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Plans (31) wV5T5( MI MI i-74/ 12 5L,-) fo(8.6\-- 1401lovo MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-402 UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45996195 thru R45996203 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. 444c?�5 �NO�NEFR X02 -9 87022PE v7 , fiAj, OREGON tis O �' 8 E 1'`0,9 �pe' . EP` '• R : 1.31/ 1` Ar 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 845996195 PL15-402 UPPER F01 FLOOR 9 1 Job Reference(optional) • . . Pacific Lumber&Truss Co., Beaverton,Oregon • 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Nov 27 10:57:14 2015 Page 1 ID:zs2ygYHMYltl_Z1 p9y12t1 yAg??-OF 1 fTYAfNzt7TAmfC FPKMnfjdri?tCvwJYtDYTyEzpp ,a^ p-10-14!11-o-o 1 ! 1-2-0 11 1-0-2 1 11-0-a I 1-fi-0 I Scale=1:36.4 ' 3x4= 5x5 = 4x6= 3x4 = 3x4= 3x4 = 3x4= 3x4= 3x4= 3x6 FP= 3x4 = 3x4 II 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 O O O O O • O O O\ ;/ ç/ - o 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 114.6= 4x5 = 3x6 FP= 3x5= 3x5= 3x5= 3x5 = 3x6= 3x6= 3x4 = 3x5- UPLIFT CONNECTION SHALL BE DESIGNED AND APPROVED BY PROJECT ENGINEER I 1-1-0 1 18-6-8 1 21-4-0 1-1-0 17-5-8 2-9-8 Plate Offsets(X,Y)- [1:Edge,0-1-8],[12:0-1-8,Edge],[13:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (Ioc) 1/deft 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 Incr NO WB 0.53 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:110 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. - -- - WEBS 2x4 DF Stud/Std(flat)*Except* - •...___ ... • . _ BOT CHORD -Rigid-ceiling directly applied or 6-0-0 oc bracing. --- _... 1-34:2x4 DF No.l&Btr(flat) REACTIONS. (lb/size) 35=607/Mechanical,22=-475/Mechanical,34=2748/0-5-8,23=1464/0-5-8 Max Uplift 35=1474(LC 6),22=568(LC 6) Max Gray 35=703(LC 5),34=2752(LC 3),23=1480(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-35=-705/1451,1-2=0/1825,2-3=0/1100,3-4=0/1100,6-7=1009/0,7-8=-1009/0, 8-9=-1449/0,9-10=-1449/0,10-11=1540/0,11-12=1540/0,12-13=1259/0, 13-14=742/0,14-15=-742/0,18-19=0/1549,19-20=0/1549 BOT CHORD 33-34=1825/0,32-33=440/0,31-32=0/644,30-31=0/644,29-30=0/1273,28-29=0/1527, 27-28=0/1259,26-27=0/1259,25-26=0/1259,2425=0/342,23-24=-810/0,22-23=-876/0 WEBS 2-34=-831/0,1-34=-2607/0,12-28=31/455,8-29=0/255,8-30=-379/0,18-23=-1010/0, 18-24=0/869,6-30=0/521,6-32=-647/0,4-32=0/790,4-33=-925/0,2-33=0/1000, 15-24=728/0,15-25=0/567,13-25=725/0,20-22=0/1052,20-23=-989/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. ��Q P R 0FE 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement �<C i- N tss, at the bearings.Building designer must provide for uplift reactions indicated. -N (G� FR Q2 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Q 87022P 6)CAUTION,Do not erect truss backwards. / 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1265 lb down at 0-0-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 7 ,-...CV 7 '0j, OR GON (9 /� LOAD CASE(S) Standard - ,� O 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 •On 7BER 4 Uniform Loads(plf) S �� Vert:22-35=-8,1-21=-80 A• H i- Concentrated Loads(Ib) Vert:1=-1265(F) EXPIRES:06/30/2017 November 30,2015 1 N WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. /4 1 __., Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not =.aY a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall • building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the • fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty 'Ply POLYGON R45996196 PL15-402_UPPER F02 Floor 10 1 ,Job Reference(optional) _ Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014,MiTek Industries,Inc.Fri Nov 27 10:57:15 2015 Pagel „ ID:zs2ygYHMYItl_Zi pSy12t1yAg?'?-sRa2guAl8G?z5KKslzwZu_CzwFz5cfp4YCdn4vyEzpo 1 1-0-0 I 1 1-1-10 II 1-2-0 I2-1 1-2-0 1 1-2-0 II 1-2-0 1 1-2-0 1 Scale=1:33.9 4x4= 3x4= 3x4= 3x4= 3x4 = 3x4 = 3x4 = 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 • a o o a a - a o •.a o = / \ - / N / N-/ N-/ N_-/ N \ , //' N. 9 o O o O o o a o g _ , 30 29 28 27 26 25 24 23 22 21 3x4 = 4x5= 3x5= 3x5= 3x5= 3x5= 3x4= 3x5= 4x6 - 3x4- 14-2-2 I 13-0-2 13-7-21 I 19-11-4 I 13-0-2 0-7-0 b-7-0 5-9-2 Plate Offsets(X,Y)- 114:0-1-8,Edge],[24:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl 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 Inc" YES WB 0.56 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) _ end verticals. - . WEBS 2x4 DF Stud/Std(flat) - -- _.•- ..-... _ BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ._ -- -• _ REACTIONS. (lb/size) 30=871/Mechanical,20=871/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1588/0,3-4=1588/0,4-5=-2786/0,5-6=-2786/0,6-7=3608/0,7-8=3608/0, 8-9=-4042/0,9-10=-4042/0,10-11=-4122/0,11-12=-4122/0,12-13=3586/0, 13-14=3586/0,14-15=3053/0,15-16=3053/0,16-17=1806/0,17-18=1806/0 BOT CHORD 29-30=0/843,28-29=0/2232,27-28=0/3242,26-27=0/3871,25-26=0/4132,24-25=0/3999, 23-24=0/3586,22-23=0/3586,21-22=0/2507,20-21=0/970 WEBS 14-23=0/364,2-30=1181/0,2-29=0/1042,4-29=-903/0,4-28=0/776,6-28=-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. '0�) PRpF�ss �c;3 .,, NEF9 /��y Q 870 2PE 7 •': OREGO .,/o �ti On BER 1\�P A H EFS EXPIRES:06/30/2017 November 30,2015 OC WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. IRA WN' Design valid for use only with M7ek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall ,11111J11 ' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/11i Quality Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996197 PL15-402_UPPER F03 Floor 2 1 Job Reference(optional) -. Pacific Lumber&Truss Co., Beaverton,Oregon • • . ' -.. • • ' .. .. ._. 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:57:17 2015.Page-1- - ID:zs2ygYHMYItl_Z1p9y12t1yAg??-ogio5aCYguFhKeUEtOz1_PHLV3j 4SON?W6t9oyEzpm 1 1-10-8 1 p-10-1411 1-0-0 1 1 1-2-0 �11-0-2 1 11-3-12 1 1-3-0 1 Scale=1:38.1 3x4= 4x10 = 3x4= 3x4= 3x4= 304= 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 am ° .4. o , c ° ' .-/ -\. Na / - \ N / \ / / \ ./0 ^/ \ � 0 Igr 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 = 3x4 II 4x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 3x6= 3x6 = 3x4 = 3x5= 14-0-14 1 2-1-8 1 12-10-14 1i,-5-141 1 19-7-0 I 22-4-12 2-1-8 10-9-6 0-7-0 -7-0 5-6-2 2-9-12 Plate Offsets(X,Y)- [12:0-1-8,Edge],[13:0-1-8,Edge],[35:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress!nor YES WB 0,93 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat)- --. .-___- ..BOT-CHORD Rigid ceiling directly applied or 6-0-0 oc bracing - -- ._- REACTIONS. (lb/size) 22=-493/Mechanical,34=1730/0-5-8,35=775/0-2-4,23=1496/0-5-8 Max Uplift22=-579(LC 6),35=-838(LC 6) Max Gray 34=1731(LC 3),23=1498(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/953,3-4=0/953,4-5=-258/0,5-6=258/0,6-7=1060/0,7-8=-1060/0, 8-9=-1486/0,9-10=-1486/0,10-11=-1563/0,11-12=1563/0,12-13=-1269/0, 13-14=-739/0,14-15=739/0,15-16=0/258,16-17=0/258,17-18=0/258,18-19=0/1577, 19-20=0/1578 BOT CHORD 34-35=1637/0,33-34=1679/0,32-33=301/0,31-32=0/702,30-31=0/702,29-30=0/1317, 28-29=0/1556,27-28=0/1269,26-27=0/1269,25-26=0/1269,24-25=0/329,23-24=-832/0, 22-23=-749/0 WEBS 2-34=-1686/0,2-35=0/1839,12-28=6/487,8-30=360/0,18-23=1022/0,18-24=0/881, 6-30=0/502,6-32=629/0,4-32=0/771,4-33=913/0,2-33=0/1007,15-24=-737/0, 15-25=0/576,13-25=-756/0,20-22=0/956,20-23=-1108/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. ��\) P R Open 3)Refer to girder(s)for truss to truss connections. '� �1 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)35. N�j ELc,C /�2 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 'V be attached to walls at their outer ends or restrained by other means. ' 8 I 2 P Er 6)CAUTION,Do not erect truss backwards. �. y A2, OREGO cp ../p 'P ,I,/SER '\��PC' A. HEP` EXPIRES:06/30/2017 November 30,2015 ::,rrsv uwovsu3r,., ..,:.:.a,?:X >"�e:,>:c.,.,. ,<yx. is, r.,.. H..* '„, ''F,•,z'..>.. x wi,3,. ;2>,x.w.... ,•r,...;.s.,` . ,,...,.rw.�5..,... WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ,_ .$II E- Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall AIME building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i(' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,-CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996198 PL15-402_UPPER F04 FLOOR 3 1 Job Reference{optional) Pacific Lumber&Truss Co., Beaverton,Oregon - --- --...- -..•. --•. 7.530 s Jul 11 2014 MiTek Industries,Inc_Fri Nov 27-10:57:18 2015 Page 1 ID:zs2ygYHMYIti_Z1 p9y12t1 yAg??-GOGAIwDARBNYyo3RR5UGWdgVGT5OpxVWEArRhEyEzpl 1 1-3-0 1 1-5-0 1 1 1-5-6 1 2-0-0 1 1 1-2-0 1°10`2' Scale=1:37.1 3x4= 1.5x3 II 4x6 = 3x4 II 3x10 = 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x6 FP= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 r :. _ o _ a _e o o _ o N..II. o m ee 23 22 21 20 19 18 17 16 15 4x5= 3x8 = 3x6 FP= 3x10 = 3x6 = 1.5x3 II 3x4 = 3x6= 3x4= I 2-11-0 I 21-3-0 I 2-11-0 18-4-0 Plate Offsets(X,Y)— [8:0-1-8,Edgel,[17:0-1-8,Edgel,[23:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) l/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.14 18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.21 18 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.02 15 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER- • BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. --- - MESS. 2x4 DF Stud/Std(flat) --._.._ .BOT CHORD•-_- Rigid•ceiling_directly applied or 10-0-0 oc bracing, Except: -- 6-0-0 oc bracing:22-23,20-22. REACTIONS. (lb/size) 15=657/Mechanical,22=2013/0-5-8,23=-812/Mechanical Max Uplift23=-902(LC 4) Max Gray 15=657(LC 4),22=2013(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2515,3-4=0/2515,4-5=-251/0,5-6=-251/0,6-7=-1993/0,7-8=-1993/0, 8-9=-2337/0,9-10=2337/0,10-11=1912/0,11-12=1912/0,12-13=-1912/0 BOT CHORD 22-23=1154/0,21-22=-1215/0,20-21=1215/0,19-20=0/1270,18-19=0/2337, 17-18=0/2337,16-17=0/2293,15-16=0/1139 WEBS 2-23=0/1474,2-22=1729/0,8-19=-553/0,6-19=0/810,6-20=-1172/0,4-20=0/1608, 4-22=-1567/0,13-15=-1276/0,13-16=0/866,10-16=_427/0,10-17=-159/302 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. ��5 •,,\--. k:, /p 2 870 2PE . r \''� OREGO `�� ti ��FSB E R �\ RSC' SA. HE �� EXPIRES:06/30/2017 November 30,2015 00 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MWTEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. t.:III I Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not I' a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection acid bracing of trusses and truss systems,see ANSI/TPIl Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314.' Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996199 PL15-402_UPPER F05 Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., .Beaverton,Oregon '"'' .. . 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 2710:57:19 2015 Page 1 " -lD:zs2ygYHMYItl_Z1p9y12t1yAg??-kDgYWGEoCVVPaxed_p?V3gNcpsK YR2gSgb_DgyEzpk 1 1-0-0 I 0�1ft 1r 24 i 2 1 1-2-0 1 1-2-0 IF 1-2-0 1 1-2-0 1 Scale=1:36.4 4x4= 4x4= 3x4= 3x4 = 3x4= 3x4= 3x4= 3x6 FP= 3x4 = 3x4= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 _ e 2 :. .2.":. _ (7:-' / \ / -\. /' \. / \. ./ X /-\ ./ N \ 7 'N 9 o. o - • Ml o v v o -e a •a o 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4= 4x6 = 3x6=3x6 FP= 3x5 = 3x5= 3x5= 3x5= 4x4= 3x5= 4x6 = 3x4 = 1.5x4 SP= 15-6-14 I 14-4-14 1-11-1f I 21-4-0 I 14-4-14 0-7-0 7-0 5-9-2 Plate Offsets(X,Y)- 117:0-1-8,Edge1,127:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.40 29 >641 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.62 29 >410 360 BCLL 0.0 Rep Stress Incl YES WB 0.60 Horz(TL) 0.09 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:107 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS -. 2x4 DE.•Stu.d/Std(flat) , - • . .. -- _. - BOT CHORD Rigid ceiling directly applied or.1.0-0-0_oc bracing: ' - _ • REACTIONS. (lb/size) 23=933/0-4-4,35=933/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1712/0,3-4=-1712/0,4-5=-3036/0,5-6=-3036/0,6-7=-3981/0,7-8=3981/0, 8-9=-4547/0,9-10=4547/0,10-11=4727/0,11-12=-4727/0,12-13=-4554/0, 13-14=4554/0,14-15=4554/0,15-16=3935/0,16-17=3935/0,17-18=3339/0, 18-19=3339/0,19-20=-1950/0,20-21=1950/0 BOT CHORD 34-35=0/905,33-34=0/2419,32-33=0/3553,31-32=0/3553,30-31=0/4309,29-30=0/4682, 28-29=0/4688,27-28=0/4254,26-27=0/3935,25-26=0/3935,24-25=0/2723,23-24=0/1042 WEBS 16-27=0/550,17-26=0/389,2-35=-1268/0,2-34=0/1130,4-34=-990/0,4-33=0/864, 6-33=-724/0,6-31=0/598,8-31=-460/0,8-30=0/334,12-28=255/55,15-28=0/498, 15-27=-885/0,21-23=-1366/0,21-24=0/1190,19-24=-1014/0,19-25=0/807, 18-25=20/270,17-25=1150/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. ��E P R fEs 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 9 Q attached to walls at their outer ends or restrained by other means. '� o ��\� �NGINEF,Y /p2 87022PE .9f / 7 `�'0), OREGON ti9 AL -pOn BER 'V\ v�4 S A. H EP`s EXPIRES:06/30/2017 November 30,2015 s a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1 .111!!E* Design valid for use only with M7ek®connectors.This 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 property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members cnly.Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights CA 95610 Job Truss Truss Type flty Ply POLYGON R45996200 PL15-402_UPPER Fob Floor 2 1 Job Reference(optional) . Pacific Lumber&Truss Co., Beaverton,Oregon - - 7:530 s Jul 11 2014 MiTek Industries:inc.Fri Nov 27 10:57:21 2015.Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1yAg??-gbyJxxF2k617pFo?6E1z8FS1 Ug4wOGMyw8451ZyEzpi 1 1-10-8 I 9-10-141i 1-0-0 1 11-2-0 II 1-0-2 1 1 1-3-8 I 1-6-0 1 Scale=1:38.5 3x4=- 4510 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 '4 I gO. /N /N e v_ _� o a c ❑ o et- 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 = 3x4 II 4x5= 3x6 FP= 3x5= 355= 3x5 = 355= 3x6= 3x6= 3x4 = 355 = 14-0-14 1 2-1-8 1 12-10-14 1 t 15-11 I 19-7-0 I 22-7-8 1 2-1-8 10-9-6 -7-0 5-6-2 3-0-8 0-7-0 Plate Offsets(X,Y)- 112:0-1-8,Edge1,113:0-1-8,Edgel,(35:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.94 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. 2x4 DF Stud/Stdflat - (WEDS ) ---.: BOT CHORD_ Rigid_cziling directly applied or 6-0-0 oc.bracing... ,„ REACTIONS. (lb/size) 22=-431/0-2-12,34=1732/0-5-8,35=776/0-2-10,23=1453/0-5-8 Max Uplift22=-523(LC 6),35=-840(LC 6) Max Gray 34=1735(LC 3),23=1455(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/956,3-4=0/956,4-5=258/0,5-6=258/0,6-7=1062/0,7-8=-1062/0, 8-9=-1490/0,9-10=-1490/0,10-11=-1570/0,11-12=-1570/0,12-13=-1278/0, 13-14=751/0,14-15=-751/0,15-16=0/252,16-17=0/252,17-18=0/252,18-19=0/1566, 19-20=0/1567 BOT CHORD 34-35=1641/0,33-34=1683/0,32-33=303/0,31-32=0/703,30-31=0/703,29-30=0/1320, 28-29=0/1562,27-28=0/1278,26-27=0/1278,25-26=0/1278,24-25=0/342,23-24=-819/0, 22-23=-810/0 WEBS 2-34=-1690/0,2-35=0/1843,12-28=7/485,8-30=-362/0,18-23=1021/0,18-24=0/878, 20-22=0/974,20-23=-1036/0,6-30=0/504,6-32=-631/0,4-32=0/773,4-33=-915/0, 2-33=0/1009,15-24=-736/0,•15-25=0/575,13-25=-754/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. ,k;,, ,D P R Ore 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)22,35. "<C- GINk.- ..,,,0,0 Co 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to -N �� Q, be attached to walls at their outer ends or restrained by other means. „9 5)CAUTION,Do not erect truss backwards. 'CZ" 870 2 P E 40„-t' I O y' 3, OREGON c=> kr SA. HERS EXPIRES:06/30/2017 November 30,2015 o WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Ili 4111111N- ,_,.. Design valid for use only with MTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall A f building-design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing ilek is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane te Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314.'" Glue109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996201 PL15-402_UPPER F07 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon- • ... .. ... 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:57:22 2015 Page 1 . • . • •- ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-9oVh8HGhUQt_RPNCgxYDhT?9o4LCIgH69opeq?yEzph 10-10-0 I 9i 1-2-0 I7-'-1-1111C)-9-°10_940 110-9-0 i° o 1 FQ-94)10_9-° I Scale=1:34.3 3x4- 4x4 -4x4 = 3x4 = 3x4 = 3x4 = 3x4= 3x4= 3x6 FP= 3x4= 3x4= 3x4= 4x4 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 _ o 0 9 a o o -A. o a o ® o v o A ■ ..,:,, ..!,/ \ i\ /\ /\ /\ /\ /\ \ /\ /\ / \ 9 ° v o• i m i a. o o. o o •o o e 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4 = 4x5= 3x6= 3x6 FP= 3x5= 3x5= 3x5 = 4x5= 3x5= 3x6= 4x5= 3x4= 1.5x4 SP= 3x5= 14-4-14 I 13-2-14 1p-9-141 1 20-2-0 1 13-2-14 b-7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- 117:0-1-8,Edgel,(18:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.40 Vert(LL) -0.32 33 >759 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.50 33-34 >485 360 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.07 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:108 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4-:DF.Stud/Std flat.._ - - BOT-CHORD Rigid ceilingdirectlyapplied or 10-0-O'oc . , { } - - 9� PP bracing.. ---- REACTIONS. (lb/size) 26=881/0-4-4,40=881/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1379/0,3-4=1379/0,4-5=2483/0,5-6=-2483/0,6-7=-3317/0,7-8=3317/0, 8-9=-3881/0,9-10=3881/0,10-11=-4177/0,11-12=4177/0,12-13=4200/0, 13-14=-4200/0,14-15=3978/0,15-16=3978/0,16-17=3978/0,17-18=3617/0, 18-19=3075/0,19-20=3075/0,20-21=2299/0,21-22=-2299/0,22-23=-1261/0, 23-24=1261/0 BOT CHORD 39-40=0/725,38-39=0/1964,37-38=0/2933,36-37=0/3632,35-36=0/3632,34-35=0/4062, 33-34=0/4221,32-33=0/4113,31-32=0/3617,30-31=0/3617,29-30=0/3617,28-29=0/2730, 27-28=0/1808,26-27=0/660 WEBS 17-31=-412/0,18-30=0/367,2-40=1112/0,2-39=0/1003,4-39=897/0,4-38=0/796, 6-38=-690/0,6-37=0/590,8-37=-483/0,8-35=0/383,10-35=277/0,24-26=-1072/0, 24-27=0/977,22-27=890/0,22-28=0/798,20-28=701/0,20-29=0/560,14-32=268/42, 16-32=317/0,17-32=0/880,18-29=1017/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. C�Q`0D P ROPeo 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)40. �'� G{N E s> 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ,• �� F0' Q2 be attached to walls at their outer ends or restrained by other means. (V "9 4z-- 870 2PE r 7 "oi, OREGON ti� ''P ,...,4z/1N P\p S A. HEY`` EXPIRES:06130/2017 November 30,2015 if B A� WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MN-7473 rev.10/03/2015 BEFORE USE. 1 a A Design valid for use only with Mack®connectors.This design is based only upon parameters shown,and is for an individual building component,not i.`. a truss system.Before use,the building designer must verify the applicability of design parameters andproperty incorporate this design into the overall . building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing -. Malek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,PSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996202 PL15-402_UPPER F08 Floor 1 1 Job Reference(optional) -" Pacific Lumber&Truss Co., . Beaverton,.Oregon - •--• 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:57:24 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-5AdRZzHx017igjWanMbhmu4Ykt6dDd9Pc611vuyEzpf 1 1-10-8 I P-10-14II 1-0-0 1 11-2-0 II 1-0-2 1 1 1-3-11 11-3-0 i 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 C921 2 -NW/N2,'\ X N ,N /- / •N ./ r. .11N csi C m 9 O 'PJ O ❑ O 35 34 33 32 31 30 29 28 27 26 25 24 23 22 4x5 = 3x4 II 4x5= 3x6 FP= 3x5= 3x5 = 3x5= 3x5= 3x6= 3x6 = 3x4= 3x5= 14-0-14 1 2-1-8 1 12-10-14 1p-5-14 1 19-7-0 1 22-4-11 2-1-8 10-9-6 7-0 7-0 5-6-2 2-9-11 Plate Offsets(X,Y)- [12:0-1-8,Edgel,[13:0-1-8,Edgel,[35:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 27-28 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.15 27-28 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.01 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS .2x4 OF Stud/Std(flat) ---- BOT CHORD ..._ Rigid ceiling directly applied or 6-0-0 oc bracing. ,,. • REACTIONS. (lb/size) 22=-495/0-3-12,34=1730/0-5-8,35=-774/0-4-4,23=1498/0-5-8 Max Uplift22=-581(LC 6),35=-837(LC 6) Max Gray 34=1731(LC 3),23=1499(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/953,3-4=0/953,45=258/0,5-6=-258/0,6-7=1060/0,7-8=-1060/0, 8-9=-1485/0,9-10=-1485/0,10-11=1563/0,11-12=-1563/0,12-13=1268/0, 13-14=739/0,14-15=-739/0,15-16=0/258,16-17=0/258,17-18=0/258,18-19=0/1578, 19-20=0/1579 BOT CHORD 34-35=1637/0,33-34=1679/0,32-33=301/0,31-32=0/702,30-31=0/702,29-30=0/1317, 28-29=0/1556,27-28=0/1268,26-27=0/1268,25-26=0/1268,24-25=0/329,23-24=-832/0, 22-23=-751/0 WEBS 2-34=-1686/0,2-35=0/1839,12-28=6/487,8-30=360/0,18-23=1022/0,18-24=0/881, 6-30=0/502,6-32=629/0,4-32=0/771,4-33=-913/0,2-33=0/1007,15-24=-737/0, 15-25=0/576,13-25=-756/0,20-22=0/959,20-23=1107/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. ��v[} PR(QFes 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 '` .0 be attached to walls at their outer ends or restrained by other means. �\5 �,�G(N FF,9 �O 4)CAUTION,Do not erect truss backwards. �Cr Q 87022PE �f -0, OHEG•N eta At/ \-\‘'.1-IPOQ54$ER AN�P q. HES EXPIRES:06/30/2017 November 30,2015 00 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. !®. N, ,. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996203 PL15-402_UPPER F09 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co.,' Beaverton,Oregon--' 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:57:26 2015 Page 1 ID:zs2ygYHMYItI_Z1 p9y12t1 yAg??-1 ZIC_fJ BYfNQvOgzvnd9rJ9rchj 1 hd9h3QnszmyEzpd 10-10-0 1 10-8-4 11 1-2-0 I Qi I0-9-0 I0-9-0 1 Io-s_0 I0-9-0 I I0-9-0 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 a :. o ,, ° .. o -Lau_ o .. a �� oa • e i. i'\o/\ /\°�\o/ /\a/\vi_ - o_ oo \2/\ /\ e 1:1,' 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4 = 4x5 = 3x6 FP=3x5 = 3x5= 3x5 = 3x5= 4x5 = 3x5= 4x5= 4x5 = 3x4= 1.5x3 SP= 3x6= 14-7-12 I 13-5-12 10-1 1 20-4-13 1 13-5-12 b-7-0 0-7-0 5-9-2 Plate Offsets(X,Y)-- [17:0-1-8,Edge],[18:0-1-8,Edge] LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.33 33 >731 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.52 33-34 >468 360 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.08 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. • WEBS-- _._,_2x4.DF Stud/Std(flat)• _- .. _. BOT CHORD Rigid ceiling directly applied orr10=0-0 oc bracing.. . . -_ --- REACTIONS. (lb/size) 26=892/0-4-4,40=892/0-4-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-139710,3-4=-1397/0,4-5=-2518/0,5-6=-2518/0,6-7=-3371/0,7-8=3371/0, 8-9=-3953/0,9-10=3953/0,10-11=4267/0,11-12=-4267/0,12-13=4306/0, 13-14=-4306/0,14-15=4116/0,15-16=4116/0,16-17=4116/0,17-18=3686/0, 18-19=-3121/0,19-20=3121/0,20-21=2331/0,21-22=2331/0,22-23=-1277/0, 23-24=1277/0 BOT CHORD 39-40=0/734,38-39=0/1990,37-38=0/2977,36-37=0/2977,35-36=0/3694,34-35=0/4142, 33-34=0/4318,32-33=0/4228,31-32=0/3686,30-31=0/3686,29-30=0/3686,28-29=0/2770, 27-28=0/1832,26-27=0/668 WEBS 17-31=355/0,18-30=0/383,2-40=1126/0,2-39=0/1017,4-39=910/0,4-38=0/810, 6-38=-704/0,6-36=0/603,8-36=-496/0,8-35=0/396,10-35=291/0,16-32=-281/0, 17-32=0/823,24-26=-1086/0,24-27=0/990,22-27=904/0,22-28=0/812,20-28=713/0, 20-29=0/570,18-29=-1057/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. �Q'0d P R OFFS 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to '` _c), be attached to walls at their outer ends or restrained by other means. ��Gj ANG N F�9 /� 2"9 870. 2PE ,,,,,:..c" . cry ' 4 7 �-oj, OREGON r[,� ,4U -COQ 41B ER .\'`' P, S q H ECk EXPIRES:06/30/2017 November 30,2015 r=d WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIl-7473 rev.10/03/2015 BEFORE USE. W I w :___... Design valid for use only with M7ek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not I. a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall V MLR building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and 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 ,I Symbols Numbering 'System A General Safety Notes PLATE LOCATION AND ORIENTATION 11/4Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury r��= Dimensions are in ft-in-sixteenths. I � Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. � and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS • ® 1 „ 2. Truss bracing must be designed by an engineer.For ®/16 4 wide truss spacing,individual lateral braces themselves . M\II S may require bracing,or alternative Tor I IL1 a bracing should be considered. P% O 3. Never exceed the design loading shown and never •• -� = stack materials on inadequately braced trusses. 1 LA 4. Provide copies of this truss design to the building C6-7 %, C5-6 For 4 x 2 orientation, locate C7-8 1-- designer,erection supervisor,property owner and • plates 0-' 6' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPi 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR 2362,ESR 1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions ' indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. irr by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at • output. Use T or I bracing • spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior , : �4 (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ,��11 reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. l I: lir 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI(: 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 SB-89: Design Standard for Bracing. B is not sufficient. MD CSI: Building Component Safety Information, lie 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, 14(7 ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate 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: 3413-2D LOT 138 NRT ONLY 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: K3059457 thru K3059514 My license renewal date for the state of Oregon is December 31,2017. QED P P OF`� �S' ` GI Eke /0 414 89200PEcc OFiEGON� ��t L 2� Ail}- 2ivR -° 9 R 1 L - APIP'et)Q4 April 10,2017 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. • • This design prepared from computer input by . PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 2.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1-2=(-759) 228 1-6=(-126) 538 2-6=(-201),195 BC: 2x9 KDDF #118TH SPACED 24.0" O.C. 2-3=(-576) 209 6-5=(-122) 533 6-3=(-127) 395 WEBS: 2x9 RIDE' STAND 3-4=(-576) 209 6-4=(-200) 195 LOADING 4-5=(-759) 228 TC LATERAL SUPPORT <= 12"0c. 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 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA .. For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 POP Ground Snow (Pg) 0'- 0.0" -85/ 637V -125/ 125H 5.50" 1.02 KDDF ( 625) 15'- 2.0" -85/ 637V 0/ OH 5.50" 1.02 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. / BOTTOM CHORD CHECKED FOR lOPSE LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.011" @ 7'- 7.0" Allowed = 0.713" MAX BC PANEL TL DEFL = -0.020" @ 3'- 5.6" Allowed = 0.499" SEASONED LUMBER IN DRY SERVICE CONDITIONS / 7-07 7-07 i f 1' MAX HORIZ. LL DEFL = 0.006" @ 19'- 0.5" 3-10-13 3-08-03 3-08-03 3-10-13 MAX HORIZ. TL DEFL = 0.010" @ 14'- 8.5" '( '1 '1' '1 1' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 9.00 IIM-4x4 Q 9.00 Wind: 190 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0„ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 ■�► '`l load duration factor=1.6, IIIIII��11 Truss designed for wind loads in the plane of the truss only. 1111 . M-1.5x3 M71.5x3 2 0 0 1.� ,71 t60 aa.m.. O 171 I 1 6 .. 5 0 o M-3x4 M-3x8 M-3x4 * y 7-07 7-07 , - PRp sy Qs 15-02 0N. , - y. 1 89200PE JOB NAME : 3413-2D LOT 138 NRT ONLY - A2 .,.,,r, Scale: 0.3634 ,. � �"' WARNINGS: GENERAL NOTES, unless otherwise noted: 0 /C ' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 14- A,2 OREGON. Atom. , Truss: A 2 and Warnings before construction commences. building component Applicability of design parameters and proper ✓� 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. ''':c) .� { ©. "�'�. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced at f _ - Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end et 10 o.c,respectively unless braced throughout their length by continuous sheathing such es plywood sheathing(TC)and/or drywsli(BC). ill ' R it- DATE: 4/10/2017 the overall structure Is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown++ SEQ. : K 3 0 5 9 4 5 7 4,No Ioad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, T RAN S I D• LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrua has no control over and assumes no respansiblldy for the 6.Design assumes full bearing at all supports shown.Shin er wedge If EXPIRES 12/31/2017 necessary. fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is prodded. April 1 O,2O 17 6.This design Is furnished subject to the limitations.set forth by B,Plates shall be located on both faces of truss,and placed so their center TPI/W1CA In SCSI,copies of which will be furnished upon request. lines coincide with slot center linea, 9.Digits Indicate size of pine In inches. MiTek USA,Inc./CompuTrus Software 7.6.8{1L)-E 1o.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 15-02-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41.BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1565) 422 1- 5=(-261) 1154 5- 2=( 0) 289 BC: 2x6 KDDF N1a,BTR 2- 3=(-1154) 386 5- 6=(-265) 1149 5- 3=(-41) 57 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-1567) 421 6- 4=(-261) 1156 3- 6=( 0) 283 LL = 25 PIE Ground Snow (Pa) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.C)= 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' 3.0" TO 15'- 2.0" V 0'- 0.0" -259/ 1210V -92/ 920 5.50" 1.94 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR 15'- 2.0" -259/ 1210V 0/ OH 5.50" 1.94 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LD;', @ 6'- 0.0" TC CONC.LL( 250.0)+DL( 70.0)= 320.0 LE:S @ 9'- 2.0" IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) *+ For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO,THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REQUIREMENTS OF IBC 2015 AND IRC 2015.NOT BEING MET. MAX LL DEFL = -0.031" @ 6'- 0.0" Allowed = 0.713" MAX TL DEFL = -0.047" @ 9'- 2.0" Allowed = 0.950" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP SEASONED LUMBER IN DRY SERVICE CONDITIONS AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.008" @ 14'- 8.5" 5-11-11 3-02-10 5-11-11 MAX HORIZ. TL DEFL = 0.013" @ 14'- 8.5" Design conforms to main windforce-resisting 5-11-11 3-04-10 ( 5-09-11 system and components and cladding criteria. b3208 x7320# Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 v 12 M-4x6 M-5X6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 177 ''C-J9.00 load duration factor=1.6, Alli/ Truss designed for wind loads in the plane of the truss only. 4 . • • o 1 1 ** 5 6 ** 4 1 0 0 M-3x4 M-3x4 M-1.5x3 M-3x4 .1 ,1 y 5-09-11 3-08-07 5-07-15 15-u2 y � �� OrSs/\ 89200PE r' JOB NAME : 3413-2D LOT 138 NRT ONLY - Al si .r� Scale: 0.4134 +s.r-\- ./ WARNINGS: GENERAL NOTES, unlass othemise noted: . .OREGON /- 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual C. C1.�4J V '40, 1. Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper 1j ��\•, �� 2.2x4 compression web bracing must be Installed where shown+, Incorporation of cam)nesnt Is the responsibility of the building designer. �,I''S �7�' {A 3.Additional temporary bracing to insure stability during construction 2.Design assumes the pp end bottom chords to be laterally braced et '[,J iW _ � Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.;`rsuch a ply unless braced throughout their length by �jj(r'J, continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .--- ".f:R.,V- ' DATE: 4/10/2017 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging of lateral bracing required where shown a+ SEQ. : K3 0 5 9 4 5 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is,ihe responsibility of the respective contractor, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, T RAN S I D• LINK design loads be applied to any component, and are for"dry condition"of use. 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES:. 12/31/2017 • necessary. fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. April pri I 1 O 20.1 6.This design Is furnished subject to the limitations set forth by 6,Plates shall be located on both faces of truss,and placed so their center , I TPINVTCA In BCSI,copies of which will be furnished upon request. lines coincide with Jotn1 center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E to.For basic connector Plate design values see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1516) 295 1-5=(-304) 1116 5-2=) -306) 1694 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -191) 207 5-6=(-298) 1085 2-6=(-1438) 375 WEBS: 2x4 KDDF STAND 3-4=( -15) 7 6-3=( -197) 180 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32..0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PUP - BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92'.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -198/ 1079V -112/ 219H 5.50" 1.73 KDDF ( 625) LL = 25 PUP Ground Snow (Pg) B'- 0.0" -359/ 1490V 0/ OH 5.50" 2.30 KDDF ( 625) ADDL: BC CONC LL+DL= 1210.0 LBS @ 9'- 0.0" ADDL: BC CONC LL+DL= 637.0 LBS @ 6'- 0.0" OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinq. l LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. MAX LL DEFL = 0.012" @ 4'- 0.0" Allowed = 0.359" . 1 MAX TL DEFL = -0.027" @ 4'- 0.0" Allowed = 0.472" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP SEASONED LUMBER IN DRY SERVICE CONDITIONS AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.003" @ 7'- 6.5" MAX HORIZ. TL DEFL = 0.006" @ 7'- 6.5" 4-01-12 3-06-08 0-03-,112 Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 M-1.5x3 4 3 • Wind: 140 mph, h=22.2ft, TCDL=9.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), • load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x6 • 2 0 e O m mil PAIIIIIIIMIIII ® ®,I 1�� 5 6 o M-3x4 M-3x8 M-4x6 y 1210# sl7637# 4-00 4-00 ,l, -\:,, ,V) P OfiFs a 8-00 . ,�� 01NE ,�'• /0 892OOPE' r JOB NAME : 3413-2D LOT 138 NRT ONLY - AGIRD •Scale: 0.3830 w '" . / WARNINGS: GENERAL NOTES, unless otherwise noted: ('1 �p) j 1.Builder and erection contractor should be advised of an General Notes 1.This design Is based only upon the parameters shown and Is for an Individual V .�V `r(J Truss: AGIRD and Warnings before construdlon commences. building component.Applicability of design parametere and proper Incorporation of component Is the responsibility of the buildingdesigner. +�/t f n Q•� �" 2.2x4 compression web bracing must be Installed where shown+, rp0 p W y g f 1 v 3.Additional temporary bracing to insure stability during construction 2 Design assumes the roo and bottom chorda to be laterally braced et __ is the responsibility of the erector.Additional permanent bracing of 2'e c.and al 19 o c.reepectively unless braced throughout their length by � �� continuous sheathing such ae plywood sheathing(TC)and/or drywall(BC). DATE: 4/10/2017 the overall structure Is the responslbillty of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K 3 0 5 9 4 5 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is me responsibility of the respective contractor. - - fasteners are complete end at no time should any loads greater than 5.Design assumes trusses-are to be used In a non-corrosive environment, T RAN S I D• LINK design loads be applied to any component. and are for"dry onedilloe of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shaven.Shim or wedge If EXPIRES'... 12/31/2017. necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. frh/y rl I 102017 O 2O 1 Z 6.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center �,J r TPWJTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Ine.ICompuTrus Software 7.6.6(10)-E 10.Far basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RODE #1&BTR LOAD DUPATION INCREASE = 1.15I 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 ROOF #1&BTR SPACED 24.0" O.C. 2-3=(-53) 50 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 BRO 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" -54/ 296V -19/ 72H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -113/ 104V 0/ OH 1.50" 0.17 RODE ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL PROVIDE FULL BEARING;Jts:2,3,91 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinq. I BOTTOM CHORD CHECKED FOR lOPSF LIVE:LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON=CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1-11-11 fMAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0:133" MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.0" Allowed = 0.123" MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.1B4" 12 MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" 9.00 MAX BC PANEL TL DEFL = -0.014" @ 3'- 3.8" Allowed = 0.339" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" ' MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 3 Design conforms to main windforce-resisting system and components and cladding criteria. • Wind: 140 mph, h=19.9ft, 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 ,.o in the plane of the truss only. 0 I . 0 o „.,..- I I 1 s-- �� 1002104 -� • 0 1 M-3x4 y y .y 1-00 6-00 , • 0 PRO 8920QP JOB NAME : 3413-2D LOT 138 NRT ONLY - AJ1 _,,,' ,,I� , Scale: 0.7043 •• _ws--w WARNINGS: GENERAL NOTES, unless rr the Ase noted: OREGON " , 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual A Truss: AJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper l� 2.2x4 compression web bracing must be installed where shown a, incorporation of component Is the responsibility of the building designer, �j++� ,'7 {4r?Q. �^�M. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chords to be laterally braced al '�f 1 G- 1 Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and al 10'o.c.respectNely unless braced throughout their length by I/(�ry� continuous sheething.auch as plywood sheathing(TC)and/or drywall(BC). ' &71:3 : A__1 0-' DATE: 4/10/2017 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown + • • SEQ. : K 3 0 5 9 4 6 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss ic.lhe responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used In a non-corrosive environment, T RAN S I D• LINK design loads be applied to any component. end are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shove.Shim or wedge If EXP E R:ES'; 12/31/2017' • necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adecuate drainage Is prodded. April rl I 1 O 2n 1 7 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center t N , U TPIMTCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of slate In inches. MiTek USA,InciCompuTrus Software 7.6,8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-85) 72 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = •,10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 347V -37/ 118H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -116/ 130V 0/ OH 1.50" 0.21 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING;Jts:2,3,41 REQUIREMENTS OF IBC 2015 AND IRC 201.E NOT BEING MET. 'C ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) BOTTOM CHORD CHECKED FOR lOPSF LIVELOAD. 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 DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" '8' 'i MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.020" @ 2'- 2.2" Allowed = 0.290" 12 MAX BC PANEL TL DEFL = -0.026" @ 3'- 1.4" Allowed = 0.339" SEASONED LUMBER IN DRY SERVICE CONDITIONS 9.00 177 3 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" '' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads o in the plane of the truss only. I • o M • o , v oI r- IIIIII NECE04 -/ 1 M-3x4 y y y 1-00 6-00 • .89200PE ter- JOB NAME : 3413-2D LOT 138 NRT ONLY - AJ2 • `, Scale: 0.6076 ;IP% i•' • WARNINGS: GENERAL NOTES, unless othervdse noted OR E/"+./"�1 i fz 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �.!fl.. 1.,•7 O. l. '... Truss: AJ2 and Warnings before construction commences. building component..Applicability of design parameters and proper Incorporation of corn onent Is the responsibility of the buildingdesigner. <J•� :11' 1}- {4 2-Q..• ., 2.2x4 compression web bracing must be Installed where shown e. po p p0 ty g t,J 1 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the_lopAnd bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of T ori end et ill hino.c'such a ply unless braced throughout their length by I l �� , continuous sheathing such as plywood sheathing(TC)and/or drywell(BC), DATE: 4/10/2017 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shove e ri SEQ. : K3059461 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor, fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used in s non-corrosive environment, T RAN S I D• LINK design loads be applied to any component, and are for"dry condition"of use. 5.CompuTrua has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES:: 12/31/2017 necessary. fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. April 1 2O 1 7 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center r TPEW1'CA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of,piete In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(11)-E 10.For basic connector plate design values see ESR-1311,ESR-19138(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15` ` 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF H1&BTR SPACED 24.0" D.C. 2-3=(-129) 101 TC LATERAL SUPPORT 6= 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 PSE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = ,42.0 PSF 0'- 0.0" -34/ 402V -55/ 165H 5.50" 0.64 KDDF ( 625) 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -95/ 163V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO-THE SPATIAL 'PROVIDE FULL BEARING;Jts:2,4,3I REQUIREMENTS OF IBC 2015 AND IRC 2015' 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 LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5=11=11 MAX TC PANEL LL DEFL = 0.134" @ 3'- 7.2" Allowed = 0.457" f - MAX TC PANEL TL DEFL = -0.122" @ 3'- 4.8" Allowed = 0.685" 3 SEASONED LUMBER IN DRY SERVICE CONDITIONS --V MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" • 12 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9"9.00 Design conforms to main windfoce-resisting system and components and cladding criteria.Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (ALL Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 1/"/ • y y y 1-00 6-00 � vo PRopp: •• S' 89200PE ter` JOB NAME : 3413-2D LOT 138 NRT ONLY - AJ3 '" selOr ;Scale: 0.5226 ,• WARNINGS: GENERAL NOTES, 'unless otherwise noted: OoEL.�pl /.;� 1.Builder and erection contractor ehould be advised of all General Notes 1.This design Is based only upon the parameters shorn and la for an Individual V fill. 1..i�,.,J��VV Lt(/ Truss: AJ3 building component.'Applicability of design and Warnings before construction commences. g P in h parameters and proper < 14 2-O ` incorporation of con anent Is the responsibility of the building designer. -^jl•,, 2.2x4 compression web bracing must be installed where shown«_ P P sc h' a 3.Additional temporary bracing to Insure Mobility during construction 2.Design assumes the tap end bottom chords to be laterally braced el 2'o.c.end al 10'o.c.:espectNely unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of f 1 continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). p{[�s l 1 1-\,,: DATE: 4/10/2017 the overall structure Is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown++ SEQ. : K 3 0 5 9 4 6 2 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. - - -- fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D' LINK design loads be applied to any component. end are for"dry condii!on"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supporta shown.Shim or wedge if EXPIRES: 12/31/201i necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. /'1/1 rl I O O 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center April n TPI/WTCA in BCS',copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches, MiTek USA,Inc./CompuTrus Software 7,6,8(10-E l0.For beeic connector plate design values see EBR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.9" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 ' 1-2=( 0) 68 2-5=(D) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-198) 177 ( 3-4=( -94) 36 . TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = .32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = X12.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 377V -69/ 201H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -203/ 359V 0/ OH 1.50" 0.46 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 5.9" -58/ 26V 0/ OH 1.50" 0.04 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP 'PROVIDE FULL BEARING;Jts:2,5,3,41 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 _/ MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX 'TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.068" @ 2'- 9.2" Allowed = 0.459" 0 MAX TC PANEL TL DEFL = -0.065" @ 2'- 11.9" Allowed = 0.689" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 3 MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 9.00 F MAX HORIZ. TL DEFL = -0.002" @ 5'- 11.2" 0 Design conforms to main windforce-resisting system and components and cladding criteria. , Wind: 140 mph, h=22ft, TCDL=4.2,BCDL-6.0, ASCE 7-10', (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, p Truss designed for wind loads 1 in the plane of the truss only. ' 0 o 0 PjlaAIIIIIIIIMIIIIMIIIIIIIIIIIIIIIMIIM 11 �`- ► 5 0 1 M-3x4 y 1-00 y 6-00 y '1-05-15' y �� PROCC� p9200PE �'' JOB NAME : 3413-2D LOT 138 NRT ONLY - AJ4 ,.el Scale: 0.4830 low WARNINGS: GENERAL NOTES, unlessotherwlse noted: , OREGON - / 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual ""yl/ q,O .. 1 .' Truss: AJ4 and Warnings before construction commences. building component.Appilcablllty of design parameters and proper �(' • Incorporation of component is the responsibility of the buildingdesigner. J`& ,� {^ .ZO. 2.2x4 compression web bradng must be Installed where shown+ �° P �o ty • '�f • I`t 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chords to be laterally braced at _ �j.•.,, Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by sA:,� i 1 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). + '!.R 11.- , DATE: 4/10/2017 the overall structure Is the responsibility of the building designer, 3.2x Impact bridging or lateral bracing required where shown++ + i SEQ. : K3 0 5 9 4 6 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used M a non-corrosive environment, T RAN S 1 D: LINK design loads be applied to any component, and are for"dry condition"of use. 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full hearing at all supports shown.Shim or wedge If EXPIRES . ,2,G'.1.1,'' 1.� 7 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided, P April 10 2017 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and laced so their center r TPI/WTCA in 6551,copies of which will be furnished upon request. lines coincide with logni center lines. 9.Digits Indicate size a/plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 68 2-10=(-650) 3432 3-10=( -89) 317 2x6 KDDF #1ABTR T2 SPACED 29.0" O.C. 2- 3=(-4549) 913 10-11=(-798) 9909 10- 9=( -254) 1451 BC: 2x6 KDDF 1#1&13TR 3- 4=(-9451) 924 11-12=(-663) 3827 10- 5=(-1361) 302 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-3590) 778 12-13=(-663) 3827 5-11=( -40) 395 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-4424) 968 13- 9=(-460) 2540 11- 6=( -337) 1384 TC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = .10.0 PSF 6- 7=(-2555) 552 12- 6=( 0) 136 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-3253) 651 6-13=1-1949) 439 8- 9=1-3379) 650 7-13=1 -290) 1574 LL = 25 PSF Ground Snow (Pg: 13- 6=( -121) 206 NOTE: 2x4 BRACING AT 29"OC UON. FOR ADDL: TC UNIF LL+DL= 160.0 PLF 6'- 0.0" TO 12'- 0.0" V ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0"•;TO 12'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: TC CONC LL+DL= 598.0 LBS @ 6'- 0.0" 0'- 0.0" -678/ 3376V -137/ 1449 5.50" 5.40 KDDF ( 525) OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 1940.0 LBS @ 12'- 4.0" 27'- 6.0" -418/ 2330V 0/ OH 5.50" 3.73 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL *t For hanger specs. - See approved plans REQUIREMENTS OF INC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. / VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.092" @ 12'- 5.8" Allowed = 1.329" MAX TL DEFL = -0.208" @ 12'- 5.8" Allowed = 1.772" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.032" @ 27'- 0.5" MAX HORIZ. TL DEFL = 0.075" @ 27'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. 7-11-11 11-06-10 7-11-11 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, A A ! (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I I load duration factor=1.6, 3-11-15 3-11-12 4-02-09 2-11-124-04-05 3-11-12 3-11-15 Truss designed for wind loads f f ,598# I f I f f f in the plane of the truss only. 12 12 M-4x8 M-4x8 9.00 F27 M-3x6 M-4x8 Q 9.00 4 5 6 Nh....MN T2 M-1.5x3 +. N. O O r- f� .... - 0 Ari, 1 10 11 , 12 13 **9 0 I M-3x10 M-3x8 0'25 M-1.5x3 M-3x10 M-3x8 0 • M-7x8(S) p O P R Opt. ' y y 'C/,1-44" y y y t . y 7-06-09 4-11-03 2-08-04 4-09.-07 7-06-09 y ;\c e �r 0I N t��, 1-00 27-06 Y' ,7 :9200PE - JOB NAME : 3413-2D LOT 138 NRT ONLY - Bl Scale: 0.2366 � .. -. WARNINGS: GENERAL NOTES, unless otherwise noted: 7 OREGON :� ! 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and la for an Individual A. • • Truss: B 1 end Warnings before construction commences. building component.Applicability of design parameters and proper h. �� .t Incorporation of component is the responsibility of the building designer, !,�y i -"41�•• 2.2x4 compression web bracing must be Installed where shown*. Pp y g g v 3.Additional temporary,bracing to Insure stability during construction 2.Design assumes the lop end bottom chords to be laterally braced at - Is the responsibility of the erector.Additional permanent bracing of 2'a.c.end at 10'c.c.respectively unless braced throughout their length byR'V.\-- continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 4/10/2017 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.. SEQ. : 143 0 5 9 4 6 5 4.No load should be applied to any component until eller all bracing and 4.Installation of truss is the responsibility of the respective contractor. - fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, i T RAN S I D• LINK design loads be applied to any component. and are for"dry condition'of use. 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES:. 12/31/2017'2 3 a 20 1 7 necessary. I !J l I}'ll fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April 1 O 2 O 1 7 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center , TPII TCA In BCSt.copies of which will be furnished upon request. lines coincide with joint center lines. • MITek USA,Inc.iCom uTrusSoftware7.6.8(1L 9.Digits indicate sizerof plateinches. P )-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) I This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-964) 78 1-5=(-154) 694 5-2=( 0) 280 4-7=(-1156) 226 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-662) 146 5-6=(-156) 688 2-6=(-276) 128 WEBS: 2x4 KDDF STAND 3-4=(-488) 138 6-7=( -72) 116 6-3=( -52) 288 LOADING 6-4=(-224) 1174 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. SON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -67/ 735V -83/ 164H 5.50" 1.1B RIDE ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -650/ 3025V 0/ OH 5.50" 4.84 KDDF ( 625) ADDL: BC CONC LL+DL= 121.0 LBS @ 3'-) 6.0" ADDL: BC CONC LL+DL= 637.0 LBS @ 5'- 6.0" IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) ADDL: BC CONC LL+DL= 2330.0 LBS @ 7'- 6.0" ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN nails staggered: VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/160 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL = 0.004" @ 5'- 10.9" Allowed = 0.354" REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. MAX TL DEFL = -0.009" @ 5'- 10.9" Allowed = 0.472" 9" oc in 1 row(s) throughout 2x4 top chords, SEASONED LUMBER IN DRY SERVICE CONDITIONS 9" oc in 2 rows) throughout 2x6 bottom chords, BOTTOM CHORD CHECKED FOR SDPSF LIVE LOAD. TOP 9" oc in 1 row(s) throughout 2x.4 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.2" *` For hanger specs. - See approved plans MAX HO RI Z. TL DEFL = 0.002" @ 7'- 10.2" 6-02-11 1-09-05 Design conforms to main windforce-resisting 1 ,r , ## CONNECTION/HANGER MUST BE ABLE TO TRANSER system and components and cladding criteria. CONCENTRATED LOAD EVENLY AMONG BOTH MEMBERS. 3-03-13 2-10-14 1-09-05 Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10; '' 1` '' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=l.6, M-4x6 End vertical(s) are exposed to wind, 9.00 F77 Truss designed for wind loads 3 M-3x4 in the plane of the truss only. 4 �O Ell . • ,4-3.4 2 co 4UI o Ail II co 11111111111 _1111I V' 1 5 6 s 7 I o M-3x4 M-1.5x3 M-6x8 M-3x8 ## y , 121# s,63,7# 2330# 3-02-01 2-08-13 2-01-01 o PROF y 8-00 c••' GINE s5> �. , N CCS .89200PE c- J OB NAME : 3412-2D LOT 138 NRT ONLY - B G I R Dr`' ,.----' 7-- Scale: 0.3880 0.3880 • WARNINGS: GENERAL NOTES, t unless otherwise noted: 1110 �['7 ^.�'^�,(^yp I � 1.Builder and erection contractor should be advised of ail General Notes 1.This design Is based.enly upon the parameters shown and Is for an Individual y^' R E L7O f Y � Truss: B G 3RD and Warnings before construction commences. building component.Applicability of design parameters and proper rt� 2.2e4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. �JS .,� 1 4 2-6..' 3,Additional temporary bracing to Insure stability during construction 2.Design assumes the roe end bottom chords to be laterally braced at - �J (�' 2'o.c.and at 10 o.c.;aspectively unless braced throughout their length by IR�,/J� :) is the responsibility of the erector.Additional permanent bracing of continuous sheathing cuch as plywood sheathing(TC)and/or drywall(BC). - .41• 71�.R it-V, DA`.'E: 4/10/2017 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or usral bracing required where shown*e , 1 s 1 1 - S E Q. : 53059466 4,No load should be applied to any component until alter all bracing and 4.Installation of truss is:he responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, T RAN S I D: LINK design loads be applied to any component, and are for"dry condition"et use. 5.CompuTrus hes no control over end assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES 12/31/2017- necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. April 1 O,2O 17 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI WTCA in BEST.copies of which will be furnished upon request. Tins coincide with join'center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ine,lCompuTrus Software 7.6.8(1 L)-E 10.for basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS 34-00-00 HIP SETBACK 8-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 • TO: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Nor--Rep) 1- 2=( 0) 68 2-13=(-1605) 5757 13- 3-) -929) 1890 19- B=( -207) 891 2x6 KDDF #1&BTR T2 2- 3=(-7419) 2118 13-19=(-1960) 5201 3-14=( -818) 175 8-20=(-1956). '837 BC: 2x6 KDDF #1&BTR LOADING 3- 9=(-5640) 1758 19-15=(-1308) 4472 14- 4=( -13) 389 9-20=( -462) 1832 WEBS: 2x4 KDDF STAND; - LL = 25 PSF Ground Snow (Pg)s 9- 5=(-5293) 1769 15-17=(-1969) 5961 4-15=( -286) 113 20-10=( -126) :251 2x4 DF 2400F A; TC URIF LL( 50.0)+DL( 19.01= 64.0 PLO 0'-L` 0.0" TO B'- 0.0" V 5- 6=(-4279) 1468 16-18=( -67) 201 15- 5=( -468) 1971 2x4 KDDF #1&BTR B TC UNIF LL( 125.01+0L( 35.0)= 160.0 PLF 8'-'' 0.0" TO 26'- 0.0" V 6- 7=(-5996) 2163 1B-19=(-1790) 5484 15- 6=(-2225) 941 TC UNIF LL( 50.0)+DL( 19.0)- 64.0 PLF 26'- 0.0" TO 39'- 0.0" V 7- B=(-4955) 1796 19-20=(-1581) 4909 6-17=( 0) 452 TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF O'-, 0.0" TO 39'- 0.0" V 8- 9=(-3799) 1313 20-11=(-1108) 3677 16-17=( 0) 146 BC LATERAL SUPPORT <= 12"OC. UON. 9-10=(-4779) 1589 17-18=(-1725) 5319 ' TC CONC LL( 966.7)+DL( 130.7)- 597.3 LBS @ 8'- 0.0" 10-11=(-4869) 1558 17- 7=( -271) 659 TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS@ 26'- 0.0" 11-12=( 0) 68 18- 7=( -399) 373 NOTE: 2x9 BRACING AT 24"0C UON. FOR 7-19=( -932) 360 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -995/ 3513V -155/ 155H 5.50" 5.62 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 39'- 0.0" -995/ 3513V 0/ OH 5.50" 5.62 KDDF ( 625) JT 11: Heel to plate corner = 1.75" IC OND. 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 DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.250" @ 13'- 9.7" Allowed = 1.659" MAX TL DEFL = -0.916" @ 13'- 4.7" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS , MAX HORIZ. LL DEFL = 0.123" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.203" @ 33'- 6.5" 7-11-11 18-00-10 7-11-11 Design conforms to main windforce-resisting T T . 1' 1' system and components and cladding criteria. 2-09 2-05-11 2-09 5-03-05 5-03 4-01-07 ', 3-04-14 3-11-12 3-11-15 v 597.30# I / ♦ �( ,I ,I Wind: 190 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,. II 597.30# I/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 : M-5x8 12 M-5x10load duration factor=1.6, 9.00 17 7.M-6x6 M-3x8 =-.M-4x4 � Q 9.00 Truss designed for wind loads 5 6 7 8 in the plane of the truss only. M-3x4 -/ , 4 r -I-. M-1.5x3 M-3x8 A 3 M-5x12 , o ' e+ - MR B o 113 14 15 I 17 .=. I M-3x9 M 9x10 0 16 19 zo 2 0 M-7x8 o M 3x9+ o M-1.5x3 M-4x12 0.25" M-3x10 M-3x10 0l a 3.75 M-3x4+ M-7x10 M-7x8(S) 12 y y y y y >L J' y { ,'Q P R Qp` y �-05-08y2-05-11 2-07-07 5-10-03 y 4-11-08 3-11-11 . 4-01-07 7-06-09 y L �� s/ • 1-002-05-08 10-09-08 20-09 1-00 C,J' c5'� y t� 34-00 .89200-E c r JOB NAME : 3413-2D LOT 138 NRT ONLY - Cl Scale: 0.1652 1 , 4 WARNINGS: GENERAL NOTES, unless otherwise noted: -y 09 FGaN 14/ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual J A_ Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper l+' �j NL, 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. �/t 7 ' 14 10. - • "•�-. • 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at '�,j p Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /�� (�`] � • continuous sheathing such as plywood Ing(TC)and/or drywall(BC). "// is fl.1 .-y. , DATE: 4/10/2017 the overall structure Is the responsibility of the building designer. 3.5 Impact bridging or lateral bracing required where shown ii i SEQ. : K 3 0 5 9 4 6 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. - fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, T RAN S I D: LINK design loads be applied to any component. end are for"dry condition"of use. ['� 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EX P I RE S 12/31/2017 necessary, fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. April 1 O 2O 1 7 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center , TPIAMTCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc.(CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by , JP LUMBE3 SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 ' 1- 2=( 0) 68 2-12=(-383) 2142 12- 3=( 0) 331 8-17=(-132) 673 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. • 2- 3=(-2848) 584 12-13=(-271) 1629 12- 4=(-138) 616 17- 9=(-221) 211 WEBS: 2x4 KDDF STAND 3- 4=(-2564) 627 13-15=(-225) 1664 4-13=(-32.1) 203 LOADING 4- 5=(-1831) 493 14-16=( -9) 60 13- 5=(-191) 831 TC LATERAL SUPPC=:`.: <.= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1411) 445 16-17=(-229) 1601 13- 6=(-530) 176 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 1,-0 PSF 6- 7=(-1662) 508 17-10=(-317) 1430 6-15=( -2) 220 TOTAL LOAD = 4:.:.0 PSF 7- 8=(-1298) 429 14-15=( 0) 90 8- 9=(-1718) 461 15-16=(-219) 1550 ' NOTE: 2x4 BRACING AT 24"OC UON, FOR LL = 25 POE, Ground Snow (Pg) 9-10=(-1940) 480 15- 7=( -40) 120 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 68 16- 7=( -90) 117 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7-17=(-503) 166 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -227/ 1542V -196/ 196H 5.50" 2.47 KDDF ( 025) 34'- 0.0" -227/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacIng. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 3.133" MAX LL DEFL = -0.093" @ 13'- 4.7" Allowed = 1.654" MAX TL DEFL = -0.155" @ 13'- 4.7" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.098" @ 33'- 6.5" 9-11-11 14-00-10 9-11-11 1' 1' f I I Design conforms to main windforce-resisting 2-07--04 .3-06-05 3-10-02 3-03-05 5-05-11 5-03-10 4-10-11 5-01 system and components and cladding criteria. T T T T T T T T T 12 12 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-9x6 M-9x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00F775 M-3x4 Nt-3x6 N 9.00 load duration factor=1.6, 6 7 tri „ Truss designed for wind loads in the plane of the truss only.M-3x9 M-1.5x3 . M-1.5x3 3 M-3x6o� �e. == 101 1' o, v ' ,„�' 13y 15 rl ooiill I FE TV:Aixi I/1 I. ' - ' 4 ee M-5x10 M-3x8 0 14 96 n . l: 1 I o M-1.5x3 0.25 M-3x.8' M-3x6 1 o M-3x4+ M-5x8 -M-6x6(S) o a 3.75 M-3x4+ I 12 • C p t� '.. 2-05-08� 7-02-07 y 3-08-13 y 5-02-03 y 5-09-03 r 9-07-15 y '` LD P�OpSts J' J' y y y y � `ANG4 NEke, f© 1-002-05-08 10-09-08 20-09 00 �C! 34-00 '� .89200PE . JOB NAME : 3413-2D LOT 138 NRT ONLY - C2 Scale: 0.1727 ..1 1. - WARNINGS: GENERAL NOTES, miens otherwise noted: OREGON/'gyp I J`" 1.Builder and emotion contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 7 lJi l.. •G �.J•GOVA�,• ,,. ' Truss: C 2 and 4Vamings before construction commences. building component Applicability of design parameters and proper incorporation of cam nenl is the res ndblll of the building designer, //� -,4�' , 2.2x4 compression web bradng muPbe installed where shown+, rP Po ty 9 9 - `,j 14 2.Design assumes the lop and bottom chords to be laterally braced el -,�p. 3.Additional temporary bracing to Insure stability during construction ---- �.h Is the rasps nsiblGty of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by lilt-- continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). e R A,I L�' DATE: 4/10/2017 the overall structure Is the responsibility of the building designer, 3.2x Impact bridging or lateral bracing required where shown+ -0- SEQ. : K3 0 5 9 4 6 9 4,No load should be applied to any component until ager all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, • T RAN S I D• LINK design loads be applied to any component. end ere far"dry condition"of use, 5.CompuTrus hes no control over and assumes no responsibility for the 6.Designecassumes NII bearing at all supports shown.Shim or wedge if EXPIRES:.....1213.1122.17.____ fabrication,handling,shipment and installation of components. ry. 7.Design assumes adequateonbdoth Is truss,a April O r�O Z 6.This design is Nmished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center /"� r L J TPI WTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ' • I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: . 204 KDDF 416BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-14=(-499) 2157 14- 3=( 0) 331 BC: 2x4 KDDF f(5113TR SPACED 24.0" O.C. 2- 3=(-2848) 727 14-15=(-381) 1629 14- 4=(-150) 618. • . WEBS: 2x4 RIDE STAND 3- 4=(-2564) 758 15-17=(-359) 1664 4-15=(-321) 179 LOADING 4- 5=(-1831) 614 16-18=( -14) 60 15- 5=(-216) 831 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 18-19=(-353) 1601 15- 7=(-534) 204 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIE 5- 7=(-1411) 534 19-12=(-401) 1430 7-17=( -13) 234' TOTAL LOAD = 42:0 PSF 7- 8=(-1662) 618 16-17=( 0) 90 8-10=(-1298) 511 17-18=(-339) 1550, NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 17- 8=( -63) 144 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-1718) 577 18- 8=( -90) 117 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-1940) 591 8-19=(-512) 187 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 12-13=( 0) 68 10-19=(-143) 673 OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 19-11=(-211) 187 BEARING MAX VERT MAX HORZ BOG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) . 0'- 0.0" -303/ 1542V -197/ 197H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -303/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) FCOND. 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 DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.093" @ 13'- 4.7" Allowed = 1.654" MAX TL DEFL = -0.155" @ 13'- 4.7" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" 11-11-11 10-00-10I 11-11-11 MAX TL DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" f '( '1 1 SEASONED LUMBER IN DRY SERVICE CONDITIONS 2-07-04 3-06-05 3-08-01 2-021-03-05 5-05-11 3-03-10 2-02 4-08-11 5-01 f f f ' / f 1' ' ' MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" Vf II,I I! MAX HORIZ. TL DEFL = 0.098" @ 33'- 6.5" 10-00 ,I 10-00 ,I I 1 6 9 1 Design conforms to main windforce-resisting 12 M-4x6 12 system and components and cladding criteria. 9.00 V M-3x4 M-3x8 1,474x6N 9.00 5 8 w PIM 44. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads M-3x9 in the plane of the truss only. M-1.5x3 M-1.5x3 AL :' 3 M-3x6 4 Iii 14 15 r 17 6 ` 3 �I M-5x10 M 3x8 o M-1165x3 0.z5• 8 M-3x8 M-3x6 1' o M-3x4+ M-5x8 -M-6x6(5) o • Q 3,75 M-3x4+ 12 `❑ 2-05-08y 7-02-07 y 3-08-13 5-02-03 y 5-09-03 y 9-07-15 y �•'i` `-. PflOp-,-.t,S1 1-002-05-08 10-09-08 39-00 20-09 y 00 �4.# 00PE • JOB NAME : 3413-2D LOT 138 NRT ONLY - C3 Scale: 0.1727 , . WARNINGS: GENERAL NOTES, unless otheno,se noted: OREGON . .I /4• 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual �/ /� V fl C1.�4.;!)V- �"C/ Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper r"• g/l(, O� y incorporation of component Is the responsibility of the building designer, '/, / ^••11••. 2.2x4 compression web bracing must be Installed where shown*. po p p ty 9 • 3.Additional temporary bracing to insure stability during construction 2 Design assumes the lop and bottom chords to be laterally braced et _ �[� Is the responsibility of the erector.Additional permanent bracing o! 2'o c end at 10 a.C:respectively unless braced throughout their length by s continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .-141:111-V-: DATE: 4/10/2017 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown Jr. SEQ. : K 3 0 5 9 4 7 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. - - fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, T RAN S I D• LINK design loads be applied to any camponeel. and are for"dry condition"of use. 12/31/2017 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. April rl I 1 O c'f O 1 7 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center i"� ,L TPWITCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(114-E 10,For basic connector plate design values see ESR-1311,ESR-1988(MiTek) i • This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF ))1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-10=(-209) 1516 10- 3=( ,5)'294 BC: 2x4 KDDF 61&BTR SPACED 24.0" O.C. 2- 3=(-1962) 415 10-11=(-21.0) 1514 3-11=(-475)'245 WEBS: 2x4 KDDF STAND 3- 4=(-1502) 456 11-12=(-140) 1146 11- 4=(-152) .556 • LOADING • 4- 5=(-1064) 434 12-13=(-240) 1442 11- 5=(-187); 100 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0•PSF 5- 6=(-1084) 434 13- 6=(-239) 1444 5-12=(-187) 100 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1502) 458 6-12=(-152) 556 TOTAL LOAD = 42.0 PSF 7- 8=(-1962) 415 12- 7=(-476)'.245 8- 9=( 0) 68 7-13=( 0) 294 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PIF 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 2015. 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" -250/ 1542V -273/ 273H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -250/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. i VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.064" @ 17'- 0.0" Allowed = 1.654" MAX TL DEFL = -0.108" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.035" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.058" @ 33'- 6.5" 13-11-11 6-00-10 ' 13-11-11 Design conforms to main windforce-resisting f 'l' '' II '( system and components and cladding criteria. 7-02-12 6-08-15 3-00-05 3-00-05 6-08-15 7-02-12 f f f f f . , f Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 9.00 [77 M-4x64 M-3x4 M 4x6 i ''' 19.00 Truss designed for wind loads 5 in the plane of the truss only. \ M-3x4 , M-3x4 3 7 Allilli -7,-. 0 0 d rw ww ew (I 1 10 11 1 13 9 0 . i M-3x5 M-1.5x3 0,25" 0.25 I M-1.5x3 M-3x5 0 • •' �D PROF M-5x8(S) M-5x8(5) CL C y l 7-01 6-06-15 6-08-03 6-06-15 ' 7-01 L y 1-00 34-00 1-00 'CZ' z920-OPE JOB NAME : 3413-2D LOT 138 NRT ONLY - C4 ,40°' Scale: 0.1733 tS: ! WARNINGS: GENERAL NOTES, unless otherwise noted: 7 • OREGON �r 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for an Individual • / .OR •EGON V ` �4(� Truss: C 4 and Warnings before construction commences. building component.Applicability of design parameters and proper f'y 2.204 compression web bracing must be Installed where shown+, Incorporation of component Is the responsibility of the building designer. • . L°- �"� 3,Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at •:•• 1 4. Is the responsibility or the erector.Additional permanent bracing of 2'o.c.end fat0'o.c.respectively unless braced throughout their length by • Q i ��v continuous sheathing such as plywood sheathing(TC)end/or drywell(BC). 41CF 1 l.. 1.-r' - DAT E: 4/10/2017 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K3 0 5 9 4 71 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. --- - fasteners are complete and at no time should any loads greeter then 5.Design assumes trusses are to be used In a non-corrosive environment, T RAN S I D• LINK design loads be applied to any component. and are for"dry condition'.of see. 5.CompuTrua has en control over and sesames en responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES,: 12/31/2017 2 31 J2 01 7 necessary. 1 LIJ l(L ll fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. p April 10 2017 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and laced so their center r TPIPeVTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,InciCompuTrus Software 7.6.8(1L)-E 10.For basic connector plata design values see ESR-1311.ESR-1900(Wick) • • This design prepared from computer input by PACIFIC LUMBER-BC ' LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 6B 2-12=(-313) 1521 12- 3=( 0) 294 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=1-1962) 527 12-13=1-319) 1520 3-13=(-475) 232 WEBS: 2x4 KDDF STAND 3- 4=(-1502) 569 13-14=(-183) 1149 13- 4=(-181) 567 LOADING 4- 5=( 0) 0 14-15=(-334) 1942 13- 6=(-198) 125 TC LATERAL SUPPORT <= 12"OC. UON. LL( 2S.0)+DL( 7.0), ON TOP CHORD = 32.0 PIE 4- 6=(-1089) 516 15-10=(-333) 1994 6-14=(-198) 125 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10'.0 PSF 6- 8=(-1084) 516 8-14=(-1BI) 566 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 19- 9=(-476) 232 8- 9=(-1502) 569 9-15=( 0) 294 NOTE: 2x4 BRACING AT 29"OC DON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1962) 527 ALI, FLAT TOP CHORD AREAS NOT SHEATHED 10-11=1 0) 68 BOTTOM CHORD CHECKED FOR A 20 PIF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM'OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -32B/ 1542V -274/ 279H 5.50" 2.47 KDDF ( 625) 39'- 0.0" -32B/ 1542V 0/ OH 5.50" 2.47 KDDF .( 625) [OND. 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 DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.064" @ 17'- 0.0" Allowed = 1.654" MAX TL DEFL = -0.108" @ 17'- 0.0" Allowed = 2.206" • MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 15-11-11 2-00-10 15-11-11 SEASONED LUMBER IN DRY SERVICE CONDITIONS T MAX HORIZ. LL DEFL = 0.035" @ 33'- 6.5" 7-02-12 6-06-15 1-00-35 2-02 6-06-15 7-02-12 _ MAX HORIZ. TL DEFL = 0.058" @ 33'- 6.5" 2-02 1-00-35 14-00 14-00 Design conforms to main windforce-resisting T Sf 5 7 . of system and components and cladding criteria. 12 12 M-4x6 M-3X9 M-4x6 Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.00 4 900 Q (All Heights), Enclosed, Cat.2, Exp.B, MWFRS,(Dir), 6 • load duration factor=l.6, O �� Truss designed for wind loads 111111 . in the plane of the truss only. M-5x8(5) M-5x8(5) 0.25" - 0.25" 4, -ff, . 1411111411\. 0 0 d. 1 r� o iii `aril n 1 O O 12 13 of M-3x5 M-1.5x3 0.25" 0.25"19 15 M-1.5x3 M-3x5 0l M-5x8(S) M-5x8(S) ;CY[�.c]. PRO� sS k-- y y k y y Cj C.1 N. / 7-01 6-06-15 6-08-03 6-06-15 7-01 y \ /f- y y • 1-00 34-00 1-00 8920-OPE JOB NAME : 3413-2D LOT 138 NRT ONLY - C5 Scale: 0.1733 1111.1,. ! WARNINGS: GENERAL NOTES, unless upon Ase noted: 7 ©�"]FGON / 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual .G Truss: C 5 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. incorporation of oom_enenl is the responsibility of the building designer. {A4 2 . �^' . 3.AddiBsnel temporary bracing to insure stability during construction 2.Design assumes tha i',?'and bottom chords to be laterally braced at J� p_ 1 moi't v Is the responsibility of the erector.Additional permanent bracing of 2'continuous and al ea o.chin rsen a vely unless braced throughout their length by .Jl.i1 mow,` �� continuous sheathing a 1 as plywood sheafhing(TC(andJor drywali(Bc). ' DATE: 4/10/2017 the overall structure Is the responsibility of the building designer, 3.2x Impact bridging or lateral bracing required where shovm++ SEQ. : K3 0 5 9 4 7 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss ic'the responsibility of the respective contractor, - - fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, T RAN S I D• LINK design loads be applied to any component, end are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full hearing at all supports shown.Shim or wedge If EXPIRES.:- 12/31/21117 necessa, fabrication,handling,shipment end Installation of components. 7.Design assumes ade)uate drainage is provided. April pr(I 1 2O 1 8.This design is furnished subled to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1 r TPIJWICA in BCSI,copies of which will be furnished upon request. lines coincide with Jai;,t center lines. ' 9.Digits Indicate size a.'.tlele In Inches. MiTek USA,Inc./CompuTrus Software 7.6.B(1L)-E 10.For basic connector Mate design values see ESR-1311,EIR-1988{MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-10=(-215) 1640 3-10=(-246): 204 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-1946) 912 10-11=(-153) 1379 10- 9=( -60) 472 WEBS: 2x4 KDDF STAND 3- 9=(-1798) 960 11-12=(-153) 1259 4-11=(-615) 289 LOADING 4- 5=(-1271) 455 12- 8=(-229) 1432 11- 5=(-368), 1139 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1271) 455 11- 6=(-615) 289 BC LATERAL SUPPORT <= 12"00. LION. DL ON BOTTOM CHORD = 10.0 PSE 6- 7=(-1798) 960 6-12=( -60) •473 TOTAL LOAD = 42.0 PSF 7- 8=(-1946) 412 12- 7=(-246)- 204 OVERHANGS: 12.0" 12.0" - 8- 9=( 0) 68 LL = 25 POE Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIF. 0'- 0.0" -272/ 1542V -336/ 336H 5.50" 2.47 ROOF ( 625) 34'- 0.0" -272/ 1542V 0/ OH 5.50" 2.97 ROOF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" f' MAX LL DEFL = -0.074" @ 17'- 0.0" Allowed = 1.654" • MAX TL DEFL = -0.124" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" A 17-00 ,/ 17•;00 MAX TL DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 1 ' SEASONED LUMBER IN DRY SERVICE CONDITIONS 5-10-14 5-06-09 5-06-09 5-06-09 5-06-,09 5-10-14 •. '' '( . 9' 9' MAX HORIZ. LL DEFL = 0.038" @ 33'- 6.5" 12 • 12 MAX HORIZ. TL DEFL = 0.060" @ 33'- 6.5" M-4x6 9.00 7 N9.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 5 Xr( iN: X6 ; Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-5x6(5) gnedfor windl0/••• 25" ' • 4 • M-1.5x3 :4101000/Aiiiiih. • o o 4, 1 PIPI �v 9 , 0 11 12 o o 4M-3x5 M-3x4 0.25" M-3x4 M-3x5 0l p/�/ M-5x8(S) '�t1 PR'. , y y 8-08-03 8-03-13 8-03-13 8-08-03 `•" 1-00 34-00 1-00 ',.+C- `t 59200F'E • , JOB NAME : 3413-2D LOT 138 NRT ONLY - C6 ;0 •,, /fo'' Scale: 0.1733W /�• ,/"� 1. iNGS: G. hRAe NOTES, any upon the se parameters e OR E La ON Lb- 1.Builder and erection contractor should be advised or all General Notes 1.This design is based only upon the parameters shown and is for an Individual -r4 Le Truss: C6 and Warnings before construction commences. budding component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. .'' )'• 14 1.10.`- �^' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �. - - v- Is the responsibility of the erector.Additional permanent bracing of 2 o.c.end et 10 o c respectively unless braced Throughout their length by �� continuous sheathing such as plywood sheathing(TC)and/or drywa8(BC). DATE: 4/10/2017 the overall structure Is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown+-0- SEQ. :SEQ. : K3 0 5 9 4 7 3 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is lire responsibility of the respective contractor. - fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, T RAN S I D• LINK design loads be applied to any component. end are far"dry condition"of use. �j + {n �j /f}/� 5.CompuI d hes no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge 0 EX P I R.E S:. 1 2/3 l/201 necessary. fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. April pri I 1 0 2O 1 7 6.This design Is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center , TPI/WfCA In BCSI,copies of which will be furnished upon request. lines coincide with Join'center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E i0.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-12=(-389) 1516 3-12=(-210) 186 BC: 2x4 KDDF 614BTR SPACED 24.0" O.C. 2- 3=(-1942) 606 12-13=(-407) 1700 12- 4=(-137) 669 WEBS: 2x4 EDGE' STAND3- 9=(-1720) 593 13-14=(-907) 1700 12- 6=(-611) 212 LOADING 4- 5=( 0) 0 14-10=(-41B) 1932 13- 6=( 0) 343 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.1 PSF 4- 6=(-1302) 524 6-14=1-6051 197 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 101:f: PSF 6- 8=(-1312) 52B 8-14=(-125) 665 TOTAL LOAD = 4_2+.t PSF 7- 8=( 0) 0 14- 9=(-209) 176 8- 9=(-1720) 604 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1942) 615 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 68 BOTTOM CHORD CHECKED FOR A 20 PSF LIMIIEr) STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY SBC 2015. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM: OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -318/ 1542V -197/ 197H 5.50" 2.47 KDDF ( 625) , 34'- 0.0" -325/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.079" @ 17'- 0.0" Allowed = 1.659" MAX TL DEFL = -0.133" @ 17'- 0.0" Allowed = 2206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0'100" MAX TL DEFL = -0.003" @ 35'- 0.0" Allowed = 0:133" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.040" @ 33'- 6.5" 1 MAX HORIZ. TL DEFL = 0.065" @ 33'- 6.5" 11-11-11 9-02-10 12-09-11 Design conforms to main windforce-resisting 1j 4' ' '1 system and components and cladding criteria. ' 5-01 4-08-11 2-02 5-00-05 4-02-05 3-00 4-08-11 5-01 A I 4' '1 f '1 4' 1' - 4' 4' Wind: 140 mph, h=24ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 10-00 10_00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS.'r�ir), ,I load duration factor=l.6, ,! - I 7 1 - '1' Truss designed for wind loads 12 5 12 in the plane of the truss only. 9.00 7 M-4x6 Q 9.00 • M-3x8 8M-4x6 4 B e.. M-1.5x3 M-1.5x3 3 CD o •:r 1 12 13 1 14 • 1 0 IIM-3x5 M-3x8 0.25" M-3x8 M-3x5 01p 9-07-15 7-04-01 7-04-01 9-07-15 . - • .- 0 � • 1-00 34-00 • 1-00 892t�QPE �' ____4FJOB NAME : 3413-2D LOT 138 NRT ONLY - C7 �, - Scale: 0.1733 WARNINGS: GENERAL NOTES, unless otherwise noted: - _ �(1p}"'/"+�p( fe 1.Builder and emotion contractor should be advised of all General Notes 1.This design Is based':nl upon the parameters shown and Is for an Individual VV ff77..E6ON V `K/. Truss: C7 and Warnings before construction commences, balding component ippilceblllty of design parameters and proper ' �O� 2.2a4 compression web bracing must be Installed where shown+. Incorporation of coru'orant is the responsibility of the building designer. • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the!vp'and bottom chords to be laterally braced al i is the responsibility of the erector.Add'Aional permanent bracing of 7 e.c.and a1 10'o.c.(respedlvely unless braced throughout their length byR11-.\--'• .�� continuous sheathing such as plywood sheathing(TC)and/or dryw ali(BC). , DATE: 4/10/2017 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K 3 0 5 9 4 7 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - --. fasteners are complete and at no time should any loads greater than 5.Design assumes true-us am to be used In a non-corrosive environment, T RAN S I D• LINK design loads be applied to any component. end are for"dry ccnc aici'of use. 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full Searing at all supports shown.Shim or wedge if EX P I R,E S-: 12/31/2017. necessary. fabrication,handling,shipment and Inetoltetlen of components. '7,Design assumes a& ele drainage is provided, Apr'I 1 O ry01 6.This design Is furnished subled to the limitations set forth by 8.Plates shall be locate on both faces of truss,and placed so their center ,L TPWJTCA In SCSI,copies of which will be furnished upon request. lines coincide with s!:t center lines. 9.Digits Indicate size at Blare in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector.ate 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 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF (l&BTR LOAD DURATION INCREASE = 1.15 - 1- 2=( 0) 68 2-11=(-291) 1505 3-11=(-219) 211 BC: 2x4 KDDF Ol&BTR SPACED 24.0" O.C. 2- 3=(-1942) 492 11-12=(-274) 1698 11- 4=(-122) 659 WEBS: 2x4 KDDF STAND - 3- 4=1-1720) 474 12-13=1-274) 1698 11- 5=(-596) 183 LOADING 4- 5=(-1300) 940 13- 9=(-339) 1432 12- 5=1 0) 343 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=1-1301) 953 5-13=(-594) 162 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 7-13=(-106) 658 TOTAL LOAD = 4'2.0 PSF 7- 8=(-1720) 494 13- 8=1-218) 199 8- 9=(-1992) 510 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PIE Ground Snow (Pg) 9-10=( 0) 68 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY HBC 2015. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) •, 0'- 0.0" -290/ 1592V -196/ 196H 5.50" 2.47 KDDF ( 625) : 34'- 0.0" -250/ 1592V 0/ OH 5.50" 2.47 KDDF ( 625) • IC OND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing. i VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" • MAX IL DEFL = -0.079" @ 17'- 0.0" Allowed = 1.654" MAX TL DEFL = -0.133" @ 17'- 0.0" Allowed = 2.206" • • MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS • MAX HORIZ. LL DEFL = 0.040" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.065" @ 33'- 6.5" Design conforms to main windforce-resisting 9-11-11 13-02-10 • 10-09-11 system and components and cladding criteria. , 5-01 4-10-11 7-00-05 6-02-05 00 4-08-11 5-01 f Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4, (All Heights), Enclosed, Cat.2, Erp.B, MWFRS(Dir), load duration factor=1.6, 10-00 Truss designed for wind loads ,,r f in the plane of the truss only. 12 M-4x6 6M-4x6 12 4 M-3x8 t 9.00 7 5 Q 9.00 Mal 1, • M-1.5x3 M-1.5x3 3 +. .+ B 0 0 , IIIIIIIII\MM: I 1 11 12 13 ° o P to M 3x5 M-3xfl 0.25" M-3x8 M-3x5 0l �y,{� M-5x6(S) CJ��S`L iN -- '3 0 y y y y 9-07-15 7-04-01 7-04-01 9-07-15 • �.X.. •j �, k- y )' ) �4 1-00 34-00 1-00 :9200PE fir" , JOB NAME : 3413-2D LOT 138 NRT ONLY - C8 Scale: 0.1658 ----. WARNINGS: GENERAL NOTES. unless otherwise noted: OREGON ,:/,- 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual _ • • r(,/ Truss: C 8 and Warnings before construction commences. building component.Applicability of design parameters and proper •, 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the budding designee. �/^ti ,� 1^ �O..- �" 3.Additional temporary bracing to insure stability during construction 2.Design assumes Iha't ip and bottom chords to be Isle rally braced at �,J 1 W _ Is the responsibility of the erector,Additional permanent bracing of 2'o.c.end et 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). - aiti`R, Q i`\,,.• DATE: 4/10/2017 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or ilateral bracing required where shown++ s 1 SEQ. : K3059475 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. - - fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D• LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full Searing at all supports shown.Shim or wedge If EX P i R:E S:-. 12/3172017. necessary, fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. April 1 O 2O 1 7 H.This design is furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center r TPiPWTCA in BCSI,copies of which will be furnished upon request. lines coincide with)Dint center lines. 9.Digits Indicate size of plate In inches. MITek USA,Inc.lCompuTrus Software 7,6.8{1L)-E 10,For beak connector plate design values see ESR-1311,ESR-1986(MITek) 'l This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34`'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: . 2x4 KDDF #1&BTR LOAD DURATION INCREASE,=,1.15 (Non-Rep) 1- 2=( • 0) 68 2-14=(-316) 2274 3-14=( -88) 126 BC: 2x6 KDDF #1&BTR SPACED 244" O.C. 2- 3=(-3056) 514 14-15=(-282) 2304 14- 4=( -108) 46 WEBS: 2x4 KDDF STAND 3- 4=(-2942) 518 15-16=(-544) 3684 4-15=( -50) 266 LOADING 4- 5=(-2790) 542 16-17=(-734) 4466 15- 5=( -224) 1254 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOR^CHORD = 32.0 PSF 5- 6=(-2318) 460 17-18=(-932) 5088 15- 6=(-1836) 396 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4120) 814 18-12=(-954) 4966 6-16=( -146C 1030 TOTAL LOAD = 42.0 PSF 7- 9=(-4666) 1026 16- 7=( -724) 286 8- 9=( 0) 0 7-17=( -418) 766 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Grour-d Snow (Pg) 9-10=(-5558) 1210 9-17=( -412) 2114 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLO ''28'- 0.0" TO 34'- 0.0" V 10-11=(-6550) 1382 17-10=(-1488) 418 11-12=(-6616) 1366 10-18=( -544) 2320 ADDL: TC CONC LL+DL= 598.0•LBS @ 26'- 0.0" 12-13=( 0) 68 18-11=( -68) 372 OVERHANGS: 12.0" 12.0" ADDL: BC CONC LL+DL= 3055:.0,LBS @ 27'- 6.0" M-3x4 where shown; Jts:2,9,6=7,10,14 BOTTOM CHORD CHECKED FOR A<20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SRECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) -r,. ( 2 ) complete trusses required. THE BOTTOM CHORD DEAD LOAF IS A MINIMUM OF 10 PSF. 0'- 0.0" -393/ 2254V -157/ 157H 5.50" 3.61 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN 34'- 0.0" -990/ 4753V 0/ OH 5.50" 7.60 KDDF,( 625) nails staggered: \A/ • 9" oc in 1 row(s) throughout 2x4 top chords, AA 9" oc in 2 row(s) throughout 2x6 bottom chords, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x4 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" • MAX LL DEFL = 0.064" @ 20'- 0.8" Allowed = 1.654" " CONNECTION/HANGER MUST BE ABLE TO TRANSER MAX TL DEFL = -0.149" @ 20'- 0.8" Allowed = 2.206" CONCENTRATED LOAD EVENLY AMONG BOTH MEMBERS. MAX LL DEFL = -0.001" @ 35'- 0.0" Allowed = 0.100" • ' MAX TL DEFL = -0.001" @ 35'- 0.0" Allowed = 0.133" ' SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.021" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.052" @ 33'- 6.5" ' Design conforms to main windforce-resisting 7-11-11 17-02-10 8-09-11 system and components and cladding criteria. , I 3-04-14 3-01-061 140 mph, h=22.5ft, TCDL=4.2,BCSL=6.0, ASCE 7-10, ,! ,-OS-07 5-11-09 6-01-09 5-01-09 1-00 3-01-06 3-09-19 Wind: (All Heights), Enclosed, cat.2, Exp.B, MWFRS(Dir), I fI II "I I load duration factor=1.6, 1-03-07 8-00 Truss designed for wind loads f. ,r in the plane of the truss only. • 598# 12 M-4x6 B 12 9.00 s \/ N950 x6 M-1.5x3 + M-1.5x3 3 1 0 0 • a' +- © kaki �` Irk I• �� r-I 5 19 15 16 17 18 N3 0 -.,...-. O M-3x8 0.25" M-3x8 M-7x8 M-' 8 1 tNrW ��or -7x8(S) 3025# rt` n y t yy y 6-02-12 1-05-03 9-04-01 9-04-01 1 1-05-03 6-02-12 J' y • ,l , <�• CI ;6 „.„,.- .,6:).9:0.:,..„...„.H, 1 00 34-00 1-00 CCQpE , __ 01, JOB NAME •. 3413-2D LOT 138 NRT ONLY - C9 :-_ ,,�!r • i . Scale: 0.1850 `� ,-' ,/4 ) WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON ,.f� ,' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual \ t., '',4,., Y �J Truss: C9 and Warnings before construction commences. building component.kpplicablllly of design parameters and proper ,e g (�A t•R 2.204 compression web bracing must be Installed where shown+, Incorporation of component Is the responsibility of the building designer. a a) y` {4 1�.`. '" , 2.Design assumes the top and bottom chords to be laterally braced at S,j • t 3.Additional temporary bracing to Insure stability during construction 2'o c and at 10'a c�respedNely unless braced throughout their length by Is the responslblli19 of the erector.Additional permanent bracing of continuous sheathing such as plywood sheething(TC)and/or drywall(BC). • L f f.4 Ll,,,:. -• DATE: 4/10/2017 the overall structure is the responsibility of the building designer. 3.2x Impact bridging ail lateral bracing required where shown+-i- SEQSEQ. : . : K3 0 5 9 9 7 6 4.No load should be applied to any component until after all bradng and 4.Installation of truss le the responsibility of the respedive contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes truvses are to be used in a non-corrosive environment, T RAN S I D• LINK design loads be applied to any component. and are for"dry condition"of use. [[� { ry !]/�{ 5.Com puTrvs hes no control over end assumes oe responsibility for the 6.Design assumes full hearing at all supports shovm.Shim or wedge If EXPIRES' 1 2/i31/211 l 7' necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes aderuete drainage Is provided. April 1 O 2 n V 1 7 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center r TPIM6TCA In BCSI,copies of which will be furnished upon request. lines coincide with jo(nt center lines. 9.Digits Indicate size of dale in Inches. • MITek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector pile design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(-47) 110 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-207) 0 5-7=(-74) 163 5-3=( 0) 67 WEBS: 2x4 KDDF STAND 3-4=( -28) 40 3-7=(-168) 76 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 12.0 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 = 1.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" , 0'- 0.0" -38/ 370V -37/ 118H 5.50" 0.59 KDDF ( 625) LL = 25 PSF Ground Snow (Pg):, 3'- 10.9" -153/ 105V 0/ OH 1.50" 0.17 KDDF ( 625) B'- 0.0" 0/ 105V 0/ OH 5.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts::2,4,71 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/160 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.007" @ 2'- 4.4" Allowed = 0.170" 3-11-11 MAX TL DEFL = -0.011" @ 2'- 3.8" Allowed = 0.226" 1' '1' MAX LL DEFL = 0.000" @ 7'- 3.0" Allowed = 0.178" MAX BC PANEL TL DEFL = -0.025" @ 4'- 7.1" Allowed = 0.269" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 9.00 V 4 -/ MAX HORIZ. LL DEFL = 0.007" @ 7'- 3.0" MAX HORIZ. TL DEFL = 0.011" @ 7'- 3.0" ' Design conforms to main windforce-resisting M-9x6 system and components and cladding criteria. 3 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, , (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �O I load duration factor=1.6, 00 o Truss designed for wind loads Nin the plane of the truss only. 111111111111'11111111111111111.1"41111M...- Allimimmimi 7 memo -r 0 MI 0 o m r'' M-1.5x4 l A- ►�� I 3x4 0 1 M-3x9 M-3x5 ; y y 51 2-03-12 4-11-04 0-09 y ,L y .1- 1-00 1-00 2-05-08 8-00 5-06-08 r • ,.89200PE f/t---, JOB NAME : 3413-2D LOT 138 NRT ONLY - CJ2 ^, '"" • scale: 0.5499 ��111t.: ' WARNINGS: GENERAL NOTES, unless otherwise noted: � Jr�J'1[°1 •4/..r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based cnly upon the parameters shown and Is for an Individual Y� L�77 t�wwIl V Aix Truss: CJ2 and Warnings before construction commences. building component.'Applicability of design parameters and proper :7::- incorporation of con Diem is the responsibility of the building designer, O. 1. 2.2x4 compression web bracing must be Installed where shown+. fi0 P �'o tY 9 9 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chorda to be laterally braced et ___ P ' Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and et 10'o.c•,respectively unless braced throughout their length by continuous sheathing such ea plywood sheathing(TC)and/or drywetl(BC). •A;.��• DATE: 4/10/2017 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ SEQ. : K 3 0 5 9 4 7 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responslblllty of the respective contractor. -fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment,TRANS ID• LINK design loads be applied to any component. and are for"dry coedelon"of use. 5.CompuTrua hes no control over and assumes no responsibility for the6.Design assumes full bearing at all supporta shown.Shim or wedge ifC V 11':) 1n 34 1y7/l 7necessary. L/� �1 . I L1�7 IIL 11 I fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. April t p rI I O O 8.This design is furnished subject to the limitations set forth by B,Plates shall be located on both faces of truss,and placed so their center ''� r TPINVTCA in SCSI,copies of which will be furnished upon request. Imes coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(114-Z t0.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x9 ODDS #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(-120) 199 6-5=( 0) 18 BC: 2x4 RODE #1&BTR SPACED 29.0" O.C. • ' 2-3=(-308) 95 5-7=(-184) 300 5-3=( 0) 68 WEBS: 2x4 RODE STAND 3-4=( -73) 63 3-7=(-310) 190 LOADING ' TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 POE' BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA TOTAL LOAD = .•92',0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -32/ 926V -55/ 165H 5.50" 0.68 KDDF ( 625) LL = 25 PIE Ground Snow (Pg). 5'- 10.9" -126/ 128V 0/ OH 1.50" 0.20 KDDF ( 625) 8'- 0.0" 0/ 139V 0/ OH 5.50" 0.22 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO!TIE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015,NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,4,71 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 5-11-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1 MAX LL DEFL = 0.015" @ 2'- 9.9" Allowed = 0.270" 4 -/ MAX TL DEFL = -0.019" @ 2'- 3.8" Allowed = 0.359" MAX LL DEFL = 0.000" @ 7'- 3.0" Allowed = 0.078" MAX TL DEFL = 0.000" @ 7'- 3.0" Allowed = 0.105" 12 !' SEASONED LUMBER IN DRY SERVICE CONDITIONS 9.00 , MAX HORIZ. LL DEFL = -0.016" @ 7'- 3.0" MAX HORIZ. TL DEFL = 0.019" @ 7'- 3.0" " Design conforms to main windforce-resisting . system and components and cladding criteria. c Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRSI(Dir), load duration factor=1.6, 4 Truss designed for wind loads 3 in the plane of the truss only. Altilli ..... o ,-I h 111 7 M o M-1.5x4 of ► 6 0 O 1 M-3x4 M-3x5 y l l y 2-03-12 4-11-04 0-09 y 1-00 y 2-05-08 y 8-00 5-06-08 • • ticD PR Qp- 392( 4PE , __doJOB NAME : 3413-2D LOT 138 NRT ONLY - CJ3 • Scale: 0.99551 WARNINGS: GENERAL NOTES, ;unless otherwise noted: 7. QRiEGO- p l �4• �' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based,only upon the parameters shorn and Is for an Individual OREGO- N. Y w Truss: CJ3 and Warnings before construction commences. balding component.Applicability of design parameters and proper • • 2.2x4 compression web bracing must be installed where shown 5. Incorporation of component Is the responsibility of the building designer. �j'� - , 2.Design assumes Be top and bottom chords to be laterally braced at („/ • 1 v 3.Additional temporary bracing to Insure stability during construction P Is the responsibility of the erector.Additional permanent bracing of 2'a.c.end et 10'a.c.respedlvely unless braced Throughout their length by R, �� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 4/10/2017 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or laieral bracing required where shown*+ SEQ. : K 3 0 5 9 4 7 8 4.No load should be applied to any component until alter all bracing and 4.installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D• LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the S.Design assumes full Gearing at all supporta shown.Shim or wedge If EXPIRES;r-� /.� /2017 necessary. �„s __ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. p April 10,2017 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and laced so their center TPUWTCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. • MiTek USA,lnc./CompuTrus Software 7.6.8(1 L)-Z 1 N.For basic connector plate design values tree ESR-1311•ESR-1988(MiTek) • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" ', IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(-230) 310 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-412) 91 5-7=(-350) 468 5-3=( 0) 69 WEBS: 2x4 KDDF STAND; 3-4=(-122) 92 3-7=(-482) 361 2x4 KDDF STUD A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE • TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 1,0.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) • 0'- 0.0" -45/ 469V -74/ 213H 5.50" 0.75 KDDF (.625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 7'- 3.0" -13/ 180V 0/ OH 5.50" 0.29 KDDF ( 625) ' 7'- 11.7" -96/ 159V 0/ OH 1.50" 0.25 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015.NOT BEING MET. 'PROVIDE FULL BEARING;Jtsi2,7,4I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacin� 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 DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" ! 7=11-11 • MAX LL DEFL = 0.027" @ 2'- 4.4" Allowed = 0.354" I '1 MAX TL DEFL = -0.029" @ 2'- 3.8" Allowed = 0.472" 4 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.028" @ 7'- 3.0" 0 MAX HORIZ. TL DEFL = 0.030" @ 7'- 3.0" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10; (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Oir), load duration factor=1.6, Truss designed for wind loads . ' '0 in the plane of the truss only. I , 0 • • M-4x6 , 3 4rimiiii......_eftimmummimmummummor........_ . mommommemmum-_ _. I o M-1.5x9 o �� i I1 M3x4 1 o M-3x4 M-3x5 • y y >4 ), • 2-03-12 4-11-04 0-09 1-00 2-05-08 8-00 5-06-08 �� -- •SO • 89200PE C',• JOB NAME : 3413-2D LOT 138 NRT ONLY - CJ4 ...eag r" 41../MO,Scale: 0.9065 - 402.,• WARNINGS: GENERAL NOTES, unless otherwise noted U.R Eta Q tV if 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameter.shown and Is for an Individual Truss: CJ4 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. !/y { 2.Design assumes the lap end bottom chords to be laterally braced at '�J 1 4 �-�� 3.Additional temporary bracing to Insure stability during construction --is the responsibility of the erector.Additional permanent bracing of 7 o c,end at 117'a.c.respedNety unless braced throughout their length by continuous sheathing such ea plywood sheathing(TC)end/or drywell(BC). : .jr. •R`��.• - DAT E: 4/10/2017 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•. r� i SEQ. : K3 0 5 9 4 7 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is,the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, T RAN S I D: LINK design loads be applied to any component. and are for"dry condition"of use. ��// FF 5.CompuTrus has en control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If E X P I R,E S.' 12/31/2017 necessary. fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. April pri I 1 0 2O 1 7 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center r TPIANICA in BCS',copies of which will be furnished upon request. lines coincide with Joint center lines. a.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7,6.8(1 L)-Z to,For basic connector plate design values see ESR-1311.ESR-1906(MITek) • This design prepared from computer input by JP f LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 61&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 68 2-7=1-185) 270 7-6=( 0) 18 BC: 2x4 KDDF S16BTR SPACED 24.0" O.C. 1 2-3=(-365) 71 6-8=1-283) 408 6-3=( 0) 69 WEBS: 2x4 CODE STAND 3-4=(-212) 177 3-8=(-421) 292 LOADING 4-5=1 -86) 38 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 = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BIRO AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -37/ 449V -93/ 263H 5.50" 0.72 KDDF ( 625) 7'- 3.0" -6/ 163V 0/ OH 5.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.2" -208/ 343V 0/ OH 1.50" 0.44 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 9'- 11.7" -15/ 8V 0/ OH 1.50" 0.01 KDDF .( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'PROVIDE FULL BEARING;Jts:2,8,4,51 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. kOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinq. 1 9-11-11 .l f VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" --/ MAX TL DEFL = -0.'003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.021" @ 2'- 4.4" Allowed = 0.354" ° MAX TL DEFL = -0.025" @ 2'- 3.8" Allowed = 0.472" SEASONED LUMBER IN DRY SERVICE CONDITIONS q MAX HORIZ. LL DEFL = -0.023" @ 7'- 3.0" MAX HORIZ. TL DEFL = 0.026" @ 7'- 3.0" 12 I( 1► Design conforms to main windforce-resisting 9.00 177 system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, a. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, I Truss designed for wind loads N 0 in the plane of the truss only. r M-4x6 •3 �O A1111111111111.11111.1111M1' II , 111 , . m M-1.5x4 • of i M23x4 0 o M-3x4 M-3x5 y y 2-03-12 4-11-04 0-09 y * ,l ,l p 1-00 2-05-08 7-06-03 { • P R pfi. , 8 00 y 1-11-11 y �` IN 5 89200PE c- JOB NAME : 3413-2D LOT 138 NRT • ONLY - CJ5 4, ,/ ._ `J Scale: 0.3467 'lilt', WARNINGS: GENERAL NOTES, unless otherwise noted: 7/ \ OREGON /../ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual ^ . G[, Truss: CJ5 and Wamings before construction commences. building component.Applicability of design parameters and proper Incorporation of component Is the responsibility of the buildingdesigner. r�I'� •**/)"- 1 2.2x4 compression web bracing must be Installed where shown+. rP Do aP ty g (f 1 '1° '4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap end bottom chords to be laterally braced at p � . Is the responsibility of the erector,Additional permanent bracing of 2'a.c.end et 10'o.c:respectively unless braced throughout their length by /(�y' ` continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). %' [`i,Q,1 k.,\'' DATE: 4/10/2017 the overall structure Is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown++ f�t s i f SEQ. : K3 0 5 9 4 8 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. • fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used In a noncorrosive environment, • T RAN S I D• LINK design loads be applied to any component. and are for"dry condition"ur use. ��// ] [[+ 12/31/2017 t�Jry (� 6.Design assumes full bearing al all supports shown.Shim or wedge If EX P J RE S !2/31/201 7 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided, April I .(O 2O 1 7 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center /`1 I , TPIM7TCA In BCS',copies of which will be furnished upon request. Imes coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.B(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-7=(-167) 274 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-361) 68 6-8=(-256) 913 6-3=( 0) 69 WEBS: 2x4 KDDF STAND 3-4=(-284) 245 3-8=(-426) 263 LOADING . ' 4-5=(-102) 49 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF ' BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 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" -36/ 447V -112/ 316H 5.50" 0.72 KDDF ( 625) 7'- 3.0" -9/ 162V 0/ OH 5.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.2" -235/ 375V 0/ OH 1.50" 0.48 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 11'- 11.7" -56/ 89V 0/ OH 1.50" 0.14 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'PROVIDE FULL BEARING;Jts:2,8,4,5 I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. I- 11-11-11 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) f 1' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 S MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = C.100" -rl MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" i it MAX LL DEFL = -0.020" 0 2'- 4.4" Allowed = .0.354" MAX TL DEFL = -0.025" @ 2'- 3.8" Allowed = 0.•472" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.022" @ 7'- 3.0" MAX HORIZ. TL DEFL = 0.027" @ 7'- 3.0" ' Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 7 4 Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4l (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads I co in the plane of the truss only. 0 w M-4x6 3 �O iiwimmmm......._ • AIMW: '. i ME 1 9 a i 02111111111111111 r M-1.5x4 1 1 M-73x4 0 o M-3x4 • M-3x5 • ; y y )' 2-03-12 4-11-04 0-09 p r y1-00 y 2-05-08 y 9-06-03 .��,� D PnO� rSS y 8-00 3-1i-11 �2`..0a. .y 4 l0 89200PE JOB NAME : 3413-2D LOT 138 NRT ONLY - CJ6 / Scale: 0.3065 �,, /�J/''��pp� WARNINGS: GENERAL NOTES, !unless otherwise noted: 1/.•_ •A_OREGON J.IV • ,•4/ I.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual Abi Truss: CJ6 and blaming.before construction commences. building component.Applicability of design parameters and proper • 2.2x4 compreeslon web bracing must be Installed where shown a. incorporation of component Is the responsibility of Be building designer. �/S '''� {,{ �/1_ _ 2.Design assumes the ap end bottom chords to be laterally braced at . '0 1°'}' "0 3.Additional temporary bracing to Insure stability during construction -- - - CS.P Is the responsibility of the erector.Additional permanent bracing o1 2'o.c.and at 10'o.c.respectNely unless braced throughout their length by Is continuous sheathing such as plywood sheathing(TC)and/or drywall(8C). ,_ ,,,: . DATE: 4/10/2017 the overall structure Is the responsibility of the building designer. 3,2x Impact bridging or;sterol bracing required where shaven+a SEQ. : K 3 0 5 9 4 81 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D• LINK design loads be applied to any component, end are for"dry condition"of use. S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all support.shown.Shim or wedge if EXPIRES': 12/31/2017 necessary. fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. April pril 1 O 2O 177 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center , ' TPINVICA In SCSI.copies of which will be furnished upon request. lines coincide with joint center lines, 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7,6.6(11)-Z 10,For basic connector plate design values see ESR-1311.ESR-1888(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0. IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = :.15 1-2=(-15) 36 2-9=(0) C BC: 2x4 KDDF 41&BTR SPACED 29.0" O.C.: 2-3=(-27) 19 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD,= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD`= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -73/ 298V 0/ 290 1.50" 0.40 KDDF { 625) 0'- 11.2" -15/ 28V 0/ OH 1.50" 0.09 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 1'- 0.0" -34/ 20V 0/ OH 1.50" 0.03 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL !PROVIDE FULL BEARING;Jts:2,4,41 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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 LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFI. _ -0.000" @ 0'- 5.6" Allowed = 0.026" MAX BC PANEL TL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.035" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.000" @ 0'- 11.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 0'- 11.2" 4.00 l " Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp B, MWFRS(Dir), load duration factor=1.6, 3 • Truss designed for wind loads • in the plane of the truss only. LO M-3x5 2 �:I r t� I I . O 9 • • P R S `YS 1-00 1-00 ,�jN4�� :9200PE JOB NAME : 3413-2D LOT 138 NRT ONLY - EJ Scale: 1.1775 WARNINGS: GENERAL NOTES, unless otherwise noted: OREGO{t I.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shorn and is for an Individual OREGON V Truss: EJ and Warnings before construction commences. building component.Applicability of design parameters and proper ✓ • 1 2.2x4 compression web bredng must be installed where shown+, Incorporation of component Is the responsibility of the building designer. J 7 14. 20. "' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at �,/ _ - � ., • Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respectively unless braced Throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 11 .1:i RI A--; • DATE: 4/10/2017 the overall structure Is the responsibility of the building designer. 3.D Impact bridging or lateral bracing required where shorn + 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : K 3 0 5 9 4 8 4 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK P 6.Design assumesfull bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 5.Com uTrus has no control over and assumes no responsibility for the necessary. C/\I-I�l C L1J I LU l fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. April 1 O 201 7 6.This design is furnished subbed to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center !'1�./ , TPIRNTCA In BCSI,copies of which will be furnished upon request, lines coincide with Joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(11)-E 10.For basic connector plate design values see ESR-1311,ESR-1998(MITek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15. 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1SBTR SPACED 24.0" O.C. 2-3=(-1) 76 TC LATERAL SUPPORT 0= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 POE' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 287V -19/ 72H 5.50" 0.46 KDDF ( 625) 1'- 10.9" -150/ 157V 0/ OH 1.50" 0.25 KDDF ( 625) LL = 25 POP" Ground Snow (Pg) B'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (PROVIDE FULL BEARING;Jts:22,3,4] REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. GOND. 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 LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.0" Allowed = 0.123" MAX TC PANEL TL DEFL = -0.006" @ 1'- 1.5" Allowed = 0.1.84" MAX BC PANEL LL DEFL = 0.012" @ 3'- 6.6" Allowed = 0.354" MAX BC PANEL TL DEFL = -0.052" @ 4'- 4.8" Allowed = 0.472" SEASONED LUMBER IN DRY SERVICE CONDITIONS 1-11-11 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 12 Design conforms to main windforce-resisting 9.00 F77 system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 3 Truss designed for wind loads in the plane of the truss only. /f • • � I o -• I X,4 1 M-3x9 77 y y y 1-00 8-00 • �� D PRpPEss • 892OOPE c--' JOB NAME : 3413-2D LOT 138 NRT ONLY - J1 Scale: 0.5999 "VAIL ./ . WARNINGS: GENERAL 9sNOTES, 'unless41' onhhe arnoted: -7 O. (""G,O ( �/„ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual OREGON.4J 1 V + +r(� Truss: J1 and Warninge before construction commences. building component.Applicability of dealgn parameters and proper . / ,Q • • 2.2a4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the balding designer. /'\ 7 {^ rJ� • "' ' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced el '.• 1 W v"' Is the responsibility of the erector.Additional permanent bracing of 2•continuous end et ea hino.crespectively as ply unless braced(TC)and/or their length by ❑ continuous shging r such i b plywood al where s and/or drywell(BC). DATE: 4/10/2017 the overall structure Is the responsibility or the building designer. 3,2x Impact bridging or lateral bracing required where shown++ SEQ. : K3059485 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used In a non-corrosive environment. T RAN S I D' LINK design loads be applied to any component. end are for"dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If \7('y E[�C C� X1114 7 necessary. //lt t'�ffl Cly l l_J t! fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. April 1 O ry/3.1 7 8.This design Is famished sullied to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center /'1 r L l/1 • TPIW 1-CA In SCSI,copies of which will be furnished upon request. Imes coincide with Joint center Imes. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-7988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: Sod KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-78) 80 • 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" -27/ 358V -37/ 118H 5.50" 0.57 KDDF ( 625) 3'- 10.9" -170/ 162V 0/ OH 1.50" 0.26 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) B'- 0.0" 0/ 71V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING,Jts:2,3,4I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR 10 PSF 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 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 = -0.017" @ 3'- 6.6" Allowed = 0.354" MAX TC PANEL TL DEFL = -0.032" @ 2'- 2.2" Allowed = 0.435" 3-11-11 MAX BC PANEL TL DEFL = -0.077" @ 4'- 4.8" Allowed = 0.472" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 12 MAX HORIZ. TL DEFL = 0.000" @ 3'- 10.9" 9.00 F77 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads • in the plane of the truss only. i Ipra%W 111=511,0 1 M-3x4 y l l 1-0o 8-00 :.9200PE JOB NAME : 3413-2D LOT 138 NRT ONLY - J2 Scale: 0.5629 WARNINGS: GENERAL NOTES, -unless otherwise noted: OREGON �1 7.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual �J'D .OREGON V. Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component Is the responsibility of the building designer, 77fS 1 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chards to be laterally braced at <) Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �-�. ,:: , DATE: 4/10/2017 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ S EQ. : K3059486 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no lime should any loads greater than S.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D• LINK design loads be applied to any component. end are for"dry condition"of use. 12/31/2017.t�/ry{/ /� 5.CompuTrue has no control over and assumes no responsibility for the 6.Design assumes full hearing at all supports shown.Shim or wedge If EXPIRES: E 2/3[/20 E 7. necessary. fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. April .l 1 O,2O 1 7 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located:on both faces of truss,end placed so their center TPIANICA in SCSI.copies of which will be famished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,InciCompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-737 I.ESR-1988(MITek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cc=1.00 TC: 2x9 KDDF tfl&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) I BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. I 2-3=(-123) 107 • 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 POE 0'- 0.0" -24/ 922V -55/ 165H 5.50" 0.68 KDDF ( 625) 5'- 10.9" -154/ 190V 0/ OH 1.50" 0.30 KDDF (•625) LL = 25 POE Ground Snow (Pg) 8'- 0.0" 0/ 83V 0/ OH 5.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (PROVIDE FULL BEARING`ts:2 . 9 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacin . 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 LL REEL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" 3 MAX TC PANEL LL DEFL = 0.144" @ 3'- 2.1" Allowed = 0.457" MAX BC PANEL TL DEFL = -0.125" @ 4'- 1.4" Allowed = 0.472" SEASONED LUMBER IN DRY SERVICE CONDITIONS 7 -." MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-21.9ft, 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 o in the plane of the truss only. 41 * * y 1-00 8-00 <c,. 0,W 89200PE JOB NAME : 3413-2D LOT 138 NRT ONLY - J3 Scale: 0.5226 • WARN 1.Builder GhRAL NOTES, unless otherwisenteparameters y•• O(7(-'� j"1p I 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual ��^ F-1 C l.a L.'J t VA • Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper • . 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. Y iJ •-NF1_ S Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chards to be laterally braced at - 14 �._ Is the responsibility of the erecter,Additional permanent bracing of 7 o.c.and at 10'h.c,respectively unless braced throughout their length by continuous sheathing such es plywood sheathing(TC)andlor drywall(BC). ' DATE: 4/10/2017 the overall structure is the responsibility of the building designer, 3.2x Impact bridging or lateral bracing required where shown+ SEQ. : K 3 0 5 9 4 8 7 4,No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS I D• LINK design loads be applied Is any component. and are for"dry condlllan"of use. 5.CompuTrue has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. April 1/1 2O 1 7 8.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center L, 7PIANTCA In BCS!,copies of which will be furnished upon request. lines coincide with joint center Imes. 9,Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.80 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-170) 138 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" -44/ 480V -74/ 2130 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ 173V 0/ OH 5.50" 0.28 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -130/ 225V 0/ OH 1.50" 0.36 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 'PROVIDE FULL BEARING,Jts:2,4,3� LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) VERTICAL DEFLECTION LIMITS: LL=L/240, '1'L=L/180 7-11-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1, 3 MAX TC PANEL LL DEFL = 0.456" @ 4'- 9.0" Allowed = `0.624" MAX TC PANEL TL DEFL = -0.467" @ 4'- 6.0" Allowed = 0.935" SEASONED LUMBER IN DRY SERVICE CONDITIONS A r� MAX HORIZ. LL DEFL = -0.002" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" 12 • Design conforms to main windforce-resisting 9.00 7 system and components and cladding criteria. Wind: 140 mph, h=22.2ft, 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. gi f- ►' 4►t •1 M-3x4 1-00 8-00 k\<<, • ( PROfis• :44.7 .8.9200PE JOB NAME : 3413-2D LOT 138 NRT ONLY - J4e,�+ . Scale: 0.4605 (~'"": WARNINGS: GENERAL NOTES, unless otherwise noted: �9 OREGON C('�,('1P I 1.Builder and erection contractor should be advised of all General Notes I.This design Is based 1nly upon the parameters shown and Is for an Individual 1 �g t,1(-I.GL7�.,J I V_ '�/ Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper , (� . 2.2x4 compression web bracing must be installed where shown+, Incorporation of component is the responsibility of the building designer, • �J� r 1A n*,1. - 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the t?pend bottom chords to be laterally braced et •'�,f _M' ,v by is the responsibility of the erector.Additional permanent bracing of 2'continuous and al ea o.c,,such as ply unless braced throughout their length). [^-R R, �� continuous sheething�such as plywood sheathing(TC)and/or drywall(BC). ,t,� • DATE: 4/10/2017 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K3 0 5 9 4 8 8 4.No load should be applied to any component until after alt bradng and 4.Installation of truss is.he responsibility of the respective contractor. - fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a noncorrosive environment, T RAN S I D' LINK design loads be applied to any component, end are for"dry condoloe of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes Nil'earing at all supporta shown.Shim or wedge If EXPIRES: 12/31/2017 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April prI I 1 O 2O.l 7 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center r TPWVICA in BCSI,copies of which will be furnished upon request. lines coincide with jaiat center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.5(10-E 10.For basic connector plate design values see ESR•1311,ESR-1988(MITek) • • • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=,1.00 TC: 2x4 KDDF #1IBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x4 KDDF ff15BTR SPACED 24.0" O.C. 2-3=(-254) 236 3-4=(-132) 54 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 442V -93/ 262H 5.50" 0.71 HOOF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 167V 0/ OH 5.50" 0.27 KDDF ( '625) 7'- 11.2" -287/ 511V 0/ OH 1.50" 0.65 HOOF ( '625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.7" -98/ 44V 0/ OH 1.50" 0.07 HOOF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. 'PROVIDE FULL BEARING;Jts:2,5,3,91 4 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" ,• MAX TC PANEL LL DEFL = 0.326" @ 3'- 10.6" Allowed = 0:626" MAX TC PANEL TL DEFL = 0.279" @ 3'- 10.7" Allowed = 0.939" SEASONED LUMBER IN DRY SERVICE CONDITIONS 3 MAX HORIZ. LL DEFL = -0.004" @ 7'- 11.2" • MAX HORIZ. TL DEFL = -0.004" @ 7'- 11.2" 12 0 9.00 Design conforms to main windforce-resisting • system and components and cladding criteria. • • Wind: 140 mph, h=22.9ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, • o Truss designed for wind loads in the plane of the truss only. • • • o 1►� 5►� • 1 M-3x4 • 1-00 8-00 1-11-11 PR opt 0 . • •89200PE JOB NAME : 3413-2D LOT 138 NRT ONLY - J5 Scale: 0.4150 [/(y, WARNINGS: GENERAL NOTES, unlessotherwisenoted OREGON 1 I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en Individual A OREGON 1 V. • Truss: J5 and Wamings before construction commences. building component.Applicability of design parameters and proper . .c'? 2.2s4 compression web bracing must be Installed where shown+, Incorporation of component Is the responsibility of the building designer, <6 "7) 1 i_ �O 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced et • - 1 Is the responsibility of the erector,Additional permanent bracing of 2'o.c.end et 10'o.c.respectively unless braced Ihrougho ut their length by, continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). }.�!�r.y R._E 1-\,;i DAT�,. 4/10/2017 the overall structure Is Betresponsibility of the building designer. 3.ix Impact bridging or lateral bracing required where shown++ r [ii 1 11 SEQ. : K3 0 5 9 4 8 9 4.No load should be applied to any component until after all bracing and 4.installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than S Design assumes trusses are to be used In a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. end are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXP IR E8'.. 12/31/2Q17 necessary. fabrication,handling,shipment end Installation o1 components. 7.Design assumes adequate drainage is provided, April 1 0 2O.l7 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so thelr center r I/ TPIM?CA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size o!plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L(-E t0.For basic connector ijete design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by • • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1,5,BTR LOAD DURATION INCREASE = 1.15"' 1-2=( 0) 68 2-5=(0) 0 BC: 2x4 KDDF #16,BTR SPACED 24.0" O.C. 2-3=(-322) 301 3-4=(-121) 52 TC LATERAL SUPPORT <= 12"0C. UON. LOADING • BC LATERAL SUPPORT <= 12"OC. 005. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 7.7.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 4 , 0'- 0.0" -29/ 444V -112/ 316H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (PH;., 7'- 9.2" 0/ 168V 0/ OH 5.50" 0.27 KDDF ( 625) 7'- 11.2" -293/ 487V 0/ OH 1.50" 0.62 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ) 11'- 11.7" -91/ 61V 0/ OH 1.50" 0.10 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED B`.' IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIM[O;X OF 10 PSF. PROVIDE FULL BEARING;Jts:2,5,3,41 FOND. 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 DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LI DEFL = 0.253" @ 4'- 5.8" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.268" @ 3'- 11.0" Allowed = 0.939" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 9.00 177 3 MAX HORIZ. LL DEFL = -0.005" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.005" @ 11'- 10.9" Design conforms to main windforce-resisting • system and components and cladding criteria. w o Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. • • • • 0 o s 5 0 1 M-3x4 1-00 8-00 3-11-11 't ' �� 5' ` ' .89200PE JOB NAME : 3413-2D LOT 138 NRT ONLY - J6 • • OOP. Scale: 0.4156 WARNINGS: GENERAL NOTES, sinless otherwise noted: OREGON st• Fltr / 1.Builder and erection contractor should be advised of all General Notes 1.This design is based isnly upon the parameters shown and Is for an Individual .OREGON•V.A tht.' Truss: J6 and wamings before construction commences, building component.O.pplicability of design parameters and proper �} • �'1' 2,2x4 compression web bracing must be Installed where shown a. Incorporation of comt•:menI Is the responsibility of the building designer. /'k / {f{ A°. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chards to be laterally braced et t G-.. is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10 a c'rsuch as sly unless braced throughout their length by ` continuous sheathing such as plywood sheathing(TC)end/or drywail(BG). •F.} ,.I L,,,.. DATE: 4/10/2017 the overall structure is the responsibility of the balding designer. 3.2x Impact bridging 5:lateral bracing required where shown a a I I SEQ. : K30594 9 0 4.No load should be applied to any component until alter all bradng and 4.Installation of truss Is it,responsibility of the respective contractor. - -- fasteners are complete and at no time should any loads greater than 5.Design assumes trusaeo'are to be used In a non-corrosive environment, T RAN S I D' LINK design loads be applied to any component. and are for"dry connitlori'of use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full Searing at all supports shown,Shim or wedge if EXPIRES': 12/31/2017 2/31 jr7 0 1 7 necessary. 3 �7 I L.11 fabrication,handling,shipment end installation of components. 7.Design assumes adajSuate drainage is provided. April pr(I 1 0 r301 7 6.This design is furnished subject to the limitations set forth by 8.Plates shall be lenarel or,both faces of truss,and placed so their center ,L TPI/WTCA in BOB),copies of which will be furnished upon request. lines coincide with;'o:rtt canter lines. 9.Digits indicate size of plate In Inches. Mick USA,Inc./CompuTrus Software 7.6.8(11_)-E to.For basic connector plate deeIgn values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(0) 0 BC: 2x9 KDDF H1&BTR SPACED 24.0" O.C. 2-3=(-369) 369 3-4=(-150) 96 TC LATERAL SUPPORT <= 12"OC. DON. LOADING 4-5=( -44) 39 BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42:0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 5 0'- 0.0" -30/ 444V -131/ 370H 5.50" 0.71 KDDF ( 625) '' 7'- 9.2" 0/ 168V 0/ OH 5.50" 0.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.2" -300/ 490V 0/ OH 1.50" 0.63 KDDF ( 625) LIVE LOAD AT LOCATIONS) SPECIFIED BY,IBC 2015. 0 11'- 11.2" -89/ 125V 0/ OH 1.50" 0.16 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13'- 11.7" -39/ 70V 0/ OH 1.50" 0.11 KDDF ( 625) 4 'PROVIDE FULL BEARING;Jts:2,6,3,4,5I . 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' I t/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.251" @ 4'- 5.8" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.268" @ 3'- 11.0" Allowed = 0.939" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 9.00 F77 MAX HORIZ. LL DEFL = -0.007" @ 13'- 10.9" MAX HORIZ. TL DEFL = -0.007" @ 13'- 10.9" 3 . Design conforms to main windforce-resisting • �' system and components and cladding criteria. )i o I Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (ALL Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,-t I load duration factor=1.6, o • Truss designed for wind loads . in the plane of the truss only. •• • 0 I O I M-3x4 1-00 8-00 5-11-11 • �Cj N IN f© ':'�` . 8:92O0PE c' . Ll JOB NAME : 3413-2D LOT 138 NRT ONLY - J7 Scale: 0.3628 « , //''++,/'�p� WARNINGS: GENERAL NOTES, !urlessatherwlse noted: - OREGON [�� ' I.Budder and erection contractor should be advised of all General Notes 1.This design Is based silty upon the parameters shown and In for an individual 7J �A �►J Truss: J7 and Warnings before construction commences. building component.Appllcabllity of design parameters and proper l^�' %,f (�� ', Incorporation of cum anent Is the responsibility of the building designer. JS 7 1- 1/) 2-\„1.- �" ,. 2.2x4 compression web bracing must be Installed where shown+, rP P, p ty 9 9 �J - 1�^V' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et • _ Is the responsibility of the erector,Additional permanent bracing of 2'c.c.and at 10'o.c..respectNely unless braced throughout their length by �j{ continuous sheathing'such as plywood sheathing(TC)and/or drywall(BC). i-1 R 1 l-- DATE: 4/10/2017 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or/alma)bracing required where shown+a SEQ. : K3059491 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the,responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used In a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus hes no control over end assumes no responsibility for the 6.Design aassumes full bearing at all supports shown.Shim or wedge If EXPIRES 121` 1 Z fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April 1 0 2O 1•-7 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss.and placed so their center , TPWJTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values sea ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC ..fl LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" ', IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RIDE #1&BTR LOAD DURATION INCREASE = 1.15°: 1-2=( 0) 68 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-454) 436 3-4=(-229) 172 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -89) 70 BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = `2.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = '(2.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) ' • 0'- 0.0" -30/ 445V -151/ 427H 5.50" 0.71 KDDF ( 625) 7'- 9.2" 0/ 168V 0/ OH 5.50" 0.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.2" -298/ 473V 0/ OH 1.50" 0.61 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY.IBC 2015. 11'- 11.2" -153/ 218V 0/ OH 1.50" 0.28 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 15'- 11.7" -77/ 121V 0/ OH 1.50" 0.19 KDDF ( 625) 6-09-14 9-01-13 (PROVIDE FULL BEARING;Jts:2,6,3,4,5 I f '1' 5{ IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0..133" MAX TC PANEL LL DEFL = 0.258" @ 4'- 5.8" Allowed = 0.639" MAX TC PANEL TL DEFL = -0.275" @ 3'- 11.0" Allowed = 0.958" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.009" @ 15'- 10.9" 4 MAX HORIZ. TL DEFL = -0.009" @ 15'- 10.9" ' ti Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=25.2ft, TCDL=4.2,BCOL=6.0, ASCE 7-ill, 9.00 177 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads ,o in the plane of the truss only. 3 M-3x5(S) o ++ t`t 0 p = -/ 1 . M-3x4 '.<C,'Rk..,.;•49. J1-00 8-00 7-11-11 , r7:1PNRI9. <. 0' ' 89200PE ' ' JOB NAME : 3413-2D LOT 138 NRT ONLY - J8 ,.�► ' ,,,,�' Scale: 0.2846 E ,. • WARNINGS: GENERAL NOTES, unless olhervnee noted: ~.. OREGON R E... .'� . .•Q 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based!onty upon the parameters shown and Is for an Individual \A tt•ll.. 1.,7•V)V *_ , Truss: J8 and Warnings before construction commences. building component.Applicability of design parameters and proper �J� \L's 2.2x4 compre eslon web bracing must be Installed where shown a. Incorporation of corn,,onent Is the responsibility of the building designer. ,+2 1(11 . 1.4„ � 1 A .. O ' '!� 3.Additional temporary bracing to insure stability during construction 2 Design assumes the lop and bottom chorda to be laterally braced e1 "�,/ p 1_N' � Is the responsibility of the erector.Addltlonal permanent bracing of 2'o.c.and al 10 0 0".respectively unless braced throughout their length by /(�' continuous sheathing,such as plywood sheathing(TC)and/or drywall(BC). !! i.'7.. -_I\'''' DATE: 4/10/2017 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or,lateral bracing required where shown a+ SEQ. : K3 0 5 9 4 9 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss Ie the responsibility of the respective contractor. - fasteners are complete and al no Ilme should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, T RAN S I D• LINK design loads be applied to any component, end are for"dry condition'.of use. {� .CompuTrue has no control over end assumes no responsibility for the 6.Design assumes full Searing at all supports shown.Shim or wedge If EXPIRES:._ 1 2/31/20 17 . necessary. fabrication,handling,shipment and installation at components. 7.Design assumes adequate drainage is provided. April pril 1 2(11 6.This design is furnished subject to the limitations set lorth by B.Plates shall be Iocaty on both faces of truss,and placed so their center , V TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Ino./COmpuTrus Software 7.6.8(1 L)-E 10.For basic connector pate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN Si'- 6.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #15BTR LOAD DURATION INCREASE = 1.15 • 1-2=( 0) 36 2-6=(-225) 678 6-3=( 0) 262 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-774) 147 6-7=(-229) 672 3-7=(-739) 202 WEBS: 2x4 KDDF STAND 3-4=( -98) 90 7-4=(-144) 115 LOADING 4-5=( -7) 3 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 1C,.0 PSF TOTAL LOAD = 42.2 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" -77/ 610V -47/ 136H 5.50" 0.98 KDDF ( 625) +' For hanger specs. - See approved plans 11'- 6.5" 57/ 484V 0/ OH 5.50" 0.77 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO'THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015':NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) ' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.016" @ 6'- 2.1" Allowed = 0.531" MAX TL DEFL = -0.028" @ 6'- 2.1" Allowed = 0.708" SEASONED LUMBER IN DRY SERVICE CONDITIONS ' MAX HORIZ. LL DEFL = 0.005" @ 11'- 1.0" MAX HORIZ. TL DEFL = 0.009" @ 11'- 1.0" 6-03-144-10-14 0-03-12 f f 4' Design conforms to main windforce-resisting 12 system and components and cladding criteria. 4.0017 M-1.5x3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 5 -, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, IEnd vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-304 3 N OaO 00 N O 4, 1 MI I 2 6 'r* 7 M-3x4 M-1.5x3 M-3x4 ci 6-02-02 5-04-06 y • 1-00 y 11-06-08 y ,�<,`0 PRQpi "�t. 89200 P E • -sem ' • JOB NAME : 3413-21D LOT 138 NRT ONLY - P2 Scale: 0.4432 r--t�\ �Y WARNINGS: GENERAL NOTES, :unleas otherwise noted: 7 ,, .OREGON /e, / 1.Builder and erection contractor should be advised of all General Nates 1.This design is based only upon the parameters shown and is for an Individual 1 i.��•�.J/��VV �u `.. Truss: P2 and Warnings before construction commences. building component.Applicability of design parameters and proper . / 2 A IJs 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. /^� `7-" {4 \,1.♦- 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the jop and bottom chords to be laterally braced al (•� Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and al la o,c,irespectively unless braced throughout their length by • , continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '- L�R_I 0.. - DATE: 4/10/2017 the overall structure is the responsibility of the building designer. i 1 2x Impact bridging or;sterol bracing required where shown*+ SEQ. : K3 0 5 9 4 9 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss Ie.jheiresponsibllity of the respective contractor. _ fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CvmpuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES 12/31/2017. 2 3.1/201 7. necessary. C/� I"1 Ct] 1L/i71 Lll fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. April I .I O 2O 1 7 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be ionated on both faces of truss,and placed so their center /'1 I , TPVWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10,For basic connector plate design values see ESR-1311.ESR-1988(MITek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 6.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. / TC: 2x4 RODE- #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KIDS' #15BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIF Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = '10.0 PIP (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = ;92.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 1SPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 12 3 -,/ 4.00 17 2 �r1 � 1 /////////////////////////////////////////////////////////////////////////////////////////// 4 M-3x4 • 1-00 • 11-06-08 • 4FLcS :9200PE JOB NAME : 3413-2D LOT 138 NRT ONLY — P1 400pA.10,0000' • 6 Scale: 0.6182 � '• OREGON. WARNINGS: GENERAL NOTES, unless otherwise noted: • OREGON 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual ! • , Truss: P1 and Warnings before construction commences. building component.Applicability of design parameters and proper L" 2.2x4 compression web bracing must be Installed where shown+. Incorporation 'b oratlon of component Is the responsibility of the building designer, ,�jr' {A n O. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the;op and bottom chords to be laterally braced at �f _ I'i' v 2'o.c.and at 10'o,c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing',Arch as plywood sheathing(TC)and/or drywall(BC). DATE: 4/10/2017 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown a+ SEQ. : K 3 0 5 9 4 9 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, T RAN S I D• LINK design loads be applied to any component, and are for"dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibility for the necessary.6.Design assumes full tearing at all supports shown.Shim or wedge i1 EXPIRES: 12/31/2017 fabrication,handling,shipment and Installation of components. • 7,Design assumes adequate drainage Is provided. April 1 O 201 7 6.This design Is furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center /'1 r TPIrVV TCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For bealc connector plate design values see ESR-1311,ESR-1068(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 8.5" IBC 2015 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-6=(-261) 383 3-6=(-418) 244 BC: 2x4 KDDF yl&BTR SPACED 24.0" O.C. 2-3=(-447) 209 6-4=(-126) 98 WEBS: 2x4 KDDF STAND • 3-4=( -75) 72 LOADING 4-5=) 0) 0 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 = X10.0 PSF TOTAL LOAD = 42.0 PIE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0,0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PIF Ground Snow (Pg) 0'- 0.0" -70/ 495V -35/ 102H 5.50" 0.79 KDDF ( 625) B'- 8.5" -43/ 364V 0/ OH 5.50" 0.58 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc .spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.135" @ 4'- 4.2" Allowed = 0.349" 4-06-06 i 3-10-06 0-03-12 MAX BC PANEL TL DEFL = -0.135" @ 4'- 4.2" Allowed = 0.465" ,(' f SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.003" @ 8'- 3.0" 4.00 17 MAX HORIZ. TL DEFL = 0.004" @ 8'- 3.0" M-1.5x3 5 Design conforms to main windforce-resisting 4 system and components and cladding criteria. IR Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, M-1.5x3 Truss designed for wind loads in the plane of the truss only. 3 N I ' M EMS Cl -/ ✓ 2 M-3x4 M-3x4 • y y 8-03 0-05-08 k y y 1-00 8-08-08 • � �` O PR Opt GANE, s •s 89200PE JOB NAME : 3413-2D LOT 138 NRT ONLY - P3 -411P..� Scale: 0.5577 "' ',�` 1.Builder GENERAL NOTES, unlessotherwisethe parameters e OREGON `/Y�••+y,. 1.Sulldar end erection contractor should ba advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual � /Ir/ �( 44/ Truss: P3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2,2x4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. y .j^ n_O 2.Design assumes hasp and bottom chords to be laterally braced at . '[�J - 1`'?'- "" �� 3.Additional temporary bracing to Insure stability during construction ----- Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by • continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). • :[ DATE: 4/10/2017 the overall structure is the responsibility of the building designer, 3.2x Impact bridging orlaleral bracing required where shown++ 1 [ SEQ. : K 3 0 5 9 4 9 5 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, ID:. T design loads Naapplied to any component. end are for"dry condition"of use. �J('� �j C(� 12/31/2017 7!'� T RAN S I LINK 6.Design assumes full:earing at all supports shown.Shim or wedge If EX 1`I R E V 1 2/31/201 7 5.compuTrus has no control over end assumes no responsibility for the necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. P April 10 2017 8,This design Is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and laced so their centerr TPIM?CA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of elate In Inches. MITek USA,Inc./CompuTrus Software 7,6,8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) • • This design prepared from computer input by • Pacific Lumber and Truss—BC • LUMBER SPECIFICATIONS TRUSS SPAN 8'— 8.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF Bl&BTR LOAD DURATION INCREASE = 1.15' BC: 2x4 KDDF 41&13TR SPACED 24.0" O.C. 2 Design conforms to main windforce—resisting system and components and cladding criteria. 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 Wind: 140 mph, h=20.6ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = ,10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = • .42.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg)1in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals.'. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 12. • 4.00 17 3 / . 2 ul e-1 I — o • 1 /////I/////////////////%//////////, ///////////////////////////////// M-3x4 • 01 1-00 8-08-08 tip` ° PR ofiGI N ss 89200PE JOB NAME : 3413-2D LOT 138 NRT ONLY - P4 1, .7 40" Scale: 0.6577 ,, ;,_ WARNINGS: GENERAL NOTES, unless otherwise noted: * ('�C"S E601\1 '"'3'"+!'\R I � 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual .1 wfl..Gl.a\.J f V • Truss: 24 and Warnings before construction commences. building component.Applicability of design parameters and proper •`l n� 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer, .�) ' 0. 3,Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 14 f • . • is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). V. DATE: 4/10/2017 the overall structure Is the responsibility of the balding designer. 3,2x Impact bridging or lateral bracing required where shown++ • SEQ. : K 3 0 5 9 4 9 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, T RAN S I D• LINK design loads be applied to any component, and are for"dry condition"of use. 5,CompuTrus has no control over end assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge if EXPIRES.: X P I RE S, 1 2/31/201 7 necessary. C/�[ 111C1J 1L/jJl( lllj fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. April p ril .I V n 2/�V�t 7 6.This design Is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1 r TPIJWI-CA In SCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L(-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0", IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF 416BTR SPACED 24.0" O.C. 2-3=(-62) 32 • • TC LATERAL SUPPORT 0= 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" -71/ 301V -19/ 72H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -31/ 27V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -20/ 41V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING; 2,4,3Jts ,31 REQUIREMENTS OF IBC 2015 AND IRC 2015 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 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" 12 MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0:072" SEASONED LUMBER IN DRY SERVICE CONDITIONS 9.00 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. 3 -/ Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(.^,ir), load duration factor=1.6, 11 Truss designed for wind loads in the plane of the truss only. o 1 M-3x4 • y y y • 1-00 2-00 91t: ' ` � 'V /I- 89200PE JOB NAME : 3413-2D LOT 138 NRT ONLY - SJ1 �4 ! Scale: 0.7129 `�'1•- .• WARNINGS: GENERALNOTES, ..unlessonthe senoted: OREGON. 11, 40 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual •OREGON. Truss: SJ1 and Warnings before construction commences, building component.Applicability of design parameters and proper ,J 2.2c4 compression web bracing must be Installed where shorn•. Incorporation of component is the responsibility of the building designer. •.0 / 1 A r J -• 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at ��// i`f' v.' Is the responsibility of the erector.Additional permanent bracing of 2'o c.end at 10'o.n.respectively unless braced throughout that,length by �_ - continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). DATE: 4/10/2017 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*• SEQ. : K 3 0 5 9 4 9 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. end are for"dry condition"of use. 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shove.Shim or wedge If EXPIRES: VR [.7CC+.,. e'lLl 4/ (14?, necessary, l! 11(L fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. April 1 O,2O 1 7 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIVVTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digits Indicate she o1 plate in Inches. • MITek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC:. 2r.4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15•, 1-2=(-40) 36 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRIG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -13/ 98V -15/ 38H 5,50" 0.16 KDDF ,( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" 0/ 24V 0/ OH 5.50" 0.04 KDDF ( 625) 1'- 11.7" -35/ 49V 0/ OH 1.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) (PROVIDE FULL BEARING;Jts:1,3,21 1-11-11 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ,(REQUIREMENTS OF IBC 2015 AND IRC 2015 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/160 1'- 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.002" @ 2.9" Allowed = 0.123"MAX TC PANEL TL DEFL = 0.002" @ 1'- 2,9" Allowed = 0.184" 9.00 SEASONED LUMBER IN DRY SERVICE CONDITIONS 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=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2 load duration factor=l.6, • Truss designed for wind loads • • in the plane of the truss only. 1`I\ 1 o � I , O /- IrIAMMIE I , O I NECEN 3�- M-3x4 • ; 2-00 • p PRQF• fis • • .89200PEr., JOB NAME : 3413-2D LOT 138 NRT ONLY - SJ1X --� Scale: 0.7628 WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON I "4/4/ 1.Builder and erection contractor should Na advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual . ••• ..G ..VA `Kf Truss: SJ1X and Warnings before construction commences. building component.Applicability of design parameters and properl Incorporation of component is the responsibility of the buildingdesigner. • �l'1 { ,O •• �" "�. 2.2x4 compression web bracing mull be Installed where shorn+, p pv sp0 y g �.1 1 ' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lap end bottom chards to be laterally braced al Is the responsibility of the erector.Additional permanent bracing of 2 continuous and at 10 o.c.rsuch as ply unless braced throughout their length by 41 f I "- continuous sheathing such as plywood sheathing(TC)end/or drywell(BC). '1„17 DATE: 4/10/2017 the overall structure is the responsibility of the building designer. 3.ac Impact bridging or lateral bradng required where shown++ SEQ. : K3 0 5 9 4 9 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D• LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has en control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EX P[l R:E S: 12/31/2017 necessary. �7 fabrlcatlon,handling.shipment and installation of components. 7.Design assumes adequate drainage Is provided. April .l 1 O,L O 1 7 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center TPIIWTCA In BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches, MiTek USA,Inc.ICompuTrus Software 7.6.8(11..)-E 10,For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x9 KDDF H16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-9=(0) 0 BC: 2x9 ROOF H1&BTR SPACED 29.0" O.C. 2-3=(-91) 63 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -50/ 322V -37/ 118H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -7/ 62V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -60/ 96V 0/ OH 1.50" 0.15 ROOF( ,625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL PROVIDE FULL BEARING;Jts:2,9,3I REQUIREMENTS OF IBC 2015 AND IRC 2015 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/290, TL=L/180 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 9.00 P7 3 -/ MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.059" MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0..072" SEASONED LUMBER IN DRY SERVICE CONDITIONS 11 MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. • C, NMI 40MM 1 M-3x4 • y y y y 1-00 2-00 1-11-11 • • � - , ES) P R piss' 8.9200PE -vim JOB NAME : 3413-2D LOT 138 NRT ONLY - SJ2 Scale: 0.6868 111111) 1111 WARNINGS: GENERAL NOTES, unless othenvlee noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual / Truss: SJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. /"S �{2.Design assumes the lop and bottom chords to be laterally braced at �,J 4 3.Additional temporary bracing to Insure stability during construction � Is the responsibility of the erector.Additional permanent bracing of 2'all end al 10'hin respectively as ply unless braced throughout r dryeir length by tv��,.I�� continuous sheathing such as plywood sheething(TC)and/or drywell(BC). � I DATE: 4/10/2017 the overall structure is the responsibility of the balding designer. 3.20 Impact bridging or lateral bracing required where shown++ SEQ. : K3 0 5 9 4 9 9 4.No toed should be applied to any component until after all bracing and 4.Installation of Incss Is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, • T RAN S I D• LINK design loads be applied to any component. and ere for"dry condition"of use. B.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge if EXPIRES:- 12/31/2017 necessary, fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. April 1 O 2O.t 7 8.This design is famished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center , f TPIIWTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines, 9.Digits indicate size of plate in Inches. MiTek USA,Inc.ICompuTrus Software 7.6.8(1 L)-E 10,For basic connector plate design values the ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF )i1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-85) 64 1-3=(0) 0 BC: 2x4 KDDF 611955 SPACED 24.0" 0.C. TC LATERAL SUPPORT <= 12"00. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.01+51( 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" -27/ 130V -32/ 83H 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" -27/ 72V 0/ OH 5.50" 0.12 KDDF ( 625) 3'- 11.7" -64/ 99V 0/ OH 1.50" 0.16 KDDF ( 625) LL = 25 P5F Ground Snow (Pg). (PROVIDE FULL BEARING;Sts:1,3,21 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. / 9.00 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=1/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.059" MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.072" 2 -/ SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" •' Design conforms to main windforce-resisting • system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads �p in the plane of the truss only. 07 o / i►-1 3►�� M-3x4 • k y y 2-00 1-11-11 Q, D PRO �sS' ' ` 89200PE . JOB NAME : 3413-2D LOT 138 NRT ONLY - SJ2X 411,1 5p Scale: 0.7203 111affoorma1110 : WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON EOpk(G 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shorn and is for an Individual 7./.- 1.,�V 1 V, a Truss: S J2 X and Warnings before construction commences. building component.Applicability of design parameters and proper ► 2.2x4 compresalon web bracing must be Installed where shown+, Incorporation of component Is the responsibility o115 building designer. 'Al ' �• {4 °. - 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced al ._ Itf ! Is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout theft length by • /. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 4/10/2017 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ !!l SEQ. : K 3 0 5 9 5 0 0 4.No load should be applied la any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor, fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used in a noncorrosive environment, T RAN S I D• LINK design loads be applied to any component. and are for"dry cormitlon"of use. 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 2/31/201 7 necessary. Ilf fl I !J E( lJ L fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April 10,201 7 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIM?CA in SCSI,copies of which will be famished upon request lines coincide with joint center lines. 9.Digits Indicate size o'.plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/C;=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) U BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-135) 92 TC LATERAL SUPPORT <= 12"0C. DON. LOADING BC LATERAL, SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPOCIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -25/ 310V -55/ 165H 5.50" 0.50 KDDF ( 625) 1'- 9.2" -55/ 155V 0/ OH 5.50" 0.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg)'. 5'- 11.7" -93/ 147V 0/ OH 1.50" 0.24 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (PROVIDE FULL BEARING,Jto:2,4,3� REQUIREMENTS OF IBC 2015 AND IRC 2015 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 LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 3 -a" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.004" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = 0.004" @ 1'- 0.1" Allowed = 0.072" 12 6 SEASONED LUMBER IN DRY SERVICE CONDITIONS 9.00 177 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), .'t load duration factor=1.6, LO Truss designed for wind loads of in the plane of the truss only. • • o ,f- of 111. 11 4►�� 1 M-3x4 • 1-00 2-00 3-11-11 �p. PR 0E4, • :92OOPE• JOB NAME : 3413-2D LOT 138 NRT ONLY - SJ3 • Scale: 0.5607 I' R '.; /"� , WARNINGS: GENERAL NOTES, unless otherwise noted: "!9 • OREGON �/ 1.Builder and erection contractor should be advised of all General Notes 1.Thle design is based only upon the parameters shown and Is for an Individual /�-'" - A!._ Truss: S J 3 and Warnings before construction commences. building component.Applicability of design parameters and proper {� • l incorporation of component and Is the m cords to of the building designer. ( 1 A 2_O. 2.2x4 compression web bracing must be Installed where shown*. P responsibility 9 9 ii' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at _ Is the responsibility of the erector.Additional permanent bracing of 2 c.c.end et 10 a.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). 3.RI DATE: 4/10/2017 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K3 0 5 9 5 01 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ,_-- fasteners are complete and al no time should any bads greater than 5.Design assumes trusses are to be used In a noncorroalve environment, T RAN S I D• LINK design loads be applied to any component. end are for"dry condition"of use. 1�} [[�� ....12[3.11211/......, 5.4 nig mrue has no control over and assumes no responsibility for the 6.Design assumes full bearing al all supports shown,Shim or wedge If ^P 1(l.�17. necessary. fabrication,handling,ehlpment and Installation of components. 7.Design assumes adequate drainage Is prodded. Apr(I 1 O,2O 1-7 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA In BCSI.copies of which will be furnished upon request. lines coincide with joint center lines, 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) I ' • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 10.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF g1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 25 2-4=(0) 0 BC: 204 KDDF yl&BTR SPACED 24.0" O.C. 2-3=(-57) 56 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 6.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -15/ 278V -13/ 60H 5.50" 0.44 KDDF ( 625) 3'- 10.9" -113/ 123V 0/ OH 1.50" 0.20 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 10.0" 0/ 62V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TC•THE SPATIAL 'PROVIDE FULL BEARING;Jts:2,3,4 I REQUIREMENTS OF IBC 2015 AND IRC 2015''NOT BEING MET. 'COND. 2: Design checked for net(-5 ps£) 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 LL DEFL = 0.000" @ 0'- -6.0" Allowed = 0.050" MAX TL DEFL = -0.000" @ 0'- -6.0" Allowed = 0.067" 3-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.120" MAX BC PANEL LL DEFL = -0.009" @ 3'- 0.7" Allowed = 0'.292" MAX BC PANEL TL DEFL = -0.041" @ 3'- 6.4" Allowed = 0.389" 12 • MAX BC PANEL TL DEFL = -0.014" @ 4'- 0.0" Allowed = 0.389" 6.00 17' SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" 0 3'- 10.9" Design conforms to main windforce-resisting 3 -/ system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. • o N 1 • • 2iT� ��• '' • • M-3x4 0-06 6-10 P R�; S 6 N / `t` .89200PE JOB NAME : 3413-2D LOT 138 NRT ONLY - XJ2 , • ( Scale: 0.6376 t_.P r"�! WARNINGS: GENERAL NOTES, .unless otherwise noted: • OREGON 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based,inti upon the parameters shown and is for an individual Truss: XJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper ` 2.2z4 compression web bracing must be Installed where shave*. Incorporation of component is the responsibility of the building designer. • • A(3 . '-F�. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the:op and bottom chords to be laterally braced at /+�. 4. 6- 111... 2'o,c,end at 10'o.c.respectively unless braced throughout their length by ` � Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .1:41:310.'.R:FR 11�-- '. DATE: 4/10/2017 the overall structure is the responsibility ethe building designer. 3"2x Impact bridging or lateral bracing required where shown** E 1 S SEQ. : 1<3 0 5 9 5 0 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, T RAN S I D• LINK design loads be applied to any component. and are for"dry Gond(on"of use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/Z117 necessary, fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. April 1 0,201 7 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPPWTCA in BCS',copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate In Inches. MITek USA,Ino./CompuTrus Software 7,6,8(1 L)-E 10.For basic connector plate design values see ESR•1311.ESR-1988(MITek) • 1. This design prepared from computer input by • Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF IIS&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 25 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-66) 30 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 6.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -32/ 222V -13/ 60H 5.50" 0.36 ROOF ( 625) 1'- 9.2" -3/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -44/ 94V 0/ OH 1.50" 0.15 ROOF ( 625) 6.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (PROVIDE FULL BEARING;Jts:2,4,3 I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ( BOTTOM CHORD CHECKED FOR 1SPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ 0'- -6.0" Allowed = 0.050" MAX TL DEFL = -0.000" @ 0'- -6.0" Allowed = 0.067" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.067" 3 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" '' Design conforms to main windforce-resisting system and components and cladding criteria. • Wind: i :l 40 mph, 5ft, TCDL=4.2,BCD60ASCE• ), Enclat. Ep. F (D )ned for wind loads O in the plane of the truss only. M ' 1 - - M-3x4 • • 0-06 2-00 1-11-11 PRO pk :9200PE JOB NAME : 3413-2D LOT 138 NRT ONLY - XSJ2 / Scale: 0.8924 Mr' • �1111p.. 11111 WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON 1 V 1,Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual l), Truss: XSJ2 and Warnln s before constnrction commences. balding component Applicability of design parameters and proper • .P . 2,2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility el the building designer. ' .✓\ �7 {/I 13\` 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chorda to be laterally braced at '�+J p 1 W _ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). .-!/ �._k L`,.., • DATE: 4/10/2017 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required wherenashown++ SEQ. : K3059504 4.No load should be applied to any component until after all bradng and 4.Installation of truss Is the responsibility of the respective contractor. -_ fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTnrs has no control over end assumes no responsibility for the 6.Design assumes fug b'anng at an supports shown.Shim or wedge If EXPIRES.-, 12/31/2017.2/31/2IR 1 7. necessary, f1ClJ LI l7l(Lll l L fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. April rl I �l 0 2(q.l`y 6.This design is furnished subject to the Ilmllations set forth by B.Plates shall be located on both faces of truss,and placed so their center i eo I , U I I TPINVTCA In SCSI.copies of which will be famished upon request. lines coincide with Jo:rrt center lines. 9.Digits Indicate size o;plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E to.For basic connector plate design values sea ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC Y LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 214 KDDF 111&BTR LOAD DURATION INCREASE = 1.15,. 1-2=(-11) 25 2-4=10) 0 BC: 2x4 KDDF #1&OTR SPACED 24.0" O.C. 2-3=(-38) 15 TC LATERAL SUPPORT <= 12"OC. UON. LOADING ' BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = ,-.2.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 6.0" 0.0" TOTAL LOAD = 12.0 PSF 0'- 0.0" -33/ 194V -6/ 33H 5.50" 0.31 KDDF ( 625) 1'- 9.2" 0/ 17V 0/ OH 5.50" 0.03 KDDF ( 625) LL = 25 PSF Ground Snow (Pg); 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE T': THE SPATIAL 'PROVIDE FULL BEARING;Jts:2,4,3 I REQUIREMENTS OF IBC 2015 AND IRC 2016 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE hOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ 0'- -6.0" Allowed = 0.050" 1-11-11 MAX TL DEFL = -0.000" @ 0'- -6.0" Allowed = 0.067" f MAX TC PANEL LL DEFL = -0.001" @ 1'- 2.9" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.9" Allowed = 0.145" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 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), load duration factor=1.6, Truss designed for wind loads 3 -/ in the plane of the truss only. 0 , o 'I o . o 1 I o 'MO 4 ME230 M-3x4 .1 k y 0-06 2-00 • JOB NAME : 3413-2D LOT 138 NRT ONLY - XSJl Scale: 0.7058 r 4P' :.... ...� WARNINGS: GENERAL NOTES, ,unless otherwise noted: 7 OREGON • 40 r-` 1.Builder and erection contractor should be advised of all General Notes 1.This design n based inly upon the parameters shown and is for an Individual ,q l'+ .4 Truss: XS J 1 and Warnings before construction commences. building component.,applicability of design parameters and proper °' \1� 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. ,fy 1 2.Design assumes the lop and bottom chords to be laterally braced at jV. - -XII - �O 3.Additional temporary bracing to Insure stability during construction p_[�.� - (]��'' Is the responsibility of the erector.Additional permanent bracing of 2'continuous end et a hino.crespectively unless braced throughout their length). '' ii s l 11-�.�• continuous sheath;ng ouch as plywood sheathing(TC)and/or drynel9BC). rI c DATE: 4/10/2017 the overall structure Is the responsibility of the building designer, 3.2x Impact bridging o:;Moral bracing required where shown++ iii SEQ. : K 3 0 5 9 5 0 5 4.No load should be applied to any component until after all bracing and 4.Installation of truer.la the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, T RAN S I D• LINK design loads be applied to arty component, end are for"dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full gearing at all supports shown.Shim or wedge If EX P I R.E S' 12/31/2017 necessary. fabrication,handling,shipment and Installation of components, 7.Design assumes adequate drainage is provided. April 1 pril O�]n�I'7 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be Ioco:od on both faces of truss,and placed so their center I r L V I 1 TPINJICA in BENI,copies of which will be furnished upon request. lines coincide with Jo-t center lines. 9.Digits Indicate size of plate in Inches, MITek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10,For basic connector':late design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 10.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 25 2-4=(0) 0 BC: 2x9 KDDF 91&BTR SPACED 24.0" O.C. - 2-3=(0) 98 TC LATERAL SUPPORT 0= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 6.0" 0.0" TOTAL LOAD = 42.0 PSF 0`- 0.0" -25/ 198V -6/ 338 5.50" 0.32 KDDF ( 625) 1'- 10.9" -120/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) LL = 25 PIE Ground Snow (PO) • 6'- 10.0" 0/ 55V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TC,._,YE SPATIAL 'PROVIDE FULL BEARING;Jts:2,3,4I REQUIREMENTS OF IBC 2015 AND IRC 2015I.NOT BEING MET. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR 10 PSF LIVE LGP.D. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ 0'- -6.0" Allowed = 0.050" 1-11-11MAX TL DEFL = -0.000" @ 0'- -6.0" Allowed = 0.067" f .r MAX TC PANEL LL DEFL = 0.001" @ 1'- 2.9" Allowed = 0.097" ' MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.145" • MAX BC PANEL LL DEFL = 0.003" @ 3'- 0.7" Allowed = 0.292" 12 • ' MAX BC PANEL TL DEFL = -0.025" @ 3'- 9.2" Allowed = 0.389" 6.00� SEASONED LUMBER IN DRY SERVICE CONDITIONS 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: 190 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 -,, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 I 0 1 • ---.-_-__ • 1 - 2 X I>C A . pi-3x4 • 1' 5 0-06 6-10 :9200PE -vv JOB NAME : 3413-2D LOT 138 NRT ONLY - XJ1 • Scale: 0.7001 ' �r� p� ,' WARNINGS: GENERAL NOTES, unless ethendse noted: 7 _OREGON Oi V ''� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based oN"y upon the parameters shown and Is for an Individual 4. Truss: XJ1 and Wamings before construction commences. building component.Appilcablllty of design parameters and proper ' _•Q • 2.2x4 compression web bracing must be installed where shown+. Incorporation of cam pe na nt Is the responsibility of the building designer. /\ - 1 {• O 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at '�,J p 1_ '� 2'o.c.and at 10'o.c.''respectively unless braced throughout their length by /�� is the responsibility of the erector.Additional permanent bracing of continuous shealhingtal as plywood sheathing(TC)and/or drywall(BC). 7-' R:R 1.--k-. DATE: 4/10/2017 the overall structure Is the responsibility of the building designer, 3.2x Impact bridging or latent bracing required where shown++ SEQ. : K 3 0 5 9 5 0 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes mines are to be used In a non-corrosive environment, • TRANS I D• LINK design loads be applied to any component. and are for"dry condltla'of use. 5,Cam puTrus hes ee control over and assumes no responsibility for the 6.Design assumes full Gearing at all supports shown.Shim or wedge If EXPIRES':. R ES . 1 2/31 12/11 7 necessary. C/Er Fl Cly I I L CI l I fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. April pr)I 1 O 201 Z 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of imss,and placed so their center ,L TPDWTCA In SCSI,copies of which mil be furnished upon request. lines coindde with joint center lines. 9.Digits Indicate size of plate In Inches. • MiTek USA,Inc./CofnpuTrus Software 7.6.8(1 L)-E 10.For basic connector pta:e design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" j IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 - 1-2=( 0) 25 2-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-101) 47 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = i 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 6.0" 0.0" TOTAL LOAD = 4-2.0 PSF 0'- 0.0" -26/ 210V -19/ 8811 5.50" 0.39 KDDF ( 625) 1'- 9.2" -46/ 152V 0/ OH 5.50" 0.24 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -67/ 144V 0/ OH 1.50" 0.23 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TJ THE SPATIAL 'PROVIDE FULL BEARING;Jts:2,4,3I REQUIREMENTS OF IBC 2015 AND IRC 201.: NOT BEING MET. 12 'COND. 2: (- psf)Design checked for net(-5 q uplift at 24 "oc spacin 6,00 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 LL DEFL = 0.000" @ 0'- -6.0" Allowed = 0.050" 3 --� MAX TL DEFL = -0.000" @ 0'- -6.0" Allowed = 0.067" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.067" ,' SEASONED LUMBER IN DRY SERVICE CONDITIONS /, MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" • Design conforms to main windforce-resisting system and components and cladding criteria.., Wind: 190 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10.; (All Heights), Enclosed, Cat.2, Exp.B, MWFR9(Dir), `-• load duration factor=1.6, Truss designed for wind loads • in the plane of the truss only. 1 I 2 4x M-3x4 - 0-06 2-00 3-11-11 • :9200PE JOB NAME : 3413-2D LOT 138 NRT ONLY - XSJ3 Scale: 0.7046 WARNINGS: GENERAL NOTES, 'unless otherwise noted: OREGON - 1.Builder and erection contractor should 6e advised of all General Notes 1.This design Is based‘sniy upon the parameters shown and Is for an individual V fl _�V.•# Truss: XSJ3 and WarnIngs before construction commence, building component.Applicability of design parameters and proper incorporation of com�rcnent Is the responsibility of the building designer, F'a) .�• {v(_ ZO. 2.2x4 compression web bredng must be installed where shown+. spo ty g g �,J 1�,f, 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the pop and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and et 10'v.c.respectively unless braced throughout their length by continuous aheslhim such as plywood sheathing(TC)and/or drywall(BC). DATE: 4/10/2017 the overall structure is the responsibility of the building designer. 3,2i Impact bridging or,lateral bracing required where shown++ SEQ. : K3 0 5 9 5 0 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss is;ihe responsibility of the respective contractor. -- fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS 1 D. LINK design loads be applied to any component, end are for"dry condition"of use, 5.CompuTrus hes no control over end assumes no responsibility for the 6.Design assumes SA Maring at all supports shown.Shim or wedge if EXPIRE[*' 12/31/2017 2/31 201 7 necessary, /�. 1'1 l� 1 L/�} ( 11 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided, April .I 2O 1 7 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be locate:on both faces of truss,and placed so their center I r / TPINdTCA In BCSI,copies of which will be furnished upon request. Ilnes coincide with jolri center lines. • 9.Digits Indicate size of;-uta In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8)1 L)-E to.For basic connector design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 6-10-00 GIRDER SUPPORTING 8-08-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (22):50-Rep) 1- 2=( 0) 25 2- 6=(-182) 738 6- 3=( -54) 417 • BC: 2x6 KDDF #16BTR 2- 3=(-8B9) 144 6- 7=(-1B9) 717 3- 7=(-532) 117 WEBS: 2x4 KDDF STAND LOADING .,I'' 3- 4=(-336) 75 7- 8=( -45) 67 7- 4=( -17) 162 LL = 25 PSE Ground Snow (PS). 4- 5=(-274) 77 7- 5=(-140) 609 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0';-:' 0.0" TO 6'- 10.0" V 5- 8=(-613) 166 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 83.3)+DL( 76.7)= 160.0 PLF (TH 0.0" TO 6'- 10.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE `DOITHE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2015 AND IRC 2015.NOT BEING MET. 0'- 0.0" -161/ B66V -37/ 99H 5.50" 1.39 KDDF ('625) OVERHANGS: 6.0" 0.0" 6'- 10.0" -130/ 728V 0/ OH 5.50" 1.17 KDDF (:625) . 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. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-10-03 0-11-13 MAX LL DEFL = 0.000" @ 0'- -6.0" Allowed = 0.050" MAX TL DEFL = -0.000" @ 0'- -6.0" Allowed = 0.067" 3-02-12 2-07-07 0-i1�,13 MAX LL DEFL = -0.008" @ 3'- 1.0" Allowed = 0.296" MAX TL DEFL = -0.013" @ 3'- 1.0" Allowed = 0.394" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 : 6.00 G2". MAX HORIZ. LL DEFL = 0.002" @ 6'- 8.2" M-4x6MAX HORIZ. TL DEFL = 0.003" @ 6'- 8.2" 4 M-3x6 Design conforms to main windforce-resisting 1 5 system and components and cladding criteria. • Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, e �4� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3x4 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. it14111111Sibb. o .. I I N o � 1 AI 1 2►�� 6 7 ** B 0 M-3x4 M-1.5x3 M-3x8 ' M-1.5x3 1 y ci >4 y 3-01 2-04-04 1-04-12 y 1 0-06 6 10 < �� . �� PRa� 17 ' 892OOPE� � ' JOB NAME : 3413-2D LOT 138 NRT ONLY - XG ,/r --- Scale: 0.5610 i'L� �. �Y �..- .. IIP WARNINGS: GENERAL NOTES, ',unless otherwise noted: OREGON 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual /f 4q _ • • _ * ', Truss: XS and Warnings before construction commences. building component.Applicability of design parameters and proper ��. 2.2x4 compression web bracing must be Installed where shown*. Incorporation of component Is the responsibility of the building designer. /"+, 12[ n Q. 4.. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at („f ai' r•- br Is the respe sibillty of the erector.Additional permanent bracing of 2'o.c.and at 10 o.c.:espectively unless braced throughout their length by IR: • VA-. t` a continuous sheathing such as plywood sheathing(TC)endfor drywrag(BC). r-1 1 1{.-v' DATE: 4/10/2017 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown a it SEQ. : K 3 0 5 9 5 0 8 4.No load should be applied to any component until alter at bracing and 4.Installation of truss Is the.responsiblllly of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, T RAN S I D• LINK design loads be applied to any component, and are for"dry condition"of use. 6.Design assumes full bearing at all supporta shown.Shim or wedge if EXPIRES,. 12/31/2017 5.CompuTrus has no control over and assumes no responsibility for the necessary. • fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. April priI 1 O 201�7 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both laces of truss,and placed so their center r TPINVTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15, 1-2=( 0) 25 2-4=(3) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-64) 31 • TC LATERAL SUPPORT 0= 12"OC. UON. LOADING BC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = '32.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG•AREA DL ON BOTTOM CHORD = 110.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 6.0" 0.0" TOTAL LOAD = -:42.0 PSF 0'- 0.0" -26/ 255V -13/ 60H 5.50" 0.41 KDDF ;( 625) 3'- 9.2" 0/ 47V 0/ OH 5.50" 0.08 KDDF `( 625) LL = 25 USE Ground Snow (Pg)' 3'- 11.7" -42/ 102V 0/ OH 1.50" 0.16 KDDF ( 625) LIMITED STORAGE DCES NOT APPLY DUE TC THE SPATIAL [PROVIDE FULL BEARING;Jts:2,4,31 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. I- '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=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ 0'- -6.0" Allowed = 0.050" 3-11-11 MAX TL DEFL = -0.000" @ 0'- -6.0" Allowed = .0.067" MAX TC PANEL LL DEFL = 0.020" @ 2'- 5.2" Allowed = 0.246" MAX TC PANEL TL DEFL = 0.018" @ 2'- 5.2" Allowed = 0.369" SEASONED LUMBER IN DRY SERVICE CONDI/IONS 12 6.00 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" ' Design conforms to main windforce-resisting system and components and cladding criteria.. 3 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 1 111 of "- 4 1- M-3x4 • y � y 0-06 4-00 • pRpfi�sO • • •.9200Pt JOB NAME : 3413-2D LOT 138 NRT ONLY - ZJ2 • ,, ,� r ---,,• Scale: 0.6450 , �) WARNINGS: GENERAL NOTES, artless otherwise noted: OREGON 44,' 1.Builder and mention contractor should be advised of all General Notes 1.This design Is based cnty upon the parameters shown and I.for an Individual / �• Trus S: Z J2 and Warnings before construction commences. building component.Applicability of design parameters and proper rCr" -✓J l\ 2.2x4 compression web bracing must be installed where shown�. Incorporation of component is the responsibility of the building designer. f� • { r')°. • 3.Additional temporary bracing to insure stability during construction 2.Design assumes the as and bottom chards to be laterally braced at �f 1 f '- , Is the responsibility al the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.re_:pectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 4t. RI\__0_. DATE: 4/10/2017 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown e+ S E Q. : K3059509 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. • - -- fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, • T RAN S I D• LINK design loads be applied to any component, and are for"dry condition"of use. �`'�/ 5.CompuTrue has no control over end assumes no responsibility In:the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXP I R.E S 12/31/2017 • necessary, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided, p April 10,2017 201 7 • 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and laced so their center TPI/WICA in BC51,copies of which*All be furnished upon request. lines coincide with Joint center lines. •, 9.Digits Indicate size of plate in Inches. • MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 15.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • • • This design prepared from computer input by ' Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 8.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 ' 1-2=( O) 25 2-5=(-33) 296 5-3=(0) 189 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-403) 89 5-4=(-33) 296 WEBS: 2x4 KDDF STAND 3-4=(-402) 96 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 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 6.0" 0.0" 0'- 0.0" -54/ 428V -33/ 376 5.50" 0.68 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 8.0" -43/ 362V 0/ OH 5.50" 0.58 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO!THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I REQUIREMENTS OF IBC 2015 AND IRC 2015',NOT BEING MET. . VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.000" @ 0'- -6.0" Allowed = 0.050" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.000" @ 0'- -6.0" Allowed = 0.067" MAX TC PANEL LL DEFL = 0.008" @ 6'- 3.3" Allowed = 0.271" MAX TC PANEL TL DEFL = 0.014" @ 6'- 3.3" Allowed = 0.407" ,f,I 4-04 4-04 SEASONED LUMBER IN DRY SERVICE CONDITIONS ,I MAX HORIZ. LL DEFL = 0.002" @ 8'- 2.5" 12 12 MAX HORIZ. TL DEFL = 0.003" @ 8'- 2.5" 6.00 .. -,16.00 Design conforms to main windforce-resisting system and components and cladding criteria. I I M-4x4 , Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, . 3 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ...II... load duration factor=l.6, N.% Truss designed for wind loads in the plane of the truss only. • I R MIMIII.11.11.11IIbPal I o � 1 �_ . * ,7 I 2 110115 * 4 0 0 M-3x4 M-1.5x3 M-3x4 y ,k 51 4-04 4-04 y 51 y 0-06 8-08 '� • • PRDpCs. • 89200PE r JOB NAME : 3413-2D LOT 138 NRT ONLY - Z2 Scale: 0.5739 WARNINGS: GENERAL NOTES, ';unless otherwise noted: R EL �,.J.I V � OREGON ; 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual " /J - Truss: Z 2 and Warnings before construction commences, building component.Applicability of design parametem end proper L , , 2,254 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. Y { n�. - ^'iiii, , 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 1 4- L- Is the responsibility of the erector.Additional permanent bracing of 2'o.,end et 10'a,c,,respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). R:R,{`�• , DATE: 4/10/2017 the overall structure is the responsibility of the building designer, 3,2x Impact bridging or,lateral bracing required where shown++ "' ilii k SEQ. : K 3 0 5 9 510 4.Na load should be applied to any component until after all bracing and 4,Installation of truss Is the responsibility of the respective contractor. - fasteners ere complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: INK design loads be applied to any component. and are far"dry cand!Ila n"of use. " 5.CompuTrvs hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES"'... 12/3112017. necessary. fabrication,handling,shipment and installation of components. • 7,Design assumes adequate drainage Is provided. P April 10,2017 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and laced so their center TPIM/TCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines, S.Digits Indicate size of piste in Inches. MiTek USA,Inc,/CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) .f.. This design prepared from computer input by Pacific Lumber and Truss-BC • • LUMBER SPECIFICATIONS 8-08-00 HIP SETBACK 9-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC:. 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 •(tion-Rep) 1- 2=( 0) 25 2- 7=(-150) 657 7- 3=(-36) 128 BC:. 2x9 KDDF #1&BTR 2- 3=(-795) 180 7- 8=(-107) 653 7- 4=(-95) 103 WEBS: 2x9 KDDF STAND LOADING 3- 4=1-657) 242 8- 5=(-104) 659 4- 8=( 0) 117 LL = 25 PSF Ground Snow (9g) 4- 5=(-797) 178 IC LATERAL SUPPORT <= 12"OC. UON. TC DRIP LL( 50.0)+DL( 14.0)= 64.0 PLF 0', 0.0" TO 4'- 0.0" V 5- 6=( 0) 25 BC LATERAL SUPPORT <= 12"0C. DON. TC UNIF LL( 75.0)+DL( 21.0)= 96.0 PLF 4'•- 0.0" TO 9'- 8.0" V TC UNIF LL( 50.0)+DL( 14.01= 64.0 PLF 4'•- 8.0" TO 8'- 8.0" V OVERHANGS: 6.0" 6.0" BC UNIF LL( 0.0)+01( 30.0)= 30.0 PLF 0'-- 0.0" TO 8'- 8.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA 1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 100.0)+21( 28.0)= 128.0 LBS @ 4'- 0.0" 0'- 0.0" -105/ 603V -31/ 31H 5.50" 0.96 KDDF (:625) TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 4'- 8.0" 8'- 8.0" -105/ 603V 0/ OH 5.50" 0.96 KDDF (•625) • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 . . BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.000" @ 0'- -6.0" Allowed = 0.050" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.000" @ 0'- -6.0" Allowed = 0.067" MAX LL DEFL = -0.011" @ 4'- 0.0" Allowed = 0:368" 3-11-11 0-08-10 3-11-11 MAX TL DEFL = -0.017" @ 4'- 0.0" Allowed = 0.517" MAX LL DEFL = 0.000" @ 9'- 2.0" Allowed = 0.;050" 128# \128N MAX TL DEFL = -0.000" @ 9'- 2.0" Allowed = 0.067" 12 VVV 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 6.00 Q 6.00 MAX HORIZ. LL DEFL = 0.004" @ 8'- 2.5" MAX HORIZ. TL DEFL = 0.006" @ 8'- 2.5" M-4x6M-6x6 Design conforms to main windforce-resisting system and components and cladding criteria. 3 4 .14, Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0,.ASCE 7-10, .101110), (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. MO _ _ I I. -{o 1 - - L - 6 0 2 7 8 - 5 �I O p M-3x4 M-3x4 M-1.5x3 M-3x4 y 5,1, , y • 3-08-08 1-04-12 3-06-12 ,6 y )- 0-06 8-08 0-06 R. P R p C-4 . OI• , f�' -y. • 89204PEc' JOB NAME : 3413-2D LOT 138 NRT ONLY - ZH1 , ,.....(e. - Scale: 0.5732 WARNINGS: GENERAL NOTES, unless otherwise noted: 7) OREGON /^gyp) ," . 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual jam'" 4/ ,C17 W 1 V A-. : Truss: Z H 1 and Warnings before construction commences. building component,Applicability of design parameters and proper 2 2x4 compression web bracing must he Installed where shown+. Incorporation of component Is the reapon sibillty of the building designer, <e) .Al {4 P.. �""� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords tc be laterally braced et 'V p 1 Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respectively unless braced throughout d/their length by /(�' �+.Q` continuous sheathing such as plywood sheething(TC)and/or drywall(BC). '' l 1.1 L,,,: DATE: 4/10/2017 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown 0, ! 4 SEQ. : K 3 0 5 9 511 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - - fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, T RAN S I D: LINK design loads ba applied to any component end are for"dry condition"of use. 6.Design assumes lull bearing at all supports shown.Shim or wedge If CX R C L+,', (ry J!]/1{7 5,Com puTrus has no control over end assumes no responsibility for the necessary. CJS R E S a/2 i I I.. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is prodded, April p r.I 1 O 2O 1 Z 6.This design Is furnished subled to the limitations set forth by B.Plates shall be looted on both faces of truss,and placed so their center r TPIIW1'CA In BCSI,copies of which etll be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc.iCompuTrus Software 7.6.8)1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1088(MITek) • • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15• 1-2=( 0) 25 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. • 2-3=(-35) 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 6.0" 0.0" TOTAL LOAD = X42.0 PSF 0'- 0.0" -23/ 200V -6/ 33H 5.50" 0.32 KDDF ',( 625) 1'- 10.9" -65/ 57V 0/ OH 1.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 33V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [PROVIDE FULL BEARING;Jts:2,3,41 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinq. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ 0'- -6.0" Allowed = 0.050" 1-11-11 MAX TL DEFL = -0.000" @ 0'- -6.0" Allowed = 0.067" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TC PANEL LL DEFL = 0.001" @ 1'- 4.4" Allowed = 0.097" 12 MAX TC PANEL TL DEFL = -0,001" @ 1'- 2.2" Allowed = 0.145" 6.00 MAX BC PANEL TL DEFL = -0.002" @ 2'- 2.8" Allowed = 0.200" SEASONED LUMBER IN DRY SERVICE CONDITIONS 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, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. (11 fn � 1-4--. .," N ►6301 MEM0 4 M-3x4 0-06 4-00 4 •89200PE �' • JOB NAME : 3413-2D LOT 138 NRT ONLY - ZJ1 • • •- Scale: 0.7089 `��•-' WARNINGS: GENERAL NOTES, unless otherwise noted: "SY ,OREGON 4/ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual • • Truss: ZJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+, Incorporation of component Is the responsibility of the building designer. -< .° •• "� .. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and borism chords to be laterally braced at 1 -. is the responsiblllty of the erector.Additional permanent bracing of T a.c.and al 10'ac.respectively unless braced throughout their length by !f✓Y�'v..FIR �� continuous sheathing such as plywood sheathing(TC)endlor drywall(BC). •(. . DATE: 4/10/2017 the overall structure Is the responsiblllty of the building designer. 3.2u Impact bridging or lateral bracing required where shown++ SEQ. : K3059512 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, • T RAN S I D• LINK design loads be applied to any component. end are for"dry condition"of use. 5.Compalrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES': R.E S,', 1 2/31 J2/11 7, necessary. r� /l-r7,I f1 Cts Ll l lL V f! fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. April 1O,2O1/ 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both laces of truss,and placed so their center TPINVFCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate In Inches. • MiTek USA,InciCompuTrus Software 7.6,8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15. 1-2=(-11) 25 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-38) 15 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSE BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA DL ON BOTTOM CHORD = 10.0 PIE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 6.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -33/ 194V -6/ 33H 5.50" 0.31 KDDF ( 625) 1'- 9.2" 0/ 17V 0/ OH 5.50" 0.03 KDDF ( 425) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 KDDF (.625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [PROVIDE FULL BEARING)Jts:2,4,31 REQUIREMENTS OF IBC 2015 AND IRC 2015 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 LL DEFL = 0.000" @ 0'- -6.0" Allowed = 0.050" 1-11-11 MAX TL DEFL = -0.000" @ 0'- -6.0" Allowed = 0.067" MAX TC PANEL LL DEFL = -0.001" @ 1'- 2.9" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.9" Allowed = 0:145" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 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), load duration factor=l.6, Truss designed for wind loads 3 -1 in the plane of the truss only. I , 1, • M f. 1 : ilELIBI 4 PELTEN --�" M-3x4 • ,6 y 0-06 2-00 • • PROcaiNE• s .8.9200PE v . JOB NAME : 3413-2D LOT 138 NRT ONLY - ZSJ1 -41.111' Scale: 0.7058 • 910 WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON ja 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual V(l_G�7 V.•V ,(`s(J Truss: ZSJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper • LO " 2.2x4 compression web bracing must be Installed where shorn.. Incorporation of component Is the responsibility of the building designer, { • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at • �f • 1'i' � Is the responsibility of the erector.Additional permanent bracing o1 2'o.c.and al 10'o.c.respedlvely unless braced throughout their length by • continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). i..Q.M 411 : �V-. DAT E: 4/10/2017 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shorn. s SEQ. : K 3 0 5 9 513 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment. T RAN S I D• LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTruc has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES" 1 r1/31 201`7 necessary. r� -7 J C.j.�}t/ 11 1 I fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is prodded. April 10,201! 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPRNTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center Imes. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) Symbols Numbering PLATE LOCATION AND ORIENTATION 13/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property a offsets are indicated. (Drawings not to scale) Damage or Personal Injury MEIDimensions are in ft-in-sixteenths. lillik Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For ®`1116o, 4 wide truss spacing,individual lateral braces themselves WEBS1ps may require bracing,or alternative Tor I pIIMM bracing should be considered, i. O ili O 1.—Aor U= 3. Never exceed the design loading shown and never Ai stack materials on inadequately braced trusses. a. 1— p 4. Provide copies of this truss design to the building C7-8 C6.7 C5-6 For 4 x 2 orientation,locate �- designer,erection supervisor,property owner and plates 0- '+,d'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 use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and Is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352, ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that y� Indicated by symbol shown and/or SYP represents values as published specified. � bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others, . iIndicates 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. 'IMO reaction section indicates joint 17.Install and load vertically number where bearings occur. unless indicated otherwise. Min size shown is for crushing only. MN NM ,, 18.Use of green or treated lumber may pose unacceptable ,, environmental,health or performance risks.Consult with Industry Standards: x 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. M iTek4 t). Is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013