guide to Good Practice for Handling, 20.Design assumes manufacture in accordance with Installing&Bracing of Metal Plate ANSI/TPI 1 Quality Criteria. Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 MiTek' MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3413-B REVISED 1 1-25-15 ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1561174 thru K1561218 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. (<- PR 0,e- co� ‘AGI1V fiRcSjp�9 44, 89782PE s" 9 OREGON �'� 4 +69 15 2 ,Q' vi PAULct 5 /2016 November 30,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 15-02-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 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 #16BTR 2- 3-LOADING -(-1772) 530 5- 6=(-456) 1767 5- 3=(-30) 49 WEBS: 2x4 KDDF STAND 3- 4=(-2065) 558 6- 4=(-450) 1777 3- 6=( 0) 285 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 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( 14.0)= 64.0 PLF 9'- 2.0" TO 15'- 2.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 15'- 2.0" V 0'- 0.0" -256/ 121V -48/ 4 5.50" 1.94 KDDF ( 625) NOTE: 2x4 BRACING AT 29"OC NDN. FOR 15'- 2.0" -256/ 1211560V 0/ OH 5.50" 1.94 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" - -- ----- ---- ---- - TC CONC LL( 250.0)+DL( 70.0 = 320.0 LBS @ 9'- 2.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OND. 2: Design checked for net(-5 REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. gpsf) uplift at 24 "oc spacing. ** 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" @ 14'- 8.5" MAX HORIZ. TL DEFL = 0.020" @ 14'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 5-11-11 3-02-10 5-11-11 Truss designed for wind loads f 4,320# 43208 f in the plane of the truss only. 12 12 6.00 M-4x6 M-6x6 d 6.60 2 M o .4012 Qm 1*. 7, 0 6 q 0 M-3x5 M-3x4 M-1.5x3 M-3x5 0 1 , 1 5-08-08 3-10-121 1 5-06-12 1s-oz 1 c' -° PF{Q/r�CscS' 89782PE �r"' JOB NAME : 3413-B POLYGON NW - Al • Scale: 0.4009 �� e 'M1NNW WARNINGS: GENERAL NOTES, "Mess otharNise noted Truss: A 1 I.Builder and erection contractor should be advised of aA General Notes 1.This design is based only upon the parameters shown and Is for an Individual :Los �`OREGON�^N and Warnings before construction commences. This design component.Applicability o1 design parameters and proper C/ `.i 2.?x1 compression Web bracing must M installed where shown 4, incorporation of component la the respnnsiblity of the building designer. 3.Additional temporary bracing to insure debility during construction 2.Design assumes the tap sn bottom lase b to M laterallythroughout braced at �' �' �7Y1 < Is the responsibility of the erector.gtldNbal permanent bracing of T o<and N 10'o c.respectively"Mase braced throughout their length by ` DATE: 11/30/2015 the Board structure is the responsibility of the building designer, continuous edging or such as pl/Wvotl sheathing(TC)and/or drywsq(BC). �� P 3.2a Impact bridging or lateral br°arp required where shown*a T a SEQ.: K 15 6117 4 4.Na load should be applied to am component until eller all bracing and 4.Installation or Was N the responsibility of me respective contractor. fasteners ere complete and at no time should any bads greeter than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and arc tot"dry 000desn of use. 5.CompdTrus has no control over and assumes no responsibility for the 8.Design sawmes 551 beeline at al supports shown.Shim or wedge if EXPIRES: yp CSA labdatfon,handling.shipment and Installation or components. ry' CY�I-'R Cal� 12/31/2016 . 8.Da,lgnassume.Imbed on drainage faces Nauss, November 30,2015 8.This design is ERt.codes subject to hthe oI limitations set cape by 8.Pelee:lid be bated on both laps of Wa,anti plead so their center TPWyTCA In SCSI,copes of which 6111 be furnished upon request. Anes coincide with Joint anter lines. MRak USA,Inc.yCompuTrus Software 7.6.6(1L}E 9.Digits indicate We of plate In Inches. 10.For besic connector plate design values we EBR-1311,ESR4988(MRek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cit=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-774) 153 1-4=(-47) 587 9-2=(0) 353 BC: 2x4 KODF #16BTR SPACED 24.0" O.C. 2-3=(-774) 153 9-3=(-97) 5B7 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)501( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -80/ 637V -66/ 66H 5.50" 1.02 KDDF ( 625) 15'- 2.0" -80/ 637V 0/ OH 5.50" 1.02 ROOF ( 625) ** For hanger specs. - See approved plans LL = 25 POE Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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 BORIZ. LL DEFL = 0.006" @ 14'- 8.5" MAX HORIZ. TL DEFL = 0.011" @ 19'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. 7_07 Wind: 140 mph, h=21.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-07 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1' T 1' load duration factor=1.6, 12 12 Truss designed for wind loads 6.00 7 ))M-4x4 Q 6.00 in the plane of the truss only. 4.0" 1.1 iii re, 7, • 1.a 4 0 3 cD M-3x4 M-1.5x3 M-3x4 O l y 7-07 7-07 y 15-02 )..sk d PRQ/e N ‘..,‘GINE .'9. °� t 89782PE r' JOB NAME : 3413-B POLYGON NW - A2 • :. ' Lr•• Scale: 0.9009 WARNINGS: GENERAL NOTES, udessothenvlsenoted. .aG: Truss: A2 1.Builder and erection contractor should ba advised"fall General Notes 1.This design b based only upon the parameters shown and la for an mdadual Rsy. and Waming.before construction commence.. building component.Applicability of design parameters end proper 2.2e4 compression ash Dredng mala be installed where.haws*. chords of component la the responsibility of the building designer. Si �} 2 Design assumes the lop and bottom rords to be laterally braced at Tv("� �7 RYRr;" '�C)N 4.Q� �' 3.Addition.'temporary Leaning to Insure stability during construction 7 o.c.end,110 o.c.respectively unless aced throughout their length by T N the responsibility of the erector.Additional permanent bracing of continuous sheathing such a.*mod eheathmg(TC)and/or drywal(BC). �A � DATE: 11/30/2015 the overall structure is the reeponabwly of the building designer. 3.Zr Impact bridging or lateral bracing required where shown 5 n SEQ.: Ki5 6117 5 4.Na bed Mould be applied to any component anti ager el bradng end 4.Installation of truss is the responsibility of the respective contractor. fastener.are complete end at no time should any pada greeter than 5.Design assumes trusses ere to be used In a non-corrosive environment. TRANS ID: LINK design bads be applied to any component. and aro for"dry condition"or use. S.CompnTrus has no control over and..same.no responsibility for me 8.Design assumes dl pea ng al.A supports shown.Shim or wedge If EXPIRES: 12/31/2016 neeeseery. fabrication,handling,shipment and IneleMlbn of components. 7.Design assumes 8.This design is h,mist,ed subject tote limitations set forth by 8.Plaa shall be located faces drainage lo busts,nd pieced en their center November 30,2015 TPWOTCA In BCSI,copies of which will be furnished upon request. Anes coincide with joint anter lines. MiTek USA.Inc./Com uTrus Software 7.6.6 1 5.Digits indicate laze et plate in inches. P (L)-E 10.For basis connector plate design value.see ESR-1311.ESR-1988(MAN) 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/Cil=1.00 TC: 2x9 KDDF #14BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1578) 306 1-5=(-303) 1391 5-2=( -216) 1310 BC: 2x6 KDDF #14BTR SPACED 29.0" O.C. 2-3=( -116) 107 5-6=(-295) 1292 2-6=(-1494) 350 WEBS: 2x4 KDDF STAND 3-9=( -10) 5 6-3=( -119) 120 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -196/ 818V -57/ 194H 5.50" 1.31 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -369/ 1701V 0/ OH 5.50" 2.72 KDDF ( 625) ROIL: 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 = -0.009" @ 7'- 6.5" MAX HORIZ. TL DEFL = 0.008" @ 7'- 6.5" 4-01-12 3-06-08 0-03-12 1' 1' 1' Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 M-1.5x3 4 -/ Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 11 durationY Enddvertical(s) arerexposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x6 raiolirlIll 0 OP 0 ,1111144:111111111111111111b Ill RFAIIIIMIIIIIMIIEI 11/ ."-''' NM 1 1►- 5 .. 6 o M-3x4 M-3x8 M-4x8 y j +12108 +6370 ,, 4-00 4-00 CD 1 8-00 l ,� C} PRQ:(' ''' 8782PE <' • JOB NAME : 3413-B POLYGON NW - AGIRD '' Scale: 0.4610 _.7 . 2.- WARNINGS: GENERAL NOTES, unless otherwise noted: V 4 I.Bolder and erection contradorshetdd be advised dal General Notes 1.W9ddgcompa based Anip open the elarramete shown and dlprarar individual ,F+OREGON �R' .. Truss: AGIRD and Warnings before construction commence. ,e r (�. 2.2a4 compression web brewing moot be instelkd Where sheww*. Incorporation of component b the rasponalbNly of the building designer. Fy 5 3.Additional temporary bracing to Insure atadRy dudrrp construction 2.Design assumes the top end bottom dorms to be laterally braced et rl Is the raaporWdlhy of the erector.Additional permanent bracing of 2.A.end at tO c.c.respectively unless braced throughout Meir length by continuous sheathing ouch es plywood sheathing(TC)emnandlora dryw.l(SC). lr P�..1 i 8 '‘ DATE: 11/30/2015 the overall structure is the reapondblity of the bolding designer. 3.2x Impact bridging orWterat bradng required where shown•• U L SEQ. : K 15 6117 6 4.No bad should be applied N any component until after al bradng and 44..Design Iaswmra truss is thees a seionsibiltbe ee f the^a.�Ne contractor. fasteners are compete end at no time should any Wade greater than TRANS I D: LINK design leads be applied to any component. and are assumeor•dry. ring use. 5.CompuTnn hes no control over and assumes no reaponsibNty for the s.Design. ..aa'^e.^"I Waring at al supports shown.shim or wedge if EXPIRES: 12/31/2016 ry. fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is prosded. November 30,2015 S.This design Is furnished subject to the limitation"set forth by 8.Plates dial be located on both faces of truss,and placed se their center TP WVTCA in SCSI,copies of Which nil be furnished upon request. linea coindde with joint center lines. 9.D60.Indicate size of phis In inches. MITek USA.Inc.ICOmpuTrus Software 7.6.7(IL)-E to.For basic connector plata design values see ESR-1311,ESR-18138(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF 81&BTR1-2=( 0) 50 2-9=(0) 0 SPACED 29.0" O.C. 2-3=(-92) 40 TC LATERAL SUPPORT <= 12"OC, OON. 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 = 92.1 PSF 0'- 0.0" -61/ 297V -7/ 97H 5.50" 0.97 KDDF ( 625) 1'- 10.9" -102/ 88V 0/ OH 1.50" 0.14 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP !COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" 1-11-11 MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.145" 4 I MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.250" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.333" 12 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, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, 'i Truss designed for wind loads in the plane of the truss only. /' 0 I 0. O RI O 1 2� ►' M-3x4 y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 y t.0.:1) PROFe <u 17 `t- 89782PE r JOB NAME : 3413-B POLYGON NW - AJ1 . Scale: 0.6771 WARNINGS: GENERAL NOTES, lase otherwise noted: Truss: AJ1 1.Bulkier and eradioncontnciorshould beadvbedofelGeneratNotes 1.This design I.be d niyupon the parameters shownand isfor anindividual ..kyr R and Wamings before wnetrudlen commences. building component.Applicability of design parameters and proper OREGON ©. 2.2x4 compression web bracing must be Installed where shown(.. Incorporation f component Is the responsibility of the building designer. ,(') 9.Additional temporary bracing to Insure etabllily during construction 2 Design assumes me tap end bottom chords to be lalerely braced at ��"T 4pme t jr� la the napondbllpy of the erector.Additional permanent bracing of Y a c.and et ea o.e respectively anises brach throughout(heir length by !fes. �. DATE: 11/30/2015 the overall structure Is the responsibility ohne buldng designer. continuous sheathing sod)as pywood sire.nOte,.)andbr dnwag(ec) O F e2� 3.2s Impact bridging or tetenl bracing required where Mown<a n, �• L. C' SEQ.: K 15 6117 7 4.No load should be applied b any component until ager al bracing and 4.Installation Ohms la the responsibility of the reapecthe contractor, v fasteners are complete end at no time should any loads greater than 5.Design assumes trusses era to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for try condition'ofuse. 5.GempuTras has no control over and assumes no responsibility for the 6.Design assumes full bearing N a8 supports shown.Shim or wedge If fabrication,handling,shipment and instelletion of components. Design assumes EXPIRES: / �/yin ^ S.This design is hanlehed subject to me limitations set forth by e.PlatesPsteal be baled onebo drainage of Inns end placed so their center November 30,2015 / G V Q TPIhVICA in BCS(,copies of which MI be furnished upon request. linea nelndde ash joint center Inca. Weft USA,104yCompaTnla Software 7.6.6(11_)-E9.Digits indicate size of pble In inches. f 0.Far basic connector plate design values see ESR-1311.ESR-1966(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 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 #13BTR SPACED 24.0" O.C. 2-3=(-65) 49 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PIF 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/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" T 1' MAX BC PANEL TL DEFL = -0.003" @ 4'- 1.4" Allowed = 0.333" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 3 -f Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), s load duration factor=1.6, • ' Truss designed for wind loads in the plane of the truss only. 0 N ro I c 1 110- 140 M-3x4 l l y 1-00 6-00 IPROVIDE FULL BEARING;Jts:2,3,4 i co Ppn �ce`c•� ..tJCaI1VE4c�• s. „ 0. 89782PE r' JOB NAME : 3413-B POLYGON NW - AJ2Sale: 0.6146 -., WARNINGS: GENERAL NOTES, unless otherwise noted 1.Buller and eredbn contractor ahold be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual _ 'T -OREGON N ' Q"' Truss: AJ2 antl Warnings before construction commences. building component.Applicability of design parameters and proper I 1 rY.` 2.Drd eomprssston web bracing must he installed where shown e. incorporation of conpanent la me responsibility of the building designer. -+ 'C_ 3.Addgonal temporary bracing to Insure stability during conAruction 2.Design neat Id the top and velyl un ace ba c be hluglreerally braced et .te la the reaponsiblNy of the erector.Additional permanent bredng of T o.c.and at as e.t..106 a.p5 unless bawd throughout melt length by continuous sheathing such as pywood sheathirp(IC)and/or drywaS(BC). PAUL` I' DATE: 11/30/2015 the overall structure is the reepeneblity of the building designer. 3.D Impact bridging or lateral bracing required where shown.+ S E K 15 6117 B 4,No load.110014 be applied to any component until after al bradng and 4.Installation of Was le the raeponsiblAly of the reapedNe contractor. Q• fasteners are complete and Sr no time should any loads greater than 5.Design assumes dims are to be used Ina noncorrosive environment design bads he applied to any component. and era for"dry cone:lan'of use. p c ry�/�j /v� p TRANS ID: LINK 8.Design assumes Ni basting at al supports shown.Shim or wedge It EXPIRES: 12/31/201V. 5.CompuTNe has no control over and assumes no responsibility for the neysswy. /�A Fl Gv Gr 47 fabrication,handling,shipment and installation of components. 7.Design sesames seegcate drainage is provided. November 30,2015 8.This design h furnished subject to the IhnlatIons sat forth by B.Plates shal be boded an both races effuse,and placed a0 their center TPWN rICA In BCSI,copies of which will be Antitheft upon request. 9.Inesa indicate with joint piers centerin Ines. MITek USA,Ino./CompuTrUs Software 7.6,6(1L}E ill.For basic connecter plus design values see EBR-1311,ENR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" i IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( _ BC: 204 KDDF #1&3TR SPACED 24.0" O.C. 2-3=(-97) 68 2-4-(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -57/ 902V -22/ 108H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 74V 0/ OH 5.50" 0.12 RODE ( 625) LL = 25 PIP Ground Snow (Pg) 5'- 11.7" -68/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.079" @ 3'- 7.2" Allowed = 0.395" 5-11-11 MAX TC PANEL TL DEFL = -0.092" @ 3'- 4.8" Allowed = 0.593" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 6.00 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 m m o ,( o I 1 2 9 o M-3x4 y l l 1-00 6-00 !PROVIDE FULL BEARING;Jts:2,4,3 ! �� 0) r R°Fe 64, < 0NG1NE9 r0 w ` 897821E 9r JOB NAME : 3413-B POLYGON NW - AJ3 . • Scale: 0,5762 -''-+K --^ WARNINGS' GENERAL NOTES, unless otherxlae noted 117 Truss: AJ3 1.Builder and erection contractor should be advh°d Nal General Net.. I.Thle design is based only upon the parameter.shown and Is for an individual y' OREGON �"S and Warnings before construction commences, building component.Apppcabillty of design parameters and proper 2.2M4 comprowlon web bracing must be Metalled where shown s. incorporation of component is the responsibility of the bolding d signer. 3.Additional temporary bracing to insure Nabllity during canSructbn 2 Design easumsa IM top and bottom drams to be laterally braced et -9�..'- 5 �, -. le the responsibility of the erector.Additional permanent bracing of 7 o.c.end et a1lain redia. vea.sly unless brecatl throughout their bnplh by DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. contlnuoua sheathing or such as plywood required mg(TC)and/or drywep(BC). '1 7"f� i1. 3.2a impact bridging or label bracing where shown.. P UL {+ SEQ.: K 15 6117 9 4.No load should be applied to any component until after ail bracing and 4.Installation Mims is the responsibility of the respective conned°, fasteners ere complete and et no time should any loads greater than 5.Design assumes busses are to be used ins noncorrosive environment, TRANS ID: LINK design bads be applied to any component, end are far"dry condition"of use, 5.CompuTrus has no control over end assumes no reepnnsIbllay for the 8.Design assumes full bearing N all supped,Hawn.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. nexsee n 7.Desigpbtenaasumeaadeduate enbathfagelo ptruss,d. and 30,2015 S.Thin design M furnished subsist to IM Iimpedona NI loon by S.Plates shop be bitted on bold laps of truss,and placed w their tenet TPIANTCA In SCSI,copies of which INN be furnished upon request. linea colndtle with joint center lines. MRek USA,Inc./CompUTlu6 Software 7.6.6(1L)-E S.Digits indicate she of plate in Inches. 10.For basic connecter 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 9WR/DDF/Cg=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 BC: 2x9 KDDF 01&BTR SPACED 29.0" O.C. 2-3=(-116) 93 3-4=( -70) 27 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10,0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -35/ 377V -28/ 131H 5.50" 0.60 RIDE ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -142/ 352V 0/ OH 1.50" 0.45 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 5.9" -58/ 15V 0/ OH 1.50" 0.02 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD.TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "on 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= 0.041" @ 2'- 9.3" Allowed = 0.397" MAX TC PANEL TL DEFL= -0.050" @ 2'- 11.9" Allowed = 0.596" 12 4 -, MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" 6.00 MAX HORIZ. TL DEFL = -0.001" @ 5'- 11.2" 3 Design conforms to main windforce-resisting system and components and cladding criteria. f' 118" Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads p in the plane of the truss only. I .-I O M O t 1 1 505....-=.01 O M-3x4 l l l 1 1-00 6-00 1-05-15 (]Y (� 'PROVIDE FULL BEARING;Jts:2,5,3,4 I `, L' ky . 0 (�.\G7i(NE "� ,C%0 .eb Q -89782-]E V r JOB NAME : 3413-B POLYGON NW - AJ4 • Scale: 0.5937 NOTES, unless otherwise noted: �' % 'J WARNINGS:B. OENIBUeN , . 94,OREG©N,12 „r 1.Bolder and erection contractor siauM be advised of al General Notes I.Thi design b based only upon the parameters shaven and is for an IntlNiduel �'T l Truss: AJ4 and Warnings before conetngdon commences. building component AppltelMty of design parameters and proper 2.2x4 compression web bracing moat he Metalled Where shown*. tcorporatbn of component i the responsibility of IM building daalgner. .y: q�Y ,l 3.Additional temporary brecirp to Inure Mobility during construction 2.y e.,. net eI lE the lop end bottom seechobe to be throughoutWordy bated et �� \� le Me responsibility of Ire erodes.Additional permanent bracing of T cox.and et 10'o.n.reapectsply unless breed their length by j+y ('] continuous sheathing such as plywood eheething(TC)end/or dryweA(BC). /"'A i{ '%i DATE: 11/30/2015 IM owned Mendota is Me responeibAlly of the building designer. 3.Br)meed bridging or lateral boding required where Moven** V ave. SEQ.: K 15 6118 0 4.No load should be applied to any component until alter al bracing and 4.IneWdatlen of buss la the reepomlbSty of the respedNe cordrador. faetenere are complete and at no time should any loads greater than 5.Design eawmes misses are to be used Ina noncorrosive environment. TRANS ID: LINK design loads beappladtoany component. and ere for"dry condition"ansa. ego 5.CompuTrue has no control over and eseames no responsibility for me 8.vesico MI bears t all supports shown.Bnlm or we g EXPIRES: 12/31/2018. ssery. fabrication,handling,ehlpmenl end installation of components. 7.Design assumes adequate drainage la provided. November 30,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be boated on both faces of truss,end placed so their center TPWNTCA in BCSI,copied of which Wil be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of pita in Inches. Mi'ek USA,Inn.lCornpuTrus Software 7.6.6(11)-E 10.For best connector plate design values see EOR-7311,EBR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF 814BTR; LOAD DURATION INCREASE = 1.15 (Non-Rap, 1- 2=( 0) 50 2-10=(-1007) 5204 3-10=( -61) 465 2x6 KDDF 818BTR T2 SPACED 24.0" O.C. 2- 3=(-5997) 1190 10-11= 1319 6874 10- 4= -231) 1443 BC: 2x6 KDDF 816BTR - (- ) ( WEBS: 2x4 KDDF STAND 3- 9=(-6056) 1207 11-12=(-1098) 5946 10- 5=(-1830) 393 LOADING 4- 5=(-5410) 1106 12-13=(-1098) 5946 5-11=( -25) 347 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-6898) 1424 13- 9=( -712) 3848 11- 6=( -374) 1591 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3907) 761 12- 6=( 0) 130 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PIE 7- 8=(-4412) 831 6-13=(-2514) 548 8- 9=(-4445) 845 7-13=( -259) 1540 LL = 25 PSF Ground Snow (Pg) 13- 8=( -55) 304 NOTE: 2x4 BRACING AT 24"OC UON. FOR ADDL: TC UNIF LL+DL= 160.0 PLF 8'- 0.0" TO 12'- 0.0" V ALL FLAT TOP CHORD AREAS NOT SHEATHED ROIL: 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'- 4.0" 27'- 6.0" -412/ 2330V 0/ OH 5.50" 3.73 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. JT 2: Heel to plate corner = 0.75" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacin ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. g' 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), 7-11-11 11-06-10 7-11-11 loadTrusduration fforowind6loads f 4 T 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# f T T '( T 12 M-5x12 12 6.00 p 'M-3x6 M-4x10 M-9x10 Q 6.00 4 5 6 Ade T2 MIDI �, M-1.5x3iiiiiiiiiiiiiNoti%4044%iiii.„ M-1.5x3 .4111%.111111 M 71.1..:_+' ft m 1 2` 10 /I, 13 ~, gy 11 12 g 'p I M-4x10 M-3x10 0. 25" M-4x10 M-3x10 (D M18HS-7x14(S) M-1.5x3 y ), �144on b l 1 .° PRopF�i 7-04-12 5-01 2-08-04 4-11-04 7-04-12 l �� ryG�N �R fp y l 1-00 27-06 '1/4C :9782P ter' JOB NAME : 3413-B POLYGON NW - B1 ...-.."-.A�,, Scale: 0.2244 WARNINGS: GENERAL NOTES, odes.othervnse noted /) Truss 131 1.Bolder end eredlun centrador Mould be advised of al General Notes 1.ThIe design is based only upon the parameters shown end le for an Indhldual y' OREGON �N and Warnmgs before construction commences. building component.ApplkablNy of design parameters end proper I. 2.204 compression web Madng mud be installed where shown. et- incorporation of component is the n.poneiblgy of the bolding designer. 3.Additional temporary breckp to Insure stability during construction 2 Design assumes IM lop end bottom stroma to d laterally becetl et 1;9. E'gRY 5 � Is the responsibility of the erector.Additional permanent bracing of T o.c.continuous ai.e10'ase.roach..sly uulase bncod Through d:Ihalr length by DATE: 11/30/2 015 the overal structure la the responebelly of the boldingh 20Inn sheathing 5,latera as plywood re Mee send/or dryWaA(BC). PA 'Ft signer. 3.In Imps.bddging or lateral bradrp required where shown.. P `t SEQ. : Ki5 6118 2 4.No bad Mould be applied to any component anti after ell bracing and 4.Installation of Inns Is the naponsibiby of the respective contractor. fasteners are complete and at no time Mould any toed.greater then 5.Design assumes trusses an to be used In a noncorrosive environment, TRANS ID: LINK desire,loads g .d. applied to any component. end are for"dry condition'.of we. A a]A/�/� 5.CompuTrus hes no control over and.seam.s no responsibility for the 6. 16 Design assumes mil bearing et el supports Mown.Shim or wedge if EXPIRES: 1 47//L V cesmrs hbnutton,handling,shipment and Instelletbn of components. 7.Design assumes adequate drainage N provided. 8.This design Is furnished subject to Be limitations eel forth by 8.Plates shall be located on both feces of truss end placed so their center November 30,2015 TPIIWTCA N SCSI,copies of which AAA be furnished upon request. Anes colndde With Joint center tins. Weir USA,Inc./Compwiros Software 7.6.6(1L}E 9.Digits Indicate size of plata In Inches. v 10.For Melo connector plate design velum sea ESR-7371,ESR-1988(MITA) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2948) 628 1-5=(-568) 2526 5-2=( -232) 1254 4-7=(-1984) 446 BC: 2x6 KDDF #1/BTR SPACED 29.0" O.C. 2-3=(-1606) 366 5-6=(-556) 2462 2-6=(-1172) 282 3-4=(-1408) 342 6-7=( -49) 104 6-3=1 -119) 568 WEBS: 2x9 KDDF STAND LOADING 6-4=( -506) 2308 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX NORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -344/ 1658V -42/ 105H 5.50^ 2.65 HOOF ( 625) - NOTE: 2x9 BRACING AT 29"00 UON. FOR LL = 25 POP 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'- 3.0" @@ADDL: BC CONC LL+DL= 637.0 LBS @ 5'- 0.0" @@ADDL: BC CONC LL+DL= 2330.0 LBS @ 7'- 1.0" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL -'r ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/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" `/y/ 9" oc in 1 row(s) throughout 204 top chords, /yvy\ 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = -0.003^ @ 7'- 10.3" 9" oc in 1 row(s) throughout 2x4 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. TL DEFL = 0.005" @ 7'- 10.3" 6-02-11 1-09-05 •" For hanger specs. - Sfie approved plans f f Design conforms to main windforce-resisting 3-01-12 3-00-15 1-09-05 system and components and cladding criteria. f Wind: 190 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 load duration factor=1.6, M-9x6 Truss designed for wind loads M-3x5 in the plane of the trues only. 9 M-3x6 3 10 WO HANGER BY OTHERS TO APPLY CONC. 1 ..1 ni m LOAD(S)EQUALLY TO ALL MEMBERS. 0 I- , 0 1►� 5 6 7 I o M-3x4 M-3x4 M-7x8 M-3x8 y *12104 ♦6374 , +23304 , 3-00 2-09-12 2-02-04 l 8-00 y �� GP �s6f p , 8.782PE r" JOB NAME : 3413-B POLYGON NW - BGIRD / ?' ^ :yQ/�a\�\/✓// Scale: 0.4649 '7 /' `' WARNINGS: GENERAL NOTES, unless otherwise noted: 7A.OREGON a4/ �. 1.Builder and erection conbedor should be advised of al General Notes 1.This design Is based only upon the parameters shown and is bran individual I v/ h Truss: BGIRD and Warnings before construction commences. building component Applicability of design parameters and proper � .�" 2.2e4 compression web bradng must be installed where shown+. incorporation of component Is me rosponsiblily of the building designer. "T .. V.4 R Y . 2 t`r,' 3.AddEbnal temporary bracing to insure stability during construction 2.Design assumes the top and bosom chorda is ins lalerely brecstl at I `V Is the responsibNly of the erector.Additional permanent bra f T o.c.ori a110 laino.cnepeclNaly ode=s bread throughout their length by bracing° continuous sheathing such as plywood sheathing(TC)adv/or drywel(BC). PA, UL " DATE: 11/30/2015 the overal structure lame responsibRry of the building designer. 3.2s Impact bridging or lateral bradng required where shown++ 4.No bad should be applied to any compunenl ural after all bracing end 4.Installation of Truss is the responsibility of the reapectve contractor. SEQ.: K 15 6118 3 fasteners are complete and at no time should any bads greeter man 5.Design assumes bussss are b be used m a noncorrosive environment, end ere for"dry condition^or use. design bads be applied to any component, TRANS ID: LINK 5.CompuTrushasnocontraloverandeseumesnoresponsibilityforths B.Dee�B!Ya°mesMlbea ng al aswpponsNovm.Shim orwedgeit EXPIRES: 12/31/2016 fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,201 5 O.This design Is furnished subject to the limitations set forth by 8.Plates shaft be located on both feces of tree,and placed so their center TPIMRCA in 8551,copies of which wG be furnished upon request. lines g,Digits coincide drh(nint t center terlines. inches. MTek USA,Inc./CompcTrue Software 7.6.6(11)-E 1o.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/Cil=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-22) _ BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-37) 25 2-9 (0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 P5F LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -74/ 298V -9/ 361) 1.50" 0.90 KDDF ( 625) 0'- 11.2" -15/ 28V 0/ OH 1.50" 0.09 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -35/ 22V 0/ OH 1.50" 0.09 KDDF ( 625) 6.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.026" MAX BC PANEL TL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.035" MAX HORIZ. LL DEFL = 0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = 0.000" @ 0'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=19.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, m Truss designed for wind loads m 2 ' o in the plane of the truss only. I- fsi 0 L I III oRI 1 ;/ �'' M-3x4 l1-00 1-00 l O PF QFe [PROVIDE FULL BEARING;Jts:2,9,9 I �`o ,�NGINE�CR /b `‹ 8.782 P E -7_,JOB NAME : 3413-B POLYGON NW - BJ .�6/\\ /� Scale: 1.1073 ra./r 1.' -^.r. WARNINGS: GENERAL NOTES, uNess othenvise noted: (1I 1Truss: BJ Bulderand eroabnontnctarshould hoad IwdofatGoner.)Notes This dastgnis based only upon the paragetenshownand rot Indloldwl 9 OREGON o'` and Warnings before construction commences. building component.Applicability of design parameters end Q'' Ain 2.b4 compression web bracing must be Installed where shown.. Incorporation of wmponer la the responsibility of the bulelrp designer. � �; 3 Additional temporary bracing to insure stability during construction 2 Design assumes the tap end bottom chortle to be laterally braced length by 5 lathe rcaponstallty of the angor.Additional permanent Crating of T o c.and a1 10'o.c.respectively unless braced throughout their length by T DATE: 11/30/2015 the overal structure lame responsibility of the building designer, continuousrbging far suer)bacig re uireweresown+drywaN(BC). �� 3.In Impact bridging or lateral bracing required where shown.. UL S' SEQ.: Ki5 6118 4 4.No bad should be applied to any component untl after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete end at no time Mould any bads greater than 5.Design assumes trusses are to be used ins non-cono&vis environment. TRANS I D: LINK design loads be applied to any component. and ere fon'dry condition•of bee. sig5.ComWTrua has no control over and assumes no reaponsl011Ry for the 6.De esee esumee MI bearing at at supports Mown.Shim or wedge If EXPIRES: 12131/2018 ry' fabrication,handling,shipment and installation of components. 7.Desi d. 6.This design i NmEebed subject b the limes...set forth by e.Plaesnshel be boteassumes duoneboth leo..of pr odrainage isnplaned so their center November 30,2015 TPIMTCA In ECG,copes of which will be furnished upon request. lines coincide with joint center line. MiTek USA.Inc./Com uTrus Software 7.6.7 9.Digits Indicate sloe of piste in inches. 1 L P ( )'E 10.For basin connector plate dr/09n values see ESR-7311,ESR-1988(MITek) 1=111111111 .h,, 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 #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-15=(-2648) 11304 15- 3=( -758) 3660 11-22=(-264) 1800 2x6 KDDF #1.513TR T2 2- 3=(-12816) 3050 15-16=(-2302) 9724 3-16=(-1936) 366 22-12=( -92) 390 BC: 2x4 KDDF #16BTR LOADING 3- 4=( -8746) 2256 16-17=(-1950) 7802 16- 4=( -12) 594 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( -8050) 2210 17-19=(-2496) 9360 4-17=( -622) 82 2x4 DF 2400F A; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 34'- 0.0"V 5- 6=( 0) 0 18-20=( -108) 404 17- 5=( -330) 2134 2x4 KDDF ff15BTR B TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 8'- 0.0" TO 26'- 0.0" L 5- 7-) -7224) 2018 20-21=(-2166) 8308 17- 7=(-2586) 756 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 34'- 0.0" V 7- 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 <= 12"OC. UON. TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" L 9-11=( 0) 0 19-20=(-2058) 7942 TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 26'- 0.0" L 10-11=( -6138) 1702 19- 8=( -388) 1234 11-12=) -6882) 1862 20- 8=( -724) 422 NOTE: 2x4 BRACING AT 24"OC DON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12-13=( -6844) 1842 8-21=(-1138) 250 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13-14=( 0) 50 21-10=( -146) 942 _ 10-22=(-2088) 688 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OVERHANGS: 12.0" 12.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -900/ 3801V -95/ 95H 5.50" 6.08 KDDF ( 625) 34'- 0.0" -900/ 3801V 0/ OH 5.50" 6.08 KDDF ( 625) M-1.504 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, 9" oc in 2 row(s) throughout 2x6 top chords, ICOND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. 9" oc in 1 row(s) throughout 2x4 bottom chords, 9" oc in I 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" 1'( I MAX TL CREEP DEFL = -0.613" @ 13'- 4.7" Allowed= 2.206" 2-09-12 9-04-03 5-01 1-62-14 3-11MAX LL DEFL = 0.001" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ 35'- 0.0" Allowed= 0.133" 2-09 1 '. .-09-12f 0-0105 -08-081.---1'3-04-02 f f 9-05-08 ,r ,r ,r .f'' j' 1' 1' 1' 1 '1' MAX HORIZ. LL DEFL = 0.159" @ 33'- 6.5" 8-10 8-10 MAX HORIZ. TL DEFL = 0.257" @ 33'- 6.5" / =M-4x4+ T +597.30# M-3x8 1 +597.306 12 1' 12 Design conforms to main windforce-resisting 6.00 M-3X6 Q 6.00 system and components and cladding criteria. M-5x6+ M-5x6+ *��wM-3x6 6 wind: 140 mph, h=22.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, • (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6 load duration factor=1.6, M-4x10 Truss designed for wind loads M18HS-5x16 5 - 1 in the plane of the truss only. M-3x9 �JIY" -_ _4M-1.5x3 2M-2.5x4 or equal at non-structural diagonal inlets. M-3x8IIIPP o M-4x10 _41HHIllypii/41 ,a, �(o col .F 3.0...--.M5- 16 17 r 19 20 -� 14. l� M-3x9 M-3x8 0 I ,,r4-1.5x3 M-3x10 0.2541 M-3x8 M-3x8 1 1 M-7x10 x3.75 M-5x8 •?,0D PROF. 212 `2 2 2 2 2 2 2 2 s VAGINEE9 "Vo 2-05-082-09-122-11-08 5-02 4-11-08 3-07-10 3-09-06 8-02-12 2 2 2 2 2 2 1-oy-05-08 10-09-08 20-09 1-00 :9782PE <' 1-00 34-00 1-00 , JOB NAME : 3413-B POLYGON NW - Cl "ti! ill Scale: 0.1478 WARNINGS; GENERAL NOTES, uNessolhetotes Ia4 ,=VA EGONZpa'-. T1.Budder and erection contractor should be edv8Md of all General Notes I.This design Is based only upon the parameters shown and Is for an individual .A A h a G V 2'�'�, . Truss: Cl and Warnings before eonsrudion commences. building component.applkabUOy of design parameters and proper 77 I'll/`iY J 2.2x4 compression web bradng must be Installed where Moven*. 2.Desboo assumes s theennps nI l botlos the rm chords o beesponsibility lhten hthe dpra�ing sepner. /�U{1 3.Addllanal temporary bracing to insure stability during condnrcbon 7 o.c.end a110 e.e.respectively uNaae braced throughout their length by Ab, .L �\ Is the reeponelbOlty of the erector.Additional permanent bracing of continuous sheelhbg such as plywood sheathing(TC)end/or drywel(BC). DATE: 11/30/2015 the oven ebucture N the responsibility of the building designer. 3.5 Impact badging or lateral bradng required where Mown SEQ.: K 15 6118 6 4.No bad Mould be applied to any component until after al bracing end 4.Installation of bun Is the respeeiebtlty of Me respective contractor. �/ `` 12/31/2016 l] .fj q I] .4 p fasteners are complete and at no time should any bads greater than 5,Design assumes trusses are to be used 61.0n-corrosive environment, EXP 1 R ES. 1+G/J I/L.O 1 V. TRANS I D: LINK design bads he applied to any component and are for"dry condition"acing at ale.supports wedge 5.CompuTnn has no control over and assume.no responsibility Br the S.Design PAI bearing Mail w ria shown.shim or w.e If November 30,2015 essry. fabrication,handling,shipment and installation of components. 7.DeMgn assumes adequate drainage b prodded. 6.This design N furnished subject to the limitations set kith by B.Plates shell be located on both faces of Puss,and placed so their center TP WITCA in RCM,copies or which will be furnished upon request. lines coincide with(slot center linea. B.Digits Indicate sloe of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L(-E I0.For basic connector plate design values see 6158.1 311,ESR-1888(MITak) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS SC: 2x9 ROOF C1TIOR TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 SC: 2x9 ROOF 1SBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-376) 2138 3-10=(-253) 175 BC, 2x9 ROOF STAND SPACED 24.0" O.C. 2- 3=(-2510) 513 10-11=(-254) 1794 10- 9=( -15) 446 LOADING 3- 9=(-2275) 488 11-12=(-272) 1794 4-11=(-642) 235 TC LATERAL SUPPORT <= 12.0C. UON. 4- 5=(-1611) 937 12- 8=(-398) 2138 11- 5=(-229) 1069 BC LATERAL SUPPORT <= LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2275) 437 11- 2=(-615) 235 TOTAL LOAD = 92.0 PSF 6- 7=(-2275) 488 6-12=( -15) 996 OVERHANGS: 12.0" 12.0" 7- 8=(-2510) 513 12- 7=(-253) 175 LL = 25 PIP Ground Snow (Pg) 8- 9=( 0) 50 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT LIVE LOAD AT LOCATION(S) SPECIFIED BY INC 2012. MAX TIOZ BEG REQUIRED SPG AREA LOCATIONS' REACTIONS REACTIONS SIZE 2.47 (SPECIES)( 6 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -235/ 1542V -187/ 187H 5.50" 2.47 KDDF ( 625) 39'- 0.0" -235/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = -0.114" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.232" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.050" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.083" @ 33'- 6.5" 17-00 17-00 6-00-05 5-05-13 5-05-13 5-05-13 5-05-13 4 Design conforms to main windforce-resisting T 12 T 'fT ,( 6-00-05 system and components and cladding criteria. 12 Wind: 190 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 p Q 6,00 load duration factor=1.6, 4.0" 5 .f-)fTruss designed for wind loads in the plane of the truss only. M-5x6(5) 00000000000000. M-5x6(5) . 11441141111141444400444, 0.25" 0.25" M-1.5x3 iii\ /* 3 M-1.5x3 f`7 111111 0 \ / p 10 ' M-4x4 M-3x4 10.25" 3 '.M-4x4 3 M-3x4 M-5x8(S) o 1 8 09-09 y 8-02-12 y y yt. `�� R��cO 1 ,1' 8-02-12 8-09-04 ;�J ..a" �F` LP / ; 34-00 J' y CJ ,T •O'.i. 1-00 �"' 89782PE 9r JOB NAME : 3413-B POLYGON NW - C2 , e)\-,: :'- . Scale: 0.1727 �� WARNINGS: ►, Mr GENERAL NOTES, unless omemise noted: () Truss C2 1.Bolder and erection contradorshouldbeadvised oralGeneral Notes 1.This design is based onty upon the parameters shown and is for an individual ".sy1 OREGON s• and Wamings bebre construction wmmenws. building component.Applicability of destgn parameters and proper 7 4 2.2a4 compression web booing must be installed where shown.. Incorporation of component is IM reaponalbyly of the building designer. ••- 1 Additional temporary bracing to insure stability during construction 2.Design assumes Ms top and bottom chords to be laterally braced at "'9� �,c�[y`�:, ¢ Is the responsibility of the erector.Additional permanent bracing of T o.c.and at itl o.c,such unties bawd throughout melt length by I { ' DATE: 11/30/2015 the overall structure Is me responsibility of the bolding designer. continuous sheathing such ss plywood sheathing(TC)and/or drywal(BC). �`V SE K1561107 4.No bad should be led to4.In impact Mf toss mtstsret ooingry et the whereshowncome B .1 it Q• ate any component until seer ail booing and 4.Designs con truss is the responsibilityes of the respectee cont environment. U 4. lastenere ere complete ane n na time should any bads greater than 5.Design assumes busses are to be used In a non-corrosive environment TRANS ID: LINK destgn bads ba app Intl to any wmponenl. and are for"dry condition"of use, 3.Design sesames NI beadng at al support°shown.Shim or wedge If 5.CompuTnae has no control over and assume.no responsibility for the fabrication.handling,shipment end lnstaltsdon of components. ^°^°°°°ry EXPIRES: 12/31l01.6 8.This design Is furnished subject to His tkneatbns sal brth by 7.Design assumes adequate boths shall be located on fags N prose,and TPIM/ICA In SCSI,copies of which witMNmlahed upon request. S kneecol cid with Joint centertinegaoftruss,andpleadsolhebcenter November 30,2015 M)Tek USA,Inc./CompuTrua Software 7.6.6(1L}E S.Digits Indicate*de of piste In inches, 10.For basic connector place design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF 1&BTR LOAD DURATION INCREASE TCMBER 4PECIFICATIONS 1- 2=( 0) 50 2-11=(-774) 4293 11- 3=( -202) 1398 7-16=( 0) 406 SPAACECED D 24..0"" O .15 S.C..C. 2- 3=(-9872) 917 11-12=(-677) 3691 3-12=(-1247) 322 16- 8=(-206) 147 WE: 2x9 KDDF STANDR 3- 4=(-2797) 540 12-13=(-373) 2449 12- 4=1 0) 371 WEBS: 2x9 KDDF STAND LOADING 9- 5=(-2106) 491 14-15=( -8) 54 4-13=( -754) 176 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2076) 581 15-16=(-294) 1872 5-13=( -295) 203 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1621) 432 16- 9=(-390) 2127 14-13=) 0) 29 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2278) 986 13-15=( -144) 1319 8- 9=(-2501) 506 13- 6-) -301) 1073 OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 50 15- 6=( -57) 916 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" 2.97 KDDF ( 625) 39'- 0.0" -235/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 29 "or. spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.182" @ 13'- 4.0" Allowed = 1.659" MAX TL CREEP DEFL = -0.363" @ 13'- 9.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed= 0.133" 17-00 ` MAX HORIZ. LL DEFL = 0.108" @ 33'- 6.5" 17-00 I MAX HORIZ. TL DEFL = 0.179" @ 33'- 6.5" 2-09 5-03 5-04-12 3-05-08 6-06 4-07-07 6-00-05 f 12 Design conforms to main windforce-resisting 12 IIM-6X6 ' 6.00 system and components and cladding criteria. 6.00 6.0 „ Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 A--,( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ` load duration factor=1.6, al' �S M-5X6(5) Truss designed for wind loads M-1.5x3 in the plane of the truss only. 5 M-5x6(S) 0.25" r1111044144:454:441144i444440....0.25" 4+�M-3x6 M-3x8 3 °_° co co /moi 12 1340,...........-- '4`n S"�o c a, 1 M-3x9 0 14 15 o M-5x8 o M-5x8 M-4x8 0.251'6 -M-4x4 I M-5x6(S) o M-1.5x3 d 3.75 12 y l l y i' )• J' O,01) PR()Fe y 2-05-08y 5-03 5-08-04 y 3-07-04 8-02-12 8-09-04 l � ,..�\AGIN4- cS." 20-09 1-00 1-oy-os-oa 10-09-08 p �7 17 34-00 y 4t 89 82PE r JOB NAME : 3413-B POLYGON NW - C2-C . 0.1602 -- WARNINGS: GENERAL NOTES, "Messetherwlsenoted. v 17+GREG©IV�p'40 1.Builder and erection=Wader should be advised of el General Notes 1.This design Is based oMy upon the parameters shown and Is for an bkkidwl \,i Truss: C2-C end Warnings before construction commences, funding component.Applicability of design pennaters and proper 11 ^ y- 2.2x4 corn ressfon web bracing must be metalled when shown v. incorporation of component Is the rosponsibt of the founding designer. 6,4 2.2x4 meJ � p 2.Design assumes the lop ark bottom chords to be laterally braced al + 3.Additional temporary bracing to insure aaNlpy during construction 2 o.c.and d 1G o.e.respectively"Mese braced throughout their length by � I"'s rs \. k the nsstructure y of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PA 1-- DATE: 11/30/2015 the overallootd b re le the neponobply of the bolding designer. 3.2x Impact bridging or kterel bracing required where shown•• 4.No load should be applied to any component until after ell bracing and 4.Installation of truss la the responsibility of the respective contractor. SEQ.: K 15 6118 9 fasteners are complete and at no time should any bads greater than E.Design assumes trusses aro to be used Inc nenco oe ve environment. and are for•dry condition"of we. EXPIRES: yyp p[�Cp 12/31/2016 p I} /+�(} TRANS I D: LINK design bads be eppiled to any component B.Design assumes Ml bearing at all supports shown.Shim or wedge It LY1r'1 ES I��a��/`+� E Comps rm has no control over and assumes no responsibility for the neco fabrication,handling,shipment and Installation of components. 7.Desig assumes adequate drainage is plodded. November 30,2015 d.This design is furnished subject to the limitations set forth by 8.APlates shell be reae=shells with Mint n bothenter faces of truss,and placed so their center TPUWTCA m SCSI,=plea of which win be furnished upon request. lines Digits Indicate sae of plate in Inches. MITek USA,Ino./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see EBR-1311,ESR-1088(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-387) 2159 10- 3=( 0) 289 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. WEBS: 2x4 ROOF STAND 2- 3=(-2528) 537 10-11=(-389) 2151 3-11=(-570) 209 3- 9=(-1944) 499 11-12=(-263) 1708 11- 4=( -98) 542 LOADING 9- 5=1-1644) 990 12-13=1-920) 2151 11- 5=(-174) 99 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1649) 990 13- 8=(-418) 2159 5-12=(-179) 94 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1944) 494 6-12=1 -98) 592 TOTAL LOAD = 92.0 PSF 7- 8=(-2528) 537 12- 7=(-570) 209 NOTE: 209 BRACING AT 24"OC UON. FOR 8- 9=( 0) 50 7-13=( 0) 289 LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -222/ 1592V -152/ 152H 5.50^ 2.47 KDDF ( 625) 34'- 0.0" -222/ 1542V 0/ 0H 5.50" 2.47 KDDF ( 625) ,TT 2, 8: Heel to plate corner = 1.75" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.114" @ 17'- 0.0" Allowed = 1.659" MAX TL CREEP DEFL = -0.230" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.052" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.087" @ 33'- 6.5" 15-11-11 2-00-10 15-11-11 Design conforms to main windforce-resisting f system and components and cladding criteria. 7-03-04 6-05-04 3-03-08 3-03-08 6-05-04 7-03-04 f f ,f � Wind: 140 mph, h=22.7ft, TCDL=9.2,BC DL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14-00 14-00 load duration factor=l.6, 1' 1 , ,f Truss designed for wind loads 12 M-9X6 M-9x6 12 in the plane of the truss only. 6.00 4 M-3x9 �• S Q 6.00 M-3x9 M-3x4 3 M O /fo o 1 M-4x4 M-1105x3 0.25" 0.25"� e +9 f 12 13 \ M-1.5x3 =14-4x4 1 o y y M-5x8(S) M-5x8(5) y 4�V0 PR04, 7-01-08 6-05-04 y 6-10-08 y y 6-05-04 7-01-08 y ��j 4�\AGINRE/".9 1-00 34-00 1-00 4, 'Z.* :9782PE mac' JOB NAME : 3413-B POLYGON NW - C3 • Scale: 0.1852 ,y WARNINGS: GENERAL NOTES, unless othenvlee noted /'- i Bolder and erection contractor should be advised of al General Notes I.Thle de "? •'EGON (�N. Truss: C3 spm Is based only upon the parameters shown and le for Individual and Wemkps before construction commences, building component.Applimbilly of deep"parameters and proper Y Nr. 2.1x4 compression web bradng must be Installed where shown+. Incorporation of component Is the reaponsibllty of the building deepner. �� (4:4Z- /1- 3.Additional temporary bracing to Insure debility during conshucllon 2 Design assumes the lop and bottom chords to be laterally braced at is the responsibility of the erector.Addlbnal permanent brad I ex.end at/0 o.c.re ch..ly unless braced throughout their length by DATE: 11/30/2015 the ovenA structure is me rosponalblity of the balding designer.of contlnuoue eor such as plywood sheathing(TC)and/or drywel(BC). U L Q. ].In Impel bridgingoftruss or htenl bracing required where shorn++ { SEQ.: K 15 6119 0 4.No bad should be applied to any component WO after al bracing and 4.Indalalbn of truss Is the responsibility of the respective contractor. fasteners are complete end at no lime should any bads grader than 5.Design assumes busses are to be used In a rorconoslve environment. TRANS ID: LINK design bads be applied to any component. and are for"dry condition"of use. 5.Compu7ma has no control over and assumes no responsibility for the 8..Ncogaseunree Mt bearing et all supports shown.Shim or wedge If ( ��. 12/31/2016 � � �� fabrication,handling.shipment and Installation of mponents. ry' EXP co S.This design Is furnished abject to the limitations set forth by 6.Design le esnshal be ll000sttadequate d on both drainage provided. rruuss,and placed so their center November 30,20 5 TPWI'ICA In BCSI.copies of which coil be furnished upon request. lines coindde with Joint minter lines. MITek USA,Inc./CompuTrus Software 7,6.6(1 L)-Z S.DigIts Indicate We of plate in Inch.. 10.For bask connector plate design values see ESR-1317.ESR-1833(Wok) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-387) 2154 10- 3=( 0) 289 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2528) 537 10-11=(-389) 2151 3-11=(-570) 209 WEBS: 2x9 KDDF STAND 4=(-1944) 494 11-12=1-263) 1708 11- 4=( -98) 542 LOADING 4- 5=(-1644) 490 12-13=(-420) 2151 11- 5=(-174) 94 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1644) 490 13- 8=1-418) 2154 5-12=(-174) 94 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1944) 494 6-12=( -98) 542 TOTAL LOAD = 42.0 PSF 7- 8=(-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 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -222/ 1542V -152/ 152H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -222/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) JT 2, 8: Heel to plate corner = 1.75" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= 0.002" @ -1'- 0.0" Allowed = 0.100. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= -0.114" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL= -0.230" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.052" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.087" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 13-11-11 6-00-10 13-11-11 f f ' . Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-03-04 6-08-07 3-00-05 3-00-05 6-08-07 7-03-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 load duration factor=1.6, T Truss designed for wind loads 1212 in the plane of the truss only. 6.00 M-4x6 M-3x9 M-4x6 d 6.00 4 5 M-2_# A3X4 M rn 1 1 0IIII 11131 I 'M-4x4 M-1.5x3 0.25 0.25" M-1.5x3 =M 0 M-5x8(S) M-5x8(S) ,cv,`J hR OF4. y in in Y 1 in �4s co GE /0 7-01-08 6-05-09 6-10-08 6-05-04 7-01-08 c15b 1,,y y ma 17 1-00 34-00 1-00 8•782PE c'' JOB NAME : 3413-B POLYGON NW - C4 / A Scale: 0.1852 r/ • ,'� ♦� WARNINGS: GENERAL NOTES, udeseothenvles noted ©C.]Ef'�©It,! ��0) �. 1.Balder 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 OR7 lGaO�I VV Truss: C4 end Wamings before construction commences. building component.ApplIcabtiey of design parameters and proper " [} 2.254 seepreeels web bred mug be Installed where shown+ Incorporation of component la the resp.ds to of the building designer. 'g' �^,4 E'f V .10:(1._ /a` 3.Addalonel temporary basing to Insure stabil69 Acing construction 2.Design assumesatIS the lop nM.l unless ehords to 4 t,saghoaterally bracede rl I ` �(ye Is the re.pnndbllly el tit credo,.Additional permanent basing of 2 o.c.end.110'a.c.each..plyseda bead throughout their length by t Q. continuous groathing such as pyw ood Meatbng(TC)est/or dryvad(SC). -AUL. {- DAT E: 11/30/2015 the overall sle dura N the respondblity of the building designer. 3.28 Impact bridging or NNW brsdrg required where shown a s SE K 15 611 9 1 4.No load Should be appled to any component untI after all bredng and 4.Installation of tons is the responelbl1ly of the reepedNe contractor, Q• ladenm are complete and at no time should any loads greeter than 5.ledge sear.s trusses are N be used tea noncorrosive environment, end ere for•dry condition'of use. TRANS I D LINK design bads be applied to any compo...5.Commingle has no control over and assumes no responsibility for the 8'Design assumes dl baa ng et al supports shown.Shim or wedge if EXPIRES: 12/31/2016 febticalsn,handling,shipment end install.n of components. 7.ledge assumes sequels drainage is provided. November 30,2015 6.This design is furnished subject to the liml.tluns sot forth by 8.Plates shell be located en both faces of buss,and placed so their center TPW WCA in SCSI.copies of which will be furnished upon request. 9.Ins.coindde indicate site jointlo oflate in inches. s MITek USA,Ina./COmpuTrue Software 7.6.6(1L)-E to.For basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cit=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR 2- 3=1 0) 50 2-13=(-727) 2140 2-14=1-100) 159 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2- 4=(-2272) 789 13-14=(-727) 2521 12- 6=(-649) 628 LOADING 3- 5=(-2270) 723 14-10=(-727) 2521 12- 6=(-690) 241 TC LATERAL SUPPORT <= 12"OC. UON. 4- 6=1 0) 0 19-10=(-660) 2140 13- 4=( 0) 241 BC LATERAL SUPPORT <- LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1973) 679- 12"OC. DDN. DL ON BOTTOM CHORD 10.0 PSF 6-19=(-699) 260 6- 8=(-1970) 690 4-19=1 -88) 153 TOTAL LOAD = 42.0 PSF 7- 8=1 0) 0 14- 9=(-173) 153 NOTE: 2x4 BRACING AT 24"OC UON. FOR 8- 9=(-2272) 738 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (pg) 9-11=(-2500) 799 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10-11=( 0) 50 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -289/ 1542V -109/ 109H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -297/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.149" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.300" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.097" @ 33'- 6.5" Design conforms to main windforce-resisting 11-11-11 9-02-10 12-09-11 system and components and cladding criteria. If 5-00-05 4-02-05 3-01-03 4-07 5-01-08 I Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-01-08 4-07 2-03-03 (All Heights),I I I I I I I I I/ load duration factor=1.6,Cat .2, Exp.B, MWFRS(Dix), 10-00 10-00f Truss designed for wind loads 7 12 f f in the plane of the truss only. 6.00 M-4x6 M-9x6 lz M-3x8 Q 6.00 6 woo M-1.5x3 3 M-1.5x3 + + • M 0 12 'C -\ I of M-4x4 M-3x8 10.25" 14 i o M-3x8 =M_gxq I M-5x6(5) `.,D PROF, l y l l J• y 9-06-12 7-05-09 7-05-04 9-06-12 l y CO' „��GIN��-� ,rig 1-00 34-00 1-00 �t'f✓ +'yp-� ''O':97$2PE �r JOB NAME : 3413-B POLYGON NW - C5 Scale: 0.1852 WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: C 5 Bolder and erection contractor should be advised Oa General Nates This design is hexed only upon the parameters siw nand h for en NxNWdwl 8 w C/",,,,,1 and Warnings before conaructlon commences. budding component.Applicability of design Aerometers and proper +,yy. G4l V'VCC(}c:, 2.2x4 compression web bracing must be installed where Mown s. incorporation f pollen Is me rasponsibSty of the budding designer. w9 41. A� , . RQ 3.Addelonet temporary bracing to Insure stability during construction 2.Design eau the t P and bottom chords to M laterally braced at �/ 5�'� is the responibsty of the erodor.Additional permanent bracing of 7 ow end t 10respectively unless braced throughout their length by ` D ATE: 11/30/2015 the overall structure Is me reeponsibRty of the budding designer. Pu ie sheathing such e•Arwoodsheathing(TC)requiredasend/s tlrywed(BC). "1 4.No bad should be applied I.in Impost bridging Sr lateral bracing he peeps shown , 4.: K 15 611 9 2 to any component until after ad bracing and 4.Installation of buss is me respundbidty of the reepectNe contractor. fasteners are compete and et no time should any bads greater than 5.Design assumes trusses ere to be used Ins noncorrosive environment, TRANS ID: LINK design beds be applied to any component. end are for"dry condition.of use. 5,CompuTrus hes no control over and asomas no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES' febricedon,handling,shipment and installation of components. 7Decaseary. . 12/31/2016� �/ �� 8.ThiedesigmaNmlMrodnobledbmellmlteibnssetlonhby H.Patesisign ewmelctedonbothfdrainacete tss,prodded. NOV@11 ijer 30,2015 TNNNfCA Sr SCSI,copies of which will be furnished upon H.Platen shop be located)ulnt n bon feces of Iruaa,and placed so their center request. linea coincide with loin center lines. MTek USA,Inc./CompuTrus Software 7.6.6(11_)-EP.Digits indicate she of plate In inches. to.For basic connector plate dergn values see ESR-1311,ESR-1866(MITek) This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 34'- 0.0" INC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 LUMBER 4 KDDFZ#1&BTRS 1- 2=( 0) 50 2-11=(-495) 2190 3-11=(-175) 189 TC: 2x4 KDDF LOAD DURATION INCREASE = 1.15 2- 3=(-2509) 644 11-12=(-539) 2521 11- 4=) -83) 628 WE: 2x4 KDDF STANTR SPACED 24.0" O.C. 3- 9=)_2272) 562 12-13=(-534) 2521 11- 5=(-649) 236 WEBS: 2x9 KDDF STAND LOADING 4- 5=(-1973) 542 13- 9=(-549) 2140 12- 5=( 0) 241 5- 7=(-1973) 566 5-13=(-649) 208 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PIE' 7- 8=(-2272) 590 13- 8=)-174) 176 TOTAL LOAD = 42.0 PIF 8- 9=(-2509) 665 NOTE: 2x4 BRACING AT 24^OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 50 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" 0'- 0.0" -223/ 1592V -109/ 109H 5.50" 2.47 KDDF ( 625) BOTTOM CHORD CHECKED FOR DSP SC LIVE LOAD. REP 34'- 0.0" -233/ 1542V 0/ 0H 5.50" 2.47 KDDF ( 625) 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/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= -0.149" @ 17'- 0.0" Allowed = 1.659" MAX TL CREEP DEFL = -0.300" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL= 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.097" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 9_11-11 13-02-10 10-09-11 (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), load duration factor=l.6, 5-01-08 4-10-03 7-00-05 6-02-05 1-01-03 4-07 5-01-08 Truss designed for wind loads T 1' 1' 1' 1' 1' in the plane of the truss only. 10-00 ' T 6 M-4x6 12 12 M-9x6 M-3x8 Q 6.Oo 6.00 p re. M M-1.5x3 -1.5x3 3 + + 00000 M 0 o fI o sem. ® sre \0 -h* a 13 • 0 0 1 'M-4x4 M-3x8 10.25" M-3x8 =M-4x4 Io M-5x6(5) °� FWF'4. y y 7-05-04 l 7-05-04 l 9-06-12 y y ��`N., e ' N EER s/0 9-06-12 1-00 34-00 1-00 17 .' 89782PE r JOB NAME : 3413-B POLYGON NW - C6 " ,,,e!: Scale: 0.1852 (� /+y A�' 4111, WARNINGS: GENERAL NOTES, unbnatMrwlsa noted: ,e ••A OREGON �� }. 1.Bolder and eredlon contractor should be advised Wall General Notes 1.This design h based only upon the parameters shown and h for an Indlvklual !F ? Q �♦ Truss: C6 and Warnings before construction commences, building componentAppticadlly of design parameters and proper G� r 2,2a4 compression web bracing must be installed where shown w. incorporation of component la me responsibility of the building designer. at J 3.Additional tempora bracing to insure Madill),during construction 2.Design nd al tOe.the.tap and venom es,choto d throughout aterally braceden j�. `N 7 2 gin and st es hin.sash as plytively sed s hrocod(TC) nd/their sl)B). �r, A U L (c Is the responsibility of me erector.Additional permanent daring of continuous sheathing sash As plyveod sheathing(TC)and/or drywaW(BC). I" 1- DATE: 11/30/2015 tie overall structure Is the responsibliy of the building designer. 3.24 Impact bridging or lateral brodng required Were shown w Stl' K 15 611 9 3 4.No bad Mould be applied to any component until after al bracing and 4.Installation of buss 4the responsibility of the respectNe contractor. Q. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a nenceono&ve environment, and are lordly condition"of we. EXPIRES: q .A[ry/.9 TRANS ID: LINK design bads be applied to any component8.Design assumes full bearing at ail supportsshown.Shim or Wedge if EXA IROS: 1 /lLV 1 5.Gompu7Ns has no control over and wanes no responsibility for the negssary, 6 fabrication,handling,shipment and installation of components 7.Design assumes snequate drainage is provided. November 30,2015 8.This design Is furnished cogent to the limitetiane set forth by 8.Plateslae shall be locasd on Mini center th faces of gross,and placed co their center TPWVFCA In SCSI,copies of Whish WI be furnished upon request. bee Digits mdbele size of plate In Inches. MITek USA,Ina./CompuTfus Software 7.6.6)1L)-E 10.For basic connector plate design values sea ESR-1311.ESR-1088(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 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) 940 BC: 2x6 KDDF #16BTR SPACED 24.0" O.C. WEBS: 209 KDDF STAND 2- 3=(-8988) 1824 19-15=(-1508) 7862 19- 9=( -670) 2889 3- 9=(-9058) 1848 15-16=(-1226) 6930 4-15=(-1792) 972 LOADING 9- 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) 3980 15- 6=( -590) 996 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0)POE 6- 7=(-6386) 1170 18-12=( -544) 3458 6-16-) -838) 310 ___________ TOTAL LOAD = 92.0'PSF 7- 9=(-3556) 696 16- 7=( -148) 1198 8- 9=( 0) 0 7-17=(-2470) 506 NOTE: 2x9 BRACING AT 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3856) 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 `SEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) _,,-- ( 2 ) complete trusses required. 0'- 0.0" -1006/ 4915V -87/ 87H 5.50" 7.86 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 34'- 0.0" -398/ 2258V 0/ OH 5.50" 3.61 KDDF ( 625) nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0( 9" oc in 1 row(s) throughout 2x4 top chords, /x`/x` 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.128" @ 13'- 10.8" Allowed = 1.659" �@ HANGER BY OTHERS TO APPLY CONC. MAX TL CREEP DEFL = -0.910" @ 13'- 10.8" Allowed = 2.206" MAX LL DEFL = 0.001" @ 35'- 0.0" Allowed = 0.100" LOAD(S)EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.001" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.039" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.080" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 7-11-11 17-02-10 8-09-11 3-06-10 2-11-101-05-07 5-11-02 6-02-05 5-01-02 1-011-0 3-06-10 f Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f f ,( f T T ' .f ,( , T load duration factor=1.6, End vertical(s) are exposed to wind, 8-00 Truss designed for wind loads +5988 1' '( in the plane of the truss only. 12 M-5x8 8 M-5x8 12 M-3x4 M-3x4 6.00 p M-3x5 y 6 7 Q 6,00 �9� M-3x5 ,M-1.5x3 ,-,.,\ \ + M-1.5x3 M o o 1�I� 14 15 Al ee ..ar 41111&=.-7.-%%%3 -Yc M-3x10 M-6x8 0.25" ru 18 0 M-3x8 M-3x10 oI I� 3M93x#8 M-7x8(S) M-6x8 �V PRQF 1-00 6-02-12 1-04� 9-05-09 y 9-05-09 1-04y 6-02-12 y .,� q.�G�N��.9't00.. 34-00 1-00 44c 8'782PE �- JOB NAME : 3413-B POLYGON NW - C7 ,e'''' Scale: 0.1852 • x. e WARNINGS: GENERAL NOTES, unless otherwise noted )_, __ Truss: C 7 1.Bulder and erection contractor should be advised of sl General Notes 1 This tlealgn Is based only upon the parameters shown and b for en individual 9 OREGON ^71"d and Warnings befene constmdion commences. building component.Apolcadl1y of design parameters and proper13. V 2.2a4 compression web bradrg must be installed where shorn,a, incorporation of component la me responsibility of the building designer. �y � �: [}� 3.Additional temporary bracing m Insure stability during construction 2.Design assumes the top and bottom chords to be Weirdly braced et TAS h the responsibility of me erector.Additional permanent bracing of 7 o.c.and at 70 o.c respectively unless brscod throughout melt length by DATE: 11/30/2015 the overall structure le the responsibility of the building designee continuous sheathing w'ch as plywood sheathing(TC)and/or tlrywsA(BC). '1. ,a i� 3.2a Impact bddging or lateral bracing required where shown+• a f.,UL `` SEQ.: Ki5 6119 4 4.No load Mould be applied to any component untl eller al bracing and 4.Installation of truss Is the roapontlblAty of me respedNe contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes Innen aro to be used Ins noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition'of ues. 5.CompuTrus has me control over and assumes no responsibility for the6.De 5,gN assumes 5.8 tutoring al a8 support shown.Shim or wedge if EXPIRES:.RES: 1c131/ 016 febdcatbn,handling,shipment and installation of components. ry' 7.Petlgn assumes adequate drainage le presd. an November 30,2015 5.This design is furnished a.subjectate a the l befbne re by S.Pelee shat be located on both(scat of truss,and placed ala their center TPbWfCA b SCSI,cope.of vNdch Ml ba furnished upon request. line°coincide with Joint canter lines. 9.Digite MITek USA,lnc./CompuTrus Software 7.6.7(1L)-E 70.For baisc conndicatenector(pistee ign values piste design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 416BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-31) 112 6-5=( 0) 18 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-183) 0 5-7=(-68) 219 5-3=( 0) 58 3-4=( -19) 35 3-7=(-221) 69 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT 0= 12"OC. 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) 0'- 0.0" -53/ 357V -14/ 77H 5.50" 0.57 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 3'- 10.0" -190/ 108V 0/ OH 5.50" 0.17 KDDF ( 2 ) 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 1OPSF 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= -0.008" @ 2'- 4.7" Allowed = 0.170" 3 11-11 MAX TL CREEP DEFL = -0.019" @ 2'- 3.8" Allowed = 0.226" 1' '1 MAX LL DEFL = 0.000" @ 6'- 3.7" Allowed= 0.178" 2-03-12 1-07-15 MAX BC PANEL TL DEFL=-0.017" @ 4'- 0.2" Allowed = 0.173" f f f MAX HORIZ. LL DEFL= -0.005" @ 6'- 3.7" 12 MAX HORIZ. TL DEFL = 0.010" @ 6'- 3.7" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 4 -/ Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 0 load duration factor=1.6, '�' o Truss designed for wind loads I in the plane of the truss only. oo 0 I C� o IIN o M-3x4 ImadIo .I 1 2i:7:EO M63x9 0 M-3x4 M-3x5 y y l l 2-03-12 3-11-15 1-08-05 y 1-00 2-05-08 y 6-00 5-06-08 y �4EOr PROpe (PROVIDE FULL BEARING;Its:2,9,7 I t `' � `^' �r'="�'y 9 V17. - V/89!8L'1-ET • • JOB NAME: 3413-B POLYGON NW - CJ2 Scale: 0.5501 �,A- 4, r WARNINGS: GENERAL NOTES, udensotherwlee noted �A.OREG0N �1, ,` 1.Balder end ereclbn contractor Mould be advised oral General Notes 1.building dgn Is ba e onlyonApplicability of parameters smeters shoand issroq n individual ` I.Yt,t��Y:.,;ry rt' 'G'. Truss: CJ2 and Wamings before ronstr,dlon commences. m ion parameters 2.Be4 compression web bradng must be installed where shown a. Incorporation of component Is the responsibility of the buddln9 designer. 3.Additional temporary bracing to Inure stability during construction Z.Design assume'the top sand bottom cbra b be laterally throughout t their at ` PA 1+{ j 7 ntin end et ee10'hin.each as plyplywood unless braced)TE)and/or rheir tengm). 1J 1+. Is the roeponNMlBy of the erector.Additional permanent brednp of continuous sheathing such as plywood sirsaming(TC)erM/or tlrywsl(BC). DATE: 11/30/2015 the overall structure Isthe responsibility of the balding designer. 3.2e Impact bridging or lateral bredng required where shown++ SE K 15 6119 5 4.No load should be applied to any eomponenl and after al bracing end 4.Installation of Wed la the responsibility of the respective contractor. Q• fasteners ere compete and et no time should any hada greeter than 5.Desibusses are to be used in a non-corrosive environment, EXPIRES: 12/31/2(116 design loads be applied to any component. end are gn asor sumes full Mari or use. TRANS ID: LINK 5.CompcTraehas nocontrol over and atsumesnoresponsibility tor the 8.nesicossary. ea ullbsa ng at elauppodssiwvm.Shimarwetlgall November 30,2015 awry. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. B.This design is furnished subject to the limitations set forth by B.plates shag be lowed on both faces of truss,and placed en their comer 7PIMTCA In SCSI,copies of which nil be furnhhed upon request. linea colndde with joint center lines. 9.Digits indicate size of plate in indles. MITek USA tnc.lCompuTrus Software 7.6.6(IL)-Z 10.For basic connector plate design values see ESR-1317,ESR-1988(MITsk) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 PC: 2x9 KDDF pts BTR LOAD DURATION INCREASE = 1.15 mc: 2x9 KDDF pl&BTR 1-2=( 0) 50 2-6=(-101) 239 6-5=( 0) 18 WEBS: 2x9 RIDE STAND SPACED 24.0" O.C. 2-3=(-320) 55 5-7=(-211) 477 5-3=( 0) 64 LOADING TC LATERAL SUPPORT <= 12"OC. SON. 3-9=( -50) 46 3-7=(-983) 213 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 = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -57/ 911V -22/ 108H 5.50" 0.66 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -111/ 118V 0/ OH 1.50" 0.19 KDDF ( 625) 8'- 0.0" 0/ 148V 0/ OH 5.50" 0.24 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 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" 5-11-11 MAX LL DEFL = 0.021" @ 2'- 9.7" 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" T 'I ,, 12 MAX HORIZ. LL DEFL = -0.019" @ 6'- 3.7" 6.00 MAX HORIZ. TL DEFL= 0.022" @ 6'- 3.7" 9 Design conforms to main windforce-resisting H system and components and cladding criteria, Wind: 190 mph, h=20.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 11/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oload duration factor=1.6, M-4x6Truss designed for wind loads pco in the plane of the truss only, 3 �ENfl _ illaillIllinn.....__ O alil MN ftm 1.=.41m -m -3x9 i I 1 �� M6-3x4 O M-3x9 M-3x5 • 1 l ' l 2-03-12 3-11-15 1-08-05 y 1-00 y 2-05-08 y 8-00 5-06-08 ), c),0-c),0-.)� PROre S.... 'PROVIDE FULL BEARING;Jts:2,4,7 I r r+l E /� � ,,,L.(:TJ 1 (fir 9 .` :9^7�t 11 V82P 9v JOB NAME: 3413-B POLYGON NW - CJ3 -/ s Scale: 0.5126 �� / BMW WARNINGS: GENERAL NOTES, urleesothenvbenoted 4- OREGON�cz's Q,,.. Truss: CJ3 1 BuIderand.radionwntradorshould bencel�a of el General Nates I.This design I based only upon the parameters mownand is for an individual � �� .•4 „ and Warnings before construction commence.. building component.Appllwdllty of design Paremelere and proper it 2.2x1 compression Web bracing moat be Installed where shown.. Incorporation of component Is the respon&bllly of the balding designer. 3.Additional temporary brechg to Insure stability during combustion 2 Design assumes the lop and bottom drortls to he laterally braced at l is the responsibility of the erector.Additional permanent bracing of 7 o.c.andwu at 10 o.c.re ch as untess braced throughout their efl)B by --AUL (L •\ DATE: 11/30/2015 the overall structure is the responsibility of the balding designer. Contin"ue sheathing such a.plywood sheammg(TC)and/or drywa8(BC). 1'•1�,/1+. 3.2v Impact bridging or Wesel bredng requted where shown so SEQ.: K 15 6119 6 4.No bad should be whiled to any component until after all braving and 4.Inetahatlon of truss le the responsibility of the respective centred*, fasteners ere complete and at no time should any bads greater than 5.Design assume.trusses are to be used In a non-corrosive and are for condition.of use. EXPIRES. 12/3112016 TRANS ID: LINK eestgnb.dsbeappltedbanycomponent. environment, 6.Design� aswmp M beadng at eh euppons shown.Shim or wedge If 5.CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment end Installation of components. 7.Design.wanes adequate drainage is provided. November 30,2015 8.This design Is furnished subject to the limitations set forth by 8.Pietas shall be located on both faces of truss,and placed.0 their center TPIWTCA In SCSI,oopbe of which will be furnished upon request. Ines coMcbe with)olid center linea MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-Z 9.Digits indicate.@e of plate In inches. 10.For basic connector plate design vetoes sae ESR-1311,ESR-1989(MITch) 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 #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=(-127) 93 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0).DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0.PSF 0'- 0.0" -58/ 481V -30/ 139H 5.50" 0.77 KDDF ( 625) 7'- 9,2" 0/ 101V 0/ OH 5.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -94/ 219V 0/ OH 1.50" 0.35 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX 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 HORIE. LL DEFL = -0.001" @ 7'- 11.2" MAX HORIZ. TL DEFL = -0.001" @ 7'- 11.2" 3 -1 12 Design conforms to main windforce-resisting 6.00 1 '' system and components and cladding criteria. A 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. m 0 t o m O I y�� C C o I 2�� Mli I o M-3x4 1-00 (PROVIDE FULL BEARING;Jts:2,4,3 I 9-00 '<<- R UFfiSs '.. :9782PE c-- JOB 'JOB NAME : 3413-B POLYGON NW - CJ7 • -�- Scale: 0.5126 •✓ J, WARNINGS: GENERAL NOTES, Mess otherwise noted: 7 may/+ REG f"� f` �. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is bawd only upon the parameters shown and Is for an MdNidual 7 R v p Truss: CJ7 and Warning.before construction commences. building component.Applicability of design parameters and proper (� 2.2x4 compression web bracing mus he Insalled where Moon.. incorporation of component Is the responsibility of the building designer. *,94,17+2,40 � AR V. '� 3.Additional temporary bracing to insure debility during construction 2 e.o.assumes the top and bottom chords to he laterally braced et F �,+ th by NM Me responsbility of the erecter.Additional permanent bracing of 7 neo.and et.a ldn rsuch ply plywood .braced(TC)n d/they bngB). ^ V continuous t 10 o.ng such as pyvaotl s Mood throu hoot t dryweN(BO). ��..0 {e� DATE: 11/30/2015 the overall sbuciure Is the responsibility of the building designer. 3.2a Impact badging or labral brsdng required Mere shown.• S E K 15 61 19 7 4.No load should ha applied to any component until after ail bracing and 4. t:dation of wee is responsibility of the respecthe contractor. 4• fasteners are complete and et no time should any leads greeter than 5.Design assumes troves are N be used Ina noncorrosive environment, design loads be applied to any component. and aro for"dry condition'f use. TRANS ID: LINK 8.Dasgneswmeah/lbearNgat05aupponaNavm.Ohioa,wedge ll EXPIRES: 12/31/2016 5.Compu7rus has no control over and assumes no rosponslMlMy for Me EXPIRES: fabrication,hendlkp,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.1165 design N Mmiahed subject to the BmBetlans eat forth by 8.Plates shell be located on both Nees f truss,and placed so their center TP WVECA In SCSI,copies of which veil los NmlMed upon request. lines coincide odd,l int center lines. 9.Digits Indicate sHe or plate M Inches. MITek USA,Ina./CornpuTrus Software 7.6.6(1L)-E to.For bade connector plate design values sea ESR-1311,ESR-1988(Musk) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" TC: 2x4 KDDF #168TA IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-7=(-239) 401 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-492) 122 6-8=(-491) 803 6-3=( 0) 83 WEBS: 2x4 KDDF STAND; 3-4=(-127) 105 3-8=(-805) 447 2x9 KDDF #16BTR A LOADING 4-5=( -10) 5 4-8=(-176) 156 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT 1= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -80/ 473V -54/ 144H 5.50" 0.76 KDDF ( 625) 8'- 0.0" -46/ 328V 0/ OH 5.50" 0.53 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (- 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" 2-03-12 0-01-12 MAX LL DEFL= 0.046" @ 2'- 4.7" Allowed = 0.354" 5-06-08 MAX TL CREEP DEFL = -0.070" @ 2'- 4.7" Allowed = 0.472" T 1T 4 MAX HORIZ. LL DEFL = -0.029" @ 7'- 8.2" M-1.5x3 MAX HORI2. TL DEFL = 0.036" @ 7'- 8.2. 12 4 5 6.00 fDesign conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, AS710Hei: 2dttl6C2: DL66P0B durs dehe pane of the truss only. co 0 I M-4x6 ° I°D Mil .n .2-11 o M-3x4 0 0 1 ►� Mi 3x4 0 M-3x4 M-3x5 J• l . l 2-03-12 5-02-12 1-05-08 b 1 y y � ��Q I FtQ, 1-00 2-05-08 8-00 5-06-08 E$, / \c G'N z 89782PE <"' JOB NAME: 3413-B POLYGON NW - CJ8 ,....e Scale: 0.4751 OREGON WARNINGS: GENERAL NOTES, unless otherwee noted. 1' OREGON ha"v� . Truss: CJ8 I.Budder end erection contractor should be etl iced er wi o.nerol Notes his design is based only upon the peremslero ehovm end h for an lnct I "y� 4 y A and Warnings before construction commences building component Applicability of design parameters and proper 2.244 compression web bracing must be Installed Where Moven 4. Incorporation of component b Me responsibility of the holding designer. 3.Additional lamporary bracing to Insure stability during oonsiructl°n 2fr PM Design assumes the top est bottom drone to be laterally braced et A UL " le the responsibility of Me erector.Additional permanent bracing of Y o.c.end at 0.o.c.rcoot,c plywood massa braced throughout their length by \ DATE: 11/30/2015 the overall structure is the reeponsibltty of the bolding designer. continuous steaming such as sheathing(TC)end/or drywal(BC). 3.2e Imped bridging or lateral bracing required where shown.. SEQ.: El5 6119 8 4.No load should be applied to any component until after ell bracing end 4.Instegatbn°limes is the responsibility of the respective contwd°, fasteners are compete end at no time&mid any beds greater than 5.Design assumes tenses are to be used In a normonoslve environment, TRANS ID: LINK eeagnfoad.be.pgleafo.nyarnponeM. and are for"dry condNon"ofuse. EXPIRES: 12/31/2016 5.CompuTros has CO control over and assume.no responsibility for the B Design assumes h81 bearing et all suppone shown.Shim or wedge If fabrication.hanging.shipment and lnefalhtlon°faomponents. �ry November 30,2015 S.This designh furnishedsubject to the!Wisdom set forth by I'Design assumes adequate drainage is provided S.M TPWITCA b SCSI,copies of which MI he furnished upon r Plates snap be eaten on both feces of Irwe and pisses w their center equest, pees coincide with joint center linea MiTek USA Inc./CompuTN8 Software 7.6.6(1L)-Z 8.Digits indicate sea of plate b Inches. 10.Far basic connector plate design values see 686-1311,ESR-7988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF 41&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=(0) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+01( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PIP 0'- 0.0" -69/ 286V -7/ 47H 5.50" 0.46 KDDF ( 625) 1'- 10.9" -139/ 136V 0/ OH 1.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.005" @ 1'- 1.5" Allowed = 0.195" MAX BC PANEL LL DEFL = 0.011" @ 3'- 6.6" Allowed = 0.350^ MAX BC PANEL TL DEFL = -0.075" @ 4'- 9.8" Allowed = 0.967" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX BORIZ. TL DEFL = 0.000" @ 1'- 10.9" 1-11-11 1' Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 Wind: 140 mph, h=19.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 (� o rn o _ m _ �<9o / I M-3x4 J. l l 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 <<- .cis,Ep PROFE co NG;INEC� cS/© 4 :9782PE C JOB NAME : 3413-B POLYGON NW - J1 40, "i Scale: 0.6001 11,7 / '^ WARNINGS: GENERAL NOTES, nlessotarvdse noted T", OREGON 111 lel') 1.Builder and erection contractor should bs advised of SI General Notes 1.This desig I based y upon the parameters shown and Is for an bdrvldusl .rf 'TA R l,-O N © .Q.,.‘"' '- Truss: J1 end Warnings before conanmson commences. building component.Applicability of design parameters end proper v 2.2t4 eonprepbn web bredrg must be antallad where Mown+. mcorperatbn of component h me responsibility of the building Msigner. "� -r E]V 4 5 t, 3,AtldEonel temporary bracing to meats stadlAy during constructton 2.Design assumes the lop end bottom •chords to be lararaAh bread at sl 1 f _(Tyr h the reeponstbllty of me eredor.Additional permanent bracing of T ntinx.and a1 ee hin.respectively ply aria.Mead throughout and/rtdr sl(B).by V continuous sheathing such as plywood sheathing(TC)andbr tlrywaA(BC). � !"'�, �� i;\.4� DATE: 11/30/2015 the overall structure la Bre responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown++ SE K 15 612 0 1 4.Na bad should bs applied to any component until after al bracing and 4.Instillation of truss I.the responsiblAy of the reapedte contractor. Q• fasteners are complete and at no time should any bads greater than 5.Dadgn assumes trusses are to be used In a noncorrosive environment, end are for"dry condition"of use. design loads be applied to any component.TRANS ID: LINK 5.Compuareshas nocontrol over and eewmesnoresponsibiliyfor m. S.Deng Inhumes Rdbeeringatcieopponsarown.Ohlmoreadgelf EXPIRES: 12/31/2016 fabrication,handling,.hlpment and lnatNlagen of components. 7.Design assumes adequate drainage is provided. November 30,2015 S.This design is furnished whited to the limitations sit forth by S.Plates shall be bated on both faces of Inns,and placed as their center TPIMTCA In SCSI,copies of which WA be furnished upon requesi. Ines g.Digits indicate e with shecenternt lisa.. te slaaoplats in MITek USA,Ina./COmpuTnts Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 RODE' CATIOR TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF #1BTR LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. 2-3=( 0) 50 2-9=(D) 0 TC LATERAL SUPPORT G= 12"OC. UON. 2-3=(-59) 61 BC LATERAL SUPPORT G= 12"0C. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT DL ON BOTTOM CHORD = 10.0 PSFMAX TIOZ BRG REQUIRED BRG ES OVERHANGS: 12.0" 0.0" LOCATIONS0'- .1 REACTIONS REACTIONS 7H SIZE 0.57 (SPECIES) TOTAL LOAD= 42.0 PSF 0'- 0,0" -43/ 357V -14/ 77H 5.50" 0.57 KDDF ( 625) 3'- 10.9" -149/ 139V 0/ OH 1.50" 0.22 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 8'- 0.0" 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" MAX BC PANEL LL DEFL = -0.012" @ 3'- 6.6" Allowed = 0.350" MAX TC PANEL TL DEFL = -0.026" @ 2'- 2.2" Allowed = 0.369" MAX BC PANEL TL DEFL = -0,111" @ 4'- 4.8" Allowed = 0.467" 3-11-11 fMAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 12 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 -7 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, Truss designed for wind loads in the plane of the truss only. N rdi 1 ��9 M-3x9 l 1 1-00 I PROVIDE FULL BEARING;Jts:2,3,4 I 0-00 PROpe �p `z` :97$2PE Vic" JOB NAME : 3413-B POLYGON NW - J2 • Scale: 0.5751 �..G].„„die WARNINGS: GENERAL NOTES, unless otherwise noted: /`-. / Truss: J2 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is bran individual A- ,w E GOIk i e,d Wammga won,conebudbn commences. building component.Applicability of design parameters and proper 7� 44-71 V'V 2.204 compression web bracing must ba installed where shown 4. bcorporatbn olcomponent k the responsibility of the building designer. 3,Additional temporary bracing b Matra stability during ensiructbn 2.Design assumes me top and bottom dwrds to be klarelly braced at ' .90/C, {„� '`��. DATE: 11/30/2015 la the responsibility of the erector.Additional permanent bracing of Y o.c.and at 10'o e reepectIvely Mess braced throughout their length by fS/J `j� y C4✓`. the overall structure Is the responsibility of the bulking designer. 20continuImpact sheathing such lateral b acing re at,ed others sown,tlrywel(BC). SEQ.: K1561202 4.No load should be applied to componentany4.In lanofr se0,sresponsibility aprodngryofthewhpewn.♦ /+ 1 until aver all bracing and 4.Designlbn Ohms is gra roapo be use of the respective non-corrosive contenvironment, L fasieeto are complete and at no time should any bads greater than 5. assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be appged to any component. and are for"dry condition"of use. 5.I wpu7rue he no control over and sesames no responsibility forma 8.Design assumes fug bearing at all supports Mown.Shim or wedge if y �j �v fabrication,handling,shipment end installation of components. necessary, /�PIiI E'J. �� Thla assign le lumlsilad aub)ect Mint Iimfeoana eel forth by 7.Design assumes adequate drainage Is provided. �^ "� 8. TPUWTCA m SCSI.copies of which Nib,famished upon request. lines scoincide with Joint enterlines. of truss,and placed so their center November 30,2015 MITek USA,Inc./CompuTrus Software 7.6.6(114-E9.Digits Indicate sire of plata In Inches. 10,For basic connector plate design wares see E813-1311,ESR•1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 1-2=( 0) 50 2-4=(0) 0 TO: 2x4 KDDF H14BTR LOAD DUSPAIED I24R0ASE C 1.15 2-3=(-93) 73 SPACED 24.0" O.C. BC: 2x9 KDDF µ1fiBTR TC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD 42.0 PSF 0'- 0.9" 125/ 170V -22/ 108H 5.50" 0.67 KDDF ( 625) OVERHANGS: 12.0" 0.0" 5'- 10.9" -125/ 170V 0/ OH 1.50" 0.27 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) B'- 0.0" 0/ 82V 0/ OH 5.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = T.ON2 L @ S: L L0.0^/24 Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.086" @ 3'- 2.2" Allowed = 0.395" MAX BC PANEL TL DEFL = -0.149" @ 4'- 1.4" Allowed = 0.467" 5-11-11 I' MAX HORIZ. LL DEFL _ _ _ '� MAX HORIZ. TL DEFL -0.000" @ 5'- 10.9" 12 6.00 � 3 Design conforms to main windforce-resisting system and components and cladding criteria. ') Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dlr), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 rt co 0 I li of 1,-�---� 0 M-3x9 lb 1-00 [PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 �tigc O R Upas ' ��GINEfih' igo, 17 8.782PE r JOB NAME : 3413-B POLYGON NW - J3 Scale: 0.5501 .� --'• r. -' WARNINGS: GENERAL NOTES, unless otherwise noted. Co. ,RF;�QN 1{pu,.. 1.Builder and erection oontrador should be ad deed dal General Notes 1.This design Is based only upon the parameters shown end h for an indvkuel ` Truss: J3 end Wamlrge before condructlon eonmrencee, balding componentApplleabBRy of design parameters end proper tee., V� r '(! 2.2s4 compression web bracing mud be installed where shoen•, incorporation of component Is the responsibility of the laterally design*,try J 3.AddMlensl temporary bracing to insure dabiRy during condnwllon 2.Design assumes the top end bosom ctWMd to be roagha braced atby �,r. ,.y J • Is the reepomdbiliy of the erector.Additional permanent brains of T eofl and al i V hin.such as ply woods bread(TC)and/rhey si)Bngth). • ,e µ� continuous sheathing Such as plywood sheathing(TC)end/or byWal(BC). f.� 1- DATE: 11/30/2015 the overall dnwlure 5 the responsibility of the buldng assigner. 3.2K Impact bridging or lateral bracing required where drown•• 4.Na load should be applied to any component untl after al bradnp and 4.Installation Ohms Is the responsibility of the respective codrsctor. SEQ.: K 15 612 0 3 fedeners ars compete and at no time should any loads g eater man 5.ledge assumes(nieces era to Be used In a noncnnesive environment, deign weds be applied to any component. and are for•dry condition'.of use. EXPIRES: p r� p 12/31/2016!�/Yj�( ry TRANS I D: LINK 6.Design assumeshit hearing st all supports shown.Shim or wedge If I RES 2/3 I l-01 5.CompuTrud has no control over and assumes no responsibility for ne fabrication.hendlyg,empment and mstalleBon of components. 7.Deign assumes adequate drainage is provided. November 30,2015 6.This design is hnddNd Subject to the IknlatIons set forth by a.Plates sal be�joint on both thr g^hoes of trues,and placed so their ceder TPBWfCA In SCSI,copes of which roll be furnished upon request. 9.Digits indicate size of plate In Inches. MITek USA,Ino./CompuTru6 Software 7.6.6)1L)-E 10.For basic connector plate dodge values see ESR-1311,ESR-1865(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 50 2-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-127) 92 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C, DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 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 POP Ground Snow (Pg) 7'- 11.7" -94/ 218V 0/ OH 1.50" 0.35 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.270" @ 4'- 9.1" Allowed = 0.544" MAX TC PANEL TL DEFL = -0.353" @ 4'- 5.9" Allowed = 0.817" 7-11-11 MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.9" fMAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 12 3 -,r 6.00 Design conforms to main windforce-resisting 0system 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.R, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. c 0 M 0 f1 m j,_ rarli o o 1 2 4W'41 M-3x4 l 1 l 1-00 'PROVIDE FULL BEARING;Jts:2,4,3 I 8-00 ` :9782PE -vim` JOB NAME : 3413-B POLYGON NW - J4 4., ,de, Scale: 0.5126 WARNINGS: GENERAL NOTES, unless otherwise noted �� MAW 4 TrussJ4 1.Builder and erection conlroder should be advised Mall General Nates 1.This design is based only upon the parameters shown and i far an individual 1 OREGON N end Warnings before construction commences. building component.Applbabllty of design parameters and proper /yam 2 204 compression wale bradrg must be Installed where siwww+, Incorpm:0km of component Is the responsibility of the building designer. 7,.e� 4� .8 "R 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at �l _{ Ie ms responsibility of the erodor.Additional permanent bracing of 2 o c and at 1B o c reepectNely unties braced throughout their length by L.. A UL ��V DATE: 11/30/2015 the overall structure I.(he responsibility continuous Meaning such as plywood Meathmg(TC)end/or drywsl(BC). 1 J+y apo ty of the building designer. a?chirped bridging or lateral bracing required mMiffsare shown++ I"' SEQ.: K 15 612 0 4 4.No bad Mould be applied to any component until alter all bracing and 4.Installation Ohms la the responsibility of the respedNe contractor. fasteners are complete end at no time should any pads greater than 5.Design assumes trees are to be used ins noncerroelve envlronmen, TRANS ID: LINK design bads be applied to any component. end are far"dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibility ler the8.Design assumes Ml bearing Nail supporta shown.Shim or wedge If l�-r fabrication,handling,shipment and mehllatbn of components. 7.Design assumes.--, adequate drainage N prodded. EX 'R ES' 12/31/2016 8.Thi.design Is furnished subject to the limitations set forth by 8.Plates shallbe located on both feces Mime,end placed so their center November 30,2015 TPIWVICA in SCSI,copies of width wit be NmiMad upon request. Ines coincide with joint center Anes. MlTek USA,Inc./Compulrus SORwere 7.6.6(ILFE s.Digits indicate size of plate In Inches. 10.For basic connector plate design values sea ESR-1311,ESR-1988(MITA) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #13BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 BC: 2x4 KDDF #1iBTR SPACED 24.0" O.C. 3-4=(--99) 137 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 442V -37/ 170H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 90V 0/ OH 5.50" 0.14 KDDF ( 625) 7'- 11.2" -202/ 491V 0/ OH 1.50" 0.63 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -93/ 28V 0/ OH 1.50" 0.04 KDDF ( 625) REQUIREMENTS OF TBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.200" @ 3'- 10.8" Allowed = 0.546" MAX TC PANEL TL DEFL= -0.194" @ 3'- 10.9" Allowed = 0.820" MAX HORIZ. LL DEFL = -0.002" @ 7'- 11.2" 4 -e MAX HORIZ. TL DEFL = -0.002" @ 7'- 11.2" I 12 )I� Design conforms to main windforce-resisting 6.00 3 system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. c 0 ul m 0 v 0 2law=14 5►� -+ I o' M-3x4 l � �Q PRn�Fss 1_00 8-00 (PROVIDE FULL BEARING;Jts:2,5,3,9 1-11-11 444 �vyGINEF� 15, /per Gt. :9782PE <' JOB NAME : 3413-B POLYGON NW - J5 • Scale: 0.4500 ® � , WARNINGS: GENERAL NOTES, unkssoBwmNanoted. �v,•sy OREGON CI'S/'Y(ll �}4 1.Builder and erection contractor should be advised of al General Notes 1.Tills design is based only upon the parameters ahovm and Is for an individual 77- OREGON Truss: J5 and Warnings before mnahuctbn commences. building component.Applloarlby of design parameters and properincorp �� [} ] 2a4 compression web bracing must be Installed where shown v. Design mu of component Is the mrechords lbplty of me binding designer. v "S, pleas 2 Design mums the top end bottom choke to las laterally braced al 3.Additional temporary bracing to Insure Nobility during construction 2•cc.and at 10 o e raspeclhely unless braced throughout their length by " V Is the responsibility of the erector.Addlbnel permanent bracing of consnuous sheathing such as plywood sheathing(TC)andlur drywal(BC). Pq U L %- DATE: 11/30/2015 the overel structure lame reaponsiblity of the building designer. 3.2s Impact bridging or lateral bracing required where shown SE K1561205 4.Nobadshould be applied toany component untlafter albracing and 5.D.NgnB.snooftarIssthe es aeetobbuseeobrerwan-osnsslNe ve.n contractor. Q• W.I.are complete and at no time should any loads greater than and are for"dry condition'of use. �/q pcp r�.l)ry/� c TRANS I D: LINK design bads be applied to any component 8.Design assumes Nil bearing at a8 supports shown.Shim or wedge if EXPIRES:�R C J. 1 2�3 1/20�6 5.ComWTrs hes no control over and assumes no responalWllly for Ihs scoasry. GY1!- C.v fabrication,handling,shipment and InMdktion of component.. 7.Design assumes adequate drainage is prodded. November 30,2015 8.This design Is banished tabled to the limitations set forth by 8.Plates shag be bated on both faces of truss,end placed.o theb center TPWWCA In SCSI.copies of which will be furnished upon request. g,Ins,Digitcoincide iinncidte with size ofnt oglees ter lines. Mrek USA,Inc.lCompUTrus Software 7.6.6(1L)-E t0.For basic connector plate design values se EOR-1311,808.1980(MITek) This design prepared from computer input by PACIFIC LUMBER-BC I LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" TC: 2x4 KDDF M160TR IBC 2012 MAX MEMBER FORCES 2-5=)5F/Cpl=1.00 BC: 2x4 KDDF M1&BTR. LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 SPACED 24.0" O.C. 2-3=(-191) 128 3-4=( -90) 38 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 OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 444V -45/ 202H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 90V 0/ OH 5.50" 0.14 KDDF ( 625) 7'- 11.2" -204/ 468V 0/ OH 1.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 11.7" -34/ 60V 0/ OH 1.50" 0.10 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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 = 0.147" @ 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 -, ' y Design conforms to main windforce-resisting i( system and components and cladding criteria. 12 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 3 in the plane of the truss only. w 0 Lo M o L JAL o �_ 2 M-3x4 5,----, l l l 1-00 8-00 3-11-11 co�� ,D R OF fi6'1A y (PROVIDE FULL BEARI NG;Jts:2,5,3,9 I 'NN .,<;j GIN e• / :9782pE mac'" JOB NAME : 3413-B POLYGON NW - J6 Scale: 0.3858 / it ....i,/-GENERAL NOTES, Wins otharwlss noted: / / '4 Truss: J 6 I.Buller and erection 0559ador Mould be advised of al General Notes 1.This deelgn Is based only upon the parameters shown and is for an individual �-�t1 �'{ I'1!�i •"J and Wambgs before canetrudbn commences. building component.Applicability oldeelgn parameters and proper ( 1 l V I V 2.204 compression web bracing mart be Installed afbro mown r, bcorporetbn of component Is the responsibility of the beetling designer. 3 Additional temporary bracing to Inure Medley during construction 2.Design mistimes the tap and bottom chords to be laterallyoeaghe braced et ^ "iq C'f`l: ��, la the responsibility of the erodar.Additional permanent bracing of 2.o c.and at 10'o c respectively unless braced throughout their boom by N(/,.. a'I DATE: 11/30/2015 the overall structure Is the responsibility of the Wilding designer. 2x Impact l Mesthbr such as plal ywood re uired ing(TC)andthr own«tlrywaM(BC). /i �y {j SEQ.: K15612063 Installation of rldghn 0ther..panegroquthereareshown.a / 4.No ene.arida m applied to any component unlit ager al bracing and 4.DeMgn as of huss Is the re to be use of the reapedos contractor.won fasteners are complete and at no time should any beds greater than 5.and assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK dedgnleadsbeapplbdhanyoompenent. endarefor"dry condition"oruse. B.CompuTma has no control over and assumes no responsibility for the 8.Design assumes Si beadnB at lip supports shown.Shim or wedge If EXPIRES: i l's( fabrication,handling,shipment and lnatalbtlon of components. 7ceaign assumes KP�RiES: 12/�•'�/2/'t�8 S.This design is belaned eub)ect b th.limitations eat forth by e.Plat sbeed obdremacelapro...endd. 30,2015 GV e.Plates shag be located on both faces of truss, placetl w their anter TPNNICA In SCSI,copies of which will be furbished upon request. Mose coincide with)tint center lines. MRek USA,Inc./CompuTrua Software 7.6.6(11.)-E9.Digits indicate size of plate In inches. 70.For bad°connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC 14-00-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPKCIEICATIONS 1- 2=( 0) 50 2- 7=(-318) 1572 7- 3-) 0) 253 TC: 2x6 KITE 616BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) STAND 2- 3=(-1837) 435 7- 8=(-323) 1567 7- 4=(-67) 80 BC: 2x6 KDDF T6NDR LOADING 3- 4=(-1572) 913 8- 5=(-317) 1575 4- 8=( 0) 296 WEBS: 2x9 KDDF LL = 25 PIE Ground Snow (Pg) 9- 5=(-1841) 433 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=) 0) 50 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 14.0)= 128.0 PLF 8'- 0.0" TO 4'- 0.0" V TC UNIF LL( 50.0)+DL( 40.0)= 49.0 PLF 8'- 0.0" TO 14'- 0.0" V ____________________ ____ __ BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 19'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 254 BRACING AT 24"OC UON. FORLOCATIONS 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" 19'- 0.0" -231/ 1226V 0/ OH 5.50" 1.96 KDDF ( 625) OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.041" @ 6'- 0.0" Allowed = 0.659" MAX LL DEFL= 0.002" @ 15'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 15'- 0.0" Allowed = 0.133" MAX TC PANEL TL DEFL = 0.110^ @ 10'- 8.6" Allowed = 0.508" MAX HORIZ. LL DEFL = 0.010" @ 13'- 6.5" MAX HORIZ. TL DEFL = 0.017" @ 13'- 6.5" Design conforms to main windforce-resisting 5-11-11 2-00-10 5-11-11 system and components and cladding criteria. 14,3208 43208 h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 Wind: 140 mph, 12 M-6x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 46.00 6.00 � load duration factor=l.6, End vertical(s) are exposed to wind, 0.040.0 ' Truss designed for wind loads 10111.2. illiP 4� in the plane of the truss only. Q El 0 M 7 8 I of 1 M-3x4 M-3x9 M-1.5x3 M-3x4 0 l l l l 5-08-08 2-08-12 5-06-12 . l ,Oct PR()Fe, 1_00 y 14-00 1-00 �Nto. GINE .9 rs'j0 4 :9782PE 1-- JOB JOB NAME : 3413-B POLYGON NW - P1 ''~ i Scale: 0.3991 AlPe M WARNINGS: GENERALyyNOTES, unless otherwise noted. ,a ..• OREGON r 40 1.Builder rand ning. or contractor ee should be edole.d of el General Notes 1•bidding compo rat.only specApplicability of the parameters parameters and proper Individual Lfa -X/'. �a Truss: P 1 ant Weminga wore conWrucllon commences. kcorporstion of component la the responsibility of the building designer. .441' C1-r n V. ',y's <e 2.2.4 comprenbn web bradrp must be Metalled where shown.. 2.Design assumes the top end bottom chortle to be lateraly braced at rT I -!�(.+� 3.Additional temporary bracing to insure stability during construction 7 c.c.end a1 t0 o.c.respectively unless braced throughout their length by �yy�V is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)end/or drywal(BC). Pjlq,.0 L ,--\ DATE: 11/30/2015 the overall structure a the responsibility of the buldng designer. s.Ze lmpaa badging or Nlaerel br.dng required slat.ahsxw.. SEQ.: K 15 612 0 7 4.No load should be applied b any component sell after as bredng and 4.Installation of trss le the responsibility of the respective contractor. fasteners are complete end at no time Would any loads greater than 5.Design assumes trusses era to be used In a noncorrosive environment. design loads be applied to any component. and are for"dry full bearing of use. TRANS ID: LINK B.Deagnassumealultbeadng.8agsupports shown.Shim onwedge ll EXPIRES: 12/31/2016 5.compurras has no control over and assumes no reaponeealey for necessary. fabrication,hendlhq,shipment and katallegen ofoomponents. 7.Design assumes adequate drainage Is provided. November 30,2015 B.This design Is fumlehed subject to the limitations set fort n by 8.Plates ehal be located on both laces of truss,and placed so MO center TPBWECA in BCSI,copies of which wit be furnlehed upon request. Ince coincide 116 Joint g,Dices Inmate pots terinches. s MITek USA,Inc./CompuTrus Software 7.6 7(11_)-E to.For basic connector plate design values sae 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: 2x9 KDDF #l&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-28) 531 6-3=(0) 324 BC: 2x4 KDDF f1&BTR SPACED 24.0" O.C. 2-3=(-705) 133 6-4=1-28) ( ) WEBS: 2x4 KDDF STAND (- ) 531 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/ 630 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 1OPSF LIVE LOAD.TOP OND. 2: Design checked for net(-5spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9 (- psf) uplift at 24 "oc 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 12 Design conforms to main windforce-resisting 6.00 IIM-9x4 12 system and components and cladding criteria. Q 6.00 4.0" Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 'f-- '( (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 1.1 ol O M 1 0. 6 5o M-3x4 M-1.5x3 M-3x4 0 l l l 7-00 7-00 lik .ID PR y 1-00 y 14-00 y 1-00 y .,ra' ''' GiNa �`S�'f0,_. `� :9782PE r' JOB NAME : 3413-B POLYGON NW - P2 y, Scale: 0.3991 WARNINGS: GENERAL NOTES, unless otherwise noted 1.Builder and erection contractor should be advised of al General Notes t.Pas design is baser,only upon the parameters shown and is for an Individual 0-,EGON F. Truss: P2 and Wamings before conebudlon commences. building component.Applicability of design parameters and proper (((yyy© Z 204 compression web firedog must be Installed wtrere snows+ incorporation of component taand IS me rosponsibAlty of the slybuilding designer. „�}� Alpo( Nr � • 3.Additional temporary bracing to Imre stability during construction 2.Design assumes the lop end aslybott0 drams to be Stately braced al 7 l N the responsibility or the erodar.Additional permanent bracing of 7 o c.and et 10 o.c.mush as ply unless braced ihroughWN Meir length by �,a 1.- DATE: 11/30/2015 the overall nmdure is mere continuous sheathing such as plywood sheathing(TC)and/or drywel(Bc) ("'q responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown♦• SEQ.: K 15 612 0 8 4.No load should be applied to any component untl ager all bradng and 4.Installation ortm•s is the responsibility of the respective contractor. fasteners are compete end at no time should any Wads greeter than S.Design assumes trueseo are to be used in a non-corrosive environment, TRANS ID: LINK design leads be applied to any component. and are for"dry caninio,;"of use. 12/31/2016 5.CompuTrua has no control over and mums no responsibility for me 6,Design assumes ha,bearing et al supports shown.Shim or wedge If .EXPIRES: fa6ncafbn,handling,shipment and Installation of components. rte Design as. 8.This design is furnished subject to the limitations set forth 7.Pengnae�beeaad,donbathlfat.eftge is rowsad. November 30,2015 8.IPlatesnca n inoi he locatatl cn both feces of trues and placed so their center TPWJICA in SCSI,copies of which coil be fumhhed upon request. Ines coincide with joint center lines. 9.Digits indicate aha of piste In inches. MiTek USA,Inc/CompuTrus Software 7.6.7(114E 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/Cil=1.00 TO: 2x9 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -15) 7 5-3=(-113) 168 5-2=(-207) 191 BC: 2x4 KDDF 416BTR SPACED 24.0" O.C. 2-3=(-139) 113 WEBS: 2x4 KDDF STAND 3-4=( 0) 50 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 12.0" 0'- 0.0" -32/ 273V -114/ 44H 5.50" 0.44 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 6.0" -60/ 407V 0/ OH 5.50" 0.65 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT EEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ 7'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ 7'- 6.0" Allowed = 0.133" MAX TC PANEL LL DEFL= -0.097" @ 3'- 3.5" Allowed = 0.397" MAX TC PANEL TL DEFL = 0.133" @ 3'- 3.6" Allowed = 0.596" 0-05-12 6-00-04 f f MAX HORIZ. LL DEFL = 0.001" @ 6'- 0.5" 12 MAX HORIZ. TL DEFL = 0.001" @ 6'- 0.5" Q 6.00 1 M-1.5x3 Design conforms to main windforce-resisting system and components and cladding criteria. I Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, iiiiiii (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6,e End vertical(s) a exposed to wind, Truss designed forwind loads in the plane of the truss only. m 0 I r om /O /- IIIIIIIIIIillill I -10 . Sw3 c 0 M-1.5x3 M-3x4 y 1 y 0-05-12 6-00-04 l y 1 6-06 1-00 PR.OFk- 1 ��yGINE�cR /00. 89782PE yr JOB NAME : 3413-B POLYGON NW - P3f// `ice/})� • Scale: 0.5233 �"Af /' •• � WARNINGS: GENERAL NOTES, unless otherwhe noted: Ga. OREGON}'a/'�I� �_) 1.Bulkier and erection contractor should be advised of all General Notes 1.This designh basedonly upon the parameters shown and h for an Individual orf J,<.JREGOI� (4 Truss' P3 and Warnings before construction commences. building Po Applicability of design parameters and proper +� /V� V • 2.204 compreesbn web bradng must be Installed where shown". Incorpontl n f component Is the roeponelbAly[Atha building designer. '94, '(I A[7 y A(J /.; 3.Additional temporary bracing to insure ataNlEy during constnw8on 2.Dellen sumo M to and Bolam drams to be laterally bated et al _45(,y Is the responsibility of the erosion.Additional Remanent bredng of Z .c.end t es .respectively unless braced throughout their length by `V continuous sheathing exit as pywood sheathing(7C)armor d ywall(BC). PA 1 1 l '� DATE: 11/30/2015 the overall structure la the responsibility of the Wilding designer. 3,Zr Impact bridging or Idend bradng required where shown i v �'1 V L SEQ.: K 15 612 0 9 4.No bed would be applied to any component ural after all bradng and 4.Installation of buss Is the responsibility of the raspectete contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment. TRANS ID: LINK design b 6.Design assumes N§3 bearand be applied to any component. andan for"dry cundNerof use. 5.Comphes no control over and assumes no responslbllly for the ng stat supports shown.Shim or wedge if uTnrc EXPIRES: 12/31/2016 assry. fabrication,handling.eNpment and installation of components. 7.Design assumes aaaquate drainage Is provided. November 30,2015 8.This design is furnished subject to the limitations set forth by 8.Plates ahal be limed on both feces or truss,and placed w their center TPWWICA In SCSI.copies of which nil be fumlwed upon request. linea colndde 580 joint center lines. 9.DIM Indicate she of bite Wretches. MITek USA,Ind./CornpuTrus Software 7.6.7(h )-H no.For basic connector plate design values see EBR-1311,ESR-1985(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x9 KDDF CATIOR TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. 2-3=( 0) 50 2-9=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. 2-3=(-92) 40 BC LATERAL SUPPORT <= 12.0C. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.3 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 13.3 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -53/ 297V -6/ 43H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -93/ 86V 0/ OH 1.50" 0.14 KDDF ( 625) LL = 25 PSP Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TC THC SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012.707 BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD,TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" 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" 12 MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.333" 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=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, '/ End vertical(s) are Truss designedexposed to wind, for wind loads in the plane of the truss only. v I1110 � PiCalt 1 M-3x9 1-00 y (PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 4\t D PR p��P ��5 .ENGIN& �p `t' :9782PE 15. 144 ter' JOB NAME : 3413-B POLYGON NW - PJ1 Scale: 0.6771 WARNINGS: GENERAL NOTES, r! otherwisenoted T PUSS: PJ1 1.Builder and erection contractor should be advised of all General Notes 1.Thedsip ba ny upontheparameters known and la for an individual 4-C)REG/'yyu' and Warnings before constrvcson commences building component.Applk bllpy f design parameters and proper v V f 7 4l t,J'V input 2.2x4 compression web bracing must be Initialled where Mown+. moorpo II n f pori M I theresponelbplly(lithe building designer. p�V 3.Addtlsnsl temporary bracag to Ieeoc stability doing construction 2 Design m the lop and bottom chore to be kterepy braced et "'4 w q �/ Ab V DATE: 11/30/2015 I.E.responsibility of the erector.Additional permanent bracing of 70.c.and 170' .lespe as unless braked throughout their length by fT p- the overall siruclure h the reeponalbt:ty or the balding destpner, continuoussheathing such as pNwgod sheaming(TC)and/or drywall(BC) fiklk SQ.: K15612103 In lopedbriftrl g h:arelpondbltyofthewhpe Meco♦a pA,.IJ �,' 4.No bed Mould be applied to any component until after ail brsdng end 4.Installation of Was to Iha responsibility of the respective contractor. fasteners are complete and at no time should any bads greeter than 5.Design assumes trviets are to be used Ina non<enewve environment, TRANS ID: LINK design loads be applied to any component. and are hr^ay condition"of use. 5.CompuTrve Me no control over and assumes no responsibility hr the 6.Design assumes Pta bearing at all supports shown.Shim or wedge If fabrication.handling,shipment end astallatlon of components Ds&gr ry' EXPIRES:. 12/31/2016 furnished skied to Sr.limitations set forth by T.Design assumes adequate dralnape Ie provided. 8.This design Is S.Plass snap be laostad on beth tape slimand placed se their center November 30,2015 TPW?CA In SCSI,copies of which will be furnished u .request. prise coincide with(cat inter Anes. MRek USA,Inc./CompuTrus Software 7.6.7(OL}E 9.Digits Indicate size of plata in Inches. 10 For basic connector plate design values see ESR-1311,ESR-1988(MI1415 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBERIBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 SPECIFICATIONS TRUSS SPAN 6'- 1" 1-2=( 0) 50 2-4=(0) 0 BC:: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 2-3=(-65) 48 SPACED 24.0" O.C. BC: 2x9 KDDF #1S BTR TC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PIF 0'- 0.0" -41/ 396V -13/ 71H 5.50" 0.55 KDDF ( 625) OVERHANGS: 12.0" 0.0" 3'- 10.9" -88/ 112V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "o c spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX 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" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 3 • -/ Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '' load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 1i M-3x4 l y y 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,3,4 I `" N E�r til 146 V 89782PE JOB NAME : 3413-B POLYGON NW - PJ2Sale: 0.6146 i - WARNINGS: GENERAL NOTES, ode..otherertea noted: Coe. n a.7��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 en individual T CUSS: P J 2 end Nhming.beton consirucllon commemes, budding component Applicability of design parameters and properincoryoratio 2.ar4 compression web bracing must be installed where shown+. Design essu a mmpop n Is the m chonibtly of the building designer. 2.Design assumes Iha lop and bottom Moneta be laterally braced at /,,. ...mss+ 3.Additional temporary bracing to Insure stability during construction Z otos end at 10'c.u.respectively udees braced throughout their length by -if p yy\ Is the responsibility of the erector.Additional permanent braving 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. A at Impact bridging or loterel braving required where shown•e 4.No d should be applied to any component ural after an braving end 4.Installation of toss la the reeponsiNlty of the respective contractor. SEQ.: K 15 612 11 la fasteners are complete and.t no time should any loads greater than 5.Design assumes trusses are to be used in.non-corrosive environment, and are for"dry condition'of use. TRANS ID• LINK design loads be applied to eny component. S.Design sssumeefu..:bearing alalwpponsahown Shen orwedge 0 EXPIRES: 12131!2016 6.Compona has no control over and assumes no responsibility forme necessary. fabrication,handling,shipment and installation of components. 7.Design assumeesiegota drainage is prodded. November 30,2015 5.This design 1a furnished subject to the Ibntallne set forth by 8.Plates shall be on oint center both feces of terse,and placed co their center TPVl WfCA BC31,copies of of wfikwillfurnishedbs furnished upon request. 9.D6lte Indicate sizecoincide with)at pate in Inches. MITek USA,Ino./CompuTrUs Software 7.6.7(1L)-E 10.For basic connector plate design vele.sea ESR-1311,ESR-1885(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x9 RODE CATIOR TRUSS SPAN 6'- 0.0" INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x9 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 SPACED 29.0" O.C. 2-3=( 0) 50 2-9=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. 2-3=(-97) 47 BC LATERAL SUPPORT <= 12"0C. 0011. LL LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = C.O PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) TOTAL LOAD = 52.0 PSF 0'- 0.0" -46/ 402V -20/ 99H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 7901 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 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE.SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 ROT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.079" @ 3'- 7.2" Allowed = 0.395" T 5-11-11 MAX TC PANEL TL DEFL = -0.092" @ 3'- 4.8" Allowed = 0.593" MAX HORIZ. LL DEFL = -0,001" @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 6.00 3 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, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only, 1 O 1 2�� 4111. M-3x9 y 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,9,3 I 0) q'y p vs: 45e ‘AGIN4'. jry 414 :9782PE ter` JOB NAME : 3413-B POLYGON NW - PJ3 Scale: 0.5762 �,=.4 •WARNINGS: GENERAL NOTES, ines otherwise noted T' /j� 4111, Truss: PJ3 1.Builder and eredbn contractor should be advised of al General Notes 1.This designbased g upon the parameters shown and is for an lndMdual TS, 0 R GO N end Wamings before eongructmn commence. building component.Apdbabnpy of design parameters and proper �Y ql lV,.'7 VV'V 2,204 compresabn web bracing must be hsialied where show+, incorporation f poeent b me neponsibplty of the building designer. f, (y� NI 3,Additional temporary bracing to Inwre stability during construcllon 2.Design assumes the top and bottom chords to be latently braced at 4490 (../A`+q .{IG �. DATE: 11/30/2015 Is the responsibility of the erector.Addlbnsl permanent bndng of 2 o.c.anti at 10 o.c,respectively unless braced throughout their length by 1 J f4J" the overall structure lathe responsibility of the building designer. BC) 1'4 UL r]Ti uired where shown+• SEQ.: K 15 61212 4.No load should be applied to any component told after Cl bndng end 4.I3.Innstallation of ct u la o.heeresponalral bility of the reapectSe contractor, fedenera are complete end et no time should any loads greater than 5.Design assumes trusses an to be used Inc noncarro&ve environment, TRANS I D: LINK design loads be applied to any component. and are for dry condition"of use. 5.CompuTns nes no sante)over and assumes no to poneshbty for the 8 Deceea assumes lull bearing at d supports shown.Ohim or wedge if fabrication,handling,shipment and hstelhtlon of components7.. 16 EXPIRES. /�J�j.R y} 8.This design h furnished subject to the limitations set forth by 8.Plates nshal be locats eduoneboth races drainage io trus vsss,,and placed so their center 201 5 G./tj 1 4J TP#WTCA In BCS(,copies of which MI be furnished upon request. Ines coincide with joint center linea. November 30,2015 MRek USA,Inc./GompUTrue Software 7.6.7(iL}E P.Digits Indkate size of plate in inches. 1o.For basic connector plate design values see EBR-1311,ESR-1880(MITek) This FIC designLUMBER-BC prepared from computer input by PACI TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 LUMBER 4PECIFICATIONS 1-2=( 0) 50 2-4=(0) 0 TC: 2x4 KDDF #1&BTR LOAD DUSATIED I2CR0ASE = 1.15 2-3=1-50) 15 SPACED 24.0" O.C. BC: 2x4 KDDF #166TR TC LATERAL SUPPORT <= 12"OC. DON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.1 PIE BEARING MAX VERT MAX HORN BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.1 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PIP 0'- 0.0" -68/ 301V -6/ 93H 5.50" 0.48 KEDF ( 625) OVERHANGS: 12.0" 0.0" 1'- 9.2" -29/ 24V 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 PIP Ground Snow (Pg) 1'- 11.7" -18/ 92V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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" T c( MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.067" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 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=l.6, Truss designed for wind loads 3 -/ in the plane of the truss only. 111 Iri r•1 o I o 1 1 291111�� 0 M-3x4 ci 1-00 2-00 !PROVIDE FULL BEARING;Jts:2,4,3 , 0 PR OFe6,1S 6\ ,��yGI h1 L�FR .'p� :9782PE JOB NAME : 3413-B POLYGON NW - SJ1Scale: 0.6957 .� WARNINGS: GENERAL NOTES, unless IherM noted 1.Balder and erection contractor should be advised of al General Notes I.Th �designcomponent. I�e only upon the�qk ont of parameters ign shown n and Is pran oper�Mdual ,/�_ 1A„OREGON ' tvo Truss: SJ1 and compress on we carting mu commences. Incorporation of component le the responsibility of the building detlgn.c +-fres, G/Illy 1 �� 2.24 compression web bracing must be installed where shown.. 2 Design mistimes the top and bottom chords to be Woolly braced at 3.Additional temporary bracing to Insure stability during construction yen,end et 10'o a respectively unless braced throughout their 405th by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing suck as plywood sheathing(TC)and/or drywal(BC). Pq,u L r` DATE: 11/30/2015 the overall slructare Is the naponelblity of the building designer. 3.24 Impact bridging or lateral bracing required where shown.e 4o load should be applied to any cornporront until after al bradng and 4.Installation of truss Is the responsibility of me respective contractor. SEQ.: K 15 61214 .Nfaaenare are complete and at no lime should eny bads greater men 5.Design assumes trusses ere to be used In noncorrosive environment design loads be applied to any component. and are for^dry condition"of ae.. TRANS ID: LINK e.nDesign ec...a.etim.a wlbeannget.lsupports.newn sMmarwedge n EXPIRES: 12/.31/2018 5.CompuTms has no control over ash assumes no responsibility for the neco fabrbenen,handling,shipment and installation of components. 7.Design ssumes adequate drainage is provided. November 30,2015 h faces fC 8.This furnished design 4 nished subject to the limitations set forth by 8. s shall located id arbor Musa of Ins,and placed so their center TONNA In BIM,copies of AG be furnished upon request.. 9.Digits indicate size)of plate kir Inches. MITek USA,IDC./CompuTrus Software 7.6.6(10-E 10.For basic connecter plate design values see ES11•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 9WR/D0F/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: '2x9 KDDF #1S BTR SPACED 29.0" O.C. 1-2=(-28) 22 1-3=(0) 0 TC LATERAL SUPPORT <= 12"OC. SON. LOADING BC LATERAL SUPPORT <= 12"OC. 00W. BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -13/ 98V -6/ 24H 5.50" 0.16 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" 0/ 23V 0/ OH 5.50" 0.04 KDDF ( 625) 1'- 11.7" -24/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. lCOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1-11-11 f /BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 !AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.001" @ 1'- 2.9" Allowed = 0.097" 12 MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.2" Allowed = 0.145" 6.00 MAX HORIE. 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 7-30, (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 -/ 0 rn o I I 0 0 11,13:30 3a�1 '� M-3x4 l y 2-00 !PROVIDE FULL BEARING;Jts:1,3,2 i �tiSA ,D PR p,rCO , ''i':, �'9 r© 1,14 4t' :9782PE �r JOB NAME : 3413-B POLYGON NW - SJ1X Scale: 0.7401 . WARNINGS: GENERAL NOTES, unless otherwise noted W Truss: SJ1X 1.Builder and erection contractor Mould be advised ofail General Notes 1.This design la based only upon the parameters shown and Is for an individual � (/4/3 REG/'y I\ "40 , end Warnings balers construction commences. boNding component.Applicability of design parameters end propel f71.G V r V V 2.254 compression web bredng must be Installed where Mown.. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at 114 q[]y. A b _4.. Is the responsibility of the erecter.Additional permanent bradrq of 7 o.c.and at 70 a.e.cooS eN uNess breed Mrouphout their length by 'ital DATE: 11/30/2015 the overall stmctura lathe roeponsibilty of the balding designer. 5,continuous edging rap such as bplywoodracing required sheathing(TG)ere a anti/or drywap(BC). I., UL SEQ. : K 15 61215 4.No bad should be applied to any3.2x Impact bridging or lateral bracing required where Mown.♦ !"A s component anti eller al towing and 4.Instaletlon of buss is the responsibility of the respective contractor. rasienele are complete and at no time Mould any bads greeter than B.Deelpn assumes trusses are to be used In s non-corrosive environment, TRANS I D: LINK design bads be applied to any component. and are for"dry condition'of use. 5.CompuTme Ms no control over and assumes no responeiblllty ler the 8.Design assumes full bearing at an support Move.Shim or wedge If EXPIRES: �+ fabrication,handling,shipment end Installation of components, necessary.uses G/�P'iIGJ. ''v'y/i]�/AO�p 6.This design is furnished subject to the limitations set roan by B,ltesshal be loc ated on bothfecesene is t res,end placed so their oemer November 30,22011!5 ilG G/47 !L Cl TPIA4TGA in SCSI,copies of eNch Wil be furnished upon request. Ines colndde with joint center Ones MiTek USA,Inc./CompuTfus Software 7.6.6(1L)-E g.DWG indicate else of plate in inches. 70.For basic connector plate design values see ESR-1371,ESR-1985(MiTek) This PACIFIC designLUMBEpreparedR-BC from computer input by TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 LUMBER 4PECIFICATIONS 1-2=( 0) 50 2-9=(0) 0 TO: 2x4 KDDF #1kBTR LOAD DURATIONPINCREASE O.C.C 1.15 2-3=(-69) 30 BC: 2X9 KDDF #160TR SPACED 29.0" O 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) TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 322V -13/ 71H 5.50" 0.52 KDDF ( 625) OVERHANGS: 12.0" 0.0^ 1'- 9.2" -3/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -44/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NCT BEING MET. 12 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 6.00 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.067" 3 -/ MAX HORI Z. LL DEFL - -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" '' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads I in the plane of the truss only. N 1 NIC of /00/00000'0001 � 4 M�� O M-3x4 y y y 1-00 2-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,4,3 I \��(� PR Qp� „ IN E . ttrC'• "C. R%gyp, 4` 9782PE r" JOB NAME : 3413-B POLYGON NW - SJ2 Scale: 0.7640 ,..4"....„.7,7t3- /�,, VP WARNINGS: GENERAL NOTES, unless otherwise noted '14.URI-'•�©IV�(r41) �. N. 1.Builder and erection contractor Mould be advised of al General Notes 1.This design based Only upon the parameters shown and la for en individual 4. VV Truss: S J2 ane warnings barore conahudron oommenoes, building component.Applicability of design parameters and proper r j"}. S.2a4 compression web bracing must be installed where shown... incorporation f component b the roapondstty of the building designer. eq A�Y '\5 A f� 3.Additional temporary bracing to Imre stability during oenetrudbn 2 Designassumes the top entl sty unless es braced to be rough braced elby I "(/ T oA and ate o n rwich as plyplywood .braced throughout Meir sllB 1. �� JA U L Q� is Me responsibility of the erector.Additional permanent brockp of continuous MealNng such as plywood Msalhinp(TC)andlor drywaA(BC). !" DATE: 11/30/2015 the overs)structure le the responsibility or the bolding designer, 3.2s Impact bridging or lateral bracing required when Mown... 4.No bed should be applied b any component until after al bredng and 4.Installation of trues is the responsibility of me respective contrader. SEQ.: K 15 61216 fasteners are compete and et no time should any loads greeter man 5.Design assumes to ries aro to be used Ina noncorrosive environment design loads be applied t any component. and are for"dryNil be r of use. y C .1/�/�j.l try/'{ (� TRANS ID: LINKH.Designessumeshotbee nbetelsupportsMown.Shimorwedgeif EXPIRES: 12/31/2016 5.comparrue has m control over adorned no responsibility for the na«wry. fabrication,handing,shipment and mealbtien of components. 7.Design assumes adequate drainage Is provided. November 30,2015 8.This design isfurnished subject to the limitations set forth by 8.Plates shall be located on both races of truss,end placed so their center TPIMTCA In SCSI,copies of which will be furnished upon request. lbws coincide with Joint center Inn es. 9.Digits indicate doe of plate In inches. MITek USA,Inc.iCompuTru96oftware 7.6.6(1L)-E 10.For basic connector plate design values we ESR-f311,ESR-1888(MITA) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x9 KDDF #1:BTR 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 SPACED 24.0" O.C. 1-2=(-69) 30 1-3=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. DON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL( 25.0).DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS DL ON BOTTOM CHORD = 10.0 PSF REACTIONS REACTIONS 5I5E 0 (SPECIES) I25) TOTAL LOAD = 42.0 PSF 0'- 0.0" -28/ 131V68 -13/ 540 5.50" 0.21 KDDF ( 625) 1'- 9.2" -15/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 12 3'- 11.7" -46/ 96V 0/ OH 1.50" 0.15 KDDF ( 625) 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. OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL= AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed80 0.050" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.067" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 2 , MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. '' Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. c 0 I N r1 f 0 1 o f. 0 1'�/ 3►-' M-3x4 1 y l 2-00 1 11-11o(} PRoFFs (PROVIDE FULL BEARING;Jts:1,3,2 I t �C s„\I•'�'N�+ 15) (,. " :97821'E r.` JOB NAME : 3413-B POLYGON NW - SJ2X -t-1_,,V-.--7�J�/,^► Scale: 0.8965 fr ..,, `: WARNINGS' GENERAL NOTES, unless otherwise noted IPlir (y /'� Truss: SJ2X Bolder and erection contractor Mould beady sed of al General Notes Thhdesign is based only won the parameters shonm end is or en inaMeu91 Coe OR GVN ry4) she WaeIngs labra conetrucibn wmmencea building component,Applicability of design paramelere and proper � Z 2a4 compreuhn web Dredng must be installed where shown a, Incorporation of component Is the responsibility of the building designer. f� 3.Additional temporary bracing to Inure stability during construcikn 2.Design assumes the top end bottom Morris to M Wendy braced al If `+A[y`l. -16 ¢ DATE: 11/30/2015 I.theroapansibliAyorm.ender.Addpfonalpemrenentbracingor 7o,c,end ate c.c.reepeasplyneesebracedthroughouttheirlenghby ,V1001al I _t the overall structure Is Me roapansibEty of the balding designer continuous sheathing such as plywood shoe where shown and/or drywell(BC), SEQ.: K15612173.almp.abriagmgorhteralbreangregareawhereshewn., PA UL 4.No road shouts be applied h any component until after ail bracing and 4.installation of truss Is,the responsibility of the reepeaNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assures trusses ere to be used In a noncorrosive environment, esignloadabeappladtoanywmponef, and.re for^dryconaneon^f sae. TRANS ID: LINK d 5.CompuTrvs hes no control over and assumes no responsibility for the 8.Design assumes MI bearing el all supports shown.Shim or wedge if 16 febdcatIon,handling,shipment and Installation of components, 7.ced Design seaumes EXPIRES:. 1!y)Ij�[ry/� 8,This design is furnished subject to the limitations set forth by 8.Plates shall be located on both fauate cese eof truss,and placed so their center C7t7 I'iGV TPINVTCA In SCSI,copies of which all be furnished upon request. Ines coincide with(Dent center lines. November 30,2015 MITek USA,Inc./CompuTrus Software 7.6.6(1 L}E 9.Digits Indicate ads of plate In Inches. 10.For base connector phis design values see ESR-1311,EBR-19B8(MITek) This FIC designLUMBER-BC prepared from computer input by PACI IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TRUSS SPAN 5'- 11.7" 1-2=1 0) 50 2-9=(0) 0 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 2-3=(-102) 47 BC: 2x9 ROOF #1&BTR SPACED 24.0" O.C. BC: 2x9 KDDF #1&BTR TC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.1 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 PIF 0'- 0.0" -50/ 311V -22/ 108H 5.50" 0.50 KDDF ( 625) OVERHANGS: 12.0" 0.0" 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. 'COND. 2: Design checked for net)-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.050" 12 MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.067" 6.00 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. in Wind: 140 mph, h=20.7ft, TCDL4.2,BCDL6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factorl.6, Truss designed for wind loads in the plane of the truss only. 6 IIo PA , -,-, 4 I M-3x4 1-00 2-00 3-11-11 'PROVIDE FULL BEARING;Jts:2,9,3 cp P R OFeos co �<JCa{NE�rd9 .'044, 9 . /97�82PE 1-- JOB NAME : 3413-B POLYGON NW - SJ3 Scale: 0.6303 `.'-~-'� IV WARNINGS: GENERAL NOTES, 'unless otherwise noted tow � .EG©,, -Is- Truss 44) �. 1.Solder and erection contractor should be advised ofaR General Notes 1.Ibisdesign4 g component.dApgiaon on morarein^tere en entlpmr ty*.and Is for an individual � %,3 T rus s: SJ3 end wammg•serora and ucdon commences ma psratbn of component lathe rosponstbY ry of the bend pr designer. � 1 7 2.254 compfanH asb Dradng muk be Installed where shoves+. 2.Design assumes the too end bottom chords to be laterally braced alTit' V 3.Additional temporary bracing to Insure stability during construction Y o.e.end at 10 a.c. epeetNey untees braced ihreughad their isnglh by ��,+t � laths responsibility of the ender.Additional permanent bracing of continuous shaeMbq a:wh es plyuend sheemgp(TC)end/or dryceR)BC). Y�1 1.. DATE: 11/30/2015 lho overall Ace should be ala me responsibility of the Duldbq designer. 3.2a Impact bodging or here bracing required where shown+c 4.No bed should be applied to tiny component eel after a1 bracing end 4.Installation et Wes R the rospene/bWly of the reepedNe contractor. SEQ.: K 15 61218 fasteners are a applied and at no time should any Dada greater then 5.Design assumes trusses ere h be used b e non-corrosive environment, end ere for"dry condition'of use. �/ { ry.fj.Y fry/} TRANS I D: LINK design baa be app ladrel n component. N.Design assumes full bearing at al supports shown.Snit or wedge 11 E*P RES. GIe7 I/G+1 5.CompuTrus has no control over end(resumes no responsibility for IM necessary. November 30,2015 fabrication,handling,shipment and installation of components. 7.Design assumes adequate ttdrainage h provided. 8.This design Ie furnished subject to the limitations set forth by S.Plates shag be bated on both faces or trues,and placed ao their center TPIANTCA in SCSI,copies of which we be furnished upon request. Yves colndde with)eint center lines. 9.Digits Indicate size of plate b inches. MITek USA,Inc.ICompuTfus Software 7.6 6(114-E 10.For bade connector plate design values see ESR-1311,ESR•1958(beTek) Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 1/4" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 offsets are indicated. I (Drawings not to scale) Damage or Personal Injury r�� Dimensions are in ft-in-sixteenths. ink 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 O 1/T�„ 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves 4 mayrequire bracing,or alternative Tor I _ O Ill p braing should be nsidered. rip O �� 3. Neverexceedthe designloadingshown andnever stackmaterialsoninadequatelybracedtrusses.O 4. Provide copies of this truss design to the building or 4 x 2 orientation,locate c . designer,erection supervisor,property owner and plates 0-14G' 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 ,� Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSC approved/rew values 13.Top chords must be sheathed or purlins provided at Output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ff.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. IILI Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. `NIMEr reaction section indicates joint 17.Install and load vertical unless indicated otherwise. number where bearings occur. IMO MI ly __ mi1 Min size shown is for crushing only. greenUse of may pose unacceptable 18 environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. miTke 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:Mil-7473 rev.01/29/2013