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Plans (2) e ' • r I. 15-11-8 +5-+1-0 t 19-11-8 _ Do not cut or alter floor trusses adjust layout for plumbing drains 4 4 All beams per plan specified and supplied °° 4.F, c3 � < 2— i- by others N v N �' Rim Joists per plan 380plf.rag mad 5-FTDS ._ 3eoplf drag wind specified and supplied beam by others 9 l TOB=TOP ll Q by others q I 6.60 a ,q', A02 M A06 `_ _ 3-68 ' /1/js`fp 0/0-CA `c34P c_ q .- -, if /11t4Tge5/D- 37 r- 4a r. P. fr(S7'�ID""00/35 r r A03 A03 I v o 6-FT a IE 6-FT 5-1 Q 15.11-8 l 5-7-8 1 5-11-8 9-11-8 .1 L 12-0-0 SCORE.. - B101122-FT1 Centex , 10 Lusa6 IPRGafflId Summercreek Townhomes Bld 11 Floor 1 0 Hu46 — rnMSS DIVISION Ave Tigard, Oregon ► . . c' 0 THA422 15877 SE 98th Av ' .,� — Clackamas, OR 97015 14" Deep Floor Truss . 0C- 3 HHUS26-2 0: (503)557-8404 — Chit II all PLAN r F: (503)557-8428 40/10/0/5 Loading w/ Defl - TL/D = 360 ; LL/D = 480 8-25-2010 MiTek' POWER TO PERFORM. MITek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: 8101122-FT1 Fax916/676-1909 CENTEX- SUMMERCREEK BLD 11 FLOOR 1 The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by ProBuild West-Clackamas,OR. Pages or sheets covered by this seal:R32090219 thru 832090231 My license renewal date for the state of Oregon is June 30,2012. Important Notice: If visually graded lumber is used for the trusses covered by these designs, see "SPIB Important Notice,Dated July 28,2010"(reprinted at www.mii.com)before use. MiTek does not warrant third-party lumber design values. 2 16890PE r iZN.o OR ,4:b EX RATIO; AT :06/30/12 August 25,2010 Tingey,Palmer 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-1995 Sec.2. Job Truss Truss Type Oty Pty CENTEX-SUMMERCREEK BLD 11 FLOOR 1 R32090219 B101122-FT1 1-FT FLOOR 1 1 Job Reference(optional) Pro-Build Cladcamas Truss,Cladsamas,OR 97015-1129 7240 s Jun 18 2010 MiTek Industries,Inc Wed Aug 25 09:02:32 2010 Page 1 ID:hp Pn3x3QckYNWczLLtdn3ykKHb-hp_Pn3x3QdcYNWczLL ldn30d6ciV5h2KHH5wn99ykKHb 1 1 2-0-0 l 9-2-0 i 1-4-0 i1 1-7-12 1 11 1 { d e 5.14.1 568 254 II 354 11 08= 254 I I 3510= 254 11 254 11 4510= 356 FP= 458= 354 11 08= 254 n 558= 254 11 454= 254 I I 5510= 354 11 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 , • 31 30 29 28 27 26 25 24 23 22 21 20 09= 458= 354= 06= 4512= 3x6 FP= 5512= 254 11 454= 458= 558= 4512= 17-10.4 l 33.7-0 i 17-10-4 153-12 Plate Offsets(X,Y): [1:Edge,0-1-8],[4:0-3-13,Edgej,[5:0-1-8,Edge],[6:0-1-8,0-0-0],[7:0-3-10,Edge],[9:Edge,0-1-0],[14:0-1-8,Edge],[15:0-1-8,0-0-0],[16:0-1-10,Edge],[20:Edge ,0-1-81,122:0-1-8,Edael,f23:0-1-8,EdaeL 124:0-5-8,Edael,[27:0-4-12,Edge],128:0-1-8,Edae1,129:0-1-8,Edge,131:Edge,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.53 Vert(LL) -0.22 29-30 >948 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.40 29-30 >538 360 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.06 20 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight:171 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.18Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 31=797/0-5-8 (min.0-1-8),20=653/0-5-8 (min.0-1-8),25=2224/0-3-8 (min.0-1-8) Max Grav31=849(LC 2),20=744(LC 3),25=2224(LC 1) • FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. , TOP CHORD 2-3=-2472/0,3-4=-2494/0,4-5=-3043/0,5-6=-3044/0,6-7=-3036/0,7-8=-1325/496, 8-9=-1325/496,9-10=-1297/503,10-11=0/2982,11-12=0/2982,12-13=-1204/946, 13-14=-1223/947,14-15=-2223/329,15-16=-2225/325,16-17=-2106/0,17-18=-2106/0 BOT CHORD 30-31=0/1526,29-30=0/3049,28-29=0/3044,27-28=76/2413,26-27=-1069/0, 25-26=-1069/0,24-25=-1471/57,23-24=-332/2220,22-23=-329/2223,21-22=34/2408, 20-21=0/1309 WEBS 2-31=1699/0,10-25=2304/0,2-30=0/1075,10-27=0/1738,4-30=-614/4,7-27=-1325/0, 4-29=-452/212,7-28=0/1040,6-28=-401/0,18-20=-1458/0,12-25=-2088/0, 18-21=0/892,12-24=0/1480,16-21=-338/183,14-24=-1459/0,16-22=-638/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/I-PI 1. 4)"Fix heels only Member end fixity model was used in the analysis and design of this truss. 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. ��� P R �srr 6)CAUTION,Do not erect truss backwards. 0Q QF LOAD CASE(S) Standard �C\J 04 - 9 /02 " ' 4 is ♦e fie ; / 11743 or., . o°j 9 /2\ �� <MFR S.1\NCB EXPIRATION DATE:06/30/12 - August 25,2010 1 1 A WARNING.Verify deergn parameters awe READ NO7738 ON THIS AND INCLUDE MIMIC RBPG9�:NCE PAGE►II-7473 rev.10-'08 BEFORE USE. MI. - Design valid for use only with MiTek connectors.Ths design s based only upon parameters shown,and B for an individual budding component. Applicability of design param enters and proper incorporation of component is responsibility of budding designer-not truss designer.Bracing shown '6 for lateral support of individual web members only,Additional temporary bracing to insure stability during construction h the responsibility of the MiTek• erector.Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regarding fabrication,quality control.storage,delivery,erection and bracing,consult ANSI/TPIl Quality Criterta,658.89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information evadable from Truss Plate Institute,281 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95810 Job Truss Truss Type Oty Ply CENTEX-SUMMERCREEK BLD 11 FLOOR 1 R32090220 B101122-FT1 2-FT FLOOR 5 1 Job Reference(optional) Pro-Build Clackamas Truss,Cladkamas,OR 97015-1129 7 240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:02:33 2010 Page 1 I D:90Yn_PyhBvsP?g89u3PsKGyk KHa-90Yn_Pyh BvsP?gB9u 3PsKGYn1 E530 WO RVIfIQlbyk KHa 2��_ oFiLl 1 1-9-4 1 • Scale•1.60.2 1110= 254 II 254 SP= 354 I I 400= 254 I I 40= 40= 254 I I 356 FP= 354 I I 400= 244 I I 458= 456= 254 II 4s10= 354 II 1 2 3 4 5 6 7 9 9 10 11 12 13 14 15 16 17 1 ii i lMil \_ i i 1Mi i= % ii 29 28 27 26 25 24 23 22 21 20 19 18 458= 458= 456= 254 I I 502= 4512= 356 FP= 502= 254 I I 254 I I 402= 459= 17.11.4 35-7-2 i 17-11-4 17-7-12 Plate Offsets(X,Y): [1:Edge,0-1-8],[5:0-1-8,Edge],[6:0-1-8,Edge],[13:0-1-8,Edge],[14:0-1-8,Edge],[18:Edge,0-1-8],[20:0-1-8,0-0-0J,[21:0-1-8,Edge],[22:0-5-0,Edge),[25:0-5-4 ,Edgel,126:0-1-8,0-0-01,f27:0-1-8,Edgel,128:0.3-8,Edgel,f29:Edge,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.58 Vert(LL) -0.22 27-28 >978 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.62 Vert(TL) -0.37 19-20 >571 360 BCLL 0.0 Rep Stress Ina YES WB 0.47 Horz(TL) 0.07 18 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight:192 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except BOT CHORD 4 X 2 DF 2400F 2.0E end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracng:24-25,22-24. REACTIONS (lb/size) 29=784/0-4-0 (min.0-1-8),18=765/0-4-0 (min.0-1-8),24=2337/0-5-8 (min.0-1-8) Max Grav29=853(LC 2).18=839(LC 3),24=2337(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2830/0,3-4=-2870/0,4-5=-3030/0,5-6=3022/0,6-7=-1904/564,7-8=-1867/569, 8-9=0/3223,9-10=0/3223,10-11=0/3223,11-12=-1841/634,12-13=-1877/630, 13-14=-2980/0,14-15=-2844/0,15-16=-2844/0 BOT CHORD 28-29=0/1830,27-28=0/3184,26-27=0/3022,25-26=0/3021,24-25=-1213/308, 23-24=-1275/327,22-23=-1275/327,21-22=0/2978,20-21=0/2980,19-20=0/2980, 18-19=0/1789 WEBS 10-24=-281/0,2-29=-1969/0,8-24=-2713/0,2-28=0/1091,8-25=0/1870,3-28=-253/0, 7-25=268/15,4-28=-336/184,6-25=-1535/0,4-27=-671/23,5-27=-11/429, 16-18=-1925/0,11-24=-2677/0,16-19=0/1138,11-22=0/1829,15-19=-344/0, 12-22=-261/31,14-19=-192/503,13-22=-1580/0 NOTES 1)Unbalanced floor we loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 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 PR to be attached to walls at their outer ends or restrained by other means. �� QF 6)CAUTION,Do not erect truss backwards. _J __ N si GJN LOAD CASE(S) Standard X444 ,E / 9 02 1.%r'9 ' . t' eOW X50 MFR S.1\� . ( EXPIRATION DATE:06/30/12 ) August 25,2010 1 A WARNING-Ver(fy deign parameters end READ NOTES ON 71115 AND INCLUDED MITER REFERENCE PAGE AII1 ree.1O-'08 BEFORE USE. mit Design valid for use only with Mlrek connectors.This design a booed only upon parameters shown.and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of bulding designer-not truss designer.Bracing shown k for lateral support of Individual web members only.Additional temporary bracing to insure stability during construction's the responsibillity of the MiTek• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding .. fabrication,quality control,storage,delivery,erection and bracing consult ANSI/TPI1 Qualify Criteria,DS11-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information avalable from Truss Floe Institute,281 N.Lee Street,Suite 312.Alexandria.VA 22314. Citrus Heights,CA,95810 Job Truss Truss Type Qty Ply CENTEX-SUMMERCREEK BLD 11 FLOOR 1 R32090221 B101122-FT1 2-FTGE GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:02:35 2010 Page 1 ID:5O0(P5yjX77 EzKXOU RKPhykKHY-5OfXP5yjX77EzKXOURKPheGw1 h5uXrkz38Rm Uyk KHY • 5cab.lfi02 356 FP= 354 I I 354= 354 I I 1 2 3 4 5 6 7 8 9 19 11 12 13 14 15 16 17 16 19 20 21 22 23 24 25 26 27 28 10.1...111.1.11...001.1.....inann11.111111161 to 57 56 55 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 'r 354 II 356 FP= 354 II 17-11-4 140 1 230 14-0-0 l 5-40 16-BO 1 6-00 1 9.49 0604.0 112-0-0 0134-0 114.8-0 11&0-0 1 17.4-0 1P-8. 20-0-0 1 21-40 122-8-0 24-0-0 125-4-0 128-0-0 1 260-0 1 29.4-0 1304-0 132-0-0 1334-0 1 34-8-0 05-7-0I 140 140 140 14-0 140 1.4-0 1-40 140 14.0 1.4.0 140 14-0 140 0-74 140 1-40 140 140 140 1-4-0 140 14-0 1-40 140 1.4-0 14-0 0-11{1 0$12 Plate Offsets(X,Y): 11:Edge,0-1-81,157:Edde,0-1-81 1 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 Vert(LL) n/a - n/a 999 MT20 185/148 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 29 n/a n/a BCDL 5.0 Code 18C2006/TPI2002 (Matrix) Weight 129 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF 2400F 2.0E end verticals WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 4 X 2 HF Stud/Std REACTIONS All bearings 35-7-0. (Ib)- Max Gras All reactions 250 lb or less at joint(s)57,29,56,55,54,53,52,51,50.49.48,47.46,45,44. 43,41,40,39,38,37,36,35,34,33,32,31,30 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)All plates are 2x4 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 8)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 9)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard NG II N O 2- - . 4 1 moo,Jo') MFR S. \N EXPIRATION DATE:06/30/12 ) - August 25,2010 r i WARMMS-Verify design parameters and READ M)T3S ON THIS AND INCLUDED MlTEK REFERENCE PAGE LEI-7473 rev.10-08 BEFORE IUSE. ■I• Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and is for an individual building component. Appllcabiity of design paramenters and proper incorporation of component is responsibility of buiding designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stabiity during construction is the responsibility of the MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the buiding designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSI1-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely IniormaHon ava-able from Truss Plate Institute,281 N.Lee Street.Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply CENTEX-SUMMERCREEK BLD 11 FLOOR 1 R32090222 6101122-FT1 4-FT FLOOR 3 1 Job Reference(optional) Pro-Build Clackamas Truss,Cladcamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:02:36 2010 Page 1 ID'ZbDwdR aUgF s7vkaByaxvykKHX-ZbDwdR_aUgF_s7vkaByaxvAJpRtcdv4tCju_IwykKHX I 2-6-0 01£�0 1 t-4-0 Or0Te • Soak.l:a0.o • 391 II 1510= 214 II 4s6=254 II 291 II 100= 391 II 1 2 3 4 5 0744 B 9 10 iii" ,/ '� � " i`\ii tall ►L4 >MI 15 14 13 12 ► 153= 1510= 454= 251 II 1510= 156= 1 8-6-0 1 9-z-o 19-1ao I 17-10-8 8-3-0 0-8-0 ae-0 8-0-8 Plate Offsets(X,Y): I1:Edge,0-1-8),[4:0-2-9,Edge],[5:0-1-8,Edae],[6:0-1-8,Edoel,111:Edoe,0-1-81.113:0-1-8.0-0-01.114:0-1-8,Edgel,116:Edge,0-1-81 LOADING(psi) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.54 Vert(LL) -0.27 14 >791 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.69 Vert(TL) -0.47 13-14 >451 360 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.08 11 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight:97 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.ldBtr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 16=972/0-5-8 (min.0-1-8),11=972/0-5-8 (min.0.1.8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. • TOP CHORD 2-3=-3396/0,3-4=-3436/0,4-5=-4083/0,5-6=4082/0,6-7=4082/0,7-8=-3432/0,8-9=-3393/0 BOT CHORD 15-16=0/2123,14-15=0/4081,13-14=0/4082,12-13=0/4082,11-12=0/2123 WEBS 5-14=-353/292,2-16=2284/0,2-15=0/1388,3-15=-260/0,4-15=-756/0,4-14=-390/482,9-11=-2284/0,9-12=0/1384, 8-12=-295/0,7-12=-937/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 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. LOAD CASE(S) Standard �\`�'�FLNGIN� ,9 -, cr 1 f*' - �y1.-- -n-v 03 A DoTOR, • ,�cb � C�FR s. T�N EXPIRATION DATE:06/30/12 August 25,2010 4 • e A WARNING-Verify design parameters and READ NOTES ON 77BS AND INCLUDED NITER REFERENCE PAGE 1111-7473 rev.I0-'08 BEFORE USE. Design valid for use only with MiTek connectors.Thu designs based only upon parameters shown,and is for an individual buiding component. Applicability of design paramenters and proper incorporation of component is responsibility of buiding designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsiibillity of the Ele erector.Additional permanent bracing of the overall structure is the responsibility of the buiding designer,For general guidance regarding fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 quality Criteria.DSB•69 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,281 N.Lee Street.Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Pty CENTEX-SUMMERCREEKBLD11 FLOOR 1 R32090223 B101122-FT1 5-FT FLOOR 18 1 Job Reference(optional) Pro-Build Cladcamas Truss,Cladcamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:02:37 2010 Page 1 ID 2 nn lqn?C F8NrUHUw7vTpU6ykKH W-2nnlgn?C F8 NrU H Uw7vTpU6jVcrC GM N V 1 Q NdYgMyk KH W 2.6-0 t aF- 10-0 1-4-0 s Soaks.1:26.3 354 I I 4810= 284 I I 4x4= 2a4 I I 4810= 354 II 1 2 3 4 S 386= 6 7 8 • spoimit Wei MINIM II U � 1.1 • 14 488= 13 12 11 10 9 0 4810= 284 11 214 II 4810= 486= 15-8-0 15-60 Plate Offsets(X,Y): [1:Edge,0-1-81,[4:0 1-8,Edael,15:0-1-8,Edciel.f9:Edae.0-1-81,111:0-1-8,0-0-01,112:0-1-8,Edae[,[14:Edge,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.18 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.73 Vert(TL) -0.32 10-11 >581 380 BCLL 0.0 Rep Stress Ina YES WB 0.28 Horz(TL) 0.06 9 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight:88 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.18Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS (lb/size) 14=848/0-2-0 (min.0-1-8),9=848/0-2-0 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2782/0,3-4=-2798/0,4-5=-3092/0,5-6=-2858/0,6-7=-2814/0 BOT CHORD 13-14=0/1817,12-13=0/3087,11-12=0/3092,10.11=0/3092,9-10=0/1813 WEBS 7-9=-1950/0,2-14=-1955/0,7-10=0/1092,2-13=0/1051,6-10=-300/0,5-10=-557/94,4-13=-670/56 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14,9. 4)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 6)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. LOAD CASE(S) Standard ' cc" PR OFes, 10:7; r 1j/ OR- • ,�cb A. 16_ S -ON EXPIRATION DATE:06/30/12 ) • August 25,2010 r A WARNING-Verify design palmnetem and READ NOIH6 ON 77HS AND INCLUDED MITER REFERENCE PAGE!H1-7C/li rev.10-'08 BEFORE IISB. Design valid for use only with Mack connectors.This design a based only upon parameters shown,and u for an individual building component. Applicability of design param enters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown '6 for lateral support of individual web members only.Additional temporary bracing to insure stability during construction 4 the responsibility of the eka erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding •wae•,e.e..•ea.- fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety information available from Truss Plate Institute,281 N.Lee Sheet,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95810 Job Truss Truss Type Qty Ply CENTEX-SUMMERCREEK BLD 11 FLOOR 1 R32090224 B101122-FT1 5-FTDS FLOOR 2 1 Job Reference(optional) Pro-Build Clackamas Truss.Clackamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 0902:38 2010 Page 1 ID.WzLg270g0SVh5R36hc_21KykKHV-WzLg27OgOSVh5R36hc_21KGanFWp5n8AfON5NpykKHV 2•6-0 1-3-8 2.0-8 1-4-0 • Scale=x263 • 354 II 254 II 456= 254 I I 4510= 354 I I 1 2458 3 4 5 456= 6 7 6 • II I ...„„0010--" I • ri 11111111 - . if11f�- ��, 1,.•♦•.♦♦♦♦♦♦♦♦•♦•♦♦.•.♦♦♦♦•.•♦•.•�, 12 11 10 s 254 II 254 II 4510= '1 458= 458= 458= 16-&0 15-8-0 Plate Offsets(X,Y): 11:Edge,0-1-81,12:0-3-8,Edgel,14:0-1-8,Edgel,15:0-1-8,Edgel,19:Edge,0-1-81,111:0-1-8,0-0-01,112:0-1-8,Edgel,(13:0-3-12,Edgel,114:Edge,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.83 Vert(LL) -0.24 10-11 >579 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.77 Vert(TL) -0.35 10-11 >395 360 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code IBC2006/TP12002 (Matrix) Weight:89 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins, except BOT CHORD 4 X 2 DF No.18Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 14=195/4-2-0 (min.0-1-8),9=617/0-2-0 (min.0-1-8),13=884/4-2-0 (min.0-1-8) Max Horz 14=110(LC 14) Max Upliftl4=-966(LC 7),9=-14(LC 8),13=-418(LC 8) • Max Grav14=1243(LC 15),9=800(LC 7).13=1715(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-970/970,2-3=-2885/3110,3-4=-2349/2576,4-5=-3325/1772,5-6=-3822/1638, 6-7=-2874/652,7-8=-998/998 BOT CHORD 13-14=2809/3660,12-13=-1148/2701 11-12=-1148/2701,10-11=-1146/2702, 9-10=138/1693 WEBS 7-9=-1821/149,2-14=-2956/2659,7-10=-263/990,2-13=-2073/1591,6-10=-363/0, 5-10=525/1261,4-13=-2114/211,4-12=-55/384,5-11=-316/64 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 966 lb uplift at joint 14,14 lb uplift at joint 9 and 418 lb uplift at joint 13. 5)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TN 1 6)This truss has been designed for a total drag load of 380 plf.Lumber DOL=(1 33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 4-2-0 for 1428.7 plf. of FS P R 7)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. R�Q 8)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 s to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard "3 ORE A 9C�R/S \\A EXPIRATION DATE: 06/30/12 August 25,2010 A WdRMRG-Verify deign parameters and READ NF/TES ON THIS AND INCLUDED AD=RlP6'FiP.PICE PAGE MFI-747d rec.10'08 BEFORE WE. Design valid for use only with Milek connectors.Thu design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown B for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek. erector.Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,058-69 and SCSI Building Component 7777 Greenback Lane.Suite 109 Safely Information avaiable from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA.95610 Job Truss Truss Type Qty Ply CENTEX-SUMMERCREEK BLD 11 FLOOR 1 R32090225 B101122-FT1 6-FT FLOOR 6 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:02:39 2010 Page 1 ID_9v2FS1SnIdYjbeJFKVHZXykKHU-_9v2FS1SnIdYjbeJFKVHZXor6etkgH Jug6evFykKHU 2-6-0 0-140 p I 1-4-0 • Scale=126.3 354 I I 4510= 2x4 I I 4.4= 214 I I 4510= 354 I I 1 2 3 4 5 he 6 7 8 • I 160.11111%9.444111111. 11 - e " • 13 458= 13 12 11 10 8�' 4510= 254 II 284 II 4510= 448= 15-6-0 1560 Plate Offsets(X.Y): 11:Edge,0-1-81,14:0-1-8,EdaeL 15:0-1-8,Edael.19:Edoe.0-1-81,J11:0-1-8.0.0-01.(12:0-1-8,Edge1,114:Edae,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.18 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.73 Vert(TL) -0.32 10-11 >581 360 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.06 9 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight:88 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.18Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 14=848/0-2-0 (min.0-1-8),9=848/0-2-0 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. • TOP CHORD 2-3=-2782/0,3-4=-2798/0,4-5=-3092/0,5.6=2858/0,6-7=-2814/0 BOT CHORD 13-14=0/1817,12-13=0/3087,11-12=0/3092,10-11=0/3092,9-10=0/1813 WEBS 7-9=-1950/0,2-14=-1955/0,7-10=0/1092,2-13=0/1051,6-10=-300/0,5-10=-557/94,4-13=-670/56 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14,9. 4)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 6)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. LOAD CASE(S) Standard <c-\' PROFfsLS NG r E /' A O' • r�,`ccP Tyr e_r1• .(4, MFRS -��N EXPIRATION DATE:06/30/12 August 25,2010 • AWARNING Verify design parameters and READ NOMEEONIRIS AND INCLUDED 1nTEKREFERENCE PAGE11117473rev.1O�'08BEFOREUSE. ��� Design valid for use only with Mirek connectors.This design 6 based only upon parameters shown,and is for an'individual budding component. Applicability of design param enters and proper incorporation of component is responsibility of builds g designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsdnility of the MiTek- erector.Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regarding Fesirsw�a Prrv.r- fabrication,quality control.storage.delivery,erection and bracing,consult ANSI/TP11 Qualify Criteria,D59.89 and ICS!Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,281 N.Lee Street,Suite 312.Alexandria.VA 22314. Citrus Heights,CA,951310 Job Truss Truss Type Qty Ply CENTEX-SUMMERCREEK BLD 11 FLOOR 1 R32090226 8101122-FT1 7-FT FLOOR 12 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:02:39 2010 Page 1 ID_9v2FSISnIdYjbeJFKVHZXykKHU-_9v2FS1 SnldYjbeJFKVHZXosYeytgGBJug6evFykKHU 2-8-0 2-4-8 I I 1.4-0 • Scale•1:79.9 4118= 244 II • 1344 I 2 3 4 2 4 4 I I s 458= 83114 I I • • s j • • 4111111111111111%444400.... 1' i 9 8 346= 1 [i 346= 4410= 4410= I 11-11-8 11-11-8 Plate Offsets(X,Y): [1:Edge,0-1-8],12:0-3-4,Edge1,[3:0-1-8,Edge],14:0-1-8,0-0-01,15:0-2-6,Edge],(7:Edae,0-1-81,18:0-1-8,Edgel.19:0-1-8,Edgel.f10:Edge,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) I/dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.38 Vert(LL) -0.10 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.40 Vert(TL) -0.23 7-8 >612 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.03 7 n/a n/a BCDL 5.0 Code 18C2006/TPI2002 (Matrix) Weight:55 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1SBtr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=644/0-5-8 (min.0-1-8),7=644/0-2-0 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown, TOP CHORD 2-3=-1816/0,3-4=-1819/0,4-5=-1816/0 BOT CHORD 9-10=0/1303,8-9=0/1819,7-8=0/1304 WEBS 5-7=-1403/0,2-10=-1402/0,5-8=0/647,2-9=0/653 • NOTES 1)Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7. 4)This truss Is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 6)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. LOAD CASE(S) Standard ,;i1,EO P RO FF-- ��� G IN s/N9 0144., , V /0) • 9 FM: y 'G ke MFR s.I\ N . ( EXPIRATION DATE:06/30/12 ) August 25,2010 ■ I am • A WARNING-Verify design parameters eet READ NOTES ON MIS AND INCLUDED NITRIC REFERENCE PAGE MII'7471)rev.10-08 BEFORE USE. e m Design valid for use only with Mile*connectors.This design is based only upon parameters shown,and"s for an individual budding component. Applicability of design param enters and proper incorporation of component is responsibility of budding designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsbrNlity of the e erector.Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regarding .. fabrication.quality control.storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Cdteda,DSO-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Sdety Information (wadable from Truss Plate Institute.281 N.Lee Street ,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95810 Job Truss Truss Type Qty Ply CENTEX-SUMMERCREEK BLD 11 FLOOR 1 R32090227 B101122-FT1 A01 FLOOR 1 2 Job Reference(optional) Pro-Build Clackamas Truss,Cladcamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:02:41 2010 Page 1 ID wY0pg82jJNtGyuohMkYleyykKHS-wY0pg82jJNtGyuohMkYleyuGjShKl37d-_bl_7ykKHS I 3-11-10 i 7-9-8 I 11-7-6 I 15-7-0 1 3-11-10 3-9-14 3-9-14 3-11-10 Scab.1.26.4 244 II 3x6= 3410= 1 3410= 2 3x6= 3 4 5 EM rE c e �/ JU6242 =, 11 9 6 7 3.10= 3x10= 300= 2x4 II 29-1 II I 3.11.10 7-9-8 I 11-7-6 I 15.7-0 I 3-11-10 3-9-14 39.14 3-11-10 Plate Offsets(X,Y): 11:0-3-0,0-1-81 15:0-3.0,0-1-81,17:0-3-0,0-1-81,19:0-3-0,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.15 Vert(LL) -0.14 8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.26 8 >705 360 BCLL 0.0 Rep Stress Ina NO WB 0.75 Horz(TL) 0.02 6 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight:131 lb FT=10% LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1.7E TOP CHORD 2-0-0 oc purlins(6-0-0 max.):1-5, except end verticals. BOT CHORD 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Std G REACTIONS (lb/size) 10=869/0-5-8 (min.0-1-8),6=849/0-5-8 (min.0-1-B) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=830/0,1-2=-2873/0,2-3=-3696/0,3-4=-3696/0,4-5=-2806/0,5-6=-813/0 BOT CHORD 8-9=0/2873,7-8=0/2806 WEBS 2-9=-602/0,3-8=-357/0,4-7=619/0,1-9=0/2947,2-8=0/844,4-8=0/913,5-7=0/2878 NOTES 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2 x 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 4-1 row at 0-9-0 oc. Webs connected as follows:2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)A plate rating reduction of 20%has been applied for the green lumber members. 4)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 6)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. 7)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. 8)Use USP JUS24-2(With 16d nails into Girder&16d nails into Truss)or equivalent at 3-6-8 from the left end to connect truss(es)A06 (2 ply 2 X 8 DF) to back face is in contact with P R ess 9)Fill all nail holes where hanger is in tooted with lumber. �� Qf- LOAD CASE(S)Standard \� ,GNC' N' 9 i0 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 " Uniform Loads(plf) CC- -1., : 2'r Vert:6-10=10,1-5=-100 `� /� Concentrated Loads(Ib) /� Vert:11=-35(B) (t/tifrditi/r n' 9 e /2, �. ll S1' EXPIRATION DATE:06/30/12 ) - August 25,2010 A WARNING-Verify design parameters and READ NOTES ON MIS AND INCLUDED MITER REFERENCE PAGE WI-74719 res.10'09-BEFORE USE. -- - Design valid for use only with Mi1ek connectors.This design is based only upon parameters shown,and is for an individual buiding component. Applicabiity of design paromenters and proper incorporation of component is responsibility of buiding designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stabiify during construction 4 the responsibility of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the buiding designer.For general guidance regarding —-- -" fabrication.qualify control,storage,delivery,erection and braceg,consult ANSI/TPIl Quality Criteria,059.89 and 11051 Building Component 7777 Greenback Lane,Suite 109 Safely Information avoiable from Truss Plate Institute,281 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply CENTEX-SUMMERCREEK BLD 11 FLOOR 1 R32090228 8101122-FT1 A02 FLOOR 2 Job Reference(optional) Pro-Build Clackamas Truss,Cladkamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:02:42 2010 Page 1 ID:OkaBtU3L4g?7a2NuwS3 BAykKHR-OkaBtU3L4g?7a2NuwS3 BAQRUs1c1WfmaeLJWaykKHR 3-11-14 7-10-0 .6 I 11-8-2 I 150 3.11-14 3.10-2 3-10-2 3-11-14 • S.14=1.269 244 11 345= 300= 1 300= 2 346 3 4 5 A i 9 9 7 3810= 3410= 3410= 244 1 1 2 4 4 1 1 1 3-11-14 7-10-0 I 11-8-2 I 1560 _ I 3-11-14 3-10-2 3-10-2 3-11-14 Plate Offsets(X,Y): [1:0-3-4.0-1-81.[5:0-3-4.0-1-8).(7:0-3-4,0-1-81.[9:0-3-4.0-1-81 LOADING(psf) SPACING 2-0-0 CSI I DEFL in (lac) I/dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.15 Vert(LL) -0.15 8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.26 8 >716 360 BCLL 0.0 Rep Stress Ina' NO WB 0.73 Horz(TL) 0.02 6 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight:132 lb FT=10% LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1.7E TOP CHORD 2-0-0 oc purlins(6-0-0 max.):1-5, except end verticals. BOT CHORD 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Std G REACTIONS (lb/size) 10=846/0-5-8 (min.0-1-8),6=846/0-5-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. e TOP CHORD 1-10=-810/0,1-2=-2803/0,2-3=-3670/0,3-4=-3670/0,4-5=-2803/0,5-6=-810/0 BOT CHORD 8-9=0/2803,7-8=0/2803 WEBS 2-9=-615/0,3-8=-358/0,4-7=-615/0,1-9=0/2875,2-8=0/889,4-8=0/889,5-7=0/2875 NOTES 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2 x 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 4-1 row at 0-9-0 oc. Webs connected as follows:2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(8),unless otherwise indicated. 3)A plate rating reduction of 20%has been applied for the green lumber members. 4)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/I-PI 1. 5)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 6)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. 7)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. LOAD CASE(S) Standard <<, PROFS + ,,s LNG/[ EF9 /019 t ./.."E %/ 4 Cli101°°(c5 <�FR S.1\NCB EXPIRATION DATE:06/30/12 August 25,2010 ■ t • A WARNING-Verify design parameters and READ NOTES ON DENS MW INCLUDED=MK REFERENCE PAGE 191-74 fa rev.10,08 BEFORE USE. Design valid for use only with MiTek connectors.This designs based only upon parameters shown,and a for an individual building component. Applicabiity of design paromenters and proper incorporation of component is responsiblity of buiding designer-not truss designer.Bracing shown mi. is for lateral support of individual web members only.Additional temporary bracing to insure stablity during construction a the responsibility of the erector.Additional permanent bracing of Inc overall structure is the responsibility of the bulding designer.For general guidance regarding wn.••,a w•eraer• fabrication,quality conhol,storage,delivery,erection and bracing.consult ANSI/TPI1 Quality Criteria,DS11-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information avatable from Truss Plate Institute,281 N.Lee Street,Suite 312.Alexandria.VA 22314. Citrus Heights,CA,95810 Job Truss Truss Type Qty Ply CENTEX-SUMMERCREEK BLD 11 FLOOR 1 R32090229 B101122-FT1 A03 ROOF TRUSS 2 ;Job Reference(optional) Pro-Build Clackamas Truss,Clackamas.OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries.Inc. Wed Aug 25 09.02 42 2010 Page 1 ID OkaBtU3L4g77a2NuwS3_BAykKHR-OkaBtU3L4g7 7a2NuwS3_BAORds211Z4maeLJWaykKHR 5-2-1 l 10-5-15 15-8-0 5-2.1 5-3-13 5-2-1 • Scale=1265 2x4 II 4.12= 254 II =1 356 2 3 4 e . E Es 7 6 5 a 4572= 254 II 356= 254 II 5-2-1 I 10-5-15 15-8-0 5-2-1 5-3-13 5-2-1 Plate Offsets(X,Y): f1:0-1-12,0-1-81,15:0-2-4,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.14 Vert(LL) -0-12 6-7 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.18 Vert(TL) -0.28 6-7 >670 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.58 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight:131 lb FT=10% LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1.7E TOP CHORD 2-0-0 oc purlins(6-0-0 max.):1-4, except end verticals. BOT CHORD 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Std G JOINTS 1 Brace at Jt(s):1,4 REACTIONS (lb/size) 8=646/0-2-0 (min.0-1-8),5=646/0-2-0 (min.0-1-8) Max Uplift8=-136(LC 3),5=-136(LC 3) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown TOP CHORD 1-8=-590/157,1-2=-2569/542,2-3=-2569/542 BOT CHORD 6-7=-542/2570,5-6=-542/2570 WEBS 1-7=-550/2608,2-7=-349/166,3-5=-2608/550 NOTES 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows Top chords connected as follows.2 x 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 4-1 row at 0-9-0 oc. Webs connected as follows:2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed.MWFRS(low-rise)gable end zone; cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 4)Provide adequate drainage to prevent water ponding. 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 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 7)A plate rating reduction of 20%has been applied for the green lumber members 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,5. �cD P R OFF 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 136 lb uplift at joint 8 and 136 lb uplift at �� ��� GIN 9 n joint 5. �5 N 0 10)This truss is designed in accordance with the 2006 International Residential Code sections R502 11.1 and R802.10.2 and '7 referenced standard ANSI/TPI 1. Cr' 1. •11"' , r- 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. , 12)Design assumes 4x2(flat orientation)purlins at oc spacing indicated.fastened to truss TC w/2-10d nails. LOAD CASE(S) Standard ' 94 - � R S. EXPIRATION DATE: 06/30/12 ] - August 25,2010 ■ A WARNING-Verify design parameters and READ M/7ES ON MIS AND INCLUDED MI ER RBFIJRENCE PAGE Mil-7413 rce.I0-'08 BEFORE USE. 1111 Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design param enters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the _MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding .e fabrication.quality control,storage,delivery,erection and bracing.consult ANSI/7PI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available horn Truss Plate Institute,281 N.Lee Stree',Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply CENTEX-SUMMERCREEK BLD 11 FLOOR 1 R32090230 B101122-FT1 A04 ROOF TRUSS 1 Job Reference(optional) Pro-Build Clackamas Truss,Cladkamas,OR 97015-1129 7 240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:02:43 2010 Page 1 IO:sx8Z5g4zr 7 CCy4U9aDjNykKHQ-sx8Z5g4zr 7 CCy4U9aDjNzd2GPBm5tvp14s20ykKHQ 4-1-0 - - 8-2-0 1 4-1-0 4-1-0 • Scala x1-156 • aae= 2.4 11 Lth: • • 1 2 i__... s • • 7 5 HHUS26-2 4412= [r*. 8 2314 II 4 2a4 11 4-1-0 I 7-8-8 I 8-2-0 4-1-0 3-7-8 0-5-8 Plate Offsets(X,Y): 11:0-2-0,0-1-81,f3:0-2-0,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.10 Vert(LL) -0.02 5 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.12 Vert(TL) -0.04 5 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0.22 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight:81 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 OF No.1&Btr G TOP CHORD 2-0-0 oc purlins(6-0-0 max.):1-3, except end verticals. BOT CHORD 2 X 6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x4 OF Std G JOINTS 1 Brace at Jt(s):1,3 REACTIONS (lb/size) 6=400/0-5-8 (min.0-1-8),4=385/0-5-8 (min.0-1-8) Max Uplift6=-94(LC 3),4=-88(LC 3) • FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-6=-306/95,1-2=-980/236,2-3=-980/236,3-4=-306/95 WEBS 1-5=-240/1000,2-5=-283/138,3-5=-240/1000 • NOTES 1)2-ply buss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2 x 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-9-0 oc. Webs connected as follows:2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psi 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. 7)A plate rating reduction of 20%has been applied for the green lumber members. • 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 94 lb uplift at joint 6 and 88 lb uplift at joint 4. CEO PRQFe 9)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced GIN .0 standard ANSI/TPI 1. ��5 N 02 _ 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. -9 11)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. - 1• •■•• " 12)Use Simpson Strong-Tie HHUS26-2(14-1Od Girder,4-10d Truss)or equivalent at 3-7-0 from the left end to connect truss(es)A05(2 1 ply 2 X 6 OF) to front face of bottom chord. % 13)Fill all nail holes where hanger is in contact with lumber. t� LOAD CASE(S) Standard ,p I,. i /c:j5 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 • i• Uniform Loads(plf) 1 tit: i (C. Veil:1-3=-64,4-6=-20 C�FR S -04C' Continued on page 2 EXPIRATION DATE: 06/30/12 August 25,2010 I • A WARNING-Ver(J%design parameters mid READ NOTES ON 71115 AND INCLUDED MITER RPFERENCE PAGE►II1.7473 rd,I0,08 BEFORE LINE. 1 Design valid for use only with MTek connectors.This design is based only upon parameters shown.and k for an individual building component. Applicablity of design param enters and proper incorporation of component is responsibility of buildng designer-not truss designer.Bracing shown k for lateral support of individual web members only.Additional temporary bracing to insure stability during construction's the responsibility of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regarding ,• fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,058-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information ovatable from Truss Plate Institute.281 N.lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply CENTEX-SUMMERCREEK BLD 11 FLOOR 1 R32090230 B101122-FT1 A04 ROOF TRUSS 1 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:02:43 2010 Page 2 ID:sx8Z5g4zr_7_C Cy4 U9aDjNykKHQ-sx8Z5g4zr_7_CCy4U9aDjNzd2GPBm5tvp14s20ykKHQ LOAD CASE(S) Standard Concentrated Loads(Pb) Vert:7=-123(F) • 4 1 r A WARNING Verify design parameters and READ NOME ON 71118 AND 1NCLUDLE)NITER REFERENCE PAGE 1.911 7470 rev.10-V8 BEFORE USE. Design valid for use only with Mire*connectors.This designs based only upon parameters shown,and is for on individual budding component. Applicablity of design paramenters and proper incorporation of component is responsibiity of buiding designer-not Fuss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsiility of the I e erector.Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TNl Qudlry Criteria,DsI-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information avotoble from Truss Plate Institute,281 N.Lee Street.Suite312.Alexandria,VA 22314. Citrus Heights.CA,951310 Job Truss Truss Type Qty Ply CENTEX-SUMMERCREEK BLD 11 FLOOR 1 R32090231 B101122-FT1 A06 ROOF TRUSS 1 2 [Job Reference(optional) Pro-Build Clackamas Truss,Cladkamas.OR 97015-1129 7.240 s Jun 18 2010 MiTek Industnes,Inc. Wed Aug 25 09 02 44 2010 Page 1 ID.K7ixIA5bclFrpMWG2t5SGbykKH P-K7ixIA5bclFrpM WG2t5SGbWpSflOVbY2l ygPaSykKHP 2-11-8 2-11-8 356= 2r4 I I Scale=1 10 6 t 2 X 4 3 2s4 'I 456= 2-11-8 2-11-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.05 Vert(LL) -0.00 4 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.02 Vert(TL) -0.00 3-4 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 nia n/a BCDL 10.0 Code IRC20061TP12002 (Matrix) Weight:30 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD 2-0-0 oc purlins:1-2, except end verticals. BOT CHORD 2 X 6 DF No 2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Std G JOINTS 1 Brace at Jt(s):1,2 REACTIONS (lb/size) 4=112/Mechanical,3=112/0-5-8 (min.0-1-8) Max Uplift4=-24(LC 3),3=-24(LC 3) FORCES (lb)-Max.Comp./Max.Ten -All forces 250(lb)or less except when shown. NOTES 1)2-ply truss to be connected together with 10d(0.131'x3")nails as follows: Top chords connected as follows:2 x 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-9-0 oc. Webs connected as follows:2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed Lumber DOL=1.33 plate grip DOL=1.33 4)Provide adequate drainage to prevent water ponding. 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. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 24 lb uplift at joint 4 and 24 lb uplift at joint 3. • 10)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. � �� P ROFF,, 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 12)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. �E0 �eNGI NEF9 s LOAD CASE(S) Standard C• /:7..'I.E• "17� SoTORE ,6%�A S \NUS EXPIRATION DATE: 06/30/12 August 25,2010 • WARIIIING.Verify deign parameters and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE WIT 7473 rev.TO-'08 BE'F'ORE USE. I -- Design valid for use only with Mnek connectors.This designs based only upon parameters shown,ands for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of budding designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibdlity of the MiTek- erector.Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regarding 1.1210.1t,a Penr17.1,4 tabr cation,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane.Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights.CA.95610 . , . , , Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x,y Failure to Follow Could Cause Property 4 offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury MI It Dimensions are in ft-in-sixteenths. I I (Drawings not to scale) I44 and Apply fully plates embed to both sides Teeth. of truss 1. Additional stability bracing for truss system,e.g. diagonal or X-bracing,is always required. See BCSI. 0-1/16" 2. Truss bracing must be designed by an engineer.For 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator bracing should be considered. lonitior ■ 4 3. Never exceed the design loading shown and never p stack materials on inadequately braced trusses. � p O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0-!'." from outside O all other interested parties. edge of truss. 0 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. "Plate location details available in MiTek 20/20 software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted,this design is not applicable for use with fie retardant,preservative treated,or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10.Camber is a non-structural consideration and is the 4 x 4 NUMBERS/LETTERS. width measured perpendicular responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead bad deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12.Lumber used shall be of the species and sae,and in all respects,equal to or better than that e ,-;) Indicated by symbol shown and/or ESR 131 1,ESR 1352,ER 5243,96048, specified. by text in the bracing section of the 95-43,96-31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if in 95110,8.4-32,96 67,ER 3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut a alter Truss member or plate without prior (supports)occur. Icons vary but ®2006 MTek®All Rights Reserved approval of an engineer. 411%=%* reaction section indicates joint number where bearings occur. MI MI® 17.Install and load vertically unless indicated otherwise. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPII: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. lie and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. snot sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM. ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10-'08 . • ' . • 1. 15-11-8 +5.+1-0 t 19-11-8 _ Do not cut or alter floor trusses adjust layout for plumbing drains % el F All beams per plan z_ 1,;_ LL FT. -_ " specified and supplied by others X IL Rim Joists per plan AO1 A08 specified and supplied 410 OD.T Whom 4 by others 3-7-12 i ■ r m 4 `3-7-12 o e� 9 _ ,, o v m b o N 1 IJ o Q A02 HHUS26-2 A06 A04 HI 826-2 HHUS26-2 9 M in T-5 a ,_ T-5 '1-0.0 FT-7 NI -L rSeu� ***Elite** r 11-0-0 4-11-8 I 7-1-8 7-8.0 1..LI 7-11-8 L I. 12-0-0 I \ SCORE 6101122-FT2 Centex i �,a,Y� PPIIoauIIiI Summercreek Townhomes Bld 11 Floor 2 ■ TRUSS DIVISION Tigard, Oregon f , . 15877 SE 98th Ave Clackamas, OR 97015 14" Deep Floor Truss NM QL 0: (503) 557-8404 _ - - c�ArII1ED PLAN 1 F: (503) 557-8428 40/10/0/5 Loading w/ Defl - TL/D = 360 ; LL/D = 480 8-25-2010 -....0 Mileki' POWER TO PERFORM. MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: B 101 1 22-FT2 Fax 916/676-1909 Centex- summercreek Bld 11 Floor 2 The truss drawing(s)referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by ProBuild West-Clackamas,OR. Pages or sheets covered by this seal: R32090232 thru R32090250 My license renewal date for the state of Oregon is June 30, 2012. Important Notice: If visually graded lumber is used for the trusses covered by these designs, see "SPIB Important Notice,Dated July 28,2010"(reprinted at www.mii.com)before use. MiTek does not warrant third-party lumber design values. Ss �\ ciE P R O c�`( NGINEv 4c, 6890PE . A�-o�ORE��.`���') EXPIRATION D46/30/12 August 25,2010 Tingey,Palmer 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-1995 Sec. 2. Job Truss Truss Type Qty Ply Centex-summeraeek Rd 11 Floor 2 R32090232 B101122-FT2 A01 FLAT 1 I 2 Job Reference(optional) Pro-Build Clackamas Truss,Cladkamas,OR 97015-1129 7 240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:02.57 2010 Page 1 ID.Sd_s1cFIYHu?tM0ml6gVlKykKHC-Sd_slcFIYHu?tMOm16gVIKY_sv782Lkz1UTbYCykKHC 5-3-4 I 10-4-12 I 15-5-0 I 5-34 5.1.5 5-3-4 Scar.•1.265 1 338= 2 3x6= 3244 11 ]x4= =hdMMp:_jlleIIIIIIMmmmmmmumr_ MilM 11___jlmieum.::ogmimwuiioouiolIlli.L.__1 ■IM II L, OM kVA ./ 3x8 7 = 412= ,/ ' 6 5 244 II 2,4 II . 5-34 I 10-4-12 I 15-8-0 5-34 5-1-8 5-3-4 Plate Offsets(X,Y): 12:0-2-4,0-1-81,17:0-3-8,0-1-8] LOADING(psf) SPACING 2-0-0 CSI 1 DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.20 Vert(LL) -0.11 6-7 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.27 Vert(TL) -0.27 6-7 >689 180 BCLL 0.0 • Rep Stress lncr NO WB 0.58 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 I Code IRC2006/TPI2002 (Matrix) Weight:131 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD 2-0-0 oc purlins(6-0-0 max.) 1-4, except end verticals. BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEBS 2 x 4 DF Std G JOINTS 1 Brace at Jt(s):1,4 REACTIONS (lb/size) 8=646/0-5-8 (min.0-1-8),5=646/0-5-8 (min.0-1-8) Max Uplift8=-136(LC 3),5=-136(LC 3) FORCES (lb)-Max Comp./Max.Ten,-All forces 250(lb)or less except when shown. TOP CHORD 1-8=-588/157,1-2=-2582/544,2-3=-2581/544.3-4=-2581/544.4-5=-588/157 BOT CHORD 6-7=-544/2582 WEBS 2-7=-344/164,3-6=-344/164,1-7=-552/2619,4-6=-552/2618 NOTES 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows. Top chords connected as follows:2 x 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 x 4-1 row at 0-9-0 oc. Webs connected as follows:2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-05.100mph;TCDL=4.2psf,BCDL=6.Opsf;h=25ft;Cat.II;Exp B.enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 4)Provide adequate drainage to prevent water ponding 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.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 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 136 lb uplift at joint 8 and 136 lb uplift at t1EO PROFS joint truss �� C� G • '9 �w� 9)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced N (J standard ANSI/TPI 1. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. C. ,,,r.:.!.. 9r 11)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. LOAD CASE(S) Standard 4 v. o ' /' /5 . �� EXPIRATION DATE:06/30/12 ) - August 25,2010 1 a WARNING-Verify dasiga parameters and RFAD NOTES ON FIRS AND INCLUDED NITPX REFERENCE PAGE D91-7473 ow.10-'08 BEFORE USE. - Design valid for use only with MiTek connectors.This design is bored only upon parameters shown.and is for an indiviaual building component. Applicabiity of design paramenters and proper incorporation of component is responsibility of buiding designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ---- fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.281 N.Lee Street.Suite 312.Alexandria.VA 22314. Citrus Heights,CA,95810 Job Truss Truss Type Oty Ply Centex-summercreek Bld 11 Floor 2 R32090233 8101122-FT2 A02 FLAT 1 2 Job Reference(optional) Pro-Build Clackamas Truss,Cladkamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:02:57 2010 Page 1 ID Sd_s1cFIYHu?tM0m16gVIKykKHC-Sd_s1cFIYHu?tMOm16gVIKYyDv0m2Prz1UTbYCykKHC 5-3-4 10-4-12 15-8-0 5.3-4 5-1-8 5-3-4 Scale 1 26 5 • 1 3.510= 2 ;5g 3 L4 I I 35 4= minim Y mi I►/ Spew/ 7 6 I►/ 6 3510= 4512= I►� 6 5 254 II 254 II 5-3-4 15-4-12 -- --_ 158-0 5-3-4 5-1-8 5-3-4 Plate Offsets(X,Y): LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.37 Vert(LL) -0 22 7-8 >832 240 MT20 220/195 TCDL 7,0 Lumber Increase 1.15 BC 0.74 Vert(TL) -0 45 7-8 >413 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.38 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight:131 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD 2-0-0 oc purlins(5-8-14 max.):1-4, except end verticals. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Std G'Except' JOINTS 1 Brace at Jt(s):1,4 1-7,2-6,4-6:2 x 4 DF No.1&Btr G REACTIONS (lb/size) 8=1343/0-5-8 (min.0-1-8),5=869/0-5-8 (min.0-1-8) Max Uplift8=-191(LC 3),5=-154(LC 3) FORCES (lb)-Max.Comp,/Max.Ten -All forces 250(lb)or less except when shown. TOP CHORD 1-8=-1096/197,1-2=-5417/768,2-3=-3800/641,3-4=-3800/641,4-5=794/173 GOT CHORD 6-7=-768/5417 WEBS 3-6=-373/166,1-7=-779/5495,2-6=-1640/128,4-6=-651/3855 NOTES 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows. Top chords connected as follows:2 x 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 x 4-1 row at 0-4-0 oc. Webs connected as follows:2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind.ASCE 7-05;100mph,TCDL=4 2psf,BCDL=6.Opsf,h=25ft;Cat.Il;Exp B;enclosed,MWFRS(low-rise)gable end zone; cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 4)Provide adequate drainage to prevent water ponding. 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.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. P R 7)A plate rating reduction of 20%has been applied for the green lumber members. 0) OF 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 191 lb uplift at joint 8 and 154 lb uplift at <C. ss joint 5 �Co NG( 9)This truss is designed in accordance with the 2006 International Residential Code sections R502.11 1 and R802.10.2 and referenced Q '9 standard ANSUTPI 1. ,;,41:•••E 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 11)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)921 lb down and 72 lb up at 3-10-8 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. / LOAD CASE(S) Standard -O ��• 21 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 9 Uniform Loads(plf) `44F S \\C' Vert:5-8=-20,1-4=-64 Continued on page 2 EXPIRATION DATE:06/30/12 August 25,2010 ©WARNING-Verify design parameters and READ IVO1ES ON TINS AND INCLUDED MITER REFERENCE PAGE MII-7473 res. '08 BEFORE USE. -- Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual burding component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responvbility of the MiTek- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding — ,o fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information avodable from Truss Plate Institute,281 N.Lee Street,Suite 312 Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Centex-summeraeek Bld 11 Floor 2 R32090233 B101122-FT2 A02 FLAT 1 Z Job Reference(optional) Pro-Build Clackamas Truss,Cladcamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries.Inc. Wed Aug 25 09:02:57 2010 Page 2 ID:Sd s1cFIYHu?tMOm16gVIKykKHC-Sd_slcFIYHu?tM0m16gVIKYyDv0m2Prz 1UTbYCykKHC LOAD CASE(S) Standard Concentrated Loads(lb) Vert:9=-921(B) • 1 I A WARNING Verify design parameters and READ NOTES ON FIRS AND INCLUDED MITEK REFERENCE PAGE Nil 7473 res.10'08 BEFORE USE. w Design valid for use only with MiTek connectors.This design k based only upon parameters shown,and is for an individual bulding component. ApplicabNity of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown k for lateral support of Individual web members only.Additional temporary bracing to insure stability during construction k the responsibillity of the i ek• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.for general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 quality Criteria,DSO-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information avalable from Truss Plate Institute,281 N.Lee Street.Suite 312.Alexandria,VA 22314. Citrus Heights,CA.95810 Job Truss (Truss Type Qty Ply Centex-summercreek Bld 11 Floor 2 R32090234' B101122-FT2 A03 '''FLAT 1 Job Reference(optional) Pro-Build Clackamas Truss.Clackamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:02582010 Page 1 ID wpYEEyFNJbOsWbyspLkqYykKHB-wpYEEyFNJbOsVVbyspLkgY58GIXentN6F8D94eykKHB 3-11-0 7-10-0 3-11-0 3-11-0 Scale=1 15 0 358= 254 I I 356= 2 3 • • e. • • 5 • 3410= 8 4 254 I I 254 I I 3-11-0 7-10-0 3.11-0 3-11-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.29 Vert(LL) -0 02 5 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.06 Vert(TL) -0 05 5 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0.30 Horz(TL) -000 4 n/a n/a BCDL 10.0 Code IRC2006/TP12002 (Matrix) Weight:66 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF Std G TOP CHORD 2-0-0 oc purlins(6-0-0 max.):1-3, except end verticals. BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Std G JOINTS 1 Brace at Jt(s):1,3 REACTIONS (lb/size) 6=464/0-5-8 (min.0-1-8),4=464/0-5-8 (min.0-1-8) Max Uplift6=-106(LC 3),4=-106(LC 3) FORCES (lb)-Max.Comp./Max.Ten -All forces 250(lb)or less except when shown. TOP CHORD 1-6=-413/118,1-2=-1313/307,2-3=-1313/307,3-4=-413/118 WEBS 2-5=-266/132,1-5=-316/1348,3-5=-316/1348 NOTES 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows. Top chords connected as follows.2 x 4-1 row at 0-9-0 oc. Bottom chords connected as follows 2 x 4-1 row at 0-9-0 oc. Webs connected as follows 2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-05;100mph:TCDL=4 2psf:BCDL=6.Opsf;h=25ft,Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed:Lumber DOL=1 33 plate grip DOL=1.33 4)Provide adequate drainage to prevent water ponding. 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.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. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 106 lb uplift at joint 6 and 106 lb uplift at joint 4. 9)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10 2 and referenced �ID PR OFE-n standard ANSI/TPI 1 <(:C‘ v 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. �� NG( F9 S/Q2 11)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)294 lb down and 78 lb up at ' 1;:••PE . 9r 3-11-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others, LOAD CASE(S) Standard 1 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 s Uniform Loads(plf) ��• ORE A N O Concentrated Loads(lb)3=-64 9 TAM:E 2 <e, Vert:5=-294 tiiFRS \N EXPIRATION DATE: 06/30/12 August 25,2010 r , ©WARMING Verify design parameters and READ NOTES ON MIS AND INCLUDEI)M FER REFERENCE PAGE 1411-7473 res.10-'08 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer,Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillily of the � e erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street.Suite 312.Alexandria.VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Oty Ply Centex-summercreek Bld 11 Floor 2 R32090235 8101122-FT2 A04 FLAT 1 2 Job Reference(optional) Pro-Btild Cladcamas Truss,Cladcamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:02:59 2010 Page 1 I D:006cS IG?3u8j7fA9O WszNIykKHA-006cS IG?3u8j7fA9O WszNIdJBirF WOGGUoyic5ykKHA 3-9-8 3-8-8 3a8= 214 II Scale=110.6 1 2 4 3 2x4 I I Sae= &9-B 34•e LOADING(psf) SPACING 2-0-0 CSI DEFL In (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.28 Vert(LL) -0.01 3-4 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.17 Vert(TL) -0.03 3-4 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight:32 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF Std G TOP CHORD 2-0-0 oc purlins:1-2, except end verticals. BOT CHORD 2 x 4 DF No.18BtrG BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Std G JOINTS 1 Brace at Jt(s):1,2 REACTIONS (Ib/size) 4=314/0-5-8 (min.0-1-8),3=314/0-5-8 (min.0-1-8) Max Uplift4=-66(LC 3),3=-66(LC 3) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2 x 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 x 4-1 row at 0-9-0 oc. - Webs connected as follows:2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated 3)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed,MWFRS(low-rise)gable end zone; cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 4)Provide adequate drainage to prevent water ponding. 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.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. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 66 lb uplift at joint 4 and 66 lb uplift at joint 3. 9)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. ��ED PROFe, 11)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. " Nr I N ,0 i LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 1 •e• •E r" Uniform Loads(plf) Vert:3-4=-120(F=-100),1-2=-64 V'# j EXPIRATION DATE: 06/30/12 ) - August 25,2010 A WARNING'Verify design parameters and READ NOTES ON TINS AND INCLUDED AB MS REFERENCE PAGE Mil•7473 rev.I O-b8 BEFORE USE. Design valid for use only with Weir connectors.This design is based only upon parameters shown,and is for on individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of butdng designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stabtity during construction is the responsbility of the MiTek. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding --" fabrication,quality control.storage,delivery,erection and bracing,consult ANSI/1Fl1 Quality Criteria,13511.89 and ICSI Building Component 7777 Greenback Lane,Suite 109 Safety information avatable from Truss Plate Institute,281 N.Lee Sheet, Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95810 Job Truss Truss Type Qty Ply Centex-summercreek Bld 11 Floor 2 R32090236 B101122-FT2 A05 SPECIAL 1 A L Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7 240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:02:59 2010 Page 1 ID•006cSIG7 3u8j7fA9QWszNlykKHA-O06cSIG?3u8j7fA9QWszNIdK_ImjWOGGUoyic5ykKHA 3-4-8 I 3-4-8 3a4= 2rd II Scale=1106 1 2 1 Spacial ar Special 3 4 354= 2n4 II 3-4-8 3-4-8 Plate Offsets(x,Y): [1:0-1-12,0-1-81,13:0-1-12,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/del L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.23 Vert(LL) -003 3-4 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.46 Vert(TL) -006 3-4 >610 180 BCLL 0.0 • Rep Stress Incr NO WB 0.00 Horz(TL) -0 00 3 n/a n/a BCDL 10.0 Code IRC2006/TP12002 (Matrix) Weight:29 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 OF Std G TOP CHORD 2-0-0 oc purlins:1-2, except end verticals. BOT CHORD 2 x 4 OF No 18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 OF Std G JOINTS 1 Brace at Jt(s):1,2 REACTIONS (lb/size) 4=842/0-5-8 (min.0-1-8),3=941/Mechanical Max Uplift4=-60(LC 3),3=-60(LC 3) • FORCES (Ib)-Max.Comp./Max.Ten -All forces 250(Ib)or less except when shown. NOTES 1)2-ply truss to be connected together with 1 Od(0.131"x3")nails as follows. Top chords connected as follows:2 x 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 x 4-1 row at 0-6-0 oc. Webs connected as follows:2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B).unless otherwise indicated. 3)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft:Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone: cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 4)Provide adequate drainage to prevent water ponding. 5)Concentrated loads from layout are not present in Load Case(s):#2 IBC BC Live:#3 MWFRS Wind Left,#4 MWFRS Wnd Right;#5 MWFRS 1st Wind Parallel.#6 MWFRS 2nd Wind Parallel;#7 MWFRS 3rd Wind Parallel;#8 MWFRS 4th Wnd Parallel. 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 fit between the bottom chord and any other members. 8)A plate rating reduction of 20%has been applied for the green lumber members. • 9)Refer to girder(s)for truss to truss connections. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 60 lb uplift at joint 4 and 60 lb uplift at �� P R OFe joint 3 0.0 11)This truss is designed in accordance with the 2006 International Residential Code sections 8502.11.1 and R802 10 2 and GI N 9 �Q referenced standard ANSI/I-PI 1. '44� 29 12)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. Cc- 1•/i • • 13)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. ; 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)608 lb down at 0-9-12,and 608 lb down at 2-9-12 on bottom chord The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard p •)` !/�� 1)Regular.Lumber Increase=1.15,Plate Increase=1.15 • T� Uniform Loads(plf) tift j __\\� S• ' Vert:1-2=-64,3-4=-120(F=-100) "!�R `\\ Continued on page 2 EXPIRATION DATE: 06/30/12 August 25,2010 • A WARNING-Verify design paramdern and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MR•7473 rev.10.6)8 BEFORE USE. Design valid for use only with MBek connectors.This design a based only upon parameters shown,and a for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of budding designer-not truss designer.Bracing shown a for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ,o fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information avaiable from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria.VA 22314. ( Citrus Heights.CA.95610 Job Truss Truss Type Qty Ply Centex-summercreek Bld 11 Floor 2 R32090236 B101122-FT2 A05 SPECIAL 1 2 Job Reference(optional) Pro-Build Clackamas Truss,Cladtamas,OR 97015-1129 7.240 s Jun 16 2010 MiTek Industries,Inc. Wed Aug 25 09:02:59 2010 Page 2 ID:OO6cSIG?3u8j7fA9QWszNlykKHA-006cSIG?3u8j7fA90WszNIdK imjWOGGUoyic5ykKHA LOAD CASE(S) Standard Concentrated Loads(lb) Vert:5=-608(B)6=-608(B) • • s A WARNING.Verify deign parameters and READ M)IES ON TI1fS AND INCLUDED M IEK REFERENCE PAGE M(!-747.7 rev,10-'08 BEFORE USE. • Design valid for use only with Mire*connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibhty of budding designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsbdlity of the ek' erector.Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Inlmmaaon available from Truss Plate Institute,281 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95810 Job Truss Truss Type Qty Ply Centex-summercreek Bld 11 Floor 2 R32090237 B101122-FT2 A06 FLAT 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09.03:00 2010 Page 1 I D:sCg_feHdgCGakplLz EO CwzykKH9-sCg_feHdgC Gakpl Lz EOCwzAR562 J FjV PjSiF8Xyk KH9 1 5-3-4 10-4-12 I 15-8-0 5-3-4 5-1-B 5-3-4 • Scale=1265 • 3.10= 2 3.6— 32x1 35 4_ AMEN i� ii' i pi --.'.4111111111111111111111111111111111111111111111......._ PI Y tlttii,I r e 6 3.10= 4.12= 8 s 2.4 II 2.4 II 5-3-4 I 10-4.12 15-8-0 5-3-4 5.1.0 5-3-4 Plate Offsets(X,Y): 11:0-2-4,0-1-81,(2:0-2-4,0-1-81,14:0-2-12,0-1-81,16:0-3-12,0-2-01,17 0-2-4,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (Floc) I/del L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.46 Vert)LL) -0.28 7-8 >650 240 MT20 220/195 TCDL 7.0 i Lumber Increase 1.15 BC 0.75 Vert(TL) -0.57 7-8 >325 180 BCLL 0.0 • I Rep Stress Incr NO WB 0.45 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 1 Code IRC2006/TPI2002 (Matrix) Weight:131 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD 2-0-0 oc purlins(5-1-10 max.):1-4, except end verticals. BOT CHORD 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Std G'Except" JOINTS 1 Brace at Jt(s)'1,4 1-7,2-6,4-6:2 x 4 DF No.1&Btr G REACTIONS (lb/size) 8=1603/0-5-8 (min.0-1-8),5=948/0-5-8 (min.0-1-8) Max Uplift8=-216(LC 3).5=-161(LC 3) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-8=-1278/215,1-2=-6427/867,2-3=-4226/684,3-4=-4226/684,4-5=-865/181 BOT CHORD 6-7=-867/6427 WEBS 3-6=-385/168,1-7=-880/6520,2-6=-2233/187,4-6=-694/4287 NOTES 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows. Top chords connected as follows:2 x 4-1 row at 0-9-0 oc. Bottom chords connected as follows 2 X 4-1 row at 0-9-0 oc. Webs connected as follows:2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-05;100mph,TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 4)Provide adequate drainage to prevent water ponding. 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 7)A plate rating reduction of 20%has been applied for the green lumber members. 0.0) PRQFF 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 2161b uplift at joint 8 and 161 lb uplift at ��C.� GIN• q s� joint 5. .� N 0 9)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced 'c �,9 standard ANSI/TPI 1. C 1 _ � r- 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. �j 11)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. 1, 12)Hanger(s)or other connection device(s)shall be provided sufficent to support concentrated load(s)1259 lb down and 105 lb up at Iii- 3-10-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. -o O R• • �Ot LOAD CASE(S) Standard A �� 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 ".9 2 4!/ Uniform Loads(plf) \\_ Vert:5-8=-20,1-4=-64 ��R S Continued on page 2 EXPIRATION DATE:06/30/12 August 25,2010 • n WARNING-Verify design parameters and READ NU7IE5 ON 71118 AND INCLUDE!)MITEK REFERENCE PAGE 111-747.3 res.I0-118 BEFORE USE. Design valid for use only with M1ek connectors.This design is based only upon parameters shown,and is for an individual building component. 1 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the !Mk. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding - ,• fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,098-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information avalable from Truss Plate Institute.281 N.Lee Street.Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty ply Centex-summercreek Bld 11 Floor 2 R32090237 B101122-FT2 A06 FLAT 1 n L ,Job Reference(optional) Pro-Build Clackamas Truss.Cladcamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:03:00 2010 Page 2 ID:sCg_feHdgC GakplLz EOCwzykKH9-sC g_feHdgCGakplLz EOCwzAR562JF1jVPjSiF8Xyk KH9 LOAD CASE(S) Standard Concentrated Loads(lb) Vert 9=-1259 • • A WARNING-Verify design parameters and RFD NOTES ON THIS MW INCLUDED NITER REFERENCE PAGE 1H1.7473 ro.10 108 BEFORE USK Design valid for use only with Mlek connectors.This design is based only upon parameters shown,and is for an individual budding component. Applicability of design paramenters and proper incorporation of component is responsibility of budding designer-not truss designer.Bracng shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsbilify of the I e erector.Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regarding fabrication,quality control,storage.delivery.erection and bracing consult ANSI/TPI1 Quality Criteria,DSB-99 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95810 Job Truss Truss Type Qty Ply Centex-summercreek Bld 11 Floor 2 R32090238 B101122-FT2 A07 FLAT 1 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:03:00 2010 Page 1 I D:sCg_feHdgCGakpILzEO CwzykKH9-sC g_feHdgCG akplLz EO CwzAXz690 FkTPjSi F8XykKH9 2-6-8 5-1-0 2-6-8 2-6-8 • Scale=1124 354= 2x4 H l 354= 1 2 3 • 0 e 5 7 Spacial *Id Special3x/0= ' 6 254 II 4 254 II Special 2-6-8 5-1-0 2-6-8 2-6-8 Plate Offsets(X,Y): f1:0-1-12,0 1-8] f3:0-1-12,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.08 Vert(LL) -0.02 4-5 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.30 Vert(TL) -0.03 4-5 >999 180 BCLL 0.0 " Rep Stress Ina NO WB 0.39 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IRC2006/TP12002 (Matrix) Weight:44 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 OF No.1&Btr G TOP CHORD 2-0-0 oc purlins:1-3, except end verticals. BOT CHORD 2 x 4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x4 DF Std G JOINTS 1 Brace at Jt(s):1,3 REACTIONS (lb/size) 6=1427/0-5-8 (min.0-1-8),4=1279/0-5-8 (min.0-1-8) Max Uplift6=-93(LC 3),4=-93(LC 3) • FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-6=-702/81,1-2=-1647/139,2-3=-1647/139,3-4=-702/81 WEBS 1-5=-148/1754,3-5=-148/1754 NOTES 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2 x 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 x 4-1 row at 0-6-0 oc. Webs connected as follows:2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 4)Provide adequate drainage to prevent water ponding. 5)Concentrated loads from layout are not present in Load Case(s):#2 IBC BC Live;#3 MWFRS Wind Left;#4 MWFRS Wind Right;#5 MWFRS 1st Wind Parallel;#6 MWFRS 2nd Wind Parallel;#7 MWFRS 3rd Wind Parallel;#8 MWFRS 4th Wind Parallel. 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.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. 8)A plate rating reduction of 20%has been applied for the green lumber members. 9 O P RQ/CF 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 93 lb uplift at joint 6 and 93 lb uplift at joint4. ' ,\GINE- 0 10)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and 414 # 29 referenced standard ANSI/TPI 1. 16• r 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 12)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)608 lb down at 0-1-12,and 608 lb down at 2-4-4,and 608 lb down at 4-4-4 on bottom chord. The design/selection of such connection device(s)is the responsibility Tik Cr) " of others. ORE C i 1))Regular:Lumberalnc ease=1.15,Plate Increase=1.15 9< R e S. \\�� Continued on page 2 EXPIRATION DATE:06/30/12 August 25,2010 B • A WARNING-Verify deign parameters and READ NOTES ON his AND INCLUDED MITER REFERENCE PAGE ME-7473 rev.1O-'08 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. Applicability of design param enters and proper incorporation of component is responsibtity of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Miele erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding - fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95810 Job Truss Truss Type Qty Ply Centex-summercreek Bld 11 Floor 2 R32090238 B101122-FT2 A07 FLAT 1 2 Job Reference(optional) Pro-Build Clackamas Truss,Cladcemas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:03:00 2010 Page 2 ID:sCg_feHdgC GakpILzEOCwzykKH9-sC g_feHdgCGakpILzEOCwzAXz690 FkTPISi FBXykKH9 LOAD CASE(S) Standard Uniform Loads(plf) Vert:4-6=-120(F=-100),1-3=-64 Concentrated Loads(lb) Vert:6=-608(B)5=-808(B)7=-608(B) • a WARNING'Verify desige parameters sad READ NOES ON 71118 AM)INCLUDED MITER REFERENCE PAGE BBI.7473 rev.10-'08 BEFORE USE, Design valid for use only with MiTek connectors.This design s based only upon parameters shown.and is for an individual building component. Applicabiity of design paramenters and proper incorporation of component is responsibiity of buiding designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regarding 117wiE.rn fabrication,quality control,storage,delivery,erection and broceg,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95810 Job Truss Truss Type Qty Ply Centex-summercreek Bld 11 Floor 2 - R32090239 B101122-FT2 A08 FLAT 1 Job Reference(optional) Pro-Build Clackamas Truss.Cladramas.OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:03.01 2010 Page 1 ID:LOEM5_IGbWORMzKXXuvRSAykKHB-LO EMs_IGbWORMzKXXxvRSAjcgWOX_AIZy5RphzykKH8 5-3-4 1 10-412 I 15-8-0 5-3-4 5-1-8 5-3-4 • Scale-126 5 • 3.10= 2 3x6= 3251 353 r ./ 2 6 111..... 8 3510= 4512= I,� B 5 2a4 11 254 II 5-3-4 I - 10-4-12 I 15-8.0 5-3-4 5-1-8 5-3-4 Plate Offsets(X,Y): 11:0-2-4,0-1-81,12:0-2-4,0-1-81,[4:0-2-12,0-1-8L[6 0-3-12,0-2-01,[7:0-2-4,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.46 Vert(LL) -0.28 7-8 >650 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.75 Vert(TL) -0.57 7-8 >325 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.45 Horz(TL) 0.03 5 nia n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight:131 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD 2-0-0 oc pudins(5-1-10 max.):1-4, except end verticals. BOT CHORD 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Std G'Except' JOINTS 1 Brace at Jt(s) 1,4 1-7,2-6,4-6:2 x 4 OF No.1&Btr G REACTIONS (lb/size) 8=1603/0-5-8 (min.0-1-8),5=948/0-5-8 (min.0-1-8) Max Uplift8=-216(LC 3).5=-161(LC 3) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-8=-1278/215,1-2=-6427/867,2-3=-4226/684,3-4=-4226/684.4-5=-865/181 BOT CHORD 6-7=-867/6427 WEBS 3-6=-385/168,1-7=-880/6520,2-6=-2233/187,4-6=-694/4287 NOTES 1)2-ply truss to be connected together with 10d(0.131'x3")nails as follows. Top chords connected as follows:2 x 4-1 row at 0-9-0 oc Bottom chords connected as follows.2 X 4-1 row at 0-9-0 oc Webs connected as follows.2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-05,100mph,TCDL=4.2psf,BCDL=6.Dpsf,h=25ft;Cat.II,Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1 33 4)Provide adequate drainage to prevent water ponding. 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.Cpsf 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 C 7)A plate rating reduction of 20%has been applied for the green lumber members. F-D OF 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 216 lb uplift at joint 8 and 161 lb uplift at <� ss joint 5. ��5 NG[NE'. /p 9)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced '9 standard ANSI/TPI 1. 16 ►a• 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss , 11)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1259 lb down and 105 lb up at , 3-10-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. C. a •R GOk LOAD 1))Regular,Lumberincd erase=1.15.Plate Increase=1.15 -'7 T6'1148 E - 2' G�� Uniform Loads(pit) MFR S \N Vert-5-8=-20,1-4=-64 Continued on page 2 ( EXPIRATION DATE:06/30/12 August 25,2010 • A WARNING-Verjfg design parameters and READ NOTE S ON IBIS AND INCLUDED NITRE REFERENCE PAGE MII-7I73 m.1O-108 BEFORE USE. mit Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of buildhg designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.for general guidance regarding POWER+_ fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Qualify Cdterla,D5B-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street.Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Centex-summercreek Bld 11 Floor 2 R32090239 B101122-FT2 A08 FLAT 1 Z Job Reference(optional) Pro-Build Clackamas Truss,Cladcamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09 03:01 2010 Page 2 ID:LOEMs_IGbWORMzKXXxvRSAykKH8-LOEMs IGbWORMzKXXxvRSAjcgWOX_AIZy5RphzykKH8 LOAD CASE(S) Standard Concentrated Loads(lb) Vert:9=-1259 • • 11 - WdH'N/NG�Verify design parameters and READ NOTES ON FIBS AND INC6UU6U MITER REFERENCE PAGE FIII�%417a rev.70'08 BEFORE USB. Design valid for use only with Milek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicabiity of design param enters and proper incorporation of component is responsibilty of buiding designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stabiity during construction is the responsibillity of the I e erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/T911 Quality Criteria,051.89 and ICSI Building Component 7777 Greenback Lane,Suite 109 Solely Information avaiable from Truss Plate Institute,281 N.Lee Sheet.Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95810 Job Truss Truss Type Qty Ply Centex-summercreek Bld 11 Floor 2 R32090241 B101122-FT2 FT-1 FLOOR 2 1 I 2590 Jab Referent*(eNionall Pro-Build Clackamas Truss,Cladcamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:03:03 2010 Page 1 I 24-5-0 ID:HnM7 HgJ W77e8bHTwl MxvXbykKI16-HnM7HgJW77e8bHTwtMxvXbot5J09S1 ErPPwwlsykKH6 I 240 I I 1.11-12 1 1-2a� 1 - I 411.11 I Scuk=1570 I 8-0.0 I 4010= 304 I I 4010= 264 I I 304= 204 I I 3,6 FP= 304 I I 4010= 2,4 I I 506= 10,10= 2,4 I I 4010= 3,4 I I 1 2 3 4 54x8= 6 7 8 9 10 11 12 13 14 15 18 17 xI i \i 1 05, ...-7,1 l %\ii F 8.11.14 27 I 26 25 24 27 22 21 m 19 ib 408= 4,8= 2.04 I I 204 I I 402= 306 FP= 4012= 5010= 204 I I 2x4 II 4,8= 408= - I 17 10 4 25-1-0 I 1339-0 17-10.4 15-10-12 Plate Offsets(X,Y): [1:Edge,0-1-8),[4:0-1-8,Edge],[5:0-1-8,Edge],[12:0-1-8,Edge],[14:0-1-8,Edge],[18:Edge,0-1-8],(19:0-3-8,Edge],[20:0-1-8,0-0-0],(21:0-1-8,Edge],[22:0-4-8 ,Edge/.125:0-4-8,Edgel,126:0-1-8,0-0-01,127:0-1-8,Edgel,128:0-3-8,Edge],[29:Edae,0-1-81 LOADING(pat) SPACING 2-0-0 CSI DEFL in (loc) I/dell Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.73 Vert(LL) -0.27 27-28 >795 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 1.00 Vert(TL) -0.45 27-28 >469 360 BC LL 0.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.07 18 n/a n/a BC DL 5.0 Code IBC2006/TPI2002 (Matrix) Weight:182 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS (lb/size) 29=811/0-5-8 (min.0-1-8),18=679/0-5-8 (Alin.0-1-8),23=2188/0-3-8 (min.0-1-8) Max Grav29=858(LC 2),18=759(LC 3),23=2188(LC 1) _ FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2874/0,3-4=-2920/0,4-5=-3124/0,5-6=-2000/201,6-7=-1965/205,7-8=0/2682, 8-9=0/2682,9-10=0/2682,10.11=-1767/574,11-12=-1784/578,12-13=-2398/156, 14-15=-2425/0,15-16=-2385/0 • BOT CHORD 28-29=0/1840,27-28=0/3125,26-27=0/3124,25-26=0/3123,24-25=-774/446, 23-24=-774/446,22-23=-1162/547,21-22=-162/2391,20-21=-156/2398, 19-20=-135/2436,18-19=0/1597 WEBS 9-23=276/0,2-29=-1980/0,7-23=-2619/0,2-28=0/1127,7-25=0/1771,3-28=341/0, 6-25=266/32,4-28=-364/341,5-25=-1498/0,16-18=-1718/0,10-23=-2376/0, 16-19=0/860,10-22=0/1527,15-19=-257/0,14-19=-21/490,12-22=-1186/0, 12-21=0/365,14-20=-268/0,13-14=-2398/156 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/I-PI 1. 4)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 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 PR - to be attached to walls at their outer ends or restrained by other means E3 QF 6)CAUTION,Do not erect truss backwards. . LOAD CASE(S) Standard �<-3 0NG e E R •-v y - 4 ,0 0--r! • 4iNc : T /_ "\. -? 9<,tFR S." ‘N- EXPIRATION DATE:06/30/12 ) - August 25,2010 i eA WARMED-Verify design parameters and-READ NOTES ON 711/S AND INCLINED MITER REFERENCE PAGE Nil 7473 rev.IO-1O8 BEFORE USE Design valid for use only with MTek connectors.Thh design is based only upon parameters shown,and h for an individual budding component. Applicabiity of design param enters and proper incorporation of component is responsibiity of budding designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction 6 the responsisillity of the lie • erector.Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DS11-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information avalable from Truss Plate Institute.281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Centex-summercreekBld11 Floor 2 R32090242 B101122-FT2 FT-2 FLOOR 5 1 Job Reference(optional) Pro-Build Clackamas Truss,Cladcamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 0903:05 2010 Page 1 p,g.�� ID:DATIiLLmfkusradlmnzNd Oyk KH4-DATtiLLmfkusradlmnzNdOtBg7huw__L8sjPOgkykKH4 ! 2-6-0 r14 1d-f 1-11-4 1 • Sub•1 60.1 • 4510= 2x4 ll 254 SP= 306 FP= 314 I I 4810= 254 I I 456= 4x6= 2x4 I I 386 FP= 384 I I 4110= 284 I I 400= 4x6= 284 I I 4810= 3x1 I I • 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 31 30 29 28 27 28 25 24 23 22 21 20 19 • 465= 30 FP= 40= 4x6= 2x4 I I 502= 4512= 3,8 FP= 5812= 244 II 2,4 II 4512= 488= I 17-11-4 I 35-180 I 17-11.4 17-902 Plate Offsets(X,Y): [1:Edge,0-1-8],[5:0-1-8,Edgej,[6:0.1-8,Edgej,[13:0-1-8,Edge],[14:0-1-8,EdgeJ,[19:Edge,0-1-8],[21:0-1-8,0-0-01(22:0-1-8,Edgej,(23:0-4-12,Edge], [26:0-5-4,Edoe),[27:0-1-8,0-0-01[28:0-1-8,Edael,129:0-3-8,Edgel[31:Edge,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.84 Vert(LL) -0.26 20-21 >827 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.98 Vert(LL) -0.44 20-21 >487 360 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.08 19 We n/a BC DL 5.0 Code IBC2006/TP12002 (Matrix) Weight:194 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS (lb/size) 31=785/0-4-0 (min.0-1-8),19=777/0-4-0 (min.0-1-8),25=2343/0-5-8 (min.0-1-8) Max Grav31=855(LC 2),19=849(LC 3),25=2343(LC 1) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2838/0,3-4=-2877/0,4-5=-3044/0,5-6=-3036/0,6-7=-1922/571,7-8=-1885/576, 8-9=0/3211,9-10=0/3211,10-11=0/3211,11-12=-1870/611,12-13=-1905/608, 13-14=-3047/0,14-15=-2894/0,15-16=-2894/0,16-17=-2894/0 BOT CHORD 30-31=0/1834,29-30=0/1834,28-29=0/3196,27-28=0/3036,26-27=0/3034, 25-26=-1220/330,24-25=-1250/340,23-24=-1250/340,22-23=0/3045,21-22=0/3047, 20-21=0/3047,19-20=0/1814 WEBS 10-25=-280/0,2-31=-1973/0,8-25=-2713/0,2-29=0/1094,8-26=0/1867,3-29=-253/0, 7-26=-268/15,4-29=-341/186,6-26=-1537/0,4-28=-671/24,5-28=-12/429, 17-19=-1952/0,11-25=-2696/0,17-20=0/1165,11-23=0/1840,16-20=-348/0, 12-23=-257/40,14-20=-212/482,13-23=-1620/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. • 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 PR to be attached to walls at their outer ends or restrained by other means. �� OF 6)CAUTION,Do not erect truss backwards. \�'' NG[NEE�S� LOAD CASE(S) Standard �� // �I�A) ORE A 9 FMiR GX, 2iFR S.-0N . ( EXPIRATION DATE:06/30/12 ) August 25,2010 4 t • A Wd13WlMi VcrrJkj design psn mnden and READ NOTES ON THIS MID INCLUDED M1 TEK REFERENCE PAGE 1411-74 73 rev.10-08 BEFORE USE. Design valid for use only with MiTek connectors.This design's based only upon parameters shown,and is for an individual buiding component. Applicability of design paramenters and proper incorporation of component is responsibility of buiding designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stoblity during construction is the responsibility of the Mirek• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage,delivery,erection and bracing,consult ANSI/1PI1 Quality Criteria,D5B-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Sorely Information avaiable from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95810 Job Truss Truss Type Qty Ply Centex-summercreek Rd 11 Floor 2 R32090243 B101122-FT2 FT-2GE GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:03:05 2010 Page 1 ID:DATE LLmfkusradlmnzNdOyk KH4-DATti LLmfkusradlmnz NdOtNp7wyw5E8sj POgkykKH4 Scala.1298 3x4 II 394 I I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 e� I. it I it I: iY I 11 I III 11 ean•e • I I I I I I I I I I I p f, I I I 1 N A 11 I I II a Vi N Iri V V s Nd VI V 4a ta a 29 28 27 26 25 24 23 22 21 20 19 18 17 16 394 II 16= 7-1-0 I 1-4-0 I 2-00 1 4-00 } 5-0 1 8-5-0 &60 17-9-0 649 9-40 I 1084 ( 12-0-0 I 13.4.0 148-0 I 16-0-0 I 17-4-0 17-901 ya sa 40 40 -0 o- o-so dad -40 1-0 fro 1-40 ao sa too b50 0.5-0 Plate Offsets(X,Y): (1:Edae,0-1-8],[29:Edge,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) 1/dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) n/a - n/a 999 MT20 185/148 TCDL 10.0 Lumber Increase 1.00 BC 0.02 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Inc( YES WB 0.03 Horz(TL) 0.00 16 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight:67 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF 2400F 2.0E end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 4 X 2 HF Stud/Std REACTIONS All bearings 17-9-0. (Ib)- Max Gray All reactions 250 lb or less at joint(s)29,16,28,27,26,25,24,23,22,21,20,19,18,17 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)All plates are 2x4 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 7)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 8)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. LOAD CASE(S) Standard I EO PROF v1C')►► E F'? X(3. �::•II •E r O o p cb% * '` EXPIRATION DATE:06/30/12 ) - August 25,2010 4 t A WARNING-Verify design parameters and READ NOTES ON FIRS AND INCLUDED AII)EK REFERENCE PAGE VIII.7473 res.10'08 BEFORE USE. ' - Design valid for use only with MTek connectors.This design n based only upon parameters shown,and is for on individual balding component. Applicablity of design commenters and proper incorporation of component is responsiblity of buiding designer-not buss designer.Bracing shown '6 for lateral support of individual web members only.Additional temporary bracing to insure stabiity during constructions the responsibility of the _MTek• erector.Additional permanent bracing of the overall structure is the responsibility of the bulding designer.For general guidance regarding - fabrication,quality control.storage.delivery,erection and bracing consult ANSI/TPI1 quality Criteria,DSB-39 and/CSI Building Component 7777 Greenback Lane,Suite 109 Solely Information avertable from Truss Plate Institute.281 N.Lee Street,Suite 312.Alexandria.VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Centex-summeraeek Bid 11 Floor 2 R32090244 B101122-FT2 FT-4 FLOOR 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Cladcamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:03:06 2010 Page 1 ID:hM1 FwhMOQ21jSkCVKUUc9EykKH3-hM1 FwhMOQ21jSkCVKUUc9EQQMX3ufTQl5N9aMBykKH3 2-6-0 1-11-12 0r00 9 Scale-190.2 394 I I 4410= 294 I I 446= 294 I I 4510= 354 I I 1 2 3 4 56 496= 7 8 9 • II f II���-1I_I��1���`II W. - m 14 13 12 11 kt 495= 4510= 244 I I 2u4 II 4910= 458= 8-o-0 i 8-11-14 Ian-12 18-0-0 i 8-0-0 0-11.14 all-14 9-0-4 Plate Offsets(X,Y): II:Edge,0-1-8],[4:0-1-8,Edge],(5:0-1-8,EdgeL j10:Edge,0-1-81,[11:0-4-12,Edge],112:0-1-8,0-0-01,[13:0-1-8,Edgek 114:0-4-12,Edge],[15:Edge,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (roc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.60 Vert(LL) -0.29 13-14 >740 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.87 Vert(TL) -0.49 12-13 >438 360 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.09 10 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight:96 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 15=980/0-4-0 (min.0-1-8),10=980/0-4-0 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. • TOP CHORD 2-3=-3434/0,3-4=-3474/0,4-5=-4144/0,5-6=-4144/0,6-7=-3469/0,7-8=-3430/0 801 CHORD 14-15=0/2143,13-14=0/4144,12-13=0/4144,11-12=0/4144,10-11=0/2143 WEBS 2-15=-2305/0,2-14=0/1407,3-14=-308/6,4-14=-1044/0,8-10=-2306/0,8-11=0/1403,7-11=-306/20,6-11=-1041/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 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. LOAD CASE(S) Standard .\t, p PROFESS ,C<0 ,NGt■ E6- /029 iA ,offO. •, '`cb '94 F3 S. \t1C.' EXPIRATION DATE:06/30/12 August 25,2010 9 ) e Q WARNING-Verify design parameters and READ MITES ON TIES AND INCLUDED MITER REFERENCE PAGE 11917471)rev.10'08 BEFORE USE Design valid for use only with Mirk connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design param enters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stabtity during constructions the responsluillity of the [ e " erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria.058-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information avaiable from Truss Plate Institute,281 N.Lee Street.Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95810 Job Truss Truss Type Qty Ply Centex-summercreek Bld 11 Floor 2 R32090245 B101122-FT2 FT-5 FLOOR 8 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:03:07 2010 Page 1 ID:9Ybe71 M0BM9a4unhuCOriRykKH2-9Ybe71 M0BM9a4unhuCOriRyd1xRHOxwRK1 u7udykKH2 I I 2.•0 1 7.14_n 1 0-10-0 t f 1.4-0 i 6.4n I Scak•126 3 354 II 410= 2,4 II 454= 2.4 II 4510= 354 II 1 2 3 4 5 3x6 6 7 8 !IIrd�� " `r/A% ■II 1� �� 11 10 '. 4510= 254 II 254 II 410= 458= 456= 15-8-0 1560 Plate Offsets(X,Y): Fl:Edae,0-1-81,14:0-1-8,Edgel,15:0-1-8,EdpeL 19:Edae,0-1-81,111:0-1-8,Edael,112:0-1-8,Edae1,I14:Edae,0-1-81 LOADING(psi) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(TL) -0.18 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.73 Vert(TL) -0.32 10-11 >581 360 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.06 9 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight:88 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 14=848/0-5-8 (min.0-1-8),9=848/0-5-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2782/0,3-4=-2798/0,4-5=-3092/0,5-6=-2858/0,6-7=-2814/0 BOT CHORD 13-14=0/1817,12-13=0/3087,11-12=0/3092,10-11=0/3092,9-10=0/1813 WEBS 7-9=-1950/0,2-14=-1955/0,7-10=0/1092,2-13=0/1051,6-10=-300/0,5-10=-557/94,4-13=-670/56 NOTES . 1)Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 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. LOAD CASE(S) Standard 01.0 PR 0 pp � 0.1G1, 4-,9 /OV �-, 9 Q 1 . E r .,.13,A •i,ORE '. I EXPIRATION DATE:06/3W12 ) - August 25,2010 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDES)MITER REFERENCE PAGE MII-747J rev.10-U8 BEFORE OSB- 4 ,, Design valid for use only with MTek connectors.Th's design is based only upon parameters shown,and k for an individual building component. Applicability of design param enters and proper incorporation of component is responsibhriy of building designer-not truss designer.Bracing shown k for lateral support of individual web members only.Additional temporary bracing to insure stability during construction k the responsibility of the e erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing consult ANSI/TPII Quality Criteria,one-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,281 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Centex-summeraeek Bld 11 Floor 2 R32090246 8101122-FT2 FT-5A FLOOR 12 1 Job Reference(optional) Pro-Build Clackamas Truss,Cladcamas,OR 97015-1129 7240 s Jun 18 2010 MiTek Industnes,Inc. Wed Aug 25 0903:07 2010 Page 1 ID:9Ybe71M0BM9a4unhuCOriRykKH2-9Ybe71M0BM9a4unhuCOriRyd6xRLOxvRK1u7udykKH2 2-6-) 1-1 I 1.4-0 • Scale 1 26 3 • 354 I 4510= 254 11 451= Ld 4510= 351 II 1 2 3 4 5 = 6 7 8 • • gropi "1111111111Fli 1111111 MOM • 13 12 11 10 II►�� 1510= 254 II 254 II 4510= 158= 458= 15-8-8 15-8-8 Plate Offsets(X,Y): [1:Edge,0-1-6],[4:0-1-8,Edge[,[5:0-1-8,Edoel,f9:Edae,0-1-81,[11:0-1-8,0-0-01,112:0-1-8,Edciel.I14:Edae,0-1-81 LOADING(pst) SPACING 2-0-0 CSI DEFL in (roc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.19 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.73 Vert(TL) -0.32 10-11 >579 360 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0,06 9 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight:88 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1SBtr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1SBtr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 14=850/0-5-8 (min.0-1-8),9=850/0-5-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. • TOP CHORD 2-3=-2793/0,3-4=-2809/0,4-5=-310910,5-6=-2869/0,6-7=-2825/0 BOT CHORD 13-14=0/1823,12-13=0/3105,11-12=0/3109,10-11=0/3110,9-10=0/1819 WEBS 7-9=-1957/0,2-14=-1961/0,7-10=0/1097,2-13=0/1056,6-10=-300/0,5-10=-564/91,4-13=-670/52 • NOTES 1)Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/I-PI 1. 4)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 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 LOAD CASE(S) Standard • � E� PR()Fe. 0- 7 GO .,cb • S1\N EXPIRATION DATE:06/30/12 August 25,2010 t d • A WARNING-Verify daigrt parameters and READ NOIBB ON 7119 AND INCLUDE)MITER REFERENCE PAGB MI.7473 rms.IO-'08 BEFORB USE. Design valid for use only with MTek connectors.This design B based only upon parameters shown,and is for an individual buiding component. Applicabiity of design paramenters and proper incorporation of component is responsibiity of budding designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the i ek5 erector.Additional permanent bracing of the overall structure is the responsibility of the buiding designer.For general guidance regarding fabrication.quality control,storage,delivery,erection and bracing consult ANSI/7911 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information avalabie from Truss Plate Institute,281 N.Lee Street,Suite 312.Alexandria,VA 22314. tabus Heights,CA.95610 Job Truss Truss Type Qty Ply Centex-summerrreek Bd 11 Floor 2 R32090247 B101122-FT2 FT-5DR FLOOR 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Cladkamas,OR 97015-1129 7240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:03:08 2010 Page 1 ID:dl90LN NfyfHRi2MtRvX4EfykKH 1-d190LNNfyfHRi2MtRvX4 EfvhgK1 R7M3bZhehR3yk KH1 2 8.0 1 0-10-0 1-4-0 Scale=1'26.3 354 I I 4510= 254 I I 44= 2.4 I I 410= 354 I I 1 2 3 4 5 8 7 8 GI II_ Ir�l-I� I�� II rtI rr�d�� ii iii, • • 4110= 254 II 254 II 4111= 458= 458= 15.8-0 15-8-0 Plate Offsets(X,Y): 11:Edoe,0-1-81,14:0-1-8,Edgel,f5:0-1-8,Edgel,19:Edge,0-1-81,111:0-1-8,0-0-0].112:0-1-8,Edgel,113:0-4-0,Edgel,(14:Edge,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.92 Vert(LL) -0.28 12-13 >671 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.86 Vert(TL) -0.37 12 >497 360 BCLL 0.0 Rep Stress Ina YES WB 0.41 Horz(TL) 0.09 9 n/a n/a BCDL 5.0 Code IBC2006/TP12002 (Matrix) Weight:93 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except BOT CHORD 4 X 2 DF 2400F 2.0E end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 14=848/4-0-0 (min.0-1-8),9=848/0-5-8 (min.0-1-8) Max Horz 14=-91(LC 2) Max Upliff9=-15(LC 8) Max Gray 14=1244(LC 3),9=1244(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-998/998,2-3=-3693/0,3-4=-3268/0,4-5=-3437/0,5-6=-3818/0,6-7=-3804/0, 7-8=-998/998 BOT CHORD 14-15=-1804/3989,13-15=-3815/6669,12-13=-1161/6275,11-12=-1161/6275, 10-11=-1161/6275,9-10=-140/2803 WEBS 7-9=-3016/151,2-14=-3038/0,7-10=-278/2158,2-13=-292/2027,6-10=-357/28, 3-13=-449/318,5-10=-1878/1450,4-13=-1790/1188,4-12=-458/580,5-11=-383/303 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 15 lb uplift at joint 9. 4)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)This truss has been designed for a total drag load of 380 plf Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 4-0-0 for 1488.3 plf. 6)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 7)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. ,01/40fl PR QFess LOAD CASE(S) Standard ��5 LNG r E 9 �0 29 MFR s.- EXPIRATION DATE:06/30/12 ) - August 25,2010 � r A WARNING•Verily design parameters and READ NDIES ON MRS AND INCLUDED MITER REFERENCE PAGE MI1-7473 rep.10-'08 BEFORE USE. Design valid for use only with Mirel,connectors.The design's based only upon parameters shown.and S for an individual budding component. Applicability of design param enters and proper incorporation of component is responsibility of budding designer-not truss designer.Bracing shown S for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the ilek erector.Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regarding m fabrication,quality control,storage.delivery.erection and bracing,consult ANSI/TPI1 Quality Criteria.055-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information avodable from Truss Plate Institute,281 N.Lee Sheet.Suite 312,Alexandria,VA 22314. Citrus Heights,CA.95810 Job Truss Truss Type thy Ply Centex-summercreek Bld 11 Floor 2 R32090248 B101122-FT2 FT-6 FLOOR 8 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:03:09 2010 Page 1 I D:6xj0YjOHjzP IJCx43d2Jn sykKHO-6xj0YjOHjzPIJC x4?d2Jns2wVk6usrrkn LNEz Wy kKHO 1-11-8 1-4-0 I 26-0 e Scale=1194 5x8= e i 3.4 I I 2 3 358= 4 2r4 I I 5 458= 83•4 II 6 • .yy • 1I-' 1■I -a` ,Il :!II - I I —wM `ill e 7 214 II 358= �' 11 10 9 B 214 II 5x8= 418= 2-4-0 11-8-0 0-e-0 i 0-8-0 I i 2-4-0 8-0-0 Plate Offsets(X,Y): 11:Edge,0-1-81,12:0.1-8,Edge1,)3:0-1-8,Edgel,15:0-2-10,Edge1.17:Edpe,0-1-81,[9:0-1-8,0-0-01,110:0-1-8,Edae1,111:Edae,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.67 Vert(LL) -0.17 8-9 >794 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.28 8-9 >482 360 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.02 7 n/a n/a BCOL 5.0 Code IBC20061TP12002 (Matrix) Weight:55 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 11=628/Mechanical,7=628/0-4-0 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1301/0,3-4=-1816/0,4-5=-1816/0 BOT CHORD 10-11=0/1296,9-10=0/1301,8-9=0/1304,7-8=0/1261 WEBS 2-10=0/262,2-11=-1444/0,5-7=-1357/0,5-8=0/599,4-8=-330/0,3-8=0i619 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/I-PI 1. 5)"Fix heels only'Member end fixity model was used in the analysis and design of this truss. 6)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. LOAD CASE(S) Standard ��Q` p P R OFE(5'1S 'cam. <c.A/ EF9 /�29 /`r:•P • r lir i) •3 Al' • \ -I, MFR S.1% EXPIRATION DATE:06/30/12 August 25,2010 11 ■ • a WARNING-Verify design parameters and READ NOME ON 7188 AND INCLUDED MITER REFERENCE PAGE III-7475 rev.10-G8 BEFORE USE. MI Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicablify of design paramenters and proper incorporation of component is responsibilty of buidtng designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction Is the responsibility of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding .sw.aew- fabrication.quality control,storage,delivery.erection and bracing,consult ANSI/TPI1 qualify Criteria,0SB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,281 N.tee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95810 Job Truss Truss Type Oty Ply Centex-summercreek Bid 11 Floor 2 R32090249 B101122-FT2 FT-6A FLOOR 7 1 Job Reference(optional) Pro-Build Cladcamas Truss,Cladcamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:03:09 2010 Page 1 I D:6xj0YjOHjzP IJCx4?d2JnsykKHO-6xjOYOHjzPIJCx4?d2 Jns2w_k6Msrgkn LN EzWyk KHO 1-11-s 1.5-0 I 2-6.0 Scale=1.19.6 558= 13.4 II 2 3 3.6= 42.4 II 5 4.8= 53.4 II = • r 11- I I 'a` „ - I mom: ■li 11 10 9?•4 II 63.6= 2.4 II r� 5.9= 4510= 2-4-0 3-0-0 3-8-0 I 11-9-0 2-4-0 0-e-0 0-9-0 8-1-0 Plate Offsets(X,Y): 11:Edge,0-1-8L 12:0-1-8,EdgeL 13:0-1-8,Edgel,f5:0-2-6,Edae).f7:Edge,0-1-81,19:0-1-8,0-0-01,110:0-1-8,EdgeL 111:Edoe,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.70 Vert(LL) -0.19 8-9 >742 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.82 Vert(TL) -0.31 8-9 >450 360 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight:55 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 OF No.1&Btr G end verticals. WEBS 4 X 2 OF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 11=633/Mechanical,7=633/0-4-0 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1324/0,3-4=-1841/0,4-5=-1841/0 BOT CHORD 10-11=0/1318,9-10=0/1324,8-9=0/1327,7-8=0/1273 WEBS 2-11=-1469/0,5-7=-1369/0,5-8=0/613,4-8=-334/0,3-8=0/622,2-10=0/264 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)"Fix heels only”Member end fixity model was used in the analysis and design of this truss. 6)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. LOAD CASE(S) Standard D PR°Fen 0.15; E / 9 t'J MFq S- N EXPIRATION DATE:06/30/12 ) - August 25,2010 A WARNING-Verify design parameters and READ NOME ON THIS AND INCLUDED MARK REFERENCE PAGE MII•7471)rev.10,'08 BEFORE USE. Design valid for use only with MiTek connectors.Th4 design is based only upon parameters shown,and a for an individual budding component. Applicability of design param enters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown k for lateral support of individual web members only.Additional temporary bracing to Insure stability during construction is the responsibility of the � e erector.Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,051.89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.lee Street.Suite 3 12,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Centex-summeraeek Bld 11 Floor 2 R32090250 B101122-FT2 FT-7 FLOOR 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Cladsamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:03:10 2010 Page 1 ID:a7Hm13PvUHX9xLWGZKZYK4ykKH?-a7Hm13Pv U HX9xLWGZKZYK4aDn8aYb IgtO?7nVyy kKH? 2-0.0 Scab-1:17.9 4■6= 7.4 2 3 3.4= d4 I I 5 46= 6 3.4 I I 1t '� I■. ICI ��� �� 1" 3x5= 1- 93.6= 6 / N6= 455= 10-9-0 10-9-0 Plate Offsets(X,Y): Ii:Edge,0-1-81,12:0-2-9,Edgef,f5:0-1-7,Edgef,f7:Edge,0-1-8),[10:Edge,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.19 Vert(LL) -0.04 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.09 7-8 >999 360 BC LL 0.0 Rep Stress Ina YES WB 0.27 Horz(TL) 0.02 7 n/a n/a BC DL 5.0 Code IBC2006/TPI2002 (Matrix) Weight:52 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=578/0-4-0 (min.0-1-8),7=578/0-4-0 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1426/0,3-4=-1432/0,4-5=-1432/0 BOT CHORD 9-10=0/964,8-9=0/1435,7-8=0/964 WEBS 2-10=1073/0,2-9=0/519,5-7=-1073/0,5-8=0/524 NOTES 1)A plate rating reduction of 20%has been applied for the green lumber members. 2)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 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. LOAD CASE(S) Standard <C- 4.3 o PRO- C�� LNGINE�- dj0 .oT �- GO, /. =' 4 1 9 E - 2 Ki .v/ R S.��N EXPIRATION DATE:06/30/12 August 25,2010 • A WARNING Verily design parameters and READ NOTES ON TEAS AND INCLUDED MITER REFERENCE PAGE hII1.7473 rev.10-VS BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual buiding component. Applicability of design paramenlers and proper incorporation of component is responsibilty of buiding designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsbility of the WC erector.Additional permanent bracing of the overall structure is the responsibility of the buiding designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPII Quality Criteria,055-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y Failure to Follow Could Cause Property a offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury E = Dimensions are in ft-in-sixteenths. (Drawings not to scale) I44 Apply pully lates embed to both sides teeth. of truss 1. aa X bracing for truss system,e.g.diagoor Dea,is al ways required. See BCSI. 0 1, „ 2. Truss bracing must be designed by an engineer.For - 16 1 2 3 wide truss spacing,individual lateral braces themselves 1r TOP CHORDS may require bracing,or alternative T,I,or Eliminator bracing should be considered. MM WEBS 4 O 3. Never exceed the design loading shown and never 111 stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate designer,erection supervisor,property owner and all other interested parties. plates 0-na from outside edge of truss. p 5. Cut members to bear tightly against each other. I- BOTTOM CHORDS 6. Place plates on each lace of truss at each This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted,this design is not applicable for use with fke retardant,preservative treated,or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular NUMBERS/LETTERS responsibility of truss fabricator.General practice Is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS indicated are minimum plating requirements. ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that el;:7 Indicated by symbol shown and/or ESR 1311,ESR-1352,ER 5243,96048, specified.by text in the bracing section of the 95-43,96-31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 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. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ®2006 MiTek®All Rights Reserved approval of an engineer. *1=1* reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. �� 18.Use of green or treated lumber may pose unacceptable mime environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. ■ it and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. M I is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM. ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10208 .w w • • . . I. �/� ' 1W/� iPW + 20-0-0 1 L 4 1M a — c \III � -! r a °am m J, I'II'� IIIIIIIINTr •03(5 ' N N N N OI O1 17 • ip • ` !RI1 ` roreri,S2 . 9 4 1 _.�, D02 _• I■ I■I "��'�".. I:1 I ><al.....I USE LUS24 HANGERS U.N.O. ■11- 0, , IIY+I - ii L '� Mill �II_Ii�li,lii_1 I° E02 _rte-. e: � - r ■_ sue i u'Sll• .sa 6- I I 1 I (***Elite«it it, r 11-0.0 T .4-11-8 15-11-0 1 7-11-8 1 12-04 SCaeE B101122 Centex rN. 32 V-BLOCK 0 MUS-26 IPRoauhId Summercreek Townhomes Bid 11 32 S-BLOCK 10 HUS-26 ■ MKS inn" Tigard , , 80 H2.5a 0 HHUS-26 15877 SE 98th Ave Clackamas, OR 97015 6/12 PITCH w/12" OH ; 8/12 PITCH w/ 12" OH muff QC 14 LUS-24 0 HGUS-26 0: (503)557-8404 CERTW WDPI.ANT F: (503)557-8428 25/10/0/5 LOADING w/ 100 MPH WIND - EXP B 8-25-2010 - 0 LUS-26 0 HGUS-26-2 --® MiTek- POWER TO PERFORM." MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: B 101 1 22 Fax 916/676-1909 Centex-Summercreek Bld 11 Roof The truss drawing(s)referenced below have been prepared by MiTek Industries, Inc.under my direct supervision based on the parameters provided by ProBuild West-Clackamas,OR. Pages or sheets covered by this seal:R32090355 thru R32090379 My license renewal date for the state of Oregon is June 30,2012. Important Notice: If visually graded lumber is used for the trusses covered by these designs, see "SPIB Important Notice,Dated July 28,2010"(reprinted at www.mii.com)before use. MiTek does not warrant third-party lumber design values. li't0 PR 0Fe '<c• Ge s %A .;% � y c 16890PE r N.o ORE,'i" O 4 Jr.ON Tzf EXP PATIO rDA4./30/12 August 25,2010 Tingey,Palmer 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-1995 Sec.2. Job Truss Truss Type Qty Ply Centex-Summercreek Bld 11 Roof R32090355 B101122 A01 GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:06:12 2010 Page 1 I D:FBGay Ic3dCSKnKQFDZgDiSykKE9-FBGay Ic3dCSKnKQFDZgDiS7EsVdzE�gsJCQuPykKE9 1-aol 19-6-0 1 39-0-0 4�ao-0� 1-0-o 19.6-0 19-6-0 1-0-0 Scale 586= . B.rxl 112 15 14 '1 18 13 17 12 8 5x8! 56" _t9 57 19 � 5x8 9 21 . 8 22 d23 6 5 25 4 28 . 2 3� I 1111 - 5112= 556 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 5412 39-0-0 I 39-0-0 Plate Offsets(X,Y): 12:0-2-2,Edae1 19:0-3-0,0-3-01 121:0-3-0.0-3-01.128:0-2-2,Edael LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.57 Vert(LL) 0.00 29 n/r 180 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.51 Vert(TL) 0.01 29 n/r 180 TCDL 10.0 Rep Stress lncr NO WB 0.12 Horz(TL) 0.05 41 n/a n/a BCLL 0.0 * Code IBC2006/TP12002 (Matrix) Wlnd(LL) 0.00 29 n/r 90 Weight:302 lb FT=10% BCDL 5.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-1-2 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 3-4-10 oc bracing. OTHERS 2 x 4 DF Std G*Except* WEBS 1 Row at midpt 15-43,14-44,13-45,16-41,17-40 MiTek recommends that Stabilizers and required cross bracing 15-43,14-44,13-45,12-46,11-47,10-48,16-41,17-40,18-39,19-38,20-37:2 x 4 DF No.1&Btr G be installed during truss erection,in accordance with Stabilizer WEDGE Installation guide. Left 2 X 6 SYP No.2,Right:2 X 6 SYP No.2 REACTIONS All bearings 39-0-0. (Ib)- Max Horz 2=-128(LC 8) Max Uplift All uplift 100 lb or less at joint(s)44,45,46,47,48,49,50,51,52, 53,54,41,40,39,38,37,36,35,34,33,32,31 except 2=-2033(LC 18), 55=-142(LC 23),28=-2033(LC 25),30=-141(LC 24) Max Gray All reactions 250 lb or less at joint(s)43,44,45,46,47,48,49,50, 51,52,53,54,41,40,39,38,37,36,35,34,33,32,31 except 2=2199(LC 15),55=306(LC 12),28=2199(LC 16),30=306(LC 13) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-4553/4414,3-4=-3686/3632,4-5=-3368/3310,5-6=-3044/3057,6-7=-2729/2778, 7-8=-2411/2496,8-9=2124/2230,9-10=-1803/1955,10-56=-1524/1668, 11-56=-1298/1438,11-12=-1232/1386,12-13=-935/1108,13-14=-637/833, 14-15=-344/520,15-16=-344/516,16-17=-637/820,17-18=-935/1086,18-19=1232/1356, 19-57=-1258/1406,20-57=-1524/1629,20-21=-1799/1901,21-22=-2124/2175, 22-23=-2411/2442,23-24=-2713/2724,24-25=-3011/3002,25-26=-3314/3262, 26-27=-3631/3583,27-28=-4498/4366 BOT CHORD 2-55=-3870/4059,54-55=-3192/3332,53-54=-2898/3092,52-53=-2658/2825, . 51-52=-2392/2559,50-51=-2125/2292,49-50=-1858/2025,48-49=-1594/1760, skED PROFF 47-48=-1328/1494,46-47=-1061/1227,45-46=-794/960,44-45=-528/694, -c5- 4Ss 43-44=-261/427,41-42=-261/427,40-41=-528/694,39-40=-794/960,38-39=-1061/1227, ��'. ' �NGINE6. ?_ 37-38=-1328/1494,36-37=-1594/1760,35-36=-1858/2025,34-35=-2125/2292, 33-34=-2392/2558,32-33=-2658/2825,31-32=-2898/3092,30-31=-3192/3332, Ct i. ,II •E• r . 28-30=-3846/4058 NOTES �/ 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; 4,1"� , 1' cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 -o ORE ,, 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 'O ik, -A, 3)TCLL:ASCE 7-05;Pf 25.10 psf(flat roof now);Category II; xpsB;Fully Exp.;Ct=ANSI/TPI 1-2002. 9`iki /S S. \NG� 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. Continued on page 2 ( EXPIRATION DATE:06/30/12 August 25,2010 A WARNING-Verdi design parameters end READ M77HS ON TH/SAM INCLUDED MINK REFERENCE PAGE MI1-7473 res.10,08 88,0R8 US& Design valid for use only with MiTek connectors.The design's based only upon parameters shown,and k for an individual buiding component. Applicability of design paramenters and proper Incorporation of component is responsibtify of buiding designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during conshuction 6 the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding �owrw+osw.ow.a- fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,059.89 and SCSI Building Component 7777 Greenback Lane,Suite 109 El Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite312,Alexandria,VA 22314. Citrus Heights,CA,95810 Job Truss Truss Type Qty Ply Centex-Summercreek Bld 11 Roof R32090355 6101122 A01 GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Cladkamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:06:13 2010 Page 2 ID:jKgy9edhOVaBOT?RnGLSEgykKE8-jKgy9edhOVaBOT?RnGLSEgfOcvzCz6Mp5zyzQrykKE8 NOTES 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 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. 10)•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. 11)A plate rating reduction of 20%has been applied for the green lumber members. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)44,45,46,47,48,49,50,51,52,53,54,41,40,39,38,37, 36,35,34,33,32,31 except(jt=lb)2=2033,55=142,28=2033,30=141. 13)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14)This truss has been designed for a total drag load of 200 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 39-0-0 for 200.0 plf. 15)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard A WARNIMi-Per*design parameters and READ M188 ON THIS AND INCLUDED INTER REFERENCE PAGE WI-7473 rm.I0-08 BEFORE USE. ' Design valid for use only with Milk connectors.This design's based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown S for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the ek• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ,e - fabrication.qualify control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-99 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Intormatlon available from Truss Plate Institute,281 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95810 Job Truss Truss Type Qty Ply Centex-Summercreek Bld 11 Roof R32090356 B101122 A02 DBL.FINK 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:06:14 2010 Page 1 I D:BXOKNzdK8pi20dadLzshntykKE7-BXOKNzdK8pi20dadLzshntC UgJE8iPTzKdhXy Hyk KE7 i.(0,-.(0,i 6-10.4 13.2-2 I 19-6-0 I 25-9-14 32-1-12 I 39-0-0 0.q 6-10-4 6-3-14 6-3-14 6-3-14 6-3-14 6-10-4 0.0 Scale•1 74 7 =56 a 5 600 2 8 354 3c4 3x8 523 247 3x8 1 8 - 2x4\\ ara/7 3 8 p / Itt6IIIttt .l0 gr�' 16 17 18 15 19 14 20 13 21 22 12 - 1 8 502 354= 454= 5512 M1206= 454= 354= 5x12= 8.1-7 1 15-8-8 23-3-8 I 30-10-9 l 330-0 8.1-7 7-7.1 7-7-1 7-7-1 8-1-7 Plate Offsets(X,Y): 12:0-2-2,Edae1,110:0-2-2,Edoel,113:0-1-8,0-1-121,115:0-1-8,0-1-121 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) 1/deft L/d PLATES GRIP TCLL 25.0 (Roof Snow=25.0) Plates Increase 1.15 TC 0.87 Vert(LL) -0.54 13-15 >856 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.85 Vert(TL) -0.96 13-15 >481 180 MT2OH 165/146 BCLL 0.0 Rep Stress Ina NO WB 0.71 Horz(TL) 0.20 10 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight:193 lb FT=10% LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1.7E'Except* TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins. 1-4.8-11:2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 8-9-0 oc bracing. BOT CHORD 2 X 4 DF 2400F 1.7E MiTek recommends that Stabilizers and required cross bracing WEBS 2 x 4 DF Std G*Except' be installed during truss erection,in accordance with Stabilizer 5-16,6-15,6-13.7-12:2 x 4 DF No.18Btr G Installation guide. I REACTIONS (lb/size) 2=2104/0-5-8 (min.0-2-4),10=2104/0-5-8 (min.0-2-4) Max Horz 2=-128(LC 8) Max Uplift2=-497(LC 7),10=-497(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3930/820,3-4=-3753/845,4-5=-3573/867,5-23=-3160/731,6-23=-3147/752, 6-24=-3147/752,7-24=-3160/731,7-8=-3573/867,8-9=-3753/845,9-10=-3930/820 - BOT CHORD 2-16=-754/3393,16-17=-564/2960,17-18=-564/2960,15-18=-564/2960, 15-19=-318/2262,14-19=-318/2262,14-20=-318/2262,13-20=-318/2262, 13-21=-466/2960,21-22=-466/2960,12-22=-466/2960,10-12=-626/3393 WEBS 3-16=-342/214,5-16=-188/512,5-15=-799/334,6-15=-352/1394,6-13=-35211394, 7-13=-799/334,7-12=-188/512,9-12=342/214 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp 8;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. _ 5)All plates are MT20 plates unless otherwise indicated. \\VD PRO/C fs 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. %A GIN !0 7)'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 5 G\ 9 will fit between the bottom chord and any other members,with BCDL=5.Opsf. 44. / 29 8)A plate rating reduction of 20%has been applied for the green lumber members. CC 1 e.' 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=Ib) - 2=497,10=497. 10)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. !' 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)275 lb down and 54 lb up at A ORE !1Y.17-6-0,and 275 lb down and 54 lb up at 21-6-0 on bottom chord. The design/selection of such connection device(s)is the 'O )" -k responsibility of others. '9 iii• : <</ 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �MR S 1\r. Continued on page 2 ( EXPIRATION DATE:06/30/12 ) August 25,2010 .k r A WARNING.Verify design parmnetera end READ NOTES ON THIS AND TNCLUDED LIITEK REFERENCE PAGE 1411 74771 rep.10'O8 BEFORE USE. M' Design valid for use only with Mitch connectors.This design k based only upon parameters shown,and k for an individual building component. Applicability of design param enters and proper incorporation of component is responsibility of budding designer-not truss designer.Bracing shown k for lateral support of individual web members only.Additional temporary bracing to insure stability during construction k the responsibility of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage,delivery,erection and bracing consult ANSI/TPI1 Quality Criteria,19513419 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street ,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Centex-Summercreek Bld 11 Roof R32090356 B101122 A02 DBL.FINK 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:06:14 2010 Page 2 I D.BXO KNzd K8p i20dad Lzsh ntyk KE 7-BXOKNzd K8pi2 OdadLz sh ntC U gJ E Bi PTzKdhXy Hyk KE7 LOAD CASE(S) Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:2-17=-10,17-18=-50,18-19=-10,19-20=-50,20-21=-10,21-22=-50,10-22=-10,1-6=-70,6-11=-70 Concentrated Loads(lb) Vert:19=-275(F)20=-275(F) A WARNING'Verify design parameters and READ NO1138 ON TIES AND INCLUDED NITER REFERENCE PAGE Mfl•7473 res.1O-08 BEFORE USE. • Design valid for use only with MiTek connectors.The design a based only upon parameters shown,and is for an individual building component. . Applicabiity of design paramenters and proper incorporation of component is responsibiity of buildng designer-not truss designer.Bracing shown e for lateral support of individual web members only.Additional temporary bracing to insure stability during construction a the responsibility of the MiTek' ek' erector.Additional permanent bracing of the overall structure is the responsibility of the bulding designer.For general guidance regarding .. fabrication,quality control,storage,delivery,erection and bracing consult ANSI/TPI1 Qualify Criteria,05B-B9 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information avaiable from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria.VA 22311. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Centex-Summercreek Bld 11 Roof R32090357 B101122 A03 DBL.FINK 5 1 Job Reference Motional) Pro-Build Clackamas Truss,Cladcamas,OR 97015-1129 7 240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:06:16 2010 Page 1 ID:7vW4offagQzmFxkOSOv9slykKE5-7vW4offagQzm FxkOSOv9slHg87vbAJuGnxAd1 AykKES -1-0-01 6-10-4 I 13-2-2 I 19-6.0 I 25-9-14 I 32-1-12 39-0-0 I-o-o 6-10-4 6-3-14 8-3-14 6-3-14 6-3-14 6-10-4 5444.1:742 5e6= 6.00 173 6 3x1 A4 3x6 L 5 23 247 4 \/\/\11111r8 . 2.4\\ 2.4// 3 6 2 10 56 17 15 16 14 19 20 13 21 12 22 11 '' a 5v12 502= 354= 456= 454= 454= 4:6= 3x4= 8-1-7 I 15-8-8 I 2338 I 30.10-9 I 39-0-0 8-1-7 7.7-1 7-7-1 7-7-1 8-1-7 Plate Offsets(X,Y): 12:0-2-2,Edge1,18:0-0-0,0-0-01,110:0-2-2,Edpel,113:0-1-8,0-1-121.114:0-1-8.0-1-12i LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) 1/deft L/d PLATES GRIP TCLL 25.0 (Roof Snow=25.0) Plates Increase 1.15 TC 0.87 Vert(LL) -0.54 13-14 >855 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.85 Vert(TL) -0.96 13-14 >480 180 BCLL 0.0 Rep Stress Incr NO WB 0.71 Horz(TL) 0.20 10 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight:191 lb FT=10% LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1.7E'Except' TOP CHORD Structural wood sheathing directly applied or 2-8-14 oc puriins. 1-4.8-10:2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 8-8-5 oc bracing. BOT CHORD 2 X 4 DF 2400F 1.7E MiTek recommends that Stabilizers and required cross bracing WEBS 2 x 4 DF Std G'Except' be installed during truss erection,in accordance with Stabilizer 6-14.6-13:2 x 4 DF No.1&Btr G Installation guide. REACTIONS (lb/size) 2=2106/0-5-8 (min.0-2-4),10=2017/0-5-8 (min.0-2-2) Max Horz2=138(LC 7) - Max Uplift2=-497(LC 7),10=-441(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3932/820,3-4=-3756/845,4-5=-3576/867,5-23=-3163/734,6-23=-3045/753, 6-24=-3151/755,7-24=-3164/734,7-8=-3588/878,8-9=-3768/857,9-10=-3944/831 • BOT CHORD 2-16=-765/3395,16-17=-574/2963,15-17=-574/2963,15-18=-574/2963, 14-18=-574/2963,14-19=-328/2265,19-20=-328/2265,13-20=-328/2265, 13-21=-477/2965,12-21=-477/2965,12-22=-477/2965,11-22=-477/2965, 10-11=-662/3408 WEBS 3-16=-342/214,5-16=-188/511,5-14=-786/334,6-14=-352/1381,6-13=-354/1397, 7-13=-803/337,7-11=-198/525,9-11=-348/218 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05:Pf=25.0 psf(flat roof snow);Category II,Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. ��9,0 PR()Fe 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �, � - r E.F9 /O2 will fit between the bottom chord and any other members,with BCDL=5.Opsf. 7)A plate rating reduction of 20%has been applied for the green lumber members. e■ E r • 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=497,10=441. 9)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. i� 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. lr :4. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)275 lb down and 54 lb up at ORE '. 17-6-0,and 275 lb down and 54 lb up at 21-6-0 on bottom chord. The design/selection of such connection device(s)is the AO •iF -� responsibility of others. -17 4: A __``GQ./ 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �FR S 1\` Continued on page 2 ( EXPIRATION DATE:06/30/12 • August 25,2010 4 i AWARNING Venly cleaign parcarteters and READ NOTES ON THIS AND INCLUDLV MIER REFERENCE PAGE NB-74 13 rev,I0-'08 BEFORE MB. 1. Design valid for use only with MiTek connectors.This design k based only upon parameters shown,and is for an individual building component. Applicabllty of design paramenters and proper Incorporation of component is responsibility of butdhg designer-not truss designer.Bracing shown k for lateral support of individual web members only.Additional temporary bracing to insure stability during construction's the responsbility of the Ml l;� ek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding +• fabrication.quality control,storage,delivery.erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Centex-Summercreek Bid 11 Roof R32090357 8101122 A03 DBL.FINK 5 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas.OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:06:16 2010 Page 2 ID:7vW4offagQzmFxkOS0v9sIykKE5-7vW4offagQzmFxkOS0v9sIHg87vbAJuGnxAdlAykKE5 LOAD CASE(S) Standard 1)Snow.Lumber Increase=1 15,Plate Increase=1.15 Uniform Loads(plf) Vert:2-17=-10,17-18=-50,18-19=-10,19-20=-50,20-21=-10,21-22=-50,10-22=-10,1-6=-70.6-10=-70 Concentrated Loads(lb) Vert:19=-275(F)20=-275(F) • 1 ) A WARNING Verb design parameters and READ MITES ON 7111S AND INCLUDED MIMS REFERENCE PAGE BSI-7473 rev.IO-'08 BEFORE USE. Design valid for use only with MiTek connectors.This designs based only upon parameters shown,ands for an Individual building component. Applicability of design param enters and proper incorporation of component Is responsibiity of budding designer-not truss designer.Bracing shown k for lateral support of individual web members only.Additional temporary bracing to insure stability during construction s the responsibility of the Mire erector.Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPI1 Quality Criteria,09-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information avadable from Truss Plate Institute,281 N.Lee Street.Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95810 Job Truss Truss Type Qty Ply Centex-Summercreek Bld 11 Roof R32090358 B101122 A04 GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clac kamas,OR 97015-1129 7.240 S Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:06:23 2010 Page 1 ID:Q FRkG2kz1 arm bOmM NMXoemyk KE_-QFRkG2kz1 arrn bOmMNMXoem465xNIJdgHOX NVnGykKE_ -1-0-0 19-6-0 39-0-0 1-0-01 19-6-0 136-0 I Scale=1 75 3 5x6= 600 12 15 14 L� 16 13 17 2 18 � - 5511 79 598 0 20 5x6 y 21 B � 22 7 23 g 24 S �' 4 26 3 27 28 a Sv12 54 53 52 51 50 49 48 47 46 45 44 43 4241 40 39 38 37 36 35 34 33 32 31 30 29 5x12 396= I 39-0-0 I 3330 Plate Offsets(X,Y): f2:0-2-2,Edgel,(9:0-3-0,0-3-01.(21:0-3-0,0-3-01,f28:0-2-2,Edge) LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.57 Vert(LL) -0.00 1 n/r 180 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.53 Vert(TL) 0.00 1 n/r 180 TCDL 10.0 Rep Stress Incr NO WB 0.12 Horz(TL) 0.05 40 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Wind(LL) -0.00 1 n/r 90 Weight:301 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-1-2 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 3-3-15 oc bracing. OTHERS 2 x 4 DF Std G*Except* WEBS 1 Row at midpt 15-42,14-43,13-44,16-40,17-39 MiTek recommends that Stabilizers and required cross bracing 15-42,14-43,13-44,12-45,11-46,10-47,16-40,17-39,18-38,19-37,20-36:2 x 4 DF No.1&Btr G be installed during truss erection,in accordance with Stabilizer WEDGE Installation guide. Left:2 X 6 SYP No.2,Right:2 X 6 SYP No.2 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT - REACTIONS All bearings 39-0-0. LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE (Ib)- Max Horz 2=138(LC 23) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Uplift All uplift 100 lb or less at joint(s)43,44,45,46,47,48,49,50,51, 52,53,40,39,38,37,36,35,34,33,32,31,30 except 2=-2032(LC 18), 54=-142(LC 23),28=-1987(LC 23),29=-162(LC 24) Max Gray All reactions 250 lb or less at joint(s)42,43,44,45,46,47,48,49, 50,51,52,53,40,39,38,37,36,35,34,33,32,31,30 except 2=2199(LC 15),54=306(LC 12),28=2116(LC 16),29=331(LC 13) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=4557/4411,3-4=-3690/3628,4-5=-3373/3306,5-6=-3049/3047,6-7=-2734/2768, 7-8=-2415/2486,8-9=-2124/2220,9-10=-1808/1945,10-55=-1523/1658, 11-55=-1260/1394,11-12=-1232/1376,12-13=-934/1097,13-14=-637/823, 14-15=-344/510,15-16=-344/506,16-17=-637/810,17-18=-935/1076,18-19=-1232/1346, 19-56=-1263/1399,20-56=-1524/1619,20-21=-1799/1897,21-22=-2124/2171, 22-23=-2412/2438,23-24=-2713/2720,24-25=-3011/2998,25-26=-3315/3256, 26-27=-3640/3579,27-28=-4511/4346 BOT CHORD 2-54=-3877/4044,53-54=-3192/3317,52-53=-2898/3077,51-52=-2658/2810, 50-51=-2392/2544,49-50=-2125/2277,48-49=-1858/2010,47-48=-1594/1745, k° PRQFF 46-47=-1327/1478,45-46=-1061/1212,44-45=-794/945,43-44=-527/678, `�G ' ss/ 42-43=-261/412,40-41=-261/412,39-40=-527/678,38-39=-794/945,37-38=-1061/1212, ��\o 04 G , 9 29 36-37=-1327/1478,35-36=-1594/1745,34-35=-1858/2010,33-34=-2125/2277, 32-33=-2392/2543,31-32=-2658/2810,30-31=-2925/3077,29-30=-3192/3343, Ct t . 28-29=-3891/4043 1/'j 4 WEBS 27-29=-259/157 if NOTES �%te. rh 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; A OR• • ,cb cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 'O T - 21 j-1. 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� - ' Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1-2002. R S.S\N 3)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. Continued on page 2 ( EXPIRATION DATE:06/30/12 August 25,2010 ■ ■ A WARNING.Verify design parameters and READ NOTES ON IRIS AND INCLUDED MITER REFERENCE PAGE Mf1-7473 rev.10.08 BEFORE USE. - Design valid for use only with Mire*connectors.Thy design a based only upon parameters shown,and a for an individual building component. Applicabiity of design parom enters and proper incorporation of component is responsiblity of bulding designer-not truss designer.Bracing shown a for lateral support of individual web members only.Additional temporary bracing to insure stabiity during construction a the responsbility of the 111 erector.Additional permanent bracing of the overall structure is the responsibility of the buiding designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information avalable from Truss Plate institute,281 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95810 Job Truss Truss Type Qty Ply Centex-Summercreek Bld 11 Roof R32090358 B101122 A04 GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:06:23 2010 Page 2 ID:QFRkG2kz1armbOmMNMXoemykKE=QFRkG2kz1armbOmMNMXoem465xNIJdgHOXNVnGykKE_ NOTES 5)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 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. 10)•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. 11)A plate rating reduction of 20%has been applied for the green lumber members. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)43,44,45,46,47,48,49,50,51,52,53,40,39,38,37,36, 35,34,33,32,31,30 except(jt=lb)2=2032,54=142,28=1987,29=162. 13)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14)This truss has been designed for a total drag load of 200 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 39-0-0 for 200.0 plf. 15)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard A WARNING-Verify design par a peters and READ NOTES ON MIS AND INCLUDED MITER REFERENCE PAGE 11EI-7473 rev.I0-D8 BEFORE USB. �' • Design valid for use only with Milek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding +*,fabrication,qualify control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Centex-Summera-eek Bid 11 Roof R32090359 B101122 B01 GABLE 2 1 L Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7,240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:06:30 2010 Page 1 ID:jcMNkSgM Nkjnx5oi HK9RQ FykKDt-jcM NkSgM Nkjnx5oiHK9ROFtl?mnpSoeJ?7aN VMyk KDt 1:-.00:00 1 160-0 I 36-0.0 i7.0-01 160-0 18-0-0 1-0-0 6e&e 7697 556_ . 6.00 12 14 13 �� 1S 12 8 17 '566 11 /0 18 5 6 56 6 5.12= = 50 N 48 47 46 45 M 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 26 5x12 360.0 360.0 Plate Offsets(X,Y): [2:0-2-2,Edpe],19:0-3-0,0-3.4 119:0.3-0,0-3-01[26:0-2-2,Edgel,139:0-3-0,0-3-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) I/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.53 Vert(LL) 0.00 27 n/r 180 MT20 220/195 (Root Snow=25.0) Lumber Increase 1.15 BC 0.47 Vert(TL) 0.01 27 n!r 180 TCDL 10.0 Rep Stress Incr NO WB 0.12 Horz(TL) 0.04 38 n/a n/a BCLL 0.0 • Code IBC2006/TPI2002 BCDL 5.0 (Matrix) Wind(LL) 0.00 27 n!r 90 Weight:266 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-2-13 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 3-6-8 oc bracing. OTHERS 2 x 4 DF Std G'Except' WEBS 1 Row at midpt 14-39,13-40,15-38 MiTek recommends that Stabilizers and required cross bracing 14-39,13-40,12-41,11-42,10-43,15-38,16-37,17-36,18-35:2x4DFNo-1&Btr G be installed during truss erection,in accordance with Stabilizer WEDGE Installation guide. Left:2 X 6 SYP No.2,Right:2 X 6 SYP No.2 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT . REACTIONS All bearings 36-0-0. LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE (lb)- Max Horz 2=-120(LC 8) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Uplift All uplift 100 lb or less at joint(s)40,41,42,43,44,45,46,47,48, 49,38,37,36,35,34,33,32,31,30,29 except 2=-1882(LC 18),50=-133(LC 23),26=-1885(LC 25),28=-133(LC 24) Max Gray All reactions 250 lb or less at joint(s)39,40,41,42,43,44,45,46, 47,48,49,38,37,36,35,34,33,32,31,30,29 except 2=2043(LC 15), 50=287(LC 12),26=2043(LC 16),28=287(LC 13) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-4203/4077,3-4=3378/3331,4-5=-3059/3039,5-6=-2737/2759,6-7=-2422/2481, 7-8=-2116/2203,8-9=1815/1921,9-10=-1511/1639,10-11=-1232/1366, 11-12=-935/1089,12-13=-638/814,13-14=-345/502,14-15=-345/498,15-16=638/801, 16-17=-935/1067,17-18=-1232/1336,18-19=-1511/1600,19-20=-1815/1874, 20-21=-2116/2153,21-22=-2413/2430,22-23=-2712/2708,23-24=-3009/2995, 24-25=-3327/3287,25-26=-4152/4032 BOT CHORD 2-50=3571/3749,49-50=-2927/3055,48-49=-2633/2815,47-48=-2393/2549, 46-47=-2127/2282,45-46=-1860/2015,44-45=-1593/1749,43-44=-1326/1482, 37-38=-526/682,36-37=793/948,35-364-10591/215,34-35=-1326/14828 38-39=-259/415, <C" P R�FFSS/ 33-34=-1593/1749,32-33=-1860/2015,31-32=-2127/2282,30-31=-2393/2549, CO �Nc' NE-. p 29-30=-2633/2815,28-29=-2927/3055,26-28=-3550/3749 NOTES �� , Aoo '- ter' - 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone, cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 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 1-2002 A C R GO•1 3)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 dO T� 4)Unbalanced snow loads have been considered for this design. '9 MBE - 2 X, 5)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs C�FR .S 1\1'4 non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. Continued on page 2 ( EXPIRATION DATE:06/30/12 August 25,2010 I I A WARNING-Verify design parrsmetera and READ Nr)T86 ON THIS AMU NNCL UDEU MI TES REFERENCE PAGE l411•7413 rest 10-'00-RE-TORE USE. Design valid for use only with MiTek connectors.This design 5 based only upon parameters shown,and is for an individual buiding component. Applicabiity of design param enters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction's the responsibility of the BIN erector.Additional permanent bracing of the overall structure is the responsibility of the buiding designer.For general guidance regarding .ew.+e....w+ fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPI1 quality Cdt.a,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety information available from Truss Plate Institute.281 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty 'Ply Centex-Summercreek Bld 11 Roof R32090359 B101122 BO1 GABLE 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas.OR 97015-1129 7 240 s Jun 18 2010 MiTek Industries.Inc Wed Aug 25 09:06:31 2010 Page 2 ID.Bowlxnq_81 seYENur2ggzSykKDs-Bowlxnq_81 seYENu2ggzSPTIA72BFuTEmJw2oykKDs NOTES 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. 10)•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. 11)A plate rating reduction of 20%has been applied for the green lumber members 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)40,41,42,43,44,45,46,47,48,49,38,37,36,35,34,33, 32,31,30,29 except(jt=lb)2=1882,50=133,26=1885.28=133. 13)This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 14)This truss has been designed for a total drag load of 200 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 36-0-0 for 200.0 plf. 15)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard A WARNING•Verify deign parameters and READ NOTES ON TIRE AND INCLUDED PETER KY.FGYtF,NC6 PAGE Mfl-7473 ree.ICT'OS BEFORE USE • Design valid for use only with MiTek connectors Ths design Is based only upon parameters shown.and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regarding Pot.. fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Qualify Criteria,DS3-B9 and SCSI Building Component 7777 Greenback Lane.Suite 109 Safely Information available from Truss time Institute,281 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights.CA.95610 Job Truss Truss Type Qty Ply Centex-Summercreek Bld 11 Roof R32090360 B101122 B02 DBL.FINK 7 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:06:32 2010 Page 1 ID:f U797rcvL_VAOy501BvVgykKDr-f U797rcvL VAOy501BvVgyXcZPOwbJcTQ3TaFykKDr 1-0-01 6d-0 I 12-2-2 i 18--0-0 I 239.14 I 29.7-12 I 36-0.0 317-0,0-00 0-0 6-4-4 5-9-14 5-9-14 5-9-14 5-9-14 6-4-4 1-0-0 5cale•1.692 5.56= 600 r 6 ii 354 • 336 354 S 7 3•B 4 ,- e l♦ 41 - Y �' 2x4\1 2x4// 3 9 2 10 d1 ow r. r., 11Ig ���• 16 17 18 15 19 14 20 13 21 22 12 •- 4512= 354= 454= 5512 MT20H= 44= 354= 4x12= 7.6-4 I 146-1 I 21-5-15 I 28.5.12 I 38-0-0 { 76-4 6-11-14 8-11-14 8-11-14 7-6-4 Plate Offsets(X,Y): f2:0-0-10,Edge1,f10:0-0-10,Edgel,[13:0-1-12,0-1-121,115:0-1-12,0-1-121 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.97 Vert(LL) -0.43 13-15 >996 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.75 Vert(TL) -0.76 13-15 >563 180 MT2OH 165/146 TCDL 10.0 Rep Stress Incr NO WB 0.56 Horz(TL) 0.17 10 n/a n/a BCLL 0.0 Code IBC2006/TPI2002 BCDL 5.0 (Matrix) Weight:178 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 9-1-8 oc bracing. WEBS 2 x 4 DF No.1&Btr G'Except` MiTek recommends that Stabilizers and required cross bracing 3-16,5-15,7-13,9-12:2 x 4 DF Std G be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1960/0-5-8 (min.0-2-1),10=1960/0-5-8 (min.0-2-1) Max Horz2=120(LC 7) Max Uplift2=-467(LC 7),10=-467(LC 8) - FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3633/760,3-4=-3469/800,4-5=-3303/803,5-6=-2944/702,6-7=-2944/702, 7-8=-3304/804,8-9=-3469/801,9-10=-3633/760 _ BOT CHORD 2-16=698/3134,16-17=-525/2752,17-18=-525/2752,15-18=525/2752, 15-19=-298/2109,14-19=-298/2109,14-20=-298/2109,13-20=-298/2109, 13-21=-435/2752,21-22=-435/2752,12-22=-435/2752,10-12=-578/3134 WEBS 3-16=-309/195,5-16=-170/449,5-15=735/306,6-15=-328/1307,6-13=-328/1307, 7-13=735/307,7-12=-170/449,9-12=309/196 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II:Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. �� P R O/r�aS' ^ 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 COQ raGINEF kv will fit between the bottom chord and any other members,with BCDL=5.Opsf. , 9 141 8)A plate rating reduction of 20%has been applied for the green lumber members. •-G1 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) CC ,: e ••E• - 2=467,10=467. ii 10)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIITPI 1. , - / . 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. lore y 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)275 lb down and 54 lb up at 16-0-0,and 275 lb down and 54 lb up at 20-0-0 on bottom chord. The design/selection of such connection device(s)is the �'OI'ORE e responsibility of others. -q Fjy� 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ��� A�\NG A S. Continued on page 2 EXPIRATION DATE:06/30/12 ) - August 25,2010 • 1 A WARNING-Verify design parameters and READ NOTES ON MPS AND INCLUDED SBTEK REFERENCE PAGE 161-7471 rev.1008 BEFORE USE. -' Design valid for use only with MiTek connectors.Thk design k based only upon parameters shown,and k for an individual building component. Applicability of design param enters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 1 k for lateral support of individual web members only.Additional temporary bracing to Insure stability during construction is the responsibillify of the MiTek' ek• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.for general guidance regarding fabrication.quality control,storage.delivery,erection and bracing,consult ANSI/TPI1 Quality Crlteda,D55.69 and SCSI Building Component 7777 Greenback Lane.Suite 109 Safely Information available from Truss Plate Institute.281 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Centex-Summercreek BId 11 Roof R32090360 8101122 B02 DBL FINK 7 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:06:32 2010 Page 2 ID:f U797rcvL_VAOy5O1BvVgykKDr-f_U797rcvL_VAOy5O1BvVgyXcZPOwbJcTO3TaFykKDr LOAD CASE(S) Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert 2-17-10,17-18=-50,18-19=-10.19-20=-50,20-21=-10,21-22=-50,10-22=-10,1-6=-70.6-11=-70 Concentrated Loads(lb) Vert 19=-275(F)20=-275(F) 1 ' A WARNJMJ-Vert deign parameters wed READ NOTES ON MIS AND INCLUDE)/DIBRRBPBRSNCE PAGE MB-7470 rev.ICI'OS BEFORE USE. Design valid for use only with MiTek connectors.This design's based only upon parameters shown,and is for an individual buiding component. Applicabiity of design param enters and proper incorporation of component is responsiblity of buiding designer-not truss designer.Bracing shown S for lateral support of individual web members only.Additional temporary bracing to insure stabiity durng construction S the responsluility of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the buiding designer.For general guidance regarding fabrication,quality control.storage,delivery,erection and bracing,consult ANSI/TPI1 quality Criteria,DSB•89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely information avalable from Truss Plate Institute.281 N.Lee Street.Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Centex-Summercreek Bld 11 Roof R32090361 8101122 C01 GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:06:35 2010 Page 1 ID:4Z9Gn9uVCGM31 shg4ukc7lykKDo-IZ9Gn9uVCGM31 shg4ukc71aG6naF72h39OH8BZykKDo 1-0-01 17-0-0 34-0-0 110 0 17-0-0 17-0-0 454= Scale•1.674 600 12 14 73 _ 15 12 16 346 G 17 17 3.6 s 10 8 8 �. _•, 79p 21 - 6 22 6 _ 1116 34 2 II�N - - M1�2 Sae— 44 47 46 45 44 43 42 41 40 39 36 37 36 35 34 33 32 31 30 29 28 27 3x6 316= 34-0-0 34-0-0 Plate Offsets(X,Y): (9:0.2-1,Edge),(19:0-2-1,Edgej LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 25.0 (Roof Snow=25.0) Plates Increase 1.15 TC 0.12 Vert(LL) -0.01 1 n/r 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.07 Vert(TL) -0.00 1 n/r 180 BCLL 0.0 • Rep Stress lncr YES WB 0.13 Horz(TL) 0.01 26 n/a n/a BCDL 5.0 Code IBC2006/TP12002 (Matrix) Wind(LL) -0.00 1 n/r 90 Weight:236 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 x 4 DF Std G'Except` WEBS 1 Row at mldpt 14-37 14-37,13-38,12-39,11-41,15-36,16-35,17-34:2 x 4 DF No 1&Btr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All beatings 34-0-0. (Ib)- Max Horz2=123(LC 7) • Max Uplift All uplift 100 lb or less at joint(s)2,38,39,41,42,43,44,45,46,47,36,35,34,33,32,31, 30,29,28 except 48=-110(LC 7),27=-130(LC 8) Max Gray All reactions 250 lb or less at joint(s)26,2,37,38,39,41,42,43,44,45,46,47,36,35,34, 33,32,31,30,29,28 except 48=285(LC 1),27=310(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf,BCDL=3.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 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 1-2002. 3)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. gOP R()F F 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 loads10)•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 an other members. 11)A plate rating reduction of 20%has been applied for the green lumber members. CC 1 jj %' r- 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,38,39,41,42, 43,44,45,46,47,36,35,34,33,32,31,30,29,28 except(jt=lb)48=110,27=130. 13)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. //? 14)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. A OR• • ,`cJ� LOAD CASE(S) Standard TF • 21 (`� MFR S.1\NG EXPIRATION DATE:06/30/12 August 25,2010 1 l A WARNING-Per*design parameters and READ NOTES ON THIS AND INCLUDED M17ER REFERENCE PAGE MI1 7471 rev.10-V8 BEFORE 0306. Design valid for use only with Milek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicabiity of design param enters and proper incorporation of component is responsibility of buidng designer-not truss designer.Bracing shown k for lateral support of individual web members only.Additional temporary bracing to insure stab illy during construction is the responsisility of the ek• erector.Additional permanent bracing of the overall structure is the responsibility of the buiding designer.for general guidance regarding •osw.w.rw.owra fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/Tell Quality Criteria,054.89 and 4CSI Building Component 7777 Greenback Lane,Suite 109 Safety Information avaiable from Truss Plate Institute,281 N.Lee Street.Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95810 • Job Truss Truss Type Qty Ply Centex-Summeraeek Bid 11 Roof R32090362 B101122 CO2 DBL FINK 3 1 I Job Reference(optional) Pro-Build Clackamas Truss,Cladkamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:06:37 2010 Page 1 ID:OyHOCrvlktcnG9g2 BJn4CjykKDm-Oy HOCMktcnG9g2BJn4CjfRxa2obsgLdm EFSykKDm 11-0-01 6-0-4 11.62 17-0-0 i 22314 i 27-11-12 I 34-0-0 1 .00 6-0-4 5-5-14 5-5-14 5.514 5-5-14 6-0-4 58.9.1 65.0 • 4116= e too/2 B 30 • 3x4 Q 5 at 7 • 3x8 5 _ 4 11\1p1/- 0-4\\ c* 234// 3 a 2 \ /14 15 18 13 17 12 18 11 19 20 10 5x10= = 3x4= 4x4= 5x8 we= 4x4= 3x4= 5510 7-1-7 1348 I 20-3-8 26.10-9 I 34-0-0 l 7-1-7 6-7-1 8-7-1 8-7-1 7-1-7 Plate Offsets(X,Y): f2:0-1-15,Edgel,(6:0-3-0,0-1-81,19:0-1-15,Edge),111:0.1-8.0-2-01.113:0-1-8,0-2-0) LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Lid PLATES GRIP TCLL 25.0 (Roof Snow=25.0) Plates Increase 1.15 TC 0.80 Vert(LL) -0.35 11-13 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.96 Vert(TL) -0.63 11-13 >643 180 BCLL 0.0 • Rep Stress Incr NO WB 0.55 Horz(TL) 0.15 9 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight 168 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-9-5 oc purlins. BOT CHORD 2 x 4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 8-1-8 oc bracing. WEBS 2 x 4 OF Std G MiTek recommends that Stabilizers and required cross bracing OTHERS 2 x 4 OF Std G be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1866/0-5-8 (min.0-2-0),9=1777/Mechanical Max Horz2=123(LC 7) - Max Uplif2=-447(LC 7),9=-390(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3438/721,3-4=-3283/743,4-5=-3126/762,5-21=-2802/650,6-21=-2792/668, 6-7=-2803/671,7-8=-3297/774,8-9=-3451/733 BOT CHORD 2-14=-669/2963,14-15=-509/2616,15-16=-509/2616,13-16=-509/2616, 13-17=-295/2009,12-17=-295/2009,12-18=-295/2009,11-18=-295/2009, 11-19=426/2619,19-20=426/2619,10-20=-426/2619,9-10=583/2977 WEBS 3-14=2861183,5-14157/407,5-13=-667/288,6-13=-312/1223,6-11=-314/1242, 7-11=687/292,7-10=169/422,8-10=292/188 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. • 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� P R��FS 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 E will fit between the bottom chord and any other members,with BCDL=5.0psf. cJ4 N( 1 N s/0 7)A plate rating reduction of 20%has been applied for the green lumber members. C. 9 'L 8)Refer to girder(s)for truss to truss connections. 4c,r 9 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) Q 1 Job Truss Truss Type Qty Ply Centex-Summercreek Bid 11 Roof R32090362 B101122 CO2 DBL.FINK 3 1 Job Reference(optional) Pro-Build Clackamas Truss,Cladcamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:06:37 2010 Page 2 I D:OyHOC rvlktcnG9g2 BJn4CjykKDm-Oy HOC rvl ktcnG9g2 BJn4CjfRxa2obsgLd m EFSyk KDm LOAD CASE(S) Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 - Uniform Loads(plf) Vert:2-15=-10,15-16=-50,16-17=10,17-18=-50,18-19=-10,19-20=-50,9-20=-10,1-6=-70,6-9=-70 Concentrated Loads(Pb) Vert:17=-275(F)18=-275(F) • • A WARNING Verify deign parmnetcra and READ NOTES ON TIES AND INCLUDED MITEK REFERENCE PAGE FIII-747.7 rile.10-US BEFORE USE. Design valid for use only with MiTek connectors.This designs based only upon parameters shown,and is for an individual bulding component. Applicobtity of design param enters and proper incorporation of component is responsibility of bufding designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsbility of the erector.Additional permanent bracing of the overall structure is the responsibility of the bufding designer.For general guidance regarding fabrication,qualify control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,058-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information avofable from Truss Plate Institute,281 N.Lee Sheet,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95810 Job Truss Truss Type Qty Ply Centex-Summercreek Bld 11 Roof R32090363 B101122 CO3 DBL.FINK 6 1 Job Reference(optional) Pro-Build Clackamas Truss,Claccamas.OR 97015-1129 7240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09.06:38 2010 Page 1 ID:U8rPPBwNVBkeuJPEI01JIxykKDI-U8rPPBwNVBkeuJPEI01JIxCcc_02KJyVrMWoouykKD1 {1-0-0{ 6-0-4 1 11-6-2 I 17-0-0 22-5-14 27-11-12 34-0-0 ?5.0-01 Y-0-0 8-0-4 5-5-14 5-5-14 5-5-14 5-5-14 6-0-4 1-0-0 Scale=1655 4.6= 6 600 3 144 i 344 7 - 3.6 3x6 li 2x4\\ e♦ e'! 2x!// 9 2 10 i)1 / r. 11-11 r r: \ 11(y C0C 16 17 18 15 19 '164 A 20 13 21 72 12 ie-.4 5.10= 3,4= 4x4= 5.8 W9= 444= 3x4= 5410= 7-1-7 13.8-8 I 20-3-8 i 28-10-9 I 34-0-0 { 7-1-7 8-7-1 6-7-1 6-7-1 7-1-7 Plate Offsets(X,Y): 12:0.1-15,Edgel,J6:0-3-0,0-1-8),110:0-1-15,Edge),(13:0-1-8,0-2-01,05:0-1-8,0-2-01 LOADING(psf) SPACING 2-0-0 CSI I DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 (Roof Snow=25.0) Plates Increase 1.15 TC 0.80 Vert(LL) -0-35 13-15 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.96 Vert(TL) -0.62 13-15 >645 180 BCLL 0.0 • Rep Stress Ina NO WB 0.55 Horz(TL) 0.15 10 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight:169 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-9-7 oc puffins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 8-2-4 oc bracing. WEBS 2 x 4 DF Std G MiTek recommends that Stabilizers and required cross bracing OTHERS 2 x 4 DF Std G be installed during truss erection,in accordance with Stabilizer _Installation guide. _ _ _ REACTIONS (lb/size) 2=1864/0-5-8 (min,0-2-0),10=1864/0-5-8 (min.0-2-0) Max Horz 2=-114(LC 8) . Max Uplift2=-447(LC 7),10=-447(LC 8) FORCES (lb)-Max.Comp./Max,Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-34351720,3-4=-3279/742,4-5=-3123/761,5-6=-2799/668,6-7=-2799/668, 7-8=-3123/761,8-9=-3279/743,9-10=-3435/720 BOT CHORD 2-16=-659/2960,16-17=-499/2613,17-18=-499/2613,15-18=-499/2613, 15-19=-285/2006,14-19=-285/2006,14-20=-285/2006,13-20=-285/2006, 13-21=-415/2613,21-22=-415/2613,12-22=-415/2613,10-12=-546/2960 WEBS 3-16=-286/183,5-16=-157/407,5-15=-682/288,6-15=-312/1238,6-13=-312/1238, 7-13=-682/288,7-12=-158/407,9-12=-286/183 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.0psf:h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp Be Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. - 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. �� D PRO FS 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 F will fit between the bottom chord and any other members,with BCDL=5.Opsf. �'` GINE. S/ 7)A plate rating reduction of 20%has been applied for the green lumber members. � 'GN 9 �� 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b) 4L � -V 2=447.10=447. Q 1•1 .'E7 i 9)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)275 lb down and 54 lb up at • 15-0-0,and 275 lb down and 54 lb up at 19-0-0 on bottom chord. The design/selection of such connection device(s)is the • 0- responsibility of others A3 OR %0 •- .�0) 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ACC .i. 1- ill Continued on page 2 EXPIRATION DATE: 06/30/12 August 25,2010 A WARNING-Verify deign parcrmetera and READ NOTES ON FINS AND INCLUDI:I)MITER REFERENCE PAGE 1HI.7471)neo.10-08 BEFORE USE. NI, Design valid for use only with MiTek connectors.This design 6 based only upon parameters shown,and 6 for an individual budding component. App icabdity of design commenters and proper incorporation of component is responsibility of budding designer-not truss designer.Bracing shown Is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction Is the responvbdlity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information evadable from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA.95610 Job Truss Truss Type Qty Ply Centex-Summeraeek Bld 11 Roof R32090363 B101122 CO3 DBL.FINK 6 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:06:38 2010 Page 2 ID U8rPPBwNVBkeuJPEl01JIxykKDI-UBrPPBwNVBkeuJPE10IJIxCck_02KJyVrMWoouykKDI LOAD CASE(S) Standard 1)Snow:Lumber Inaease=1.15,Plate Inaease=1.15 Uniform Loads(plf) Vert:2-17=-10,17-18=-50,18-19=-10,19-20=-50,20-21=-10,21-22=-50,10-22=-10,1-6=-70,6-11=-70 Concentrated Loads(lb) Vert:19=-275(F)20=-275(F) s 1 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1E1-7473 ree.1O'O8 EEFORE USE. Design valid for use only with Milek connectors.The design is based orly upon parameters shown.and is for an individual budding component. Applicabiity of design paramenters and proper incorporation of component is responsibility of building designer-not buss designer.Bracing shown e for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek. erector.Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regarding ierrsa._mama.. fabrication,quality control.storage.delivery,erection and bracing.consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane.Suite 109 Solely Information available from Truss Plate Institute,281 N.Lee Stree',Suite 312,Alexandria,VA 22314. Citrus Heights.CA,95810 Job Truss Truss Type Qty Pty Centex-Summercreek Bld 11 Roof R32090364 B101122 C04 GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Cladcamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:06:44 2010 Page 1 ID:JICggE?841 UocEtO5HPk7 CykKDf-JICggE7841UocEtO5HPk?CSiZPapk6xNDIz6?YykKDf 17-0-0 34-0.0 /11:00:00i 17-0-0 17-0.0 • 454= Scale-117A 6.90 12 14 13 15 12 - 18 3,6 4 11 - 17 3x6 16 9 70 19 Y- '•. 20 7 21 6 _ 22 5 23 4 - N 2 �IN _ _ obi 26 5x10= 46 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 5.10 356= 340.0 34-0-0 Plate Offsets(X.Y): [2:0-1-15,Edeel.19:0-2-1,Edge1,119:0-2-1,EdgeL(26:0-1-15.Edael LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.46 Vert(LL) -0.00 1 n/r 180 MT20 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.43 Vert(TL) 0.00 1 n/r 180 TCDL 10.0 Rep Stress Incr YES 1 WB 0.13 Horz(TL) 0.04 37 n/a n/a BCLL 0.0 ' Code IBC2006/TP12002 (Matrix) Wind(LL) -0.00 1 n/r 90 Weight:236 lb FT=10% BCDL 5.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc purlins. BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 3-6-15 oc bracing. OTHERS 2 x 4 DF Std G'Except WEBS 1 Row at midpt 14-37 14-37,13-38,12-39,15-36,16-35:2 x 4 DF No.18Btr G QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE REACTIONS All bearings 34-0-0. SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. • (Ib)- Max Harz 2=123(LC 23) Max Uplift All uplift 100 lb or less at joint(s)38,39,41,42,43,44,45,46,47,36,35,34,33,32,31,30, 29,28 except 26=-1735(LC 23),2=-1772(LC 18),48=-141(LC 23),27=-161(LC 24) Max Gray All reactions 250 lb or less at joint(s)37,38,39,41,42,43,44,45,46,47,36,35,34,33,32, 31,30,29,28 except 26=1862(LC 16),2=1946(LC 15),48=315(LC 12),27=340(LC 13) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3968/3846,3-4=3063/3031,4-5=-2718/2738,5-6=-2432/2458,6-7=-2116/2179, 7-8=-1817/1901,8-9=1519/1622,9-10=-1247/1359,10-11=-1232/1344, 11-12=-933/1065,12-13=-637/790,13-14=-343/479,14-15=-3441475,15-16=-637/777, 16-17=-933/1044,17-18=-1233/1314,18-19=-1222/1320,19-20=-1519/1584, 20.21=-1817/1859,21-22=-2116/2137,22-23=-2414/2416,23-24=-2676/2665, 24-25=-303712988,25-26=-3928/3784 BOT CHORD 2-48=-3380/3526,47-48=-2660/2766,46-47=-2377/2526,45-46=-2127/2259, 44-45=-1860/1993,43-44=-1593/1726,42-43=-1327/1459,41-42=-1060/1193, 40-41=-793/926,39-40=-553/686,38-39=-527/659,37-38=-260/393,36.37=-260/393, 35-36=-527/659,34-35=-793/926,33-34=-1060/1193,32-33=-1327/1459, 31-32=-1593/1726,30-31=-1860/1993,29-30=-2127/2259,28-29=-2393/2526, • 27-28=-2660/2793,26-27=-3393/3526 �� c. PR OP Ss WEBS 3-48=253/148,25-27=-265/157 CO EG�NEF9 NOTES ("3.. 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; Ct" , cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 /4 j E 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 budding designer as per ANSI/TPI 1-2002. / 3)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 ()' 4. 4)Unbalanced snow loads have been considered for this design. '(%� ORE 5)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs .p Jc non-concurrent with other live loads. '9/ '17,- R ,k 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. R S. 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. Continued on page 2 - EXPIRATION DATE: 06/30/12 August 25,2010 � 1 A WARNING-Verify design parameters wed READ AWED ON 1186 AND INCLUDED MITER REFERENCE PAGE WI 7473 rev,10-r08 BEFORE USE. --- • Design valid for use only with MiTek connectors.This designs based only upon parameters shown,ands for an individual buiding component. Appiicabiity of design poram enters and proper incorporation of component is responsibiity of buiding designer-not truss designer.Bracing shown k for lateral support of individual web members only.Additional temporary bracing to insure stabiity during constructions the responskrillity of the MiTek erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding .a fabrication,qualify control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,OS8.89 and SCSI Building Component 7777 Greenback Lane.Suite 109 Safely Information avatable from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Centex-Summercreek Bid 11 Roof R32090364 B101122 C04 GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss.Cladcamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industnes,Inc. Wed Aug 25 0906.44 2010 Page 2 ID JICggE?841 UocEtO5HPk?CykKDf-JICggE?841UocEt05HPk?CSiZPapk6xNDIz6?YykKDf NOTES 10)•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. 11)A plate rating reduction of 20%has been applied for the green lumber members. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s)38,39,41.42,43,44,45,46,47,36,35.34,33,32,31,30, 29,28 except(jt=lb)26=1735,2=1772,48=141,27=161. 13)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14)This truss has been designed for a total drag load of 200 plf Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 34-0-0 for 200 0 plf. 15)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WARNIM:.Verify design parameters and READ NOTES ON 71115 AND INCLUDED MIEK REFERENCE PAGE 691 T 7473 rev.IO-U8 BEFORE USE. mil Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during constructicn is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regarding fabrication.quality control.storage.delivery.erection and bracing.consult ANSI/TPI1 Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Infofmatlon available from Truss Plate Institute.281 N.Lee Street.Suite 312.Alexandria.VA 22314. Citrus Heghts.CA,95610 Job Truss Truss Type Qty Ply Centex-Summercreek Bld 11 Roof R32090365 8101122 001 GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Cladcamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:06:45 2010 Page 1 ID:nUm2ta7mrLceEOSbf wzXPykKDe-nUm2ta7mrLceEOSbf wzXP_zwpOgTbSXSyigXykKDe 1 -1-0.0 4-1-10 7-10-8 12-0-0 I 13.0.0 1-0.D 4-1.10 3-8.12 4.1-10 1-0-0 Seale=1'.26.6 • h4— 4 Zr4 II 6 SW 6 i - 26411 1' 3 L Y • 8.00 12 I 7 •4 II h V • ggI 2 Mil w N ■ to \\ 3 l • 13 12 it 10 376 11 2x4 11 2x4 11 2,54 I I 2x4 11 7x6 I 4-1-10 1 7-10-6 1 12-0.0 4-1-10 3-8-12 4-1-10 Plate Offsets(X,Y): 12:0-3-0,0-0-41.14:0-1-9,0-1-121.(6:0-1-11,0-1-121,(8:0-3-0,0-0-41 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.10 Vert(LL) -0.00 9 n/r 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.06 Vert(TL) -0.00 9 n/r 180 BC LL 0.0 ' Rep Stress Ina NO WE 0.05 Horz(TL) 0.00 8 n/a n/a BCDL 5.0 Code IBC2006/TP12002 (Matrix) Wind(LL) 0.00 9 n/r 90 Weight:53 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except BOT CHORD 2 x 4 DF No.1&Btr G 2-0.0 oc puffins(6-0-0 max.):4-6. OTHERS 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracng. WEDGE MiTek recommends that Stabilizers and required cross bracing Left:2 x 4 DF Std,Right:2 x 4 DF Std be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 12-0-0. • (Ib)- Max Horz 2=-88(LC 3) Max Uplift All uplift 100 lb or less at joint(s)2,8,11,12,10 except 13=-123(LC 5) Max Gray All reactions 250 lb or less at joint(s)2,8,11,12,10 except 13=275(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)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 1-2002. 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)•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. • 9)A plate rating reduction of 20%has been applied for the green lumber members. P R 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,8,11,12,10 ���D u/ES except(jt=lb)13=123. c GIN -o-.0 S/ 11)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. V -5.0,,. 9 � 12)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. y 13)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. Q fi-I P E' r LOAD CASE(S) Standard /1 `F ff y -o -o ORE ,t i FMi A G MFR S.1\N 1 EXPIRATION DATE:06/30/12 • August 25,2010 • • A WARNING-Verify design parasnders and READ NOTED ON 77BS AND INCLUDED DEFER REFERENCE PAGE 1411-747rep.1-7473 r .10-'08 BEFORE USE. - Design valid for use only with Mirek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicabiity of design parom enters and proper incorporation of component is responsibiity of buid'ng designer-not truss designer.Bracing shown '6s for lateral support of individual web members only.Additional temporary bracng to insure stabiity during construction's the responsbillity of the MiTek, erector.Additional permanent bracing of the overall structure is the responsibility of the buiding designer.For general guidance regarding r..�.+.....nar.- fabrication,quality control.storage,delivery,erection and bracing.consult ANSI/TPII Qualify Criteria,056-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Sat.ty Information (scalable from Truss Plate Institute,281 N.Lee Street.Suite 312,Alexandria.VA 22314. citrus Heights,CA,951310 Job Truss Truss Type Qty Ply Centex-Summeraeek Bid 11 Roof R32090366 B101122 002 COMMON 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:06:46 2010 Page 1 ID:FhKQ5w0OcekVsY0nDiRC4dykKDd-FhKQ5w0OcekVsYOnDiRC4dX24DB8CzNghcSD4RykKDd I e-o-o I 12-00 1 13-00 I 6.0-0 8-0-0 1-0-0 NO I I Sc•h•1:76.2 a 2 AI e 6.00 12 • • t IIIIIIh,.. 3 s�111 111111 III !I1 4 6 7 6 a 9 tit,n0 h6 HUS26 HUS26 355 II HUS26 HUES m HUS26 HUS26 e-0-0 12-0-0 I 6.0-0 0-0-0 Plate Offsets(X,Y): [1:0-1-7,0-2-0],[3:0-1-7,0-2-01,15:0-4-12,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0 46 Vert(LL) -0.08 1-5 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.75 Vert(TL) -0.16 1-5 >845 180 BCLL 0.0 • Rep Stress Inc: NO WB 0.33 Horz(TL) 0.02 3 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight:104 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 6 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF No.18Btr G REACTIONS (lb/size) 1=5074/0-5-8 (min.0-2-8),3=4029/0-5-8 (min.0-2-0) Max Horz 1=-129(LC 3) Max Uplift)=-1290(LC 5),3=-1020(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=4514/1152,2-3=-4515/1158 BOT CHORD 1-6=-863/3601,6-7=-863/3601,5-7=-863/3601,5-8=-863/3601,8-9=-863/3601, 3-9=-863/3601 WEBS 2-5=-1198/4725 NOTES 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2 x 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-7-0 oc. Webs connected as follows:2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide P R • will fit between the bottom chord and any other members. Q Op 7)A plate rating reduction of 20%has been applied for the green lumber members. �. S' 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) ��`D- �NG'I NE-; 137„. 1=1290,3=1020. 9 9)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/7P1 1. 4C- 1 6)0":d•- ` 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 11)Use Simpson Strong-Tie HUS26(14-10d Girder,4-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 0-2-12 from the left end to 10-1-4 to connect truss(es)CO3(1 ply 2 x 4 DF) to back face of bottom chord. 12)Fill all nail holes where hanger is in contact with lumber. 00, rr R G01 LOAD CASE(S) Standard AO 2� 1/' ->\ 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 1 VIBE ' Z- (7� Uniform Loads(plf) r/' S IN‘ 4C1 1-2=-70,2-4=-70,1-3=-10 Continued on page 2 ( EXPIRATION DATE:06/30/12 August 25,2010 4 A WARNING•Verdi design parameters end READ NOIES ON 711/S AND INCLUDED MITER REFERENCE PAGE 1411-74 la rev.10-b8 BEFORE USE. --.• - Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for on individual bulding component. Applicabiify of design paramenters and proper incorporation of component is responsibility of building designer-not buss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction's the responsbllity of the _MI ele erector.Additional permanent bracing of the overall structure is the responsibility of the bulding designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/M1 qualify Criteria.DSB-89 and 1051 Building Component 7777 Greenback Lane,Suite 109 Safety Inlarmatton avaiable from Truss Plate Institute,261 N.Lee Street,Suite 312.Alexandria.VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Centex-Summeraeek Bld 11 Roof R32090366 8101122 D02 COMMON 1 2 Job Reference(optional) Pro-Build Clackamas Truss,Cladkamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries.Inc. Wed Aug 25 09.06:46 2010 Page 2 ID:FhKQ5w0OcekVsYOnDiRC4dykKDd-FhKQ5wOOcekVsYOnDiRC4dX24DB8CzNghcSD4RykKDd LOAD CASE(S) Standard Concentrated Loads(lb) Vert:1=-1340(B)3=-103 5=-1330(B)6=-1330(B)7=-1330(B)8=-1330(B)9=-1330(B) • • • 1 r A WARNING-Verify/design parameters erne IREAD NOM S ON MIS AND INCLUDED WIFE REFERENCE PAGE WI 7473 rev.I0-'08 BEFORE USG. Design valid for use only with MiTek connectors.This design's based only upon parameters shown,and is for an individual building component. Applicabiity of design param enters and proper incorporation of component is responsibility of budding designer-not truss designer.Bracing shown k for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibMiry of the Mk" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-139 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information avadable from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,951510 Job Truss Truss Type Qty Pty Centex-Summercreek Bld 11 Roof R32090367 B101122 E01 GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:06:47 2010 Page 1 ID:jfuolGI ONytMTi bzn Py Rcgy kK Dc-jtuo lG 1 O NytMTibzn Py Rcg4 J7ch HxVggwGBmctykKDc -1-0-0 58-0 11-2-0 12-0-0 I 1-0-0 I 58-0 I 5-6-0 1-0-0 1 444= Scale.132.9 - 4 2,4 I 5 2.4 1t SAO 57. 7 41 r r r r li li 10 9 s 356 II 254 I I 2x4 I I 2,4 3x6 I I 11.0.0 1 11-0-0 Plate Offsets(X.Y): 12:0-3-0.0-0-41.16:0-3-0.0-0-41 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.12 Vert(LL) 0.00 7 n/r 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.06 Vert(TL) 0.01 7 n/r 180 BCLL 0.0 • Rep Stress Incr NO WB 0.06 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2006ITPI2002 (Matrix) Wind(LL) 0.00 6 n/r 90 Weight:49lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 x 4 DF Std G MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection,in accordance with Stabilizer Left:2 x 4 DF Std,Right:2 x 4 OF Std Installation guide. REACTIONS All bearings 11-0-0. (lb)- Max Horz 2=113(LC 3) 2 Max Uplift All uplift 100 lb or less at joint(s)2.6 except 10=-140(LC 5),8=-139(LC 6) Max Gray All reactions 250 lb or less at joInt(s)2,6,9 except 10=275(LC 1),8=275(LC 1) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. e NOTES 11 Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCOL=4.2psf;BCDL=3.Opsf;h=25ft;Cat II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)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 1-2002. 4)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 2-0-0 oc. 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.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. 8)A plate rating reduction of 20%has been applied for the green lumber members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,6 except(jt=lb) • 10=140,8=139. nj O PR 10)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ��� GIN ss/ 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. ��� `ill / 9 Q2 LOAD CASE(S) Standard •=• 17 r i fie 41 4 • • I C41 ER S.S%NC' EXPIRATION DATE:06/30/12 ) . August 25,2010 I ■ A WARNING.Ver Ify design parameters and READ NOTES ON 71115 AND INCL UM.)MITER REFERENCE PAGE MI1 7473 rev.I0-'08 BEFORE Ulla NI. Design valid for use only with MiTek connectors.This design a based only upon parameters shown,and is for an individual buiding component. Applicabiity of design paramenters and proper incorporation of component is responsiblity of buiding designer-not truss designer.Bracing shown S for lateral support of individual web members only.Additional temporary bracing to insure stabtity during construction is the responsibility of the MiTek' erector,Additional permanent bracing of the overall structure is the responsibility of the buiding designer.For general guidance regarding fabrication.quality control,storage,delivery,erection and bracing.consult ANSI/TP11 Qualify Criteria.D5B-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 Job (Truss 'Truss Type Qty Ply Centex-Summercreek Bld 11 Roof R32090368 B101122 E02 HOWE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas.OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09.06:48 2010 Page 1 ID B3SBWc2e8G?D5sA9K6Tg92ykKDb-B3SBWc2e8G?D5sA9K6Tg92cSJOyWgjMz8wxK8JykKDb 2-11-11 5-6-0 8-0-5 11-0-0 ' 2.11-11 i 2-6-5 I 2-6-5 2-11-11 Scale=1 31 6 • 456 II 3 • 1. 6 co[2 356% 3a6 1 2 11 1 5 1 I 166.._ . tr '11�1'I�/II-L1I-III` a OM 9 10 11 12 ►N, 6 7 6 11033/ HUS26 356 ii HUS26 656= 356 II 4510►�• 11U526 68526 HUMS 2-11-11 i 5-6-0 8.0.5 1 11-0.0 2-11-11 2-6-5 2-6-5 2-11-11 Plate Offsets(X,Y): [1:Edoe,0-1-121,[2:0-2-8,0-1-81,14:0-2-8,0-1-81,[5:Edge,0-1-121,17:0-4-0,0-3-121 LOADING(psf) I SPACING 2-0-0 CSI DEFL in (lac) I/deft L/d PLATES GRIP TCLL 25 0 Plates Increase 1.15 TC 0.22 Vert(LL) -0 04 7-8 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.38 Vert(TL) -0 08 7-8 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 1.00 Horz(TL) 0.02 5 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 I (Matrix) Weight:118 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No 18Btr G TOP CHORD Structural wood sheathing directly applied or 5-7-12 oc purlins. BOT CHORD 2 X 6 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Std G REACTIONS (lb/size) 1=4314/0-5-8 (min.0-2-2),5=5085/0-5-8 (min.0-2-8) Max Horz 1=108(LC 4) Max Uplift 1=-961(LC 5).5=-1190(LC 6) FORCES (Ib)-Max.Comp./Max.Ten -All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-5976/1396,2-3=-4281/1038,3-4=-4284/1039,4-5=-6078/1421 BOT CHORD 1-9=-1111/4722,8-9=-1111/4722,8-10=-1111/4722,7-10=-1111/4722,7-11=-1096/4814, 6-11=-1096/4814,6-12=-1096/4814,5-12=-1096/4814 • WEBS 2-8=-460/2041,3-7=-1089/4521,4-6=-490/2161,2-7=-1554/427,4-7=-1673/456 NOTES 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2 x 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-4-0 oc. Webs connected as follows:2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design 4)Wind:ASCE 7-05;100mph,TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �� P R FS will fit between the bottom chord and any other members. =D OF 7)A plate rating reduction of 20%has been applied for the green lumber members. K c5' 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) ���� �NG[NEa 5 �0 1=961,5=1190. '17 - 9)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Ct- 1.:• I r.E 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss /".... 11)Use Simpson Strong-Tie HUS26(14-10d Girder,4-10d Truss)or equivalent spaced at 2-0-0 oc max.starting at 2-0-12 from the left end to 10-0-12 to connect truss(es)A03(1 ply 2 X 4 DF) to back face of bottom chord. 12)Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 'O l 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 9<,A. t � Uniform Loads(plf) off-- Sr `\N �i Vert:1-5=-10,1-3=-70,3-5=-70 Continued on page 2 EXPIRATION DATE:06/30/12 August 25,2010 0 WARNING Verify design parameters and READ NOTES ON 71115 AND INCLUDED PRIM REFERENCE PAGE MU 7473 rev.10-'08 BEFORE USE. ' • Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an ind'rvidual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek"ek" erector.Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regarding .a fabrication.quality control.storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Crltena,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute.281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA.95610 Job Truss Truss Type Qty Ply Centex-Summercreek Bld 11 Roof R32090368 B101122 E02 HOWE 1 2 Job Reference(optional) Pro-Build Clackamas Truss,Cladkamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:06:48 2010 Page 2 ID:B3SBWc2e8G?D5sA9K6Tg92ykKDb-B3SBWc2e8G?D5sA9K6Tg92cSJ0yWgjMz8wxK8JykKDb LOAD CASE(S) Standard Concentrated Loads(lb) Vert:1=-119 6=-1687(B)9=-1687(B)10=-1687(B)11=-1687(B)12=-1687(B) • • • a 4 ► A WARNING-Yerr*desk tpormneters mad READ NUM ON TIRE AND INCLUDED 111773KRBABRBNCB PAGE NSI-747J reg.10-V8 BBPORB UM mit • Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual budding component. Applicability of design param enters and proper incorporation of component is responsibility of budding designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsiodlity of the MTek• erector.Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 • Job Truss Truss Type Qty Ply Centex-Summeraeek BId 11 Roof R32093369 B101122 F01 GABLE 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Cladsamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:06:482010 Page 1 ID:B3SBWc2e8G?D5sA9K6Tg92ykKDb-B3SBWc2e8G?D5sA9K6Tg92cUp01Ngyyz8wxK8JykKDb -1-0- 1-0-o I 1-0-0 1-0-0 Scale=l 8 7 • /x8 4 3 6.00 122 _. 4 3x+= 1-0-0 1-0-0 Plate Offsets(X,Y): 13:0-2-13,0-2-121 LOADING(psi) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.12 Vert(LL) 0.00 1 n/r 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.00 Vert(TL) -0.01 1 n/r 180 BCLL 0.0 a Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code IBC2006/TP12002 (Matrix) Wind(LL) 0.00 1 n/r 90 Weight:51b FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No 18Btr G TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins, except BOT CHORD 2 x 4 DF No 18Btr G end verticals. WEBS 2 x 4 DF Std G 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) 4=-99/1-0-0 (min.0-1-8),2=234/1-0-0 (min.0-1-8) Max Horz 2=42(LC 5) Max Uplift4=-99(LC 1),2=-145(LC 5) Max Grav4=73(LC 5),2=234(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed.Lumber DOL=1.33 plate grip DOL=1.33 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 1-2002. 3)Gable requires continuous bottom chord bearing. 4)Gable studs spaced at 2-0-0 oc. 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.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. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4 except(jt=lb) • 2=145. P R 9)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ���D Q/�FS, 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. �0"\ 0AG)► E�9 c5' /O2 LOAD CASE(S) Standard "L' 'y 1r ��.ee=E r -off 0= IP • 'C5 9 €R s :s`N�� EXPIRATION DATE:06/30/12 August 25,2010 0 t A WARNING•Verify design parmnetea sin READ 1V MS ORIN:I/SAND INCLUDED NITER REFERENCE PAGE Nf1.747J rrw.10'08 BEFORE USE Design valid for use only with MiTek connectors.This design's based only upon parameters shown,and is for an individual balding component. Applicability of design paramenters and proper incorporation of component is responsibiity of buidng designer-not truss designer.Bracing shown 6 for lateral support of individual web members only.Additional temporary bracing to insure stability during construction b the responsbtlily of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the balding designer.For general guidance regarding *a fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,000.89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information avaiable from Truss Plate Institute.281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA,95610 Job Truss Truss Type Qty Ply Centex-Summercreek Bld 11 Roof R32090370 B101122 F02 MONO TRUSS 3 1 Job Reference(optional) Pro-Build Clackamas Truss,Cladcamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:06:49 2010 Page 1 ID.fGOZjx2HvZ74j?IMuq_vi FykKDa-fGOZjx2HvZ74j?IMugvi F9foQ NaPPC6NagtglykKDa -1-0-0 1-0-0 1 1-0-0 1-0-0 Scak•1 9.7 • 444 i 3 (A0 12 Z '. ildArd= MW- 4 344= 00 1-0-0 Plate Offsets(X,Y): 13:0-2-13,0-2-121 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.07 Vert(LL) -0.00 2 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.00 Vert(TL) -0.00 2 >999 180 BCLL 0.0 • Rep Stress!nor YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight:5 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins, except BOT CHORD 2 x 4 DF No.18Btr G end verticals. WEBS 2 x 4 DF Std G 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) 4=-15/0-5-8 (min.0-1-8),2=153/0-5-8 (min.0-1-8) Max Horz 2=42(LC 5) Max Uplifl4=-15(LC 1),2=-89(LC 5) Max Grav4=22(LC 5),2=153(LC 1) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. • NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)•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. 4)A plate rating reduction of 20%has been applied for the green lumber members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,2. 6)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 7)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 9,0) PRQpe LNGIN 9 /0 r ,r4.OT 9� FM ' MFRS ' EXPIRATION DATE:06/30/12 August 25,2010 � d A WARNING'Verify deign parameter.and READ NOTES ON MIS AND INCLUDED MTER REFERENCE PAGE 1411.7473 roe.10'08 BEFORE USE. 1111. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual budding component. Applicability of design param enters and proper incorporation of component is responsibility of budding designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Sheet Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Centex-Summercreek Bld 11 Roof R32090371 B101122 G01 GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Cladramas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:06:49 2010 Page 1 ID:f G0Zjx2HvZ74j?IMuc_viFykKDa-fGOZjx2HvZ74j?IMuq_vi F9dgQMkPPF6NagtglykKDa -1-0-0 I 4-3-12 I 8.7-8 I 9-7-8 1-0-0 4-3-12 4-3-12 1-0-0 Scab=126 7 • 134 3 • r, em 1x 2.s II 211 II • 4 ■I1 NI NI 111 ,N 2x411 6 2v4 II E, 2.4 II 314= 334= 4-3-12 8-7-8 4-3-12 4-3-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.23 Vert(LL) -0.01 2-6 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.12 Vert(TL) -0.01 2-6 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0.06 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight:37 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Std G MiTek recommends that Stabilizers and required cross bracing OTHERS 2 x 4 DF Std G be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=413/0-5-8 (min.0-1-8),4=413/0-5-8 (min.0-1-8) Max Horz 2=87(LC 4) Max Uplift2=-138(LC 5),4=-1 38(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-356/66,3-4=-356/66 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3 Opsf;h=25f;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)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 1-2002. 4)Gable studs spaced at 2-0-0 oc. 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.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. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=138,4=138. 9)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. • 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. (,0) PROFfiS' LOAD CASE(S) Standard �,\�.<°�NGI■ ��9 `f'/029 • l;z E A•pr- '-°v/itt'v Ao Or, 9 �F - - - 21 kid �F R S.1% � • ( EXPIRATION DATE:06/30/12 August 25,2010 � 1 0 WARNING'Vertfy design parameters and READ NOTES ON 71115 AND INCLUDED MITER REFERENCE PAGE 1411-1413 me.IO-'08 BEFORE USE. �• Design valid for use only with MTek connectors.This design is based only upon parameters shown,and a for an individual building component. Applicability of design param enters and proper incorporation of component Is responslblity of building designer-not truss designer.Bracing shown k for lateral support of Individual web members only.Additional temporary bracing to insure stability during construction b the responsibillity of the MiTek• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding +a Fabrication,qualify control,storage,delivery.erection and bracing,consult ANSI/TPI1 quality Criteria,058-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95810 Job Truss Truss Type Oty Ply Centex-Summercreek Bd 11 Roof R32090372 B101122 G02 COMMON 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Cladcamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:06:50 2010 Page 1 ID:7SZxwH3vgtFxK9KYSXWBETykKDZ-7SZxwH3vgtFxK9KYSXWBETioYgiA8sW GcEOODCykKDZ I -1-0-0 I 4.312 8-7-8 1-0-0 4-3-12 4-3-12 Seale•1'267 a 44 FI 600 12 rr 4 2 I ►z. ►z. ► . 52.4 ll ►►�. 3x4= Tr4= 4-3-12 1 e74 4-3-12 4-3-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.23 Vert(LL) -0.01 2-5 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.11 Vert(TL) -0.01 2-5 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight:31 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2 x 4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 4=316/0-8-0 (min.0-1-8),2=415/0-5-8 (min.0-1-8) Max Horz 2=96(LC 4) Max Uplift4=-76(LC 6),2=-139(LC 5) e FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-360/73,3-4=-337/66 NOTES • 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)•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. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4 except(jt=lb) 2=139. 7)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard � �NG� F9 /029 1:�PE • ` • ORE/4N ,.•` , 9( M'•ER 2 � MFR S.1‘" EXPIRATION DATE:06/30/12 August 25,2010 i r A WARNING•Verify design parameters and READ NOTES ON TIES AND INCLUDED MI7L'K REFERENCE PAGE 61II.747I rev.IO-'O8 BEFORE USE. 11111 Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of buiding designer-not truss designer.Bracing shown B for lateral support of individual web members only.Additional temporary bracing to insure stability during construction b the responsibility of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery.erection and bracing.consult A14SI/7911 Quality Cdferia,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.281 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type qty Ply Centex-Summercreek Bld 11 Roof R32090373 B101122 G03 COMMON 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Cladcamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:06:51 2010 Page 1 ID:ce7J8d4XRBNoyJvkOF1 NngykKDY-ce7J8d4XRBNoyJvkOF1 NngEymE2LtJ3Pqu9_IeykKDY 4-3-12 8-7-8 4-3-12 4-3-12 • _ Seal•1.26.7 444 2 • N 8.00 IV J 7 7A 4 3x4= 2,4 ii 3x4= 4312 1 8-7-8 4-3-12 4-3-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.27 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.11 Vert(TL) n/a - n/a 999 BCLL 0.0 • Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 3 nla n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight:30 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=201/8-5.0 (mm.0-1-8),3=201/8-5-0 (min.0-1-8),4=288/8-5-0 (min.0-1-8) Max Horz 1=-84(LC 3) Max Uplift1=-66(LC 5),3=-72(LC 6),4=-36(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)•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. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3,4. 7)Non Standard bearing condition. Review required. 8)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard \((:r‘kEO I P N R�EpE 9 pSs/0 9 6;,•/ / MFR s.1\r1 EXPIRATION DATE:06/30/12 August 25,2010 1 A WARNING-Verify design pmmrsetas and READ NOTES ON TIES AND INCLUDED MITER REFERENCE PAGE MII-%d 13 res.10-'08 ESFORE USE Design valid for use only with Welt connectors.Thh design's based only upon parameters shown,and a for an individual binding component. Applicability of design param enters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is fa lateral support of individual web members only.Additional temporary bracing to insure stability during construction h the responsbnlity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding .ew•.,o....n.� fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/T►Il Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Solely Intimation available from Truss Plate Institute,281 N.Lee Street,Suite 312.Alexandria.VA 22314. Citrus Heights,CA.95610 Job Truss Truss Type Qty Ply Centex-Summercreek Bld 11 Roof R32090374 B101122 KO1 GABLE 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Cladkamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:06:51 2010 Page 1 ID:ce7J8d4XRBNoyJvkOFlNngykKDY-ce7J8d4XRBNoyJvkOFINngExNE3PtJiPqu9 IeykKDY -1-0-0 5-0-0 1-0-0 5-0-0 Sal.1'21l 3 b1 11 pi II [ONt2 4 __ i1i .. 5 4 344= 244 I I 244 I I 5-0-0 5-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (hoc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.36 Vert(LL) 0.00 1 n/r 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.04 Vert(TL) 0.03 1 n/r 180 BCLL 0.0 • Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Wind(LL) -0.02 1 n/r 90 Weight:21 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, except BOT CHORD 2 x 4 DF No.18.Btr G end verticals. WEBS 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 x 4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 4=167/5-0-0 (min.0-1-8),2=259/5-0-0 (min.0-1-8),5=32/5-0-0 (min.0-1-8) Max Horz 2=119(LC 5) Max Uplift4=-87(LC 5),2=-92(LC 5) Max Grav4=167(LC 1),2=259(LC 1),5=95(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 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 1-2002. 3)Gable requires continuous bottom chord bearing. 4)Gable studs spaced at 2-0-0 oc. 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.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. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,2. 9)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 0 P R OFFS LOAD CASE(S) Standard ,44•� ' 04GI N i it ,y€R S. \NC" EXPIRATION DATE:06/30/12 August 25,2010 i A WARMM]-Verify design parameters and READ NOTES ON 77:11S AND INCLUDED AB LER REVERENCE PAGE 1411-7473 res.10-598 BEFORE UEE. - Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicabiity of design param enters and proper incorporation of component is responsiblity of buidng designer-not buss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to assure stablity during construction is the responsbllity of the MiTek" erector.Additional permanent bracing of the overaN structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and braceg.consult ANSI/T/11 quality Criteria,DSB-89 and sCSI Building Component 7777 Greenback Lane.Suite 109 Safely Information available from Truss Plate Institute,281 N.Lee Sheet,Suite 312,Alexandria,VA 22311. Citrus Heights,CA,95810 Job Truss Truss Type Qty Ply Centex-Summeraeek Bld 11 Roof R32090375 8101122 K02 MONO TRUSS 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Cladkamas,OR 97015-1129 7240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:06:52 2010 Page 1 ID:4rhhLz59CUVfaTUxZyYcJuykKOX-4rhhLz59CUVfaTUxZyYcJunAHdPhcmLZ3YvXH4ykKDX -1-0-0 5-0-0 1-0-0 5-0-0 e Scale•1 21.1 3114%4 2s1 II • 8.x 12 3 ie 2 IO 3.4= e 3114= 3-2-12 -5-8 5-e0 3-2-12 0-2-1i 1-6-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.09 Vert(LL) -0.00 2-6 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 2-6 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 6 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight:24 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, except BOT CHORD 2 x 4 DF No.1&Btr G end verticals. WEBS 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer _Installation guide. REACTIONS (lb/size) 2=188/0-5-8 (min.0-1-8),8=268/0-5-8 (min.0-1-8) Max Hors 2=119(LC 5) Max Up11112=-55(LC 5),6=-110(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)•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. 4)A plate rating reduction of 20%has been applied for the green lumber members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2 except(jt=lb) 6=110. 6)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 2 1,r ,. e 9� CO' ,/,\///:: R S.S EXPIRATION DATE:06/30/12 August 25,2010 � d A WARMING-Veriftr deign parameters mid RBSD MOMS ON MIS MN)SWIM'BD N1fl3KRBFBRBNCB PAGE Mi-747J ree.IO-b8 BBFORB USE. • Design valid for use only with Mrfek connectors.This design is based only upon parameters shown,and is for an individual budding component. Applicability of design paramenters and proper incorporation of component is responsibility of budding designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the ek• erector.Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regarding ♦ose,erse.o.•a- fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1811 Quality Criteria,DSS-a9 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information avalable from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95810 Job Truss Truss Type Qty Ply Centex-Summercreek BId 11 Roof 832090376 B101122 101 GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Cladcamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:06:52 2010 Page 1 ID:4rhhLz59CUVf aTUxZyYcJuykKDX-4rhhLz59CUVfaTUxZyYcJunA3dPacmMZ3YvXH4ykKDX -1-0-0 2-9-12 5-7-8 6-7-8 1-0-0 I 2.8.12 I z-5-1z I t-0-0 I 4N4_ Seale•1 21 2 3 8I°1 1 sd11 344= 344= 358 II 3v6 II 2-5.12 i 5-7-8 2-9-12 2-8-12 Plate Offsets(X,Y): 12:0-0-0,0-0-121 12:0-0-11,0-4-5114:0-0-0.0-0-121,[4:0-0-11.0-4-51 LOADING(psf) SPACING 2-0-0 CSI DEFL in (hoc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.10 Vert(LL) -0 00 6 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.05 Vert(TL) -0.00 2-6 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight:24 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-7-8 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2 x 4 DF Std G MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection,in accordance with Stabilizer Left:2 x 4 DF Std,Right:2 x 4 DF Std Installation guide. REACTIONS (lb/size) 2=293/0-5-8 (min.0-1-8),4=293/0-5-8 (min.0-1-8) Max Horz 2=61(LC 4) Max Uplift2=-110(LC 5),4=-110(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;1 00mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)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 1-2002. 4)Gable studs spaced at 2-0-0 oc. 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.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. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=110,4=110. 9)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. • 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. (c9,09 P RQ1 . LOAD CASE(S) Standard OAG1NE-, t/e2 s, . 16f;: 9c- . � -off 4R GO, -T c�/y8E- 2 'c, MFR s." EXPIRATION DATE:06/30/12 August 25,2010 t i A WARNING-Verify design parameters and READ NOTES ON MILS AND INCLUDED INTER REFERENCE PAGE MII-74/J rev.10-'08 BEFORE USE. �x Design valid for use only with Mtrek connectors.This design is based only upon parameters shown.and it for an individual buiding component. Applicabiity of design parom enters and proper incorporation of component is responsibiity of buiding designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stabiity during construction is the responsibility of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the buiding designer.For general guidance regarding *_ fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,059-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information avaiable from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95810 Job Truss Truss Type Qty Ply ' Centex-Summercreek Bld 11 Roof R32090377 B101122 L02 COMMON 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Cladcamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 0906:53 2010 Page 1 ID:Y1F4ZJ6nzodWBd377g3rsSykKDW-Y1F4ZJ6nzodWBd377g3rs5KLxlkuLDalCe5gXykKDW 2-9-12 5-7-8 1-0-0 2-9-12 2-9-12 Seal..1212 • 444= 3 • r1 !oo 12 n 4 2 • � • 1 t 52314 II NMI 113113 sell 3x6 11 2-9-12 I --- 5-7-B 2-9-12 2-9-12 Plate Offsets(X,Y): 12:0-0-0,0-0-121,12:0-0-11,0-4-51.14:0-0-0,0-0.121,14:0-0-11,0-4-51 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.10 Vert(LL) -0.00 5 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 5 >999 180 BC LL 0.0 • Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BC DL 5.0 Code IBC2006/TPI2002 (Matrix) l Weight:22 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-7-8 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Std G MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection,in accordance with Stabilizer Left:2 x 4 DF Std,Right:2 x 4 DF Std installation guide._ REACTIONS (lb/size) 2=303/0-5-8 (min.0-1-8),4=196/0-5-8 (min.0-1-8) Max Horz 2=68(LC 4) Max Uplift2=-112(LC 5),4=-47(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. • NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)•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. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4 except(jt=lb) 2=112. 7)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �Ep P R OFFS% 2 � / F9 �:•;.oPE" 1— .9.p<(‘�T ORE A - 9� 4/i F G<C, tiiFRS ��N EXPIRATION DATE:06/30/12 August 25,2010 � t A WARNING-Verify design parameters and READ NOTES ON 77116 AND INCLUDED MITER REFERENCE PAGE 161-7475 rem 10-08 BEFORE USS. Dill • Design valid for use only with Mnek connectors.This design's based only upon parameters shown.and is for an individual budding component. Applicability of design paramenters and proper incorporation of component Is responsibility of budding designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibdlity of the MTek• erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding - fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-B9 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Centex-Summercreek Bid 11 Roof R32090378 0101122 MO1 GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clac kamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:06:53 2010 Page 1 ID:Y1F4ZJ6nzodWBd377g3rs5ykKDW-Y1 F4ZJ6nzodWBd377g3rs5KLL1kDLDCiICe5gXykKDW -1-0-0 2-0-0 1-0-0 2-0-0 2 5 4 1 1 Scale=1 11 9 • 3 6.00 12 2 ■ d ' ■ - 1 •∎•∎•∎•∎•�ii � �������� 4 354= 254 II 2-0-0 2-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (roc) I/dell L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.07 Vert(LL) 0.00 1 n/r 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.02 Vert(TL) -0.00 1 n/r 180 BCLL 0.0 * Rep Stress lncr NO WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Wind(LL) -0.00 1 n/r 90 Weight:8 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except BOT CHORD 2 x 4 DF No.18Btr G end verticals. WEBS 2 x 4 DF Std G 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) 4=55/2-0-0 (min.0-1-8),2=163/2-0-0 (min.0-1-8) Max Horz 2=61(LC 5) Max Uplift4=-16(LC 5),2=-73(LC 5) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 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 1-2002. 3)Gable requires continuous bottom chord bearing. 4)Gable studs spaced at 2-0-0 oc. 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.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. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joints)4,2. 9)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/fPI 1. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard il,ED PR Opt k�\co LNG I N . /py .p A� O/ • c '`am->, 9‘MFR S.1‘ EXPIRATION DATE:06/30/12 August 25,2010 1 0 WARNING-Ver1fy design parameters and READ NOTES ON MIS AND INCLUDED INFER REFERENCE PAGE I411-7470 rso.10-'08 BEFORE USE. Design valid for use only with Milek connectors.This design is based only upon parameters shown,and b for on individual budding component. Applicability of design parkin enters and proper incorporation of component is responsibility of budding designer-not truss designer.Bracing shown b for lateral support of individual web members only.Additional temporary bracing to insure stab dity during construction b the responsibllify of the MI e 5 erector.Additional permanent bracing of the overaN structure Is the responsibility of the budding designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/lPl1 Quality Criteria,051.89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Intormaton available from Truss Plate Institute.281 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95810 Job Truss Truss Type Qty Ply Centex-Summercreek Bld 11 Roof R32090379 B101122 M02 ,MONO TRUSS 5 1 Job Reference(optional)._ Pro-Build Clackamas Truss,Cladcamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries,Inc. Wed Aug 25 09:06:54 2010 Page 1 I D:ODpSmf6Pk61NpneJh Na4PJyk KDV-0DpSmf6Pk6I NpneJhNa4PJ5W9R4V4gRsXrOeMzykKDV -1-0-0 2-0-0 1-0-0 2-0-0 2x4 I I 505C1 119 • 3 • 2 12 600 ■ • 354= 2x4 11 4 2-0-0 2-0-0 1 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.07 Vert(LL) -0.00 2 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.02 Vert(TL) -0.00 2 >999 180 BCLL 0.0 • Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight:8 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except BOT CHORD 2 x 4 DF No.18Btr G end verticals. WEBS 2 x 4 DF Std G 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) 4=51/0-5-8 (min.0-1-8),2=167/0-5-8 (min.0-1-8) Max Horz2=61(LC 5) • Max Uplift4=-15(LC 5),2=-75(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II:Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)"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. 4)A plate rating reduction of 20%has been applied for the green lumber members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,2. 6)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/fPI 1. 7)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard co t.\GINOgSAO 41.�' �v C- 1.i •1' /, FR S.��N EXPIRATION DATE:06/30/12 August 25,2010 1Y A WARNING-Verifg deign parameters and READ NUMB ON TIES AM)INCLUDED MITER REFERENCE PAGE Mil-7473 rv.I0-VB BEFORE i/8E. i1' • Design valid for use only with Mite*connectors.The design is based only upon parameters shown,and is for an individual buiding component. Applicabiity of design pawn enters and proper incorporation of component is responsibiity of buiding designer-not truss designer.&acing shown e for lateral support of individual web members only.Additional temporary bracing to insure stabiity during construction k the responsbility of the MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the buiding designer.For general guidance regarding ,n fabrication,quality control,storage,delivery,erection and bracing consult ANSI/Tell quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety inlamation avaiable from Truss Plate Institute,281 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4' Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury r� Dimensions are in ft-in-sixteenths. I I (Drawings not to scale) 11%, Aand pply fully plates to embed both sides teeth. of truss 1. Additional stability bracing for truss system,e.g. diagonal or X-bracing,is always required. See BCSI. O-146" 2. Truss bracing must be designed by an engineer.For 1 2 3 wide truss spacing,individual lateral braces themselves Iv TOP CHORDS may require bracing,a alternative T,I,or Eliminator IIIIMbracing should be considered. ■lliMillp 4 3. Never exceed the design loading shown and never p stack materials on Inadequately braced trusses. � O O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate designer,erection supervisor,properly owner and = O ill U = all other interested parties. plates 0- nd' from outside o U pO edge of truss. p 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/IP'1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTEREDCLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT 9. Unless expressly noted,this design is not applicable for use with fie retardant,preservative treated,or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10.Camber is a non-structural consideration and is the 4 x 4 NUMBERS/LETTERS. width measured perpendicular responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS indicated are minimum plating requiements. ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that e;) Indicated by symbol shown and/or ESR-131 1,ESR-1352,ER 5243,9604B, specified. by text in the bracing section of the 95 43,96 31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Il Indicates location where bearings (supports)occur. Icons vary but 16.approval not cut or alter truss member or plate without prior 414 reaction section indicates joint ®2006 MiTekfl All Rights Reserved pproval of an engineer. number where bearings occur. ■■V 17.Install and load vertically unless indicated otherwise. r. 18.Use of green or treated lumber may pose unacceptable ■41 environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPII: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. Fill I or �� and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. snot sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM."' ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10-'08