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Plans (68) .111 A.2 MST2016-00455 8783 SW Spruce A.2 MST2016-00456 8775 SW Spruce A.2 MST2016-00457 8771 SW Spruce A.2 MST2016-00458 8765 SW Spruce A.2 MST2016-00459 8759 SW Spruce MiTeke. MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 18831-A_HPTH 18831-A 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: K2625900 thru K2625918 My license renewal date for the state of Oregon is December 31,2017. `Ssi�� 89200PECC- , OREGON 40 ts /O Ali)/ 14,2°0,0" Q MFRRILk- November 30,2016 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. 1 RECEIVED/ 40-0-0 / Tn Submittals:17101,16 DE +6 2 016 A3-GE \ FM/OC FTIGARD A, I3LDING DIVISIQlr BK2 I® A2 511118 �I m .. .. �= ._ � III! I- II = A2 I©1_I l l i A2 .I I I Al I Al Al-PW AlII 4- imA2 I' ‹or mmm III " �1 - A2 .i A2 Al Al I I I A7-PW ,so p,oaa w'a"e Al-PW �' Al Jai =ION!_ . A2 I-" lig : 8 '- I •0 Ii A2 .I Al Al Al-PW II I 1 AA3 me W I1 Al Ir W I- II' 111111 1 1 I- '\i VIII 1 Ili. A2 1 I Ir Al 14- Al Al-PW +'b Wl a.,s,o.m.a A3 I , A2 i�l 11.J. . _ I w 111111' _ IAl I - II„nwn Al-GE Of.roc c .a -,o.]..000k. \ Rich Duncan Construction Pacific Lumber&Truss Hall Pointe Townhomes 10515 SW Allen Blvd. Building Type "A" Beaverton, OR 97005 8735 SW Spruce Street (503) 858-9663 Tigard, OR 97233 Drawn By: KT Job# 18831-A Job Truss Truss Type Qty Ply 18831-A 1(2625900 18831-A_HPTH Al SCISSOR 15 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,OR 97005 7.640 s Sep 29 2015 MiTek Industries,Inc. Wed Nov 30 13:17:46 2016 Page 1 I D:e2e1 Siw7wtc8KbQTBzaASVywpED-HkAGFBxPQ MhjLHkKYgjytH3wAIMI0XH7Nha?JmyDzMJ 0-0 6-10-5 13-5-3 20-0-0 26-6-13 33-1-11 40-0-0 1-0-0 6-10-5 6-6-13 6-6-13 6-6-13 6-6-13 6-10-5 Scale=1:73.9 5x6= 5.00 12 6 �a 3x4-.---- 3....... 3x84----1 18 19 fx4 lilli 3x8 517 3x8 4 \IIIIIIIIIIIIIIIIII000. 5x8 --.1401411111141111144.1111111\4041015x6 x83 �"� 13 " 16 20 _=�� 4'1 x6 II � 5x6 I >..� 8x12 M18SHS= � ''!.'1 J 5x8 M18SHS= 12 5x8 M18SHS T . 2.50 1712- 11 15 11 5x8 M18SHS= 5x8 M18SHS= I 10-1-12 I 20-0-0 I 29-10-4 40-0-0 I 10-1-12 9-10-4 9-10-4 10-1-12 Plate Offsets(X.Y)-- [3:0-2-4.0-2-0],19:0-2-4,0-2-0],[11:0-3-12,0-2-8],[12:0-4-0,0-3-0],[13:0-6-0,0-3-9],[14:0-4-0,0-3-0],[15:0-3-12,0-2-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.69 Vert(LL) -0.49 12-13 >962 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.69 Vert(TL) -1.11 12-13 >428 180 M18SHS 220/195 BCLDL 10.0 *0.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.67 11 n/a n/a BCDL 7.0 Code IBC2012/TP12007 (Matrix-S) Weight:187 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Stud/Std*Except* WEBS 1 Row at midpt 3-15,9-11 6-13,3-15,9-11:2x4 DF No.1&BV,2-15,10-11:2x6 DF 1800F 2.1E MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 15=1748/0-5-8,11=1659/0-5-8 Max Horz 15=145(LC 13) Max Upliftl5=-114(LC 14),11=-82(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-16=-772/84,3-16=-665/111,3-4=-4627/377,4-5=-4518/394,5-17=-3734/314, 17-18=-3721/325,6-18=-3640/344,6-19=-3640/356,7-19=-3734/337,7-8=-4533/412, 8-9=-4642/385,9-20=-574/112,10-20=-682/96,2-15=-620/166,10-11=-480/113 BOT CHORD 14-15=-359/4235,13-14=-303/4218,12-13=-284/4220,11-12=-382/4266 WEBS 6-13=-141/2367,7-13=-1003/168,7-12=0/327,5-13=-975/165,5-14=0/321, 3-15=4007/321,9-11=-4130/357 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=6.0psf;BCDL=4.2psf;h=25ft;B=45ft;L=40ft;eave=5ft;Cat.II; Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 3-0-0,Interior(1)3-0-0 to 20-0-0,Exterior(2)20-0-0 to 24-0-0 zone;9Ct=- Oe cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; 1 Lumber DOL=1.60 plate grip DOL=1.60 �� - t-- 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 c\' N [NEt�,9 �p , 3)Unbalanced snow loads have been considered for this design. l� "� 4)This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs 4C :9200P non-concurrent with other live loads. r.v . 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will le Cr fit between the bottom chord and any other members. -9 A_OREGON e(/ 8)Bearing at joint(s)15,11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify L 4 ,�t' A capacity of bearing surface. �Y 14,r O �- • 9)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)15 and 11.This connection is for uplift 47 R - �-4. Qj only and does not consider lateral forces. F 10)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and%"gypsum sheetrock be applied directly to the bottom chord. EXPIRES: 12/31/2017 November 30,2016 t I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE. MIll Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not mit 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 M iTek" 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 250 Rug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 1 Job Truss Truss Type Qty Ply 18831-A K2625901 18831-A_HPTH Al-GE GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,OR 97005 7.640 s Sep 29 2015 MiTek Industries,Inc. Wed Nov 30 13:17:49 2016 Page 1 I D:e2e1 Siw7wtc8KbQTBzaASVywpED-hJsOuDzHj H31CkTvDzHfUwhZFzYsD3Ya3fpfw5yDzMG 1-0-Q 20-0-0 I 40-0-0 q1-0-Q 1-0-0 20-0-0 20-0-0 1-0-0 WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE Scale=1:74.0 GABLE TRUSS.THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION SITUATION.COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL BRACING TO THE HINGE TYPE CONNECTION. 5x6 = 17 18 19 20 13 15 _ 21 12 68 14 - 22 69 5x6%11 � 23 24 5x6 • • 25 10 - 9 e� �� 26 5.00 12 7 8 F E � 27 28 3x6 I - 2g 3x4 30 3x6 6 = 3x4% 5 4 34 1 2 31 33 �,. Ilil 7. 35 xxxxxxX % Kxxxxxxxxxxxxxxxxxxx xxxxxxxxxxxxxxxxxxxxxxxxxxxx 67 66 65 64 63 62 61 60 59 58 57 56 55 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 3x4 11 5x6 - 3x4 II I 40-0-0 40-0-0 Plate Offsets(X.Y)-- [2:0-5-4,0-0-8],[11:0-3-0,0-3-4],[25:0-3-0,0-3-4].[34:0-5-4,0-0-8],[52:0-3-0,0-3-0] LOADING(pat) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) 0.00 35 n/r 120 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.03 VertTL -0.00 36 n/r 120 BCLTCDL L 10.0 *0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.00 37 n/a n/a BCDL 7,0 Code IBC2012/TP12007 (Matrix) Weight:294 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr end verticals. WEBS 2x4 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF Stud/Std WEBS 1 Row at midpt 18-52,17-53,19-51 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 40-0-0. (Ib)- Max Horz 67=-138(LC 12) Max Uplift All uplift 100 lb or less at joint(s)67,37,54,55,56,57,58,59,60, 61,62,63,64,65,66,50,49,48,47,46,45,44,43,42,41,40,39,38 Max Gray All reactions 250 lb or less at joint(s)67,37,52,53,54,55,56,57, 58,59,60,61,62,63,64,65,66,51,50,49,48,47,46,45,44,43,42, 41,40,39,38 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 16-17=-92/269,17-18=-96/281,18-19=-96/275,19-20=-92/261 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=6.0psf;BCDL=4.2psf;h=25ft;B=45ft;L=40ft;eave=2ft;Cat.II; Exp B;enclosed;MWFRS(directional)and C-C Corner(3)0-1-12 to 4-0-0,Exterior(2)4-0-0 to 20-0-0,Corner(3)20-0-0 to 24-0-0 zone; (-- � P OF�� - .%\\ cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; C Lumber DOL=1.60 plate grip DOL=1.60 ,AGI NEF kv 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry 9 cGable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psi(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 89200PE r- 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 19.0 psi or 1.00 times flat roof load of 25.0 psi on overhangs ,e-, non-concurrent with other live loads. A 6)All plates are 1.5x4 MT20 unless otherwise indicated. 1, 40 111, Cr 7)Gable requires continuous bottom chord bearing. -qA_OREGON to 8)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). G ' C. A. - 9)Gable studs spaced at 1-4-0 oc. / ''r 1 4 2 v� , 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - R? 11)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will MFR R I�.-�' fit between the bottom chord and any other members. 12)One RT3A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)67,37,54,55,56,57,58,59,60,61 ,62,63,64,65,66,50,49,48,47,46,45,44,43,42,41,40,39,and 38.This connection is for uplift only and does not consider lateral EXPIRES: 12/31/2017 Continuedonpage 2 November 30,2016 I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not '4 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 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 1 Job Truss Truss Type Qty Ply 18831-A K2625901 18831-A_HPTH Al-GE GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,OR 97005 7.640 s Sep 29 2015 MiTek Industries,Inc. Wed Nov 30 13:17:49 2016 Page 2 ID:e2e1 Siw7wtc8KbQTBzaASVywpED-hJsOuDzHj H3ICkTvDzHfUwhZFzYsD3Ya3fpfw5yDzMG NOTES- 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. r =NM WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 'p 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 M iTek' 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 ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 1 Job Truss Truss Type Qty Ply 18831-A K2625902 18831-A HPTH A1-PW GABLE 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,OR 97005 7.640 s Sep 29 2015 MiTek Industries,Inc. Wed Nov 3013:17:52 2016 Page 1 I D:e2e1 Siw7wtc8KbQTBzaASVywpED-5uYXWEoA0CRt3CCUu5q M6YJ?TAU_QLc01d 1 J WQyDzMD 20-0-0 I 40-0-0 1-0- 20-0-0 20-0-0 11-0-9 20-0-0 WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS.THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION SITUATION.COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL Scale=1:70.7 BRACING TO THE HINGE TYPE CONNECTION. 5x6 - 5.00 12 12 13 11 .Ci 10 - 14 3x6% 46 9 - -• 15 3x6 • - 16 6 17 e,,, 18 E 19 • 4 V E 20 3 21 5x8% 2d111115111111' 47 1 22 5x8 = a - _ - 23 24T. ie - - - - - - - ,'fes R 1 V_ d X X X. X XX XXX XXXXXXX.XXX XXXX XX X X XX XXX XXX XXX XXX , X XXX XXX XXX XXX X 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 4x6 I 15x6= 5x6 = 5x6=4x6 H I I 40-0-0 40-0-0 Plate Offsets(X,Y)-- [26:0-2-4,0-3-0].[35:0-3-0,0-3-0].[44:0-2-4,0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.45 Vert(LL) 0.01 23-24 n/r 120 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.32 Vert(TL) 0.01 23-24 n/r 120 BCLTCDL L 10.0 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.03 35 n/a n/a BCDL 7.0 Code IBC2012/TP12007 (Matrix) Weight 246 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 3-7-10 oc purlins, except BOT CHORD 2x4 DF No.1&Btr end verticals. WEBS 2x4 DF No.1&Btr*Except* BOT CHORD Rigid ceiling directly applied or 4-0-13 oc bracing. 1-45,23-25:2x6 DF 1800F 2.1E WEBS 1 Row at midpt 12-35,11-36,13-34 OTHERS 2x4 DF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 40-0-0. (Ib)- Max Horz 45=-143(LC 40) Max Uplift All uplift 100 lb or less at joint(s)36,37,38,39,40,41,42,43,34, 33,32,31,30,29,28,27 except 45=-2615(LC 40),25=-2573(LC 45), 44=-1396(LC 45),26=-1398(LC 44) Max Grav All reactions 250 lb or less at joint(s)35,37,38,39,40,41,42,43, 34,33,32,31,30,29,28,27 except 45=2671(LC 43),25=2645(LC 40), 36=253(LC 19),44=1476(LC 40),26=1449(LC 43) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-3326/3298,2-3=-2989/2990,3-4=-2689/2662,4-5=-2356/2331,5-6=-2023/2001, 6-7=-1691/1689,7-8=-1445/1516,8-46=-1359/1397,9-46=-1052/1112,9-10=-1029/1103, 10-11=-716/822,11-12=-402/548,12-13=-404/557,13-14=-717/853,14-15=-1031/1144, 15-16=-1344/1436,16-17=-1430/1462,17-18=-1658/1728,18-19=-1971/2021, 22-23=-3298/3258,1-451-2615/2/580723 25 7-259 0/2583/2758,22-47=-2953/2936, KCC P R OFfi6s BOT CHORD 44 45=-256/266,43-44=-2740/2811,42-43=-2410/2511,41-42=-2140/2211, ;,Co„ �NGI NEF9 /� 40-41=-1840/1911,39-40=-1540/1611,38-39=-1240/1311,37-38=-940/1011, ' 36 37=-640/711,35-36=-340/411,34-35=-342/412,33-34=-642/712,32-33=-942/1012, kc 89200PE �� 31-32=-1242/1312,30-31=-1542/1612,29-30=-1842/1912,28-29=-2142/2212, 23-26=-3012/31 7,i-44=-3193/3222 . WEBS 23-26=-3092/3147,1-44=-3193/3222 4.. it *Cr NOTES- 7, A OREGON 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=6.0psf;BCDL=4.2psf;h=25ft;B=45ft;L=40ft;eave=2ft;Cat.II; L - ,CD4 �� Exp B;enclosed;MWFRS(directional)and C-C Comer(3)0-2-12 to 4-0-0,Exterior(2)4-0-0 to 20-0-0,Corner(3)20-0-0 to 24-0-0 zone; y 2O �4 cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; 4R R' R, Lumber DOL=1.60 plate grip DOL=1.60 F 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psi(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 EXPI RES: 12/31/2017 4 Unbalanced on page L snow loads have been considered for this design. C ntinueNovember 30,2016 4 4 -- WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �4 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/TPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 18831-A K2625902 18831-A_HPTH A1-PW GABLE 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,OR 97005 7.640 s Sep 29 2015 MiTek Industries,Inc. Wed Nov 30 13:17:53 2016 Page 2 ID:e2e1 Siw7wtc8KbQTBzaASVywpED-Z46vja0omVZkhMmgSpLbfms9DagD9os9_Hnt3syDzMC NOTES- 5)This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 1.5x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 9)Gable studs spaced at 2-0-0 oc. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)45=2615,25=2573. 13)One RT3A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)36,37,38,39,40,41,42,43,34,33,32,31,30,29,28,and 27.This connection is for uplift only and does not consider lateral forces. 14)Two RT8A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)44.This connection is for uplift only and does not consider lateral forces. 15)Two RT8A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)26.This connection is for uplift only and does not consider lateral forces. 16)This truss has been designed for a total drag load of 150 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 40-0-0 for 150.0 plf. 17)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. t t WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1•7477 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,note 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 M iTek" 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 ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 18831-A 18831-A_HPTH A2 K2625903 SCISSORS 19 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,OR 97005 7.640 s Sep 29 2015 MiTek Industries,Inc. Wed Nov 30 13:17:54 2016 Page 1 ID:e2e1 Siw7wtc8KbQTBzaASVywpED-2HfHxw1 QXphbl WLsOWtgBzPHS_5du8bJDxWQbJyDzM B I 6-10-5 I 13-5-3 I 20-0-0 1 26-6-13 33-1-11 1 40-0-0 I 6-10-5 6-6-13 6-6-13 6-6-13 6-6-13 6-10-5 Scale=1:73.7 5x6 = 5.00 12 5 3x4 17 18 3x4 3x8 4 16 619 _410 3 7 :-:,-- 5x8��� �� 5x8 2 � 8 15 `04 12 opo.3x8 ' 20 5x6 .� 1 - 8x12 M18SHS= _ 5x6 ? -%�- . 13 11- `''''`...,„........4.,, 9 a 4 5x8 M18SHS= v I. _' 2.50 12 5x8 M18SHS= 14 10 5x8 M18SHS= 5x8 M18SHS= I 10-1-12 I 20-0-0 29-10-4 40-0-0 10-1-12 9-10-4 9-10-4 10-1-12 Plate Offsets(X.Y)-- [2:0-2-4.0-2-01[8:0-2-4,0-2-0],[10:0-3-12.0-2-8].[11:0-4-0,0-3-0],[12:0-6-0.0-3-9].[13:0-4-0.0-3-0].[14:0-3-12,0-2-8] TCLL LOADING(psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.68 Vert(LL) -0.50 11-12 >958 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.69 Vert(TL) -1.11 12-13 >426 180 M18SHS 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.68 10 n/a n/a BCDL 7,0 Code IBC2012/TP12007 (Matrix-S) Weight:185 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Stud/Std*Except* WEBS 1 Row at midpt 2-14,8-10 5-12,2-14,8-10:2x4 DF No.1&Btr,1-14,9-10:2x6 DF 1800F 2.1E MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 14=1661/0-5-8,10=1661/Mechanical Max Horz 14=138(LC 13) Max Uplift14=-83(LC 14),10=-83(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-15=-678/94,2-15=-570/110,2-3=-4647/378,3-4=-4538/395,4-16=-3740/314, 16-17=-3726/326,5-17=-3647/344,5-18=-3647/356,18-19=-3726/337,6-19=-3740/325, 6-7=-4538/412,7-8=-4647/385,8-20=-570/112,9-20=-678/96,1-14=-478/112, 9-10=-478/113 BOT CHORD 13-14=-362/4270,12-13=-302/4225,11-12=-285/4225,10-11=-382/4270 WEBS 5-12=-141/2370,6-12=-977/167,6-11=0/327,4-12=-977/165,4-13=0/327, 2-14=-4134/351,8-10=-4134/357 NOTES- 1)Wind:ASCE 7-10;Vult=l20mph(3-second gust)Vasd=95mph;TCDL=6.0psf;BCDL=4.2psf;h=25ft;B=45ft;L=40ft;eave=5ft;Cat.II; P Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)0-2-12 to 4-2-12,Interior(1)4-2-12 to 20-0-0,Exterior(2)20-0-0 to 24-0-0 01% R�F�� zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; \C'� !�G[(vE s>O Lumber DOL=1.60 plate grip DOL=1.60 �i 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 Z�?, ` 3)Unbalanced snow loads have been considered for this design. 89200PE �t 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .11...-----"--- ` 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. I •es Cr 7)Refer to girder(s)for truss to truss connections. -7, A_OREGON 4, 8)Bearing at joint(s)14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity 4 \t1 A. of bearing surface. /0 -9y 14,2� Q yip 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)10. 10)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)14.This connection is for uplift only MFR R and does not consider lateral forces. 11)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. EXPI RES: 12/31/2017 November 30,2016 1 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,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 M i1ek" 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 BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 18831-A K2625904 18831-A_HPTH A3 SCISSORS 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,OR 97005 7.640 s Sep 29 2015 MiTek Industries,Inc. Wed Nov 30 13:17:55 2016 Page 1 I D:e2e1 Siw7wtc8KbQTBzaASVywpED-WTDf8G2217pSwgw3aDO3kBxS9NR_db WSRbG_7IyDzMA 0-6 6-10-5 I 13-5-3 20-0-0 26-6-13 33-1-11 40-0-0 1-0-9 -0-0 6-10-5 6-6-13 6-6-13 6-6-13 6-6-13 6-10-5 -0-0 Scale=1:73.3 5x6 5.00 12 6 %A 3x4 18 19 3x4 3x8% 5 7 3x8 4 8 5x8��� .* 5x8 3 FS 9 5x6 II 17,_/ �.�. 20 ��-• 8x12 M18SHS ��; �.„ 5x6 II 2 q 0 1r/ 15 13 10 11 v oI �-r 5x8 M18SHS= �, 2.50 12 5x8 M18SHS= 16 12 4x12 = 4x12 = I 10-1-12 20-0-0 29-10-4 I 40-0-0 I 10-1-12 9-10-4 9-10-4 10-1-12 Plate Offsets(X,Y)-- 13:0-3-0.0-2-01.[9:0-3-0.0-2-01,112:0-5-0.0-1-121.113:0-4-0.0-3-01.114:0-6-0.0-3-91.115:0-4-0.0-3-01.[16:0-5-0,0-1-121 LOADING(psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.68 Vert(LL) -0.49 14-15 >969 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.69 Vert(TL) -1.10 14-15 >430 180 M18SHS 220/195 BCLL 0.0 * Rep Stress Incr YES WB 0.89 Horz(TL) 0.67 12 n/a n/a BCDL 7.0 Code IBC20121TP12007 (Matrix-S) Weight:188 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Stud/Std*Except* WEBS 1 Row at midpt 3-16,9-12 6-14,3-16.9-12:2x4 DF No.1&Btr,2-16,10-12:2x6 DF 1800F 2.1E MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 16=1747/0-5-8,12=1747/0-5-8 Max Horz 16=145(LC 13) Max Upliftl6=-113(LC 14),12=-113(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-17=-777/83,3-17=-670/110,3-4=-4622/352,4-5=-4513/368,5-18=-3728/295, 6-18=-3634/314,6-19=-3634/326,7-19=-3728/299,7-8=-4513/371,8-9=-4622/355, 9-20=-670/111,10-20=-777/84,2-16=-623/166,10-12=-623/167 BOT CHORD 15-16=-314/4231,14-15=-252/4213,13-14=-228/4213,12-13=-307/4231 WEBS 6-14=-119/2364,7-14=-1001/169,7-13=0/322,5-14=-1001/168,5-15=0/322, 3-16=4003/300,9-12=-4003/307 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=6.0psf;BCDL=4.2psf;h=25ft;B=45ft;L=40ft;eave=5ft;Cat.II; Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 3-0-0,Interior(1)3-0-0 to 20-0-0,Exterior(2)20-0-0 to 24-0-0 zone; �7t� D PR V cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; k s Lumber DOL=1.60 plate grip DOL=1.60 '\ 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 ' t,.• NES' �0 , 3)Unbalanced snow loads have been considered for this design. " '9 4)This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs 89200 P E t" non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. 4./ 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will . CZ- fit between the bottom chord and any other members. -P* OREGON 8)Bearing at joint(s)16,12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify L� 4 ,�D, capacity of bearing surface. -1')" 1 4 2a ,. 9)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s)16 and 12.This connection is for uplift 4/ - 'e.�� only and does not consider lateral forces. 10)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and'''/"gypsum sheetrock be applied directly to the bottom chord. EXPIRES: 12/31/2017 November 30,2016 I I IMMI WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,note 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 M iTek* 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 BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 18831-A 18831-A_HPTH A3-GE GABLE K2825905 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,OR 97005 7.640 s Sep 29 2015 MiTek Industries,Inc. Wed Nov 30 13:17:57 2016 Page 1 I D:e2e1 Siw7wtc8KbQTBzaASVywpED-SrLQZy41gk3A9z4RheQXpc1 xFBGkSgXIvvl4CeyDzMB 11-0-0 220-00--0 0 40-0-0 40 WHEN X,-, T BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISS�$ft0rYPE TRUSS(ES), �-0-0 A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS.THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION Scale=1:74.0 POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION SITUATION.COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATY -TO THE DESIGN OF THE ADEQUATE LATERAL BRACING TO THE HINGE TYPE CONNECTION. 18 19 20 21 17 ^' 14 18 22 13 70 15 - 23 5x6%12 - 24 26 5x6 11 26 10 ,,,is r ♦ 27 m 5.00 : 8 9 = E E �� 28 3x6 I 3x6 II 7 29 3x4 6 30 3x4 569 31 35 3 32 34 1 2 7 36 37 O. ht, Iq 68 67 66 65 64 63 62 61 60 59 58 57 56 55 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 3x4 I I5x6 = 3x4 II I 40-0-0 40-0-0I Plate Offsets(X.Y)-- [3:0-5-4,0-0-81,[12:0-3-0,0-3-41.[26:0-3-0,0-3-41.[35:0-5-4,0-0-81.153:0-3-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/deft Ud PLATES GRIP (Roof TCLL 25.0) 5.0 Plate Grip DOL 1.15 TC 0.13 VertLL 0.00 36 n/r 120 MT20 220/195 TCDLSnow=210.0 Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 37 n/r 120 BCLL 0.0 * Rep Stress Incr YES WB 0.15 Horz(TL) 0.00 38 n/a n/a BCDL 7.0 Code IBC2012/TPI2007 (Matrix) Weight 296 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr end verticals. WEBS 2x4 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF Stud/Std WEBS 1 Row at midpt 19-53,18-54,20-52 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 40-0-0. (Ib)- Max Horz 68=-139(LC 12) Max Uplift All uplift 100 lb or less at joint(s)68,38,55,56,57,58,59,60,61, 62,63,64,65,66,67,51,50,49,48,47,46,45,44,43,42,41,40,39 Max Gray All reactions 250 lb or less at joint(s)68,38,53,54,55,56,57,58, 59,60,61,62,63,64,65,66,67,52,51,50,49,48,47,46,45,44,43, 42,41,40,39 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 17-18=-90/271,18-19=-95/282,19-20=-95/277,20-21=-90/262 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=6.0psf;BCDL=4.2psf;h=25ft;B=45ft;L=40ft;eave=2ft;Cat.II; Exp B;enclosed;MWFRS(directional)and C-C Comer(3)-1-0-0 to 3-0-0,Exterior(2)3-0-0 to 20-0-0,Corner(3)20-0-0 to 24-0-0 zone; ��6 P R OFe cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 .,` S 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry \' �i`V`7 j NE�A Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 kr 89200PE 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs .�.� non-concurrent with other live loads. ' 6)All plates are 1.5x4 MT20 unless otherwise indicated. OR 7)Gable requires continuous bottom chord bearing. le 1:r 8)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7L OREGON R 4,/9)Gable studs spaced at 1-4-0 oc. /, n'y 1 4'2� - 4 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 'I'/ 11)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will FR R 10 fit between the bottom chord and any other members. 12)One RT3A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)68,38,55,56,57,58,59,60,61,62 ,63,64,65,66,67,51,50,49,48,47,46,45,44,43,42,41,40,and 39.This connection is for uplift only and does not consider lateral EXPI RES: 12/31/2017 Contin°uedson page 2 November 30,2016 4 I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev.10/03/2015 BEFORE USE. ...- Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,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 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek" fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Buildin Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. 9 P 250 Klug Circle Corona,CA 92880 Job Truss Truss Type Qty Ply 18831-A K2625905 18831-A_HPTH A3-GE GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,OR 97005 7.640 s Sep 29 2015 MiTek Industries,Inc. Wed Nov 30 13:17:57 2016 Page 2 ID:e2e1Siw7wtc8KbQTBzaASVywpED-SrLQZy4lgk3A9z4RheQXpc1xFBGk5gXIw14CeyDzMB NOTES- 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4 I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekSl connectors.This design is based only upon parameters shown,and is for an individual building component,not �p 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 M ire k` 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 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 18831-A K2625906 18831-A_HPTH B1 COMMON 10 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,OR 97005 7.640 s Sep 29 2015 MiTek Industries,Inc. Wed Nov 30 13:17:58 2016 Page 1 ID:e2e1Siw7wtc8KbQTBzaASVywpED-w2vonl4wb2B0n7feFMxmMpZ02baMg83u8ZUek4yDzM7 1-1-0-0 i 5-6-4 I 11-0-8 112-0-8 I 1-0-0 5.6-4 5-6-4 1-0-0 4x4 = Scale=1:41.2 3 1 /4' 5 0 1Y Y MI M 7 CA 8 6 1.5x4 II 4x8= 1.5x4 II I 5-6-4 I 11-0-8 I 5-6-4 5-6-4 Plate Offsets(X.Y)-- [2:0-2-14,0-2-0].[4:0-2-14.0-2-0] TCLOLL (psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.51 Vert(LL) -0.01 6-7 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.13 Vert(TL) -0.03 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 6 n/a n/a BCDL 7.0 Code IBC2012/TPI2007 (Matrix) Weight:63 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr end verticals. WEBS 2x4 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8=532/0-5-8,6=532/0-5-8 Max Horz 8=131(LC 11) Max Uplift8=-51(LC 12),6=-51(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-9=-426/64,9-10=-320/68,3-10=-298/91,3-11=-298/91,11-12=-320/68,4-12=-426/64, 2-8=-497/123,4-6=-497/123 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=6.0psf;BCDL=4.2psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 5-6-4,Exterior(2)5-6-4 to 8-6-4 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)This truss has been designed for greater of min roof live load of 14.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs �� P � non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. N I N 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will N� G E 9 /C7,, fit between the bottom chord and any other members. s✓ 6)One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)8 and 6.This connection is for uplift 89200P E �t only and does not consider lateral forces. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. WINO le Cr -52., 43 OREGON < - 14,2—° q �4 FRRR - EXPIRES: 12/31/2017 November 30,2016 I r WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �p a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' iTek* 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 ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Rug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 18831-A K2625907 18831-A_HPTH BGE GABLE 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,OR 97005 7.640 s Sep 29 2015 MiTek Industries,Inc. Wed Nov 30 13:17:59 2016 Page 1 ID:e2e1Siw7wtc8KbQTBzaASVywpED-OETA_e5ZMLJtPHEgp3S?u16Hq?y3Zbi2MDEBGWyDzM6 I-1-0-0 1 5-6-4 11-0-8 112-0-8 I 1-0-0 5-6-4 5-6-4 1-0-0 4x4 = Scale=1:38.6 6 5 7 10.00 12 4 8 y • 3 9 2 10 11 1111111 v 'c'''. 1O Ai Y Y Y Y iii I y y 20 19 18 17 16 15 14 13 12 I 11-0-8 I 11-0-8 LOADING(psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (Ioc) 1/defl L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.12 Vert(LL) 0.00 10 n/r 120 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.04 Vert(TL) -0.00 11 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) -0.00 12 n/a n/a BCDL 7.0 Code IBC2012/TP12007 (Matrix) Weight:75 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr end verticals. WEBS 2x4 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 11-0-8. (Ib)- Max Horz 20=131(LC 11) Max Uplift All uplift 100 lb or less at joint(s)20,12,17,18,19,15,14,13 Max Gray All reactions 250 lb or less at joint(s)20,12,16,17,18,19,15,14, 13 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=6.0psf;BCDL=4.2psf;h=25ft;B=45ft;L=24ft;eave=2ft;Cat.II; Exp B;enclosed;MWFRS(directional)and C-C Corner(3)-1-0-0 to 2-0-0,Exterior(2)2-0-0 to 5-6-4,Corner(3)5-6-4 to 8-6-4 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 �� P R e,_ 4)This truss has been designed for greater of min roof live load of 14.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs �F non-concurrent with other live loads. .�` 5)All plates are 1.5x4 MT20 unless otherwise indicated. ,\CP `i` - NEFn /O 6)Gable requires continuous bottom chord bearing. 7)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). Q :9200P E 8)Gable studs spaced at 1-4-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4111, 11,.10.W , 10)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. oft 11)One RT3A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)20,12,17,18,19,15,14,and 13. "7L A OREGON wt.(/ This connection is for uplift only and does not consider lateral forces. _l! 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. L0 '1 S' 1 4 `Z���-i SFR R I L\- EXPIRES: 12/31/2017 November 30,2016 I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek&connectors.This design is based only upon parameters shown,and is for an individual building component,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/TPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 18831-A K2625908 18831-A_HPTH BK1 SPECIAL 62 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,OR 97005 7.640 s Sep 29 2015 MiTek Industries,Inc. Wed Nov 30 13:17:59 2016 Page 1 ID:e2e1 Siw7wtc8KbQTBzaASVywpED-OETA_e5ZMLJtPHEgp3S?u161M?yWZcE2MDEBGWyDzM6 I 1-10-8 1 1-10-8 2 3x4 = '© Scale:1.5"=1' 4 1111.1111111111111 o 111 11111111111.1111 ---'NF -- -- - - 7 6 5 1.5x4 II 3x4= I 1-10-8 I 1-10-8 LOADING(psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.02 Vert(LL) 0.00 3 n/r 120 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.01 Vert(TL) 0.00 3 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.01 Horz(TL) -0.00 7 n/a n/a BCDL 7.0 Code IBC2012/TP12007 (Matrix) Weight 8 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD 2-0-0 oc purlins:1-4, except end verticals. BOT CHORD 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7=98/1-10-8,1=-19/1-10-8,6=75/1-10-8 Max Horz 1=-20(LC 8) Max Uplift7=-25(LC 9),1=-19(LC 1),6=-13(LC 8) Max Grav7=98(LC 1),1=6(LC 8),6=75(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=6.0psf;BCDL=4.2psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. �� D VFet9tr7)One RT3A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)7,1,and 6.This connection is for V uplift only and does not consider lateral forces. FR8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ,/00, L.,,PR GINE- �(�1 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 44 17 89200PE r .4114P - --- ..- OIPP tZ- 17, A OREGON 44/ <' xi)" 14,20'\ 4 il/rFRRIL\- EXPIRES: 12/31/2017 November 30,2016 t i A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,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 ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 18831-A K2625909 18831-A_HPTH BK2 SPECIAL 20 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,OR 97005 7.640 s Sep 29 2015 MiTek Industries,Inc. Wed Nov 30 13:18:00 2016 Page 1 ID:e2e1 Siw7wtc8KbQTBzaASVywpED-sQ1 YB_6B7fRk1 RpOMnzEREfT2OIk13PBbtzlpyyDzM5 1-10-8 1-10-8 1 2 3x4= 3 Scale=1:10.2 4 17111.1.11111111 El A milisai 1 6 5 1.5x4 II 3x4= I 1-10-8 I 1-10-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.03 Vert(LL) n/a - n/a 999 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.01 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.01 Horz(TL) TL) 0.00 6 n/a n/a BCDL 7.0BCLL 0.0 * Code IBC2012/TPI2007 (Matrix) Weight:9 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD 2-0-0 oc purlins:1-4, except end verticals. BOT CHORD 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 1-10-8. (Ib)- Max Horz 1=-31(LC 10) Max Uplift All uplift 100 lb or less at joint(s)6,1,4,5 Max Gray All reactions 250 lb or less at joint(s)6,1,4,5 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=6.0psf;BCDL=4.2psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. .� PR OF 7)One RT3A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)6,1,4,and 5.This connection is for - F s uplift only and does not consider lateral forces. ` GINP:- 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. <C✓\� �NG /'94, 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. .9 89200PE 4 4.- 7 OREGON 10 ' qY 14 2 � o v, •. EXPIRES: 12131/2017 November 30,2016 t t WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. -- Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �p 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/TPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 18831-A K2625910 18831-A_HPTH CGE GABLE 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,OR 97005 7.640 s Sep 29 2015 MiTek Industries,Inc. Wed Nov 30 13:18:00 2016 Page 1 I D:e2e1 Siw7wtc8KbQTBzaASVywpED-sQ 1 YB_6B7fRk1 RpOM nzEREfSKOI bl3?BbtzlpyyDzM5 I -1-0-0 I 3-212 I 6-5-8 I 7-5-8 I 1-0-0 3-2-12 3-2-12 1-0-0 4x4= Scale=1:30.2 5 10.00 12 4 il A 6 3 7 2 � 8 OI 9 1 ■ ■ ■ 1AII 9 mm ■ ■ ■ mom 14 13 12 11 10 3x6 = 3x6= 6-5-8 1 6-5-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) 0.00 8 n/r 120 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 VertTL -0.00 9 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 10 n/a n/a BCLL 0.0 Code IBC2012/TPI2007 (Matrix) Weight:42 lb FT=20% BCDL 7.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr end verticals. WEBS 2x4 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 6-5-8. (Ib)- Max Horz 14=-97(LC 10) Max Uplift All uplift 100 lb or less at joint(s)14,10,13,11 Max Gray All reactions 250 lb or less at joint(s)14,10,12,13,11 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=6.0psf;BCDL=4.2psf;h=25ft;B=45ft;L=24ft;eave=2ft;Cat.11; Exp B;enclosed;MWFRS(directional)and C-C Comer(3)-1-0-0 to 1-10-12,Exterior(2)1-10-12 to 3-2-12,Corner(3)3-2-12 to 6-3-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 4)This truss has been designed for greater of min roof live load of 14.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs �_t P R dFe� non-concurrent with other live loads. 5)All plates are 1.5x4 MT20 unless otherwise indicated. CJ� GI N� �/ 6)Gable requires continuous bottom chord bearing. CNN.' t. F1 {� 7)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 44 ' 8)Gable studs spaced at 1-4-0 oc. 89200PE to- 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will F fit between the bottom chord and any other members. ` // 11)One RT3A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)14,10,13,and 11.This connection ! Cr is for uplift only and does not consider lateral forces. -� A OREGON <(/ 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. L. _tel Dr & /6 4)'' 14,20 P /74rR1RY - EXPIRES: 12/31/2017 November 30,2016 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 'p 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 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 I Job Truss Truss Type Qty Ply 18831-A K262591I 18831-A_HPTH Vol GABLE 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,OR 97005 7.640 s Sep 29 2015 MiTek Industries,Inc. Wed Nov 30 13:18:01 2016 Page 1 ID:e2e1Siw7wtc8KbQTBzaASVywpED-KdaxPJ7puzabebOCwUVTzSBbYoc?1VSLgXjILPyDzM4 5-5-8 10-11-0 I 5-5-8 5-5-8 4x6 = Scale=1:30.8 2 I\ 10.00 12 7 6 rn 8 5 A II 3 1 r 3x4'i 4 3x4 1.5x4 II 10-11-0 I 10-11-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) n/a - n/a 999 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.14 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Ina- YES WB 0.09 Horz(TL) 0.00 3 n/a n/a BCDL 7,0 Code IBC2012/TPI2007 (Matrix) Weight:38 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=238/10-11-0,3=238/10-11-0,4=373/10-11-0 Max Horz 1=-76(LC 10) Max Uplift1=-25(LC 12),3=-25(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-4=-253/48 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=6.0psf;BCDL=4.2psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)0-4-13 to 3-4-13,Interior(1)3-4-13 to 5-5-8,Exterior(2)5-5-8 to 8-5-8 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. [ P R 0E6.. 6)One RT3A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)1 and 3.This connection is for uplift (` only and does not consider lateral forces. c ' GINE �' 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. !C,,;` - )9 °I. :9200P �t /moi OREGON�� l j }2� � • • 21�rR EXPIRES: 12/31/2017 November 30,2016 t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,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 ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 18831-A K2625912 18831-A HPTH V02 GABLE 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,OR 97005 7.640 s Sep 29 2015 MiTek Industries,Inc. Wed Nov 30 13:18:01 2016 Page 1 ID:e2e1Siw7wtc8KbQTBzaASVywpED-KdaxPJ7puzabeboCwUVTzSBbeodm1WiLgXjILPyDzM4 f 4-5-8I 8-11-0 4-5-8 4-5-8 4x4 = Scale=1:26.3 2 A110.00 12I1 6 7 rn c> 3 1 r r w r 3x4 <2 4 1.5x4I 3x4 O I 8-11-0 I 8-11-0 TCLL LOADING(psf) 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.23 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.09 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress!nor YES WB 0.05 Horz(TL) 0.00 3 n/a n/a BCDL 7,0 Code IBC2012/TP12007 (Matrix) Weight 31 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=208/8-11-0,3=208/8-11-0,4=265/8-11-0 Max Horz 1=61(LC 11) Max Uplift1=-28(LC 12),3=-28(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=6.0psf;BCDL=4.2psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)0-4-13 to 3-4-13,Interior(1)3-4-13 to 4-5-8,Exterior(2)4-5-8 to 7-5-8 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)One RT3A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)1 and 3.This connection is for uplift e T P R Qt fi� only and does not consider lateral forces. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. \c' ANG I NE -6, 6,O kc :9200P 9< 411, /toe . , - OREGON <1"4 � � /, qr' 14,Z EXPIRES: 12/31/2017 November 30,2016 I t AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. it Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not '4 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 250 Rug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 18831-A K2625913 18831-A_HPTH V03 VALLEY 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,OR 97005 7.640 s Sep 29 2015 MiTek Industries,Inc. Wed Nov 30 13:18:02 2016 Page 1 I D:e2e1 Siw7wtc8KbQTBzaASVywpED-pp8Jct7RfGiSGkyPUBOi Wfko2C_amzbU2BSrtryDzM3 I 3-5-8 6-11-0 3-5_8 3-5-8 4x4 = Scale=1:21.3 2 10.00 12 11111h ,41 m 0 N 3 1 Ali!i!��►���.�!!►��!�L��!��!�?���!�������!I►����!����A��V�7>rlLZ` 4 3x4 i 1.5x4 Il 3x4 O I 6-11-0 I 6-11-0 LOADING(pso TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.12 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.05 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 3 n/a n/a BCDL 7.0 Code IBC2012/TP12007 (Matrix) Weight 23 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=157/6-11-0,3=157/6-11-0,4=200/6-11-0 Max Horz 1=46(LC 11) Max Upliftl=-21(LC 12),3=-21(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=6.0psf;BCDL=4.2psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)One RT3A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)1 and 3.This connection is for uplift only and does not consider lateral forces. ��� D P R Opt._ 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �5 �NGINE�-, `r/, 89200PE �T-- 110 Cr -7 OREGON , s 1')'. 14,2OO �4 FRRIt\- EXPIRES: 12/31/2017 November 30,2016 4 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MEM Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,note a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTe k* 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 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 18831-A K2625914 18831-A HPTH VO4 VALLEY 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,OR 97005 7.640 s Sep 29 2015 MiTek Industries,Inc. Wed Nov 30 13:18:02 2016 Page 1 I D:e2e1 Siw7wtc8KbQTBzaASVywpED-pp8Jcf7RfGiSGkyPUBOi WIkpAC_?mzn U2BSrtryDzM3 I 2-5-8 I4-11-0 I 2-5-8 2-5-8 2 4x4 = Scale=1:13.3 10.00 12 r1 .. , 3 , All Vr II 4 3x4 ii 1.5x4 I I 3x4 N'.", I 4-11-0 I 4-11-0 LOADING(psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.02 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 3 n/a n/a BCDL 7.0 Code IBC2012/TPI2007 (Matrix) Weight:16 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 4-11-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=106/4-11-0,3=106/4-11-0,4=134/4-11-0 Max Horz 1=-31(LC 10) Max Uplift1=-14(LC 12),3=-14(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;VuIt=120mph(3-second gust)Vasd=95mph;TCDL=6.0psf;BCDL=4.2psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.11; Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)One RT3A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)1 and 3.This connection is for uplift only and does not consider lateral forces. PR e 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. c�5��t GINEF9 /.. 89200PE �� 7 , OREGON �lv '4Y 14,2a\ -4 • MFRR1LA- e' EXPIRES: 12/31/2017 November 30,2016 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. t 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 Mire k* 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 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 18831-A K2625915 18831-A_HPTH V05 VALLEY 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,OR 97005 7.640 s Sep 29 2015 MiTek Industries,Inc. Wed Nov 30 13:18:02 2016 Page 1 I D:e2e1 Siw7wtc8KbQTBzaASVywpED-pp8Jcf7RfGiSGkyPUBOi WfkpoC_xmz4U2BSrtryDzM3 1-5-8 2-11-0 I 1-5-8 1-5-8 3x4 = Scale=1:9.1 2 10.00 12 " 3 rn N 1 AdkL.. 3x4�i 3x4\� 2-11-0 2-11-0 Plate Offsets(X,Y)-- [2:0-2-0.Edge] LOADING(psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.01 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.03 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 7.0 Code IBC2012/TPI2007 (Matrix) Weight:8 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 2-11-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=89/2-11-0,3=89/2-11-0 Max Horz 1=-16(LC 10) Max Upliftl=-4(LC 12),3=-4(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=6.0psf;BCDL=4.2psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)One RT3A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)1 and 3.This connection is for uplift '\'((' � a P O only and does not consider lateral forces. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ��c tYS ��IN EF�, 0 89200PE -7_ - , OREGON to tx <) Aik 14, V\ P4. �FRRIL�- EXPIRES: 12/3112017 November 30,2016 � I WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekID 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 ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 18831-A K2625916 18831-A HPTH VO6 VALLEY 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,OR 97005 7.640 s Sep 29 2015 MiTek Industries,Inc. Wed Nov 30 13:18:03 2016 Page 1 ID:e2e1Siw7wtc8KbQTBzaASVywpED-H?ihq?83QagJuuXb2vXx3tGz9cJyVQvdHrCPPHyDzM2 3-2-0 6-4-0 3-2-0 3-2-0 4x4 = Scale=1:19.6 2 10.00 12 r, 4 3x4 3x4 i 1.5x4 II 6-4-0 6-4-0 LOADING(psf) 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.10 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.04 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 3 n/a n/a BCDL 7,0 Code IBC2012/TPI2007 (Matrix) Weight:21 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 1=142/6-4-0,3=142/6-4-0,4=180/6-4-0 Max Horz 1=42(LC 11) Max Upliftl=-19(LC 12),3=-19(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=6.0psf;BCDL=4.2psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)One RT3A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)1 and 3.This connection is for uplift only and does not consider lateral forces. p pR OP6�� 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. C��� •ENGINE€'� /D 444 4 "" 89200PE — OREGON 4, SFR EXPIRES: 12/31/2017 November 30,2016 t I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,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/TPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 18831-A K2625917 18831-A_HPTH V07 VALLEY 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,OR 97005 7.640 s Sep 29 2015 MiTek Industries,Inc. Wed Nov 30 13:18:03 2016 Page 1 ID:e2e1Siw7wtc8KbQTBzaASVywpED-H?ihq?83QagJuuXb2vXx3tG_8cJKVQ4dHrCPPHyDzM2 I 2-2-0 I 4-4-0 I 2-2-0 2-2-0 4x4 = Scale:1"=1' 2 10.00 12 MI A1. • 3 1 A11411161 VP' II NV 4 3x4 % 1.5x4 II 3x4 O I 4-4-0 I 4-4-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL) n/a - n/a 999 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress lncr YES WB 0.02 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IBC2012/TP12007 (Matrix) Weight:14 lb FT=20% BCDL 7.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=91/4-4-0,3=91/4-4-0,4=115/4-4-0 Max Horz 1=-26(LC 10) Max Upliftl=-12(LC 12),3=-12(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=6.0psf;BCDL=4.2psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)One RT3A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)1 and 3.This connection is for uplift only and does not consider lateral forces. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. AN K� � PR��CS �� �cNG�GINE �0 :9200PE �< Allir -G' ,OREGON 10 /6 _?4}'" 14 Z0\ �-�- MFR R 11-x- EXPIRES: 12/31/2017 November 30,2016 1 , A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 'p 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 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 18831-A K2625918 18831-A_HPTH V08 VALLEY 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,OR 97005 7.640 s Sep 29 2015 MiTek Industries,Inc. Wed Nov 30 13:18:03 2016 Page 1 ID:e2e1Siw7wtc8KbQTBzaASVywpED-H?ihq?83QagJuuXb2vXx3tG_dcJNVQKdHrCPPHyDzM2 1-2-0 2-4-0 1-2-0 1-2-0 3x4 = Scale=1:7.8 2 10.00 12 AllAil 3 1 41 3x4"i 3x4 2.4-0 2-4-0 Plate Offsets(X,Y)-- [2:0-2-0.Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.01 Vert(LL) n/a - n/a 999 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.01 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 * BCDL 7.0 Code IBC2012/TP12007 (Matrix) Weight 6 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 2-4-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=64/2-4-0,3=64/2-4-0 Max Horz 1=11(LC 11) Max Upliftl=-3(LC 12),3=-3(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=6.0psf;BCDL=4.2psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)One RT3A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)1 and 3.This connection is for uplift _0� PR Qi only and does not consider lateral forces. V 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Nc. 0NGI NE�e /, ct-t 89200PE - , OREGON�� 4./ �9Y14,2 • FRRILI-Q' EXPIRES: 12/3112017 November 30,2016 4 t WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 'p 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 M iTe k* 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 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880