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Specifications Do not cut or alter floor trusses adjust layout for plumbing drains All beams per plan 19.1,4 t ,511-0 t 151,-0 15-11-0 1 15-114 I T t Ir specified and supplied 0 by others 2 2 ® Rim Joists per plan W rill �� 0 and supplied • by others 2 II • 300 •11 I t i I, 380.. = 2 . 111=3 i C Ill 2 n a � 402 i •Oy I 5 02 15- g d !it , �I i-' I _ _ l l ce i ` l . 2 IIRf 1 i ce _ I = ! i■ 3 a a 3-6-8 5-_g 1 3-0� �_-� i I y 99 tZ • 1 11 1135 _ _ 1.I • -_____. I 1 -:i Ir _I illW_- o ,- . ti 1 ' SCORE Z� �� a r `d� "st . �� 101121 - FT1 Centex 8 w‘3 1 15 LUS46 — IM EA&AI M Summercreek Townhomes Bld 10 Floor 1 0 Hu46 ■ TRUSSQI SIGN Tigard, Oregon r. ; . 0 THA422 $� 15877 SE 98tt h Ave ` Clackamas, OR 97015 14" Deep Floor Truss IMMOC 4 HHUS26-2 0: (503) 557 -8404 CERIWF,EU PLAN I 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: B101 121 -FT 1 Fax 916/676 -1909 CENTEX - SUMMERCREEK BLD 10 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: R32094252 thru R32094266 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. ,s03,0 PR OFFS 1.1r ,NGIN "P' 16890PE 16890PE r `-o OR. / *A. EXPI • TION D yr /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 10 FLOOR 1 R32094252 B101121 -FT1 1 -FT FLOOR 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 2515:10:33 2010 Page 1 ID:frix5KAiKJ Wyu9I NFXiC VykEua- frix5KAi KJWyu9INFXiC V26fpj0objCloyHifpykEua I I 2 -0-0 1 9a-0 1 -0 I � i 1 H 1 F =°-0 I .H.1.___14 - Sab • 1:56.8 2x4 II 3x4 II 44 = 2x4 II 300 = 2,411 2,411 *410 = 34 FP = 4x8 = 3,411 441 = 2x4 11 506 = 2,411 4x4 = 2,411 5010 = 3,411 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 18 17 18 19 QI %jam. 1 ..ilk\ %j am\ � 11 � � IQ 31 • 30 29 28 27 26 25 24 23 22 21 20 4x8 = 08 = 3x4 = 46 = 4,12 = 3x6 FP = 5012 = 2,411 4,4 = 418 = 56 = 4,12 = • 17 -104 33-7 -0 17 -104 I 15-8-12 l Plate Offsets (X,Y): [1:Edge,0 -1 -8], [4:0- 3- 13,Edge], [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 -8], f22:0- 1- 8,Edge], [23:0- 1- 8,Edge], [24:0- 5- 8,Edge], [27:0- 4- 12,Edge], [28:0- 1- 8,Edge], [29:0- 1- 8,Edge], [31:Edne,0 -1 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1/deb 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 Ib 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 purtins, 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 6-0 -0 oc bracing. REACTIONS (Ib /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/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 attached to walls their outer ands or restrained by other means. .\- Q. co P R OPe0 6) CAUTION, AUU TIOIO D N, Do not erect t truss backwards. LOAD CASE(S) Standard (23. L NG I N E- fr / 1 9 r II O'6 GO► � -s FMBE„ 2�,C," ' 7 R s -'\\ EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING. Verify design parameters and READ NOTES ON 77115 AND INCLUDED MITEK REFERENCE PAGE MJI .7473 res. 10'08 BEFORE 0SE. y ® °° Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and k for an individual budding component. Applicability of design paramenters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown pp ' p ° '' `• - s for lateral support of individual web members only. Additional temporary bracing to insure stability during conslruction is the responsibility of the [Tek" erector. Additional permanent bracing of the overall stricture 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 8CSI 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 10 FLOOR 1 R32094253 B101121-FT1 2 -FT FLOOR 5 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 2515:10:35 2010 Page 1 ag.�� ID: cDphWOByrczDCBI8UgZAIwykEuY- cDphWOByrczDCBI8UgZAIw7OwcQOGWfjFGmokhykEuY 1 2-6-0 1 8 1 1 -0 � I 1 1 -40 1 Scale •1:6O2 3x4 11 244 11 2x4 SP = 3x4 II 440 = 2x4 II Ixe = 418 = 2x4 II 1x10 = 3x6 FP= 4x10 = 234 11 4x6 = 3x8 = 2x4 11 4,90 = 3.4 II 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 f 1 71 1111 iMik I Y I;, , 29 28 27 26 25 24 23 22 21 20 19 1e 4x8 = 4x8 = 448 = 2x4 11 4x12 = 3x8 FP = 4x12 = 5312 = 210 11 2x4 11 4x8 = 4x8 _ 12-9-12 17 -11-4 35-7-0 12 -9-12 I 5-1-8 I 17 -7 -12 Plate Offsets (X,Y): [1:Edge,0 -1 -8], [5:0- 1- 8,Edgej, [6:0- 1- 8,Edge], [13:0- 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 -5 -0 ,Edge], 126:0- 1- 8,0 -0 -01, 127:0- 1- 8,Edge1, f28:0- 3- 8,Edgel, f29:Edge,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.80 Vert(LL) -0.23 19 -20 >920 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.63 Vert(TL) -0.39 19 -20 >541 360 BCLL 0.0 Rep Stress Incr YES W8 0.50 Horz(TL) 0.07 18 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight: 193 Ib 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 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 bracing: 23- 25,22 -23. REACTIONS (Ib /size) 29= 784/0 -5 -8 (min. 0 -1 -8), 18= 765/0 -5-8 (min. 0 -1 -8), 23= 2338/0 -5-8 (min. 0 -1 -8) Max Grav29= 853(LC 2), 18= 839(LC 3), 23= 2338(LC 1) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 2829/0, 3 -4 =- 2868/0, 4-5 =- 3036/0, 5 -6 =- 3027/0, 6 -7 =- 1964/531, 7 -8 =- 1964/531, 8-9=0/3223, 9-10=0/3223, 10-11=0/3223, 11-12=-1839/635, 12-13=-1875/631, 13 -14 =- 2981/0, 14 -15 =- 2826/0, 15- 16=- 2780/0 BOT CHORD 28- 29= 0/1830, 27- 28= 0/3184, 26- 27= 0/3027, 25- 26= 0/3027, 24- 25=- 1214/308, 23 -24 =- 1214/308, 22- 23=- 1276/327, 21- 22= 0/2979, 20- 21= 0/2981, 19- 20= 0/2982, . 18 -19= 0/1792 WEBS 9 -23 =- 280/0, 2 -29 =- 1969/0, 8 -23 =- 2712/0, 2 -28= 0/1089, 8 -25= 0/1968, 3-28 =- 252/0, 7 -25 =- 263/16, 4 -28 =- 338/186, 6-25=-1478/0, 4 -27 =- 657/28, 5 -27 =- 13/409, 16 -18 =- 1928/0, 11- 23=- 2676/0, 16 -19= 0/1077, 11 -22= 0/1827, 15 -19 =- 342/0, 12 -22 =- 261/28, 14 -19 =- 208/503,13 -22 =- 1584/0 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 Ofc � o s to be attached to walls at their outer ends or restrained by other means. E 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard !% r .s► •ORE ;�. 9��FR k. EXPIRATION DATE: 06/30/12 August 25,2010 c .,x ® WARN/NO - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M431 -7473 rev. I0 -'08 BEFORE USE. it. -A 7/ Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual bolding component. .:.- Applicability of design paramenters and proper incorporation of component k responsibility of budding designer - not truss designer. Bracing shown MiTek" C7 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbdlity of the MiTek" ereclor. Additional permanent bracing of the overall structure k the responsiblity of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Crlleda, DSB -89 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, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 FLOOR 1 R32094254 B 101121 -FT 1 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 2515:10:36 2010 Page 1 ID:4Q N3kMCacv54p LtK2O4Pg7ykEuX -4Q N3kMCacv54pLlK2O4Pg70K0v0 ?4C sUwV MG7ykEuX S.a4 .1.60.2 37/4 II 3x6 FP = 3.1 11 1 uuI�u�.iuu � '.. . uu..I 16 17 18 19 20 21 22 2 .111.1I.I.I■I.I.I■I.I.I.I,II �Q 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 30 364 II 3x4 = 364 0 316 FP = 17 -11-4 -4-0 1 r-4--/°3 1 441.0 15-4-4 16.6-0 1 6 -4-0 1 10.60 1 120.0 113-4 -0 111.11-) 1 16.0 -0 1 -4-0 1-R-1' 1 21 4 0 1 22.6 -0 1 24-0-0 125-4 -0 1 26-6 -0-0 136 4.6 1 911.6 1 12-00 1 21-4-0 1 34.6 - 1241 1-4-0 1 -4-0 1-4-0 1-1-0 1-4-0 1-4-0 1J-0 1-4-0 1-4-0 i -4 -0 1-4-0 1 17-4-0 7 J 1J-0 iJ-0 1-4-0 1-4-0 7 -4-0 iJ-0 -7 20 1-4-0 1-4-0 7J-0 -0 7J-0 - 7J-0 1J-0 -0 11 -0 0-8-12 Plate Offsets (X,Y): 11:Edae,0 -1 -81, f 16:Edge,0 -1 -01, 157:Edoe,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (Ioc) I /defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 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 30 n/a n/a • BCDL 5.0 Code IBC2006ITP12002 (Matrix) Weight: 130 Ib 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 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 Gray All reactions 250 Ib or Tess at joint(s) 57, 30, 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 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 \(( - P R QfF `S'S � �g NGIN. 16,; ' - r '‘R GO■ 9� T FMB E-2,%�� , M \ N EXPIRATION DATE: 06/30/12 J August 25,2010 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED IDITEK REFERENCE PAGE 1811 -7473 rev. 10 -'O8 BEFORE USE. m a Y~� Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and a for an individual building component. t , Applicability of design paramenters and proper incorporation of component B 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 responsibdlity of the MiTek erector. Additional permanent bracing of the overall structure 6 the responsibility of the building designer. For general guidance regarding s.., 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 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 10 FLOOR 1 R32094255 B101121-FT1 4 -FT FLOOR 3 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:37 2010 Page 1 ID: YcxRxhDDNDDxRVSWc5beNLykEuW -YCXR J1DDNDDxRVSWc5beNLCoNQ4XkSS ?jaFvpaykEuW I 2-6-0 I F 1 1 -4-0 00/8 Sole • 1:30.0 314 11 4110 = 214 11 416 = 214 11 214 11 4110 = 314 11 1 2 3 4 5 67 8 9 10 4 FI1i AA - A - /1A�A�A � -:411 Y 1=1M2a, DL, 15 14 13 12 ,Ie. 416 = 4110 = 414 = 214 11 4110 = 418 = I 8-6-0 1 9-2-0 19-10-0 1 17 -10.8 1 8.6-0 0-9-0 0.8-0 8-0-8 Plate Offsets (X,Y): 11:Edpe,0 -1 -81, 14:0- 2- 9,Edoel, (5:0- 1- 8,Edpel, f6:0- 1- 8.Edpel, f11:Edge,0 -1 -81, (13:0- 1- 8,0 -0 -01, [14:0- 1- 8,Edoel, f 16:Edpe,0 -1 -81 LOADING (psf) SPACING 2 - - CSI DEFL in (Ioc) 1 /deft Lid 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/TP12002 (Matrix) Weight: 97 Ib 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 OF 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 Tess 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 �� �ED P R OF FS ��co NG)N. R oio � , o OR • ,� c5 - ' ' e . `L1 � 4.' MFR s . EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design anamctes and READ NOTES ON THIS AND INCLUDED A PAGR MJI -7473 rr 10 - '08 BEFORE USE. f& 9 P .A, v 1 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual budding component. Applicabiity of design paramenters and proper incorporation of component is responsbility of buiding designer - not truss designer. Bracing shown MiTek" S 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 responsibiity of the building designer. For general guidance regarding +e 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 avaiable from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type OW Ply CENTEX - SUMMERCREEK BLD 10 FLOOR 1 R32094256 B 101121 -FT 1 5 -FT FLOOR 36 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MTek Industries, Inc. Wed Aug 2515:10:38 2010 Page 1 ID: 0oVg81Er8XLo3f1j9p71vYykEuV- OoVg81Er8XLo3f1j9p7tvYl _AgPBTwt9xE SLOykEuV 1 2-6-0 1 0-10.0 1 1 1 -4-0 1 Scale •1:26.3 3x4 11 4x10 = 244 11 4101 = 244 11 4110 = 314 11 1 2 3 4 5 34 6 7 8 4 I,I�� Ir�t I 1_ ���� II 4 -II /� MU a a 12 4x8 = 13 12 11 10 9 -' 4110 = 244 11 244 11 4410 = 4x8 - 15-6-0 15-8-0 Plate Offsets (X,Y): 11:Edge,0 -1 -81, f4:0- 1- 8,Edoe). f5:0- 1- 8,Edgel, f9:Edge,0 -1 -81, !11:0- 1- 8,Edoel, f12:0- 1- 8,Edael, f14:Edge,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft 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/TP12002 (Matrix) Weight: 88 Ib 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 puffins, 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 (Ib /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 Tess 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= 011817, 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 Toads 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 R Opp c 0 PN .q ` i r -9 / % / 2 1 0� / EXPIRATION DATE: 06/30/12 August 25,2010 A WARNING • Verify r &sign parameters and READ NOTES ON THIS AND INCLUDED AATEKREFERENCE PAGE MH -7473 rev. 10 ,�7 '08 BEFORE USE. ®oa .. 0- Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and a for an individual building component. °' Applicability of design paramenters and proper incorporation of component 6 responsibility of budding designer - not truss designer. Bracing shown � ' 5 g ' " 1 � is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the IYIi T - ek erector. Additional permanent bracing of the overall stricture is the responsibility of the building designer. For general guidance regarding ,o fabrication. quality control. storage, delivery, erection and bracing. consult ANSI/1P11 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 City Ply CENTEX - SUMMERCREEK BLD 10 FLOOR 1 R32094257 B 101121 -FT 1 5 -FTDS FLOOR 4 1 Job Reference (optional) Pro -Butd Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:39 2010 Page 1 ID:U73CMNETvgTthpcvj We6SmykEuU- U73CMNETvciTfhpcvj We6SmH3KEkkCKXIAukOtSykEuU I 2-6-0 i 1 -3-8 11 2 -0-8 I I 1.4-0 I sn4. 1:26.3 30 11 2x4 II 4x6 = 2.4 II 400 = 3r4 II 1 2 3 4 5 403 8 7 8 •■ 1 '\ 1 .01 ll :4 I ,Ig0 �I��I- � • ► . 2x4 11 2x4 11 4,10 = �� 4r8 = 4r8 = 4r8 _ 1 15 158-0 Plate Offsets (KY): fl:Edge,0 -1 -81. f2:0- 3- 8,Edgel, f4:0- 1- 8,Edgel, f5:0- 1- 8,Edgel, f9:Edoe,0 -1 -81. 111:0- 1- 8,0 -0- 01,112:0- 1- 8,Edoel, f13:0- 3- 12,Edge1. 114:Edoe,0 -1 -81 LOADING (psf) SPACING 2 - - CSI DEFL in (loc) I /defl Ud 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: 891b FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.18.Btr G TOP CHORD Structural wood sheathing directly applied or 5 -6-0 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 6-0 -0 oc bracing. QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (Ib/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 Gray 14= 1243(LC 15), 9= 800(LC 7), 13= 1715(LC 2) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or Tess 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. � E P R OFers 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. c ' G ' ' 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 966 Ib uplift at joint 14, 14 Ib uplift at joint N ' / .9 0 9 and 418 Ib uplift at joint 13. " 9 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 1 ..1' '' . E r 6) This truss has been designed for a total drag load of 380 plf. Lumber OOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag �/ ,y ',�. loads along bottom chord from 0-0 -0 to 4 -2 -0 for 1428.7 plf. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. ' - el c 'D 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 V , v to be attached to walls at their outer ends or restrained by other means. / '4), 0 ' . � . � LOAD CASE(S) Standard F' B 2 4 , EXPIRATION DATE: 06/30/12 August 25,2010 A WARNING - Verily design paranietein and READ NOTES ON THIS AND INCLUDED bIITEK REFERENCE PAGE ESIII -7473 rev. 10-'08 BEFORE USE. R :.; I Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and k for an individual budding component. Appicabdiy of design paramenters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown p is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbdliy of the MiTek erector. Additional permanent bracing of the overall structure is the responsibdiiy of the building designer. For general guidance regarding w +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 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 - SUMMERCREEK OLD 10 FLOOR 1 R32094258 8101121 -FT1 6 -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 15:10:40 2010 Page 1 I D:yBd aZj F5g8 b W IzB5 H D9L ?zyk EuT- yBdaZj F5g8 b W Iz B5H D9L ?zgKfd5fxpN S PYTZPvyk EuT I 2-6-0 I I 0-10-0 I I t -4-0 1 Scab •1:263 3x4 11 4x10 = 2x4 11 4x4 = _ 2x4 11 4x10 = 3x4 11 2 3 4 5 3x6 II �� 6 7 6 Al „ I I i fillIP I IIIIIIIII • 11111Wip— WW2 1.11 01 113111.W. 1.- 1 4 = 13 12 11 ip 9 '- 4x10 = 2x4 11 2.1 11 4x10 = 456 = 158-0 15-8-0 1 Plate Offsets (X,Y): (1:Ed4e,0 -1 -81, f4:0- 1- 8,Edge), (5:0- 1- 8,Edge1, 19:Edge,0 -1 -8), 111:0- 1- 8,Edael, 112:0- 1- 8,Edoe1, f14:Edge,0 -1 -81 - LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I/defl 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 >581 360 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 Ib FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purtins, 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 (Ib /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 • ��% D P R OFF 2 9 1 ;;. . r ./ . /. V ,l, 0 0 " - G !- ,,o R S. EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design pararnetes and READ AWES ON THIS AND INCLUDED MITEKREFERENCE PAGE 11111 -7473 rev. 10'08 BEFORE USE. °�- Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and 5 for an individual budding component. . E r 1 Applicability of design paramenfers 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 stability during construction is the responsibility of the Niel(' iekx erector. Additional permanent bracing of the overall structure 5 the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, 05B -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 10 FLOOR 1 R32094259 B101121-FT1 7 -FT FLOOR 24 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:41 2010 Page 1 ID: QNByn3GjRSjNw7mIrxgaXBykEuS- QNByn3GjRSjNw7mlrxgaXBNWr1 W1 gFmbeCD7yLykEuS 1 2.6.0 t 2-4-8 I I 1 -4-0 1 Sole • 1:19.9 44 = 234 II 1 334 II 2 3 4 234 II 5 44 = 8 334 II e is d e 1� 9 8 34 = 7 -' 336 = 4310 4310 = 1 11-11-8 I 11 -11-8 Plate Offsets (X,Y): 11:Edge,0 -1 -81, f2:0- 3- 4,Edpel, 13:0- 1- 8,Edgel. f4:0- 1- 8,Edpel, f5:0- 2- 6,Edgel, f7:Edoe,0 -1 -81, (8:0- 1- 8,Edgel, (9:0- 1- 8,Edgel, (10:Edpe,0 -1 -81 LOADING(psf) SPACING 2 - - CSI DEFL in (loc) I /deft 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 Ib FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.188tr 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 ' ' . PRoFF �� � NGIN EF ' 4 / % 217 /;. i r�PE' r S1/ r . T � %o ORE ,t, 1:/' 1 4 1 :,'Ft ,' j1 FRg -\ EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING- - Verify design parameters mad READ NOTES ON THIS AND INCLUDED MITTiK REFERENCE PAGE MII- 7473 BEFORE USE. aE Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual budding component. a Applicabdity 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 MiTek erector. Additional permanent bracing of the overall stricture is the responsibdify of the building designer. For general guidance regarding POWER .e fabrication, quality control, storage. delivery, erection and bracing, consult ANSI /1PI1 Quality Criteria, 008 -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information available from Truss Plate Institute, 28 1 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Tniss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 FLOOR 1 R32094260 B 101121 -FT 1 8 -FT 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 15:10:41 2010 Page 1 I D:Q NByn3GjRSjNw7m IrxgaXBykEus- QNByn3GjRSjNw7mlrxgaXB NYq 1 YwgHCbeC D7yLykEus 2 -3-0 1 1 1-1-0 1 Scab •1:180 4x6 = 1 3x4 I I 2 3 3x4 = 4 2x4 0 5 4,03 = 6 3x4 11 O ® '/ r 0 /e 1 • • , e 10 „ 6 6 3N — 7 3x4 = 44 = 4x8 = Z 10 2 ' 10-8-0 I Plate Offsets (X,Y): f1:Edge,0 -1 -811, 12:0- 2- 5,Edaef, f5 :0- 3- 3,Edge), 17:Edae,0 -1 -81, f8:0- 2- 0,Edgel, f9:0- 1- 12,Edaef, f10:Edge,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.05 9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.28 Vert(TL) -0.12 7 -8 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.24 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight: 52 Ib . 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 purtins, 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= 582/0 -5 -8 (min. 0 -1 -8), 7= 582/0 -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=- 1486/0, 3 -4 =- 1492/0, 4-5 =- 1494/0 BOT CHORD 9- 10= 0/1067, 8-9= 0/1495, 7 -8= 0/1064 WEBS 2 -10 =- 1165/0, 2- 9= 0/461, 5 -7 =- 1162/0, 5 -8 =0/471 NOTES 1) A plate rating reduction of 20% has been applied for the green lumber members. 2) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 7. 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 �� �EO PR oF Fs �� ,N G' i N I9 `S 2 (t- ,..•.." r r / • :fy 03 X "7/ 'B / 2 ' � ;/ FR S . \ EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design parameters and READ NO7ES ON THIS AND INCLUDED bIITEKREFERENCE PAGE MI1 -7473 rev. 10 -08 BEFORE USE. -.I Design valid for use only with MiTek connectors. iha design is based only upon parameters shown, and k 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 responsb p dfity of the MiTek" erector. Additional permanent bracing of the overall stricture 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 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 10 FLOOR 1 R32094261 B101121-FT1 A01 FLOOR 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 15:10:42 2010 Page 1 I D:vZIK_P HLCIrEYGLU0e13p4OykEuR -vZI K_P HLCIrEYGLUOeBp4OvI HRvFPcVlssygUnykEu R I 3-11 -10 I 7.9.8 I 11 -78 I 15-7-0 I 3 -11 -10 3-9-14 3-9-14 3-11 -10 soh. • 1:28.4 244 11 308 = 3810 = 1 3810 = 2 386 3 4 5 p 0 oninsim II Ile i o e hdi Jus242 9 8 7 3810 = 3810 = 300 = 244 11 2.4 II F 3 -11 -10 I 7 -9 I 11-7-6 I 15-7-0 3-11-10 3 -314 3-9-14 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 /deft Ud 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 Incr NO WB 0.75 Horz(TL) 0.02 6 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight: 131 Ib 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 2x4DF Std G REACTIONS (Ib /size) 10= 869/0 -5 -8 (min. 0 -1 -8), 6= 849/0 -5 -8 (min. 0 -1 -8) FORCES (lb) - 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 6 DF) to each e bottom chord. `<(). P R 9) Fill all nail holes where hangager r is in n contact t with lumber. E t�F e, LOAD CASE(S) Standard ��\° EN N ,,. R X02 1) Floor: Lumber Increase =1.00, Plate increase =1.00 Uniform Loads (plf) <it- 1 je =': • ., E Vert: 6.10 = -10, 1- 5 = -100 /•' /. Concentrated Loads (Ib) Vert: 11= -35(B) �/ ' v� 0) -o O 'Gtr- >, 9' T F Et -- 2 > \ � M F R g -` \N 1 EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design paranzetep and READ NOTES ON THIS AND INCLUDED MITER' REFERENCE RAGE MII-7473 rev. 10-V8 BEFORE USE. R Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and 0 for an individual bulding component. + Applicability of design paramenters and proper incorporation of component k responsibility of building designer - not truss designer. Bracing shown ' ^' "� � o for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respansbllity of the IYIiTek erector. Additional permanent bracing of the overall stricture B the responsibility of the building designer. For general guidance regarding .+ fabrication, quality control. storage, delivery, erection and bracing. consult ANSI /TPII Qualify Cdteda, DSB -89 and BC51 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 10 FLOOR 1 R32094262 8101121 -FT1 A02 FLOOR 4 2 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:42 2010 Page 1 ID:VZI K_P HLCIrEYGLUOeBp4OykEuR- VZIK_PHLCIrEYG LUOeBp4ONI RvIPcnIssygUnykEuR I 3-11 -14 I 7 -10-0 I 11 -8-2 I 15-B.0 I 3-11 -14 3-10-2 3-10-2 3 -11 -14 Scale •126.5 2.1 11 34 = 300 = 3x10 = 2 34 = 3 4 5 ilini/NES rr M 9 8 7 3xt0 `— 2.1 11 3310 = 3a10 = 2.1 11 311 -14 I 7-10-0 I 11 -8-2 I 15.80 3-11 -14 3-10-2 3-10-2 3-11 -14 Plate Offsets (X,Y): 11:0- 3- 4,0 -1- 81,15:0 -3- 4,0-1- 81,17:0- 3- 4,0 -1- 81,19:0- 3- 4,0 -1 -81 LOADING SPACING 2 -0 -0 CSI DEFL in (loc) I /defl lid 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 Incr NO WB 0.73 Horz(TL) 0.02 6 n/a n/a BCDL 5.0 Code IBC2006/TP12002 (Matrix) Weight: 132 Ib 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 (Ib /size) 10= 846/0 -5 -8 (min. 0 -1 -8), 6= 846/0 -5 -8 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. 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/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. LOAD CASE(S) Standard S -�� PR o � FS rS ��� /,EF9 /o -o ,'T ORE / �4 • - T FM.' R ,.• .� EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Ve i y design par ametes and READ N07BS ON 17/IS AND INCLUDED AIITEK REFERENCE FADE1411.7473 rev. 10 -'08 BEFORE USE. ® s 1 3w A! •v Design valid for use only with MiTek connectors. Th 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 Miele erector. Additional permanent bracing of the overall structure's the responsibility of the building designer. For general guidance regarding , fabrication. quality control. storage, delivery, erection and bracing, consult ANSI/TPI1 Quality CrIterfa, DSB -89 and BCSI 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 - SUMMERCREEK BLD 10 FLOOR 1 R32094263 8101121 -FT1 A03 ROOF TRUSS 4 2 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:43 2010 Page 1 ID: NmIjCIHzz3z59QvgyMi2ccykEuQ- NmIjCIHzz3z59QvgyMi2ccSwBrFy86S u5WiDODykEuQ 5.2 -1 I 10-5 -15 l 15-8.0 l 5.2 -1 5313 5-2 -1 8604•1:26 5 2,14 11 4x12 = 2x4 11 1 3r6- 2 3 4 II M LJ MIMI Y 7 6 5 4A2 = 2x4 11 8 = 2x4 II 3x6 5-2 -1 l 10.5-15 I 15-8-0 5-2.1 5. 313 5-2 -1 Plate Offsets (X,Y): 11:0-1-12,0-1-81,15:0-2-4,0-1-81 . LOADING SPACING 2 - - CSI DEFL in (loc) I/defl L/d . 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 Ib 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 (Ib/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= 6.0psf; 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) 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. CEO PROFF 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 136 Ib uplift at joint 8 and 136 Ib uplift at �� G E 19 . joint 5. N F O 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. C t ,C:... . 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. R S 1 \C ' LOAD CASE(S) Standard - 1 ,9� M 1 EXPIRATION DATE: 06/30/12 • August 25,2010 e r ® WARNING - Verify design parameters and READ NOTES ON TINS AND INCLUDED MITEKREFERENCE PAGE MT1 -7473 rev. 10'08 BEFORE USE. l r f 1. Design valid for use only with MiTek connectors. The design is based only upon parameters shown, and is for an individual budding component y � ' Applicability of design paramenters and proper incorporation of component is responsibility ility of budding designer - not truss designer. Bracing shown p • 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 +e 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, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 FLOOR 1 R32094264 B101121-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 15:10:44 2010 Page 1 ID: rys5P5lckN5ynaUtW3DH9pykEuP- rys5P5IckN5ynaUtW3DH9p76cFc6teF1 KARnYgykEuP 1 4 -1-0 ( 8.2-0 4 -1-0 4-1-0 I Stab • I:15.8 34 = 2,4 11 3.6 = 1 2 3 o c • 1 • 7 NHUS28 -2 6 4x12 = 6 2.4 11 4 2x4 11 1 4-1-0 I 7-8-8 1 8-2-0 1 4 -1-0 3-7-8 0-58 Plate Offsets (X,Y): 11:0- 2- 0.0 -1 -81, (3:0- 2- 0.0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud ' 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 Ina NO WB 0.22 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight: 81 Ib FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF 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 x 4 DF 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 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= 6.0psf; h =25ft; Cat. 11; 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 Ib uplift at joint 6 and 88 Ib uplift at ' joint 4. 0 ED P R OF 9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced G u. standard ANSUTPI 1. rte L NG I N .: 9 i 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 9 4 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. � 1 :A• • 12) Use Simpson Strong -Tie HHUS26 -2 (14 -10d Girder, 4 -10d Truss) or equivalent at 3 -7 -0 from the left end to connect truss(es) A05 (2 _ ply 2 X 6 DF) to front face of bottom chord. j,, • 13) Fill all nail holes where hanger is in contact with lumber. j 4■ ' . LOAD CASE(S) Standard " A ORE - i • t 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 •• 1.' Uniform Loads (Of) '9 ti/ / • Vert: 1- 3 = -64, 4 -6 = -20 <� _ f S . � Continued on page 2 ( EXPIRATION DATE: 06/30/12 3 August 25,2010 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED AB7EKREFERENCB PAGE M11.7473 rev, 10'08 BEFORE USE, -3.. i � Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual budding component. '3 Y.� Applicability of design paramenters and proper incorporation of component k 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 k the responsiblity of the building designer. For general guidance regarding , - fabrication, quality control, storage. delivery, erection and bracing, consult ANSI /TPI1 Qualify Criteria, D5B -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safely 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 - SUMMERCREEK BLD 10 FLOOR 1 R32094264 B101121-FT1 A04 ROOF TRUSS 1 2 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MFlek Industries, Inc. Wed Aug 25 15:10:44 2010 Page 2 I D: rys5P5IckN5ynaUIW3DH9pykEuP -rys5P5IckN5ynaUtW3DH9p ?6cFc6teF 1 KARnYgykEuP LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 7=- 123(F) 4 ® WARNING • Verify design parameteaa and READ N07ES ON THIS AND INCLUDED ASTER REFERENCEPA0B 171.7473 rev. I0-D8 BEFORE USE. s�a Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and 4 for an individual budding component. Applicabtity of design paramenters and proper incorporation of component 4 responsibility of budding designer - not truss designer. Bracing shown 4 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbdlity of the MiTe erector. Additional permanent bracing of the overall structure 4 the responsibility of the building designer. For general guidance regarding POWER To fabrication, quality control, storage. delivery, erection and bracing, consult ANSIJIPI1 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 10 FLOOR 1 R32094265 6101121 -FT1 A05 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 2515:10:44 2010 Page 1 ID: rys5P5IckN5ynaUtw3DH9pykEuP- rys5P5lckN5ynaUtw3DH9p76jFdVVthh1 KARnYgykEuP 3-8-8 3-8-8 346 = 2z4 11 Scab • 1:10.9 1 2 3 415 = 4 244 11 3-8-8 3-8-8 Plate Offsets (X,Y): [1:0- 2- 8,0 -1 -81. [3:0- 2- 8,0 -2 -01 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.09 Vert(LL) -0.00 4 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 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: 37 Ib 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 (Ib /size) 4= 144/Mechanical, 3= 144/0 -2 -0 (min. 0-1 -8) Max Uplift4= -30(LC 3), 3= -30(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 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 (8), 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) 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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 30 Ib uplift at joint 4 and 30 Ib uplift at joint 3. C PRQF S 11) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and - u.n referenced standard ANSI/TPI 1. \� L NG I NE. ✓ / O 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. ?i 13) Design assumes 4x2 (Flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. - 16 • f• - LOAD CASE(S) Standard `' ORE : -. ►. \ co '4'e R s N N C� EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design parameters and READ NOTES ON TIDE AND INCLUDED MITEK REFERENCE PAGE 1 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 individual budding component. _ i i , Applicability of design paramenters and proper incorporation of component is responsbility of budding designer - not truss designer. Bracklg 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 a 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 SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information avatable from Truss Plate Institute, 281 N. Lee Street, Suite 3)2, Alexandria, VA 22314. _ Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 FLOOR 1 R32094266 B101121 -FT1 A06 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 15:10:45 2010 Page 1 ID: J8QTcRJEVgDpPk334nIWh1ykEu0- J8QTcRJEVgDpPk334nIWh1XI0ezxc8xBYgBK56ykEu0 2 -11.8 2 -11-8 A6 = 214 1l Scala • 1:10.6 1 2 9 • 4 3 244 11 4a6 = 2-11-8 2 -11-8 LOADING (psf) SPACING 2 - - 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 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight: 30 Ib 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 (Ib/size) 4= 112/Mechanical, 3= 112/0 -5 -8 (min. 0-1 -8) Max Uplift4= -24(LC 3), 3= -24(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 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= 6.0psf, 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) 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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 24 Ib uplift at joint 4 and 24 Ib 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. (* O P R QF 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. � (G N / s /p 2 LOAD CASE(S) Standard ' . 9 I, ire , F. 8.. C' �� tiiF S \N EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MUCK REFERENCE PAGE SI11-7473 rev. 10'08 BEFORE USE. ®� Deign 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 paramenters and proper incorporation of component k 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 responsbllity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibtity of the building designer. For general guidance regarding ." .. fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /1PI1 Quality Criteria, DSB -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, 95610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 1 3 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 in = Dimensions are in ft -in- sixteenths. I I (Drawings not to scale) 1114k an ly plates fu ll y 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 _x /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. IMMIAlo 4 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate = O designer, e rection supervisor, property owner and plates 0 "i ' from outside a C=J all other intere parties. edge of truss. 5. Cut members to bear tightly against each other. C7$ C6-7 C5-6 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 fire 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 - Reports: 12 Lumber used shall be of the species and size, and in all respects, equal to or better than that / Indicated by symbol shown and /or 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. 1 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. *IMMO reaction section indicates joint number where bearings occur. !ME @ 1 7. Install and load vertically unless indicated otherwise. =� 18. Use of green or treated lumber may pose unacceptable 1_ � envronmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPI l : National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. ■ ® and pictures) before use. Reviewing pictures alone DSB Design Standard for Bracing. Mi Te 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. 10-'08 Do not cut or alter floor trusses adjust layout for plumbing drains 1011$ 15-11 15-11-0 t 15-11-0 1 15.11-0 I All beams per plan 4 specified and supplied by others 14 LL IIIIII LL LL gni LL LL IMO Rim Joists per plan . specified and supplied 19 _._ -. � by others - -- Ili - -- i Ns I "°' i ii 111•1111111111 fit. 1 =NM= �� wil■ m. I =ELI M � to aoa ° L g 1 m 1 IN 1 1 1 A06 �, nos �� I! — !� -- -� - i If �F e —.11�,- 1 4 1 I -0-0 �4 � �� I 1 IOW I I." 1 FT -7 I 1 FT-7 I I f I 12 - 0 - 0 I 7-114 I 7.1-0 I 7.8.0 I « r 4-11-8 1 10-114 I 7-1-0 1 7-8-0 I ;I 4-11-8 1 10.114 IioW Si * *Elite il ir �` r O � 1 01 121 -FT2 Centex 1 „�� 1 40 LUS46 N innant Summercreek Townhomes BId 10 Floor 2 0 HU46 ■ TAlts8QMS1Q1t Tigard, Oregon i t ; r 0 THA422 15877 SE 98th Ave Clackamas, OR 97015 14" Deep Floor Truss OC 5 HHUS26 -2 O: (503) 557 -8404 U RLIMEDPLANT F: (503) 557 -8428 40/10/0/5 Loading w/ Defl - TL /D = 360 ; LL /D = 480 8 -25 -2010 Mal II= MoTek° POWgR 'ro PERF®RM.'" MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676 -1900 Re: B1011 21 - FT2 Fax 916/676 -1909 CENTEX - SUMMERCREEK BLD 10 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: R32094267 thru R32094282 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. ���G N E % t Q 16890PE 9r OR.i • • 9 /J • 4 .. , T EXPI • TION O ' '' !•./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 Pty CENTEX - SUMMERCREEK BLD 10 FLOOR 2 R32094267 B101121 -FT2 A01 FLAT 3 .tab Rafarenrn (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:59 2010 Page 1 ID:vrGmZD UOC_p4u81uj ?pG_yk EuA- vrGm2DUOCp4ualuppG_6e91h lu KNFn ?a4alyk EuA 1 5.3-4 1 10-4 -12 1 15-843 1 5.3.4 5-1-8 5-3-4 Scale.1:26 5 ]zB = 2 3x6 = ] 2x4 11 303 = 4 -_ U Q 7 6 7zB = 4412 = 2 B 5 4 2.4 11 1 5-3-4 1 10-4-17 1 15-8-0 1 5 -3-4 51 -8 4}4 Plate Offsets (X.Y): [2:0- 2- 4.0- 1- 8].[7:0- 3- 8.0 -1 -8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1 /deft Ud 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 Incr NO WB 0.58 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight: 131 Ib 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 OF Std G JOINTS 1 Brace at Jt(s): 1, 4 REACTIONS (Ib /size) 8= 646/0 -5-8 (min. 0 -1 -8), 5= 646/0 -5-8 (min. 0 -1 -8) Max UpIift8=- 136(LC 3), 5=- 136(LC 3) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or Tess 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. 11; 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) Pr ot 5 ovide mechanical connection (by others) of truss to bearing plate capable of withstanding 136 lb uplift at joint 8 and 136 Ib uplift at � ��°p P R OF 9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced �5 (GN GI ■ E4 9 `> standard ANSI/TPI 1. C7 29 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. Q IC: • e . 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. _.....,,, LOAD CASE(S) Standard 0 S AT / 2 r\( C �R s . \NCI. EXPIRATION DATE: 06/30/12 August 25,2010 As WARNING - Veri:y design parameters and READ NOTES ON TNIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rap. 10-'08 BEFORE USE. Design valid for use only with MiTek connectors. This design 8 based only upon parameters shown, and is for an individual budding component. ' III111 � Applicabdily of design poramenters and proper incorporation of component is respansibiity 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 5 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, 000-89 and BCSI 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 - SUMMERCREEK BLD 10 FLOOR 2 R32094268 B101121 -FT2 A02 FLAT 6 Z .tob Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:59 2010 Page 1 ID:vrGmZD000 p4u8luj? pG_ ykEuA- vrGmZDUOC_p4u8luj ?pG_6cWlawuOUFn7a4alykEuA I 5-3-4 1 10.4 -12 1 15-8-0 1 5 -3-4 5 -1 -8 5-3-4 Scale =125 5 8 1 3=10 = 2 3'6 = 3 114 II 3a ~MIMI �i -- 1 r H Y -- A liiiiiiiitiiif✓•, / Sp 7 6 lir' 6 300 = 4412 = 1.3 8 5 2.44 II 214 11 I 5-3-4 1 104-12 1 15.8.0 1 5-3.4 6-1 -R 5-3-4 Plate Offsets (X.Y): [2:0- 2- 4.0- 1- 8],[4:0 -3- 0.0-1- 8].[6:0 -4- 0.0-2- 0],[7:0- 3- 0.0 -1 -8] LOADING (psi) SPACING 2 -0-0 CSI DEFL in (Ioc) 1 /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.37 Vert(LL) -0.22 7 -8 >832 240 MT20 220/195 TCOL 7.0 Lumber Increase 1.15 BC 0.74 Vert(TL) -0.45 7 -8 >413 180 BCLL 0.0 • Rep Stress lncr NO WB 0.38 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code IRC2006/TP12002 (Matrix) Weight: 131 Ib 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 x4 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 (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) 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 BOT 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 (6), unless otherwise indicated. 3) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.0psf; h =25ft; Cat. 11; 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. Q P R Q 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 191 lb uplift at joint 8 and 154 Ib uplift at "S E FFS Sj joint 5. § N F 9 Q 9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced kr� 29 standard ANSITTPI 1. � ; - ,i • r ., :. C Y r 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 11) Design assumes 4x2 (fiat 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 Ib down and 72 Ib up at / 3 -10 -8 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. { _ 0 .O O GOI.. LOAD CASE(S) Standard • . 6.. / / \ , 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 '9T . 4 / • , " 2 �� Uniform Loads (plf) '‘q R s.1% 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 NOTES ON THIS AND INCLUDED MURK REFERENCE PAGE 1917473 rev. 10 -'08 BEFORE USG vs c-,v. i Design valid for use only with MiTek connectors. This design k based only upon parameters shown, and k for an individual budding component. ® = Applicability of design parom enters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown G ' $" S for lateral support of individual web members only. Additional temporary bracing to insure stobdity during construction k 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 /TPI7 Quality Criteria, 008.89 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 Pty CENTEX - SUMMERCREEK BLD 10 FLOOR 2 R32094268 B101121-FT2 A02 FLAT 6 n L .lob Reference (optionRl) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:59 2010 Page 2 ID:vrGmZD000_p4u8Iuj ?pG_yk EuA- vrGmZD UOC,_p4u8Iuj ?pG_6cWlawuO UFn ?a4alykEuA LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 9=- 921(B) • • • ® WARNING • Verify design parameters and READ NOTES ON TATS AND INCLUDED MI7EKREFERENCE PAGE MT1 -7473 rev. 10'08 BEFORE USE. +° Design valid for use only with MiTek connectors. Th¢ design 'rs 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 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 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 IPly CENTEX - SUMMERCREEK BLD 10 FLOOR 2 R32094269 B101121-FT2 A03 FLAT 5 n l f I tab Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:11:00 2010 Page 1 ID: N 1 g8mZVezH6gi1 jxSQ W2oBykEu9 -N1 g8mZVezH6gi1 jxSQ W2oBfoZh5ods009fJd7kykEu9 1 3-11-0 1 7.10.0 1 3-11-0 3 -11 -0 Scab • 1.150 • 316 = 2x4 11 3.6 = 1 2 3 I e o e 3.10 = 6 4 2.4 11 244 II 1 3.11 -0 7-10-0 1 411 -0 411 -0 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Udefl 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 lncr NO WB 0.30 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight: 66 Ib FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD 2 -0-0 oc purlins (6-0 -0 max.): 1 -3, 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 JOINTS 1 Brace at Jt(s): 1, 3 REACTIONS (Ib /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 (Ib) - 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= 6.0psf; 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) 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 Ib uplift at joint 6 and 106 Ib 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 D PRQp standard ANSI/IP' 1. 10) "Fix heels only Member end fixity model was used in the analysis and design of this truss. ��5 {N F,9 .() 11) Design assumes 4x2 (fiat 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 Ib down and 78 Ib up at � "44 / . 9 r • 3 -11 -0 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (pif) A 0- GO'-. , C O Vert: 4- 6 = -20, 1 -3 = -64 • T � � 1 • - Concentrated Loads (Ib) ' 9�7f ✓g ,j 2 cS. Vert: 5= -294 MF EXPIRATION DATE: 06/30/12 August 25,2010 • ® WARNING - Verify drsigo parameters and READ NOTES ON THIS AND INCLUDED MITER' EK REFERENCE PAGE Mg -7473 rev. 10-'08 BEFORE USE ®� e 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 p q is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsbdlity of the IVIiTek• 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 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 - SUMMERCREEK BLD 10 FLOOR 2 R32094270 B101121 -FT2 A04 FLAT 2 .lob Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:11:01 2010 Page 1 ID:rDO WzvVGkbEXJBI8081 H LPykEu8- rDOWzvVGkbEXJB18081 H LPCzU5PPM NuYEJ3AfBykEu8 3-8-8 3-8-8 3r6 = 284 1I So :8.1:106 2 • Pr 3 2x4 II 34 = 3-8-8 38 -8 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (hoc) 1 /deft Ud 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/TP12002 (Matrix) Weight: 32 Ib 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 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, 2 REACTIONS (lb /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 (8) 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. 11; 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 Ib uplift at joint 4 and 66 Ib 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. � <Go %0 P R QFen 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -1 Od nails. �GJ NGI ► EF9 /� LOAD CASE(S) Standard (C? 2 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 4:: e .. E 9 Uniform Loads (pIf) Vert: 3- 4=- 120(F= -100), 1 -2 = -64 A Or ••• M FR S . � EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verb design parameters and READ NOTES ON MIS AND INCLUDED AIITEK REFERENCE PAGE 0871.7473 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 individual building component. Applicability of design commenters 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 building 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 • Solely Information amiable 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 10 FLOOR 2 R32094271 B101121 -FT2 A05 SPECIAL 3 .Inh Referanrs (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:11:01 2010 Page 1 I0:rDOWzvVGkbEXJB18081 H LPykEu8- rDOWzvVGkbEXJ BI8081 HLPC_H5KIMNuYEJ3AIBykEu8 3-4 -8 3-4-8 axe = 2e4 II Scale .1:10.8 1 2 ■ ,/ 5 8 3 Special Special 4 3,14 = a-4 11 3-4 -8 3-4-8 Plate Offsets MY): (1:0- 1- 12.0.1 -8]. (3:0 -1- 12.0.1 -8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Udell L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.23 Vert(LL) - 0.03 3-4 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.46 Vert(TL) - 0.06 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 IRC20061TP12002 (Matrix) Weight: 29 Ib FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD 2 -0-0 oc purlins: 1 -2, 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, 2 REACTIONS (Ib /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 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 (8) 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 let 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) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 60 Ib uplift at joint 4 and 60 Ib uplift at jj P R OF joint 3. S s 11) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and � �J (NG ] NE.+ � �� referenced standard ANSI/TPI 1. / � 9 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 16! ' J• 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 Ib down at 0 -9 -12, and 608 Ib down at 2 -9 -12 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. ,r;•/� LOAD CASE(S) Standard CC.' 4 ORE 4 ► >°� 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 A 1 • - Uniform Loads (plf) • 9 2 <(/ Vert: 1- 2 = -64, 3- 4=- 120(F= -100) C MC R S \ NC' Continued on page 2 ( EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED AIITEK REFERENCE PAGE MI1-7473 rev. 10'08 BEFORE USB. Design valid for use only with MBek connectors. this design k 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 stabiity 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 fabrication, quality control. storage, delivery, erection and bracing. consult ANSI /IPII Quality Criteria, DS0 -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Street, Suite 3 I2, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 FLOOR 2 R32094271 B101121-FT2 A05 SPECIAL 3 Job Refarence (options!) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:11:01 2010 Page 2 ID: rDOWzvVGkbEXJB18081HLPykEu8- rDOWzvVGkbEXJB18081HLPC H5KtMNuYEJ3AfBykEu8 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 5=- 608(B) 6=-608(B) • A {YARNING - V design parameters and READ NOTES ON 71118 AND INCLUDED 1lIITEKREFERENCE PAGE 6171 -7473 rev. 10'08 BEFORE USE. v r • ,,/ �VJ 9 P : 1— 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 poram enters and proper incorporation of component is responsibility of building designer - not Truss designer. Bracing shown p i s °r k o for lateral support of individual web members only. Additional temporary bracing to insure stability during construction's the responsbllity 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 Pty CENTEX - SUMMERCREEK BLD 10 FLOOR 2 R32094272 B101121-FT2 A06 FLAT 3 e� L .lob Referenra (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:11:02 2010 Page 1 ID: JOyuBFWuVvNOxLsKZrYWucykEu7 -JOyu BFWuVvNOxLsIQrYWuc k5O VbT5j7hTzokBdyk Eu7 5-3-4 51 -8 534 5- I.•1:285 3x10= 2 3x6= 3 2x4 3x;_ A ■M/ I 11 I T e M .l 9 3x10 = 40-12 = OM 8 5 244 11 244 11 1 5-3-4 I 10.4-12 1 15-8-0 1 474 41 -a 5-34 Plate Offsets (X.Y): [1:0-2- 4.0 -1 -81 [2:0.2- 4.0-1 -81 [4:0 -2- 12.0 -1 -81 [6:0- 3- 12.0-2 -0]. [7:0- 2- 4.0-1 -8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (Ioc) 1/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 n/a n/a BCDL 10.0 Code IRC2006/TP12002 (Matrix) Weight: 131 Ib 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 (Ib /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 (8) 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) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.0psf; h =25ft; Cat. 11; 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 Toad 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. ) P R O 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 216 Ib uplift at joint 8 and 161 Ib uplift at -<(-Y‘ � to joint 5. c �N (jt N O 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. c - 1 .0 87' r 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 Ib down and 105 Ib up at r 3 -10 -0 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. �! t A ORE , LOAD CASE(S) Standard A �6. / - 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 < . M ,. ,> Uniform Loads (plf) 57 \ � Vert: 5- 8 = -20, 1 -4 = -64 F S Continued on page 2 ( EXPIRATION DATE: 06/30/12 August 25,2010 A WARNING - Verify design parameters and READ NOTES ON MS AND INCLUDED MITER' REFERENCE PAGE 7411-7473 rev. 10 -'08 BEFORB USE. r - Design valid for use only with Mir ek 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 buiding designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stab illy during construction a the responsibility of the MiTek, erector. Additional permanent bracing of the overall structure Is the responsibility of the budding designer. For general guidance regard POMICR ,r, PCIRFORFC 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 - SUMMERCREEK BLD 10 FLOOR 2 R32094272 B101121-FT2 A06 FLAT 3 Joh Rrfrrenka Optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:11:02 2010 Page 2 • ID: JQyuBFWuVvN0xLsKZrYWucykEu7- JQyuBFWuVvNOxLsKZrY Vuck50VbT5j7hTzokBdykEu7 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 9=-1259 • • A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER" REFERENCE PAGE MII -7473 rev. 10.'08 BEFORE USE. ^ T ., Design valid for use only with MiTek connectors. This design B based only upon parameters shown. and is for an individual budding component. '°'• Appllcabdity 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 stabdify during construction is the responsbillity 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 /1PII Quality Criteria, D5B -69 and BC51 Building Component 7777 Greenback Lane, Suite 109 Safely 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 - SUMMERCREEK BLD 10 FLOOR 2 R32094273 8101121 -FT2 A07 FLAT 2 .toh Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:11:03 2010 Page 1 I D:ncWGOaX WFCVFZVR W7Z31QgykEu6- ncWGOaXWFCVFZVRW7Z3l QgHM0v2ngBLqhdYHj3ykEu6 2-6-8 5-1-0 2-6-8 26 - Scale • 1:12.4 344 = 244 11 >4 = 1 2 3 • 5 7 Special 1 Special 3410 = 6 244 11 >4 11 5444141 1 76-8 1 5-1-0 1 26 -8 26 -0 Plate Offsets (X.Y): 11:0-1-12.0-1-8]. [3:0-1-12.0-1-8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.08 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 Incr NO WB 0.39 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IRC2006/TP12002 (Matrix) Weight: 44 Ib FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD 2 -0-0 oc purlins: 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 x4 DF Std G JOINTS 1 Brace at Jt(s): 1, 3 REACTIONS (Ib /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 (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) 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 (8) 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 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 20.0psf 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. Q PR 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 Ib uplift at joint 6 and 93 Ib uplift at •��( � OFF S' s joint 4. �5 N G[ N 9 /0 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. Q � 9 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 Ib down at 0 -1 -12, and 608 Ib down at 2 -4 -4, and 608 Ib down at 4 -4 -4 on bottom chord. The design /selection of such connection device(s) is the responsibility r , of others. - i'' CO A / Standard `` LOAD CASE(S) 1)) Regular: Lumber Inc Increase=1.15, Plate Increase =1.15 9< v / �R S . �\ \ � � Continued on page 2 ( EXPIRATION DATE: 06/30/12 J August 25,2010 ® WARNING - Vcrt'fy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1411.7473 rep. 10'08 BEFORE USE. LIZ. T Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and s for an individual building component. Lti Applicability of design param enters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown q is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 6 the responsbdlity of the I VIiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication, quality control, storage, delNery, erection and bracing. consult ANSI /TPI1 Quality Criteria, 058 -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information evadable from Puss Plate Institute. 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 FLOOR 2 R32094273 B101121-FT2 A07 FLAT 2 .lob Rsferenra (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:11:03 2010 Page 2 ID:ncWGOaX WFCVFZVRW7Z3IQgykEu6- ncWGQaXWFC VFZVRW7Z3IQgHM0v2ngBLghdYHj3ykEu6 LOAD CASE(S) Standard Uniform Loads (plf) • Vert: 4- 6=- 120(F= -100), 1 -3 = -64 Concentrated Loads (lb) Vert: 6=- 608(B) 5=-608(B) 7=- 608(B) • WARNING• Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE TIII.7471 rev. 10'08 BEFORE USE. �' Design valid for use only with MiTek connectors. the design a 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 h 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, 95610 Job Truss Truss Type Qty Pty CENTEX - SUMMERCREEK BLD 10 FLOOR 2 R32094274 8101121 -FT2 A08 FLAT 2 ,lnh Rnfernnr e (optional) Pro -Build Cladcamas Truss, Cladcamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:11:03 2010 Page 1 I D:ncWGOaX WFC VFZVRW7Z31QgykEu6- ncWGOaX WFCVFZVR W7Z31QgHGbvvMgAyqhdYHj3ykEu6 I 5 -3-4 I 10-4-12 I 15-8 -0 I 5 -3-4 5-1 -8 5-3-4 • Seale • 1:25 8 x8 = ] 4 11 3x8 3x10 = 2 3 ,i El --- Spacial Special 10 r 5 9 10 300 = 4x17 = 5 2x4 II 2 II Spacial I 5-3-4 I 10-4-12 I 15-8-0 I 5.1-4 5.1 -R 5 -3-4 Plate Offsets (X.Y): [1:0 -1- 12.0 -1- 81.[2:0- 7- 4.0- 1- 8J.14:0 -2- 8.0-1- 81.[6:0- 6- 0.0 -1- 12],[7:0 -1- 12.0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (Ioc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.49 Vert(LL) -0.32 7 -8 >578 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.84 Vert(TL) -0.63 7 -8 >294 180 BCLL 0.0 • Rep Stress Inc! NO WB 0.48 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code IRC2006/TP12002 (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 (4 -11 -5 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 (Ib /size) 8= 2620/0 -5 -8 (min. 0 -1 -8), 5= 974/0 -5-8 (min. 0 -1 -8) Max Uplift8=- 221(LC 3), 5=- 152(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1- 8=- 1345/195, 1 -2 =- 6800/753, 2 -3 =- 4361/632, 3-4 =- 4361/632, 4 -5 =- 888/172 BOT CHORD 6-7 =- 753/6800 WEBS 3-6 =- 389/167, 1 -7 =- 764/6898, 2 -6 =- 2474/122, 4- 6=- 641/4424 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 0-7 -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 Toads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.Opsf; h =25ft; Cat. 11; 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 Toads 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 Toads. 7) • This truss has been designed for a live Toad of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6-0 tall by 2 -0-0 wide ? PR OFF will fit between the bottom chord and any other members. �� GI E 9 W 8) A plate rating reduction of 20% has been applied for the green lumber members. N F Q 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 221 Ib uplift at joint 8 and 152 Ib uplift at '9 joints. Cr i % r 10) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and standard ANSIITPI 1. 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 Ioad(s) 608 Ib down at 0 -1 -12, and 608 A 0 B ar • ,�cb Ib down at 2 -4 -4, and 608 Ib down at 4 -4 -4 on bottom chord. The design /selection of such connection device(s) is the responsibility A T -' of others. � C111- S M N� � Continued on page 2 1 EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design par-ametc s and READ NOTES ON THIS AND INCLUDED MITES TEREFERBNCE PAGE bIII -7473 rev. 10-'OS BEFORE USE. 0-,,r„ c °' Design valid for use only with MiTek connectors. This design's based only upon parameters shown. and k for an individual [striding component. Appllcabiity of design pararnenlers and proper incorporation of component is responsibiily 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 q responsibility of Inc 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, 008 -09 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, 95810 • Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 FLOOR 2 B101121 -FT2 A08 FLAT 2 Job Reference (optional) R32094274 Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:11:03 2010 Page 2 ID:ncWGOaX WFCVFZVRW7Z31QgykEu6- ncWGOaX WFCVFZVR W7Z31QgHGbvvMgAyqhdYHj3ykEu6 LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 8- 11=- 120(F= -100), 5- 11 = -20, 1 -4 = -64 Concentrated Loads (lb) Vert: 8=- 608(B) 9= 608(B) 10=- 608(B) • • • • • • • WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE MTI.74 rev. IO-'O8 BEFORE USB. ® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and b for an individual building component. C t� 3i Applicability of design param enters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown MiTek" h 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 POWER .e fabrication. quality control. storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, 006.89 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 Pty CENTEX - SUMMERCREEK BLD 10 FLOOR 2 R32094275 8101121 -FT2 FT -1 FLOOR 2 1 I 75'94, Job RctPrcnrxl (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 1511:05 2010 Page 1 I 24 -475 ID:j ?d1 pGZnnglzopbvFz6DVFykEu4 -j ?d1 pGZnnglzapbvFz6DVFMXOiZKI1 s79x1 O oyykEu4 1 2-0-0 1 1 1 -11 -12 1 11 -2-4 11 1-4 -0 1 I 9-11-12 1 scab. 1670 I &0.0 I 4810 = 384 I I 4810 = 284 1 1 354 = 284 11 3s6 FP = 384 1 1 4810 = 284 1 1 588 = 10810 = 254 I I 4810 = 384 I I 1 2 3 4 5 488 8 7 8 9 10 11 12 13 14 15 18 17 al • e- 11 -148-11-14 e 1 28 25 24 23 22 21 20 19 18 488 = 488 = 284 11 284 11 4512 = 388 FP = 4812 = 5810 = 284 11 284 11 4.8 = 488 = 47.09 25-1.0 3340 1 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.], [25 Fdyel [26 -1 -8 0 -0-0]. [27:0 -1 -8 Fdge] [28 3- 8.Edge], (29:Edge.0 -1 -8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1 /deft Ud 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 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.07 18 n/a n/a BCDL 5.0 Code IBC2006/TP12002 (Matrix) Weight: 182 Ib 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 (Ib /size) 29= 811/0 -5 -8 (min. 0 -1 -8), 18= 679/0 -5 -8 (min. 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 (Ib) or Tess 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/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. C ° P R °P 6) CAUTION, Do not eyed truss backwards. � � \ C o ' NGt N e a s ' S / O2 9 LOAD CASE(S) Standard CC 16 - - fa" - r ' 4 ORE - i. ��� 9 TF, ,, / \• �� ' R S \NC� EXPIRATION DATE: 06/30/.12 August 25,2010 11 4 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED IIIITEK REFERENCE PAGE bIII-T473 rev. 10'08 BEFORE USE. . Design valid for use only with MTek connectors. Thk design k based only upon parameters shown, and k for an individual building component. i ; Applicability of design param enters and proper incorporation of component 5 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'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, DSB•89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 2B1 N. Lee Street, Suite 312- Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 FLOOR 2 R32094276 B101121 -FT2 FT -2 FLOOR 5 1 .Inh Reference Tnptionel) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:11:06 2010 Page 1 ID:C BB P1 cZPY7tgQyA5ohdS2Syk Eu3 -C B BP 1 cZPY7tgQyA5ohdS2Sv166 11 ZpHObmxKOykEu3 1 7-6-0 1 1 0-11-0 1 1 t -4 -0 1 7 -0 -0 I Scala • 129 6 364 11 410 = 264 11 9-6 = 264 11 464 = 2■4 11 4610 = 364 9 1 1 3 4 5 6 7 8 9 HiPJ 9 ° -1�� -11 �, 5 - 1"J / 14 13 12 11 4x8 = 5x10 = 264 11 364 = 4610 = 468 = 1 6 -5-0 1 7 -1 -0 17 -9-0 1 17-9-0 1 a -5-0 0 -0-0 n -8 -0 10-9-6 Plate Offsets (X.Y): [1'Edge.0 -1 -8). [4:0- 1- 8.Edge). [5:0 -1 -8 0 -0-0], (6:0- 1- 4.Edgey [10:Edae.0 -1 -81. f12:Q- 1- 8.Edgej. [13:0- 1- 8.Edaej,115:Edae.0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /dell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.54 Vert(LL) -0.30 11 -12 >701 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.55 11 -12 >382 360 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.07 10 n/a n/a BCDL 5.0 Code IBC2006/TP12002 (Matrix) Weight: 96 Ib 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. REACTIONS (Ib /size) 15= 963/0 -4 -0 (min. 0 -1 -8), 10= 963/0 -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 =- 3322/0, 3 -4 =- 3329/0, 4 -5 =- 3888/0, 5-6 =- 3887/0, 6-7 =- 3377/0, 7 -8 =- 3348/0 BOT CHORD 14 -15= 0/2104, 13- 14= 0/3880, 12- 13= 0/3888, 11- 12= 0/3946, 10- 11= 0/2112 WEBS 2 -15= 2263/0, 2 -14= 0/1325, 4 -14 =- 981/0, 8 -10 =- 2272/0, 8 -11= 0/1346, 6-12= 347/404, 6-11= -628/0 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 al 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 • co <c �'. LN G], FF/9 1029 '- �.zsi.E 1— � j '.0 ) 0.' - G•4 co 9 F ' -- 2 <� , F? STO EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE FBI-7473 MT. 10 'a '08 BEFORE USE. ® � =� Design valid for use only with MiTek connectors. This design a based only upon parameters shown, and '6 for an individual budding component. Applicability of design commenters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown p 9 `` t =� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbtlity of the IVliTekt 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 AN51 /0711 Qualify Criteria, 059 -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 10 FLOOR 2 R32094277 8101121 -FT2 FT -2GE GABLE 1 1 ton Referenrn (optional) Pro-Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:11:06 2010 Page 1 ID: CBBP1cZPY7tgQyA5ohdS2SykEu3- CBBP1kZPY7tgOyA5ohdS2SvsM68u1edHObmxKOykEu3 Scale. 1:29.8 344 11 344 11 1 2 3 4 5 6 7 8 9 70 11 12 13 14 15 O 44 O R I I I 1 111 111 - V f I ry 29 28 27 28 25 24 23 22 21 20 19 18 77 16 344 11 346 = 7 -7-0 140 250 40 65O 940 11 8 -0 .1-0 48-08-0-0 .1-0 7A0 td-0 I 1-40 l 1-d -0 l 5 1-40 I 1 -1-0 430 1 7 -9-0 1160 1d-0 I 1 7-40 I 140 12 I 140 134-0 l 1 1-40 I 1 1-60 I 1 { 45.1 Plate Offsets (X.Y): [1:Edge.0 -1 -8). [29:Edge.0 -1 -81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I /deft Lid 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 Incr YES WB 0.03 Horz(TL) 0.00 16 n/a n/a BCDL 5.0 Code IBC2006/TP12002 (Matrix) Weight: 67 Ib 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 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 10-0 -0 oc bracing. OTHERS 4 X 2 HF Stud /Std REACTIONS All bearings 17 -9 -0. (Ib) - Max Gray All reactions 250 Ib 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. - AJI 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. LOAD CASE(S) Standard (c., -57 // -o -o O R • , 9 F!e, . 2 \. (<./ MFR S -�\N • 1 EXPIRATION DATE: 06/30/12 August 25,2010 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED PETER REFERENCE PAGE NI I-747J rev. 10.08 BEFORE USE. Ell — Design valid for use only with MT B ek connectors. This design based only upon parameters shown. and b ®� for an individual budding component. [,� Applicability of design param enters and proper incorporation of component Is responsibiity of building designer - not truss designer. Bracing shown p p is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction b the responsibility of the IVIiTek• 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 /TP11 Quality Criteria. DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Salety Information available from Truss Plate Institute, 281 N. Lee Street, Suite312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 FLOOR 2 R32094278 B101121-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 15:11:07 2010 Page 1 ID:gNInEya1 JR7h161HMO8hbgykEu2- gNlnEya1 JR7h161HMO8hbgSwWHgmooQcFWVsgykEu2 I 7-6 -0 I 1 1 -11 -12 R9-44 Seale . 1,30 .2 394 11 4910 = 294 11 496 = 234 11 4310 = 394 11 1 2 3 4 56496— 7 8 9 II - I ��I 7 `II „si 14 13 12 11 IJJt 498 = 4310 = 294 11 294 11 4910 = 498 = 1 8 -0-0 f 8-11 -1144 1 9.11 - 1 18 I 0 -0-9 0-11 - 0-11 -14 8 Plate Offsets (X.Y): [1:Edge,Q -1 -8]. 14•0- 1- 8.Edge]. [5:0- 1- 8.Edael. [10:Edge.0 -1 -8]. [11:0- 4- 12.Edge]. [12:0- 1- 8.0 -0 -01 [13:0- 1- 8.Edge]. (14:0- 4- 12.Edgel. (15•Edge.0 -1 -8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /defl Lid 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/TP12002 (Matrix) Weight: 96 Ib 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.18Btr 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) 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 BOT 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 �F �� o PR QFec, �,��, < , E I NF9 /� 9 ) 6 ;,i• ; • E r . / '" j i 03 • O'-G•'1 ��b 4. . R S . \ EXPIRATION DATE: 06/30/12 August 25,2010 (r :.9, 5:.. - . _ .A s, . 0 -.. s .. .9 -F. ,.S- ..♦ _ ,.. - - -- - . r a 9 - .. -. . - - ^. - .t. ti ., -- _ ,_...�4%✓'� ® WARNING - Verify design parwnzetcrs and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MR -7473 rev. I0 -'08 BEFORE USE. rs�.� Design valid for use only with MiTek connectors. Thk design is based only upon parameters shown, and is for an individual building component. 3 s Applicability of design paramenters and proper incorporation of component i5 responsiblily of building designer - not truss designer. Bracing shown MiTek" k for lateral support of individual web members only. Additional temporary bracing to insure slablity 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 .a fabrication. quality control. storage, delivery, erection and bracing, consult ANSI /TPIl quality Criteria, 058 -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information available from Truss Plate Institute, 281 N. Lee Street, Suite 3112, Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 FLOOR 2 R32094279 B101121-FT2 FT -5 FLOOR 40 1 .lob Reference (nytinnaf Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:11:08 2010 Page 1 ID:8aJ9RIbf417YfG KUw6fw7tykEu 1- 8OJ9RIbf417YfG KUw6fw7t_6bwfDVUIZry F2PHykEu1 I I 2.8 -0 1 740 I 0-10.0 1 1 1-4 -0 I 8-4-0 8o1e - 1:28 3 3x4 II 4.10 = 2x4 II 4x4 = 2x4 II 4x10 = 3x4 II 1 2 3 4 5 3x8 = 8 7 8 II ���� Z 11111"- I I�I ��� II q II% MIS % �-I NW% Mil. YWNINIkii-■ Y Ism 1 71F0 4 1 11 10 , ?/ 4.10 = 2x4 11 2x4 11 4.10 = 4x8 = 488 = 1 15.8.0 I 15.1-0 Plate Offsets (X.Y): [1:Edge.0 -1 -8J. (4:0-1-8.Edge]. [5:0- 1- 8.Edge]. j9:Edge.0 -1 -81. [11:0- 1- 8.Edge]. [12:0- 1- 8.Edge]. [14:Edge.0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (Ioc) 1 /dell 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 Ib 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 puffins, 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 (Ib /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 �� Q ` EO OF P R F S �5 ] Ne s/ w� • / � 1 6 - ,/! :• E ? 7" • O ' - G (V 4 ,�c5 9 T. B 2' ' (e. M FR S .1 \ � C � EXPIRATION DATE: 06/30/12 August 25,2010 ■ / r i 1, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE PI 1.7473 rev. 10.'08 BEFORE USE. -�; u Design valid for use only with MiTek connectors. This design c based only upon parameters shown. and is for an individual building component. 7"7" 1-1 Applicability of design parom en ters and proper incorporation of component is responsibility of bulding designer - not truss designer. Bracing shown 66SS B 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 building designer. For general guidance regarding ." fabrication, quality control. storage, delivery. erection and bracing. consult ANSI /TPII Quay Criteria, 058.89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information available from Truss Plate Institute, 281 N. Lee Street. Suite312. Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 FLOOR 2 R32094280 B101121-FT2 FT -5DR FLOOR 2 1 .lnb Rnfnrenra (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 2515:11:09 2010 Page 1 I D:antYfecH2 FPHQvgUpA9g5ykEu0- antYfecH2 FPHQvgUpA9g5XBtKzuEvcj4Z ?bxjyk Eu0 1 2.9 -0 1 1 0-10.0 11 1-4 -0 I Scab =1:26 3 3x4 11 4110 = 2M 11 414 = 2x4 11 4x+0 = 3x4 11 1 2 3 4 5 bah = 6 7 a 11 100016 :10-0■... 4441 I Cd i-mlig ..... ...- - r„„00.-_:_wal i Ill ' II I 1.111111 v 4g 4x10 = 2a4 11 20 11 412 = 4108 = 4ae = 1 15.&0 15.0-0 i Plate Offsets (X,Y): [1:Edge.0 -1 -8]. [4:0- 1- 8.Edge]. [5:0- 1- 8.EdgeJ. [9:Edge.0 -1 -8]. [11:0- 1- 8.0 -0-0]. [12:0- 1- 8.Edge]. [13:0- 4- 0.Edge]. [14:Edge.0 -1 -8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.89 Vert(LL) -0.27 12 -13 >691 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.83 Vert(TL) -0.36 12 >507 360 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.09 9 n/a n/a • BCDL 5.0 Code IBC2006/TP12002 (Matrix) Weight: 93 Ib FT = 0 %F, 0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 2 -2 -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 6 -0-0 oc bracing. QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (Ib /size) 14= 848/4 -0 -0 (min. 0 -1 -8), 9= 848/0 -5 -8 (min. 0-1 -8) Max Horz 14 =86(LC 9) . Max Grav14 =1223(LC 3), 9 =1223(LC 2) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2 =- 945/945, 2 -3 =- 3646/0, 3 -4 =- 3244/0, 4 -5 =- 3419/0, 5 -6 =- 3769/0, 6 -7 =- 3755/0, 7 -8 =- 945/945 BOT CHORD 14- 15=- 1637/3892, 13 -15 =- 3560/6413, 12 -13 =- 993/6107, 11 -12 =- 993/6107, 10-11=-993/6107, 9-10=-88/2751 WEBS 7 -9 =- 2960/95, 2 -14 =- 2981/0, 7 -10 =- 225/2105, 2 -13 =- 241/1976, 6 -10 =- 353/24, 3 -13 =- 437/306, 5-10 =- 1807/1379, 4 -13 =- 1731/1129, 4 -12 =- 438/560, 5-11 =- 369/289 NOTES 1) Unbalanced floor live Toads 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. P 4) This truss has been designed for a total drag toad of 360 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag , ,�D OFF S, loads along bottom chord from 0 -0 -0 to 4 -0 -0 for 1410.0 If. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. c. - L NG iN 9 x ' / 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 NJ y to be attached to walls at their outer ends or restrained by other means. Q . j3 ! E t' LOAD CASE(S) Standard V/ 0) S. EXPIRATION DATE: 06/30/12 j August 25,2010 4 1 ,•r. Y• ... ......, r��.. --. . -'- i ..o': • ...'a•. -. _ ", r'�-,..,-.£LN ,'.:.1 ;•,- .,.1..� a . : ... a .., - , ® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER" REFERENCE PAGE DE T-74 rev. 10-'08 BEFORE USE. � s � Design valid for use only with Milek connectors. The design is based only upon parameters shown. and a for an individual building component. y�.-� 4. Applicability of design paramenters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown MiTek' BS is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibdlity of the MiTekx erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ,a 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 - SUMMERCREEK BLD 10 FLOOR 2 R32094281 . B101121 -FT2 FT -6 FLOOR 30 1 lob Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 2515:11:09 2010 Page 1 ID: antYtecH2FPHQvgUpA9g5ykEu0- antYfecH2FPHQvgUpA9g5X EJ KzbExzj4Z ?bxjykEuO 1 1 -71 -8 1 1 1.4 -0 11 2-6-0 1 Scale . 1194 54 = 1 3"4 11 2 3 316 = 4 2v4 11 5 4x8 = 63 "4 II 111.1m. 111 WA= 11 , II mwmism MII ,, ►i 11 10 9 8 2r4 11 3x10 = ' 54 = 4r8 = I 2-4 -0 I 3-0.0 I 38-0 1 11 -8-0 1 2-4-0 0-0-0 08-0 8-0-0 Plate Offsets (X.Y): [1:Edge.0 -1 -8], [2:0- 1- 8.EdgeJ.13:0 -1 -8 Edge]. [5:0- 2- 10.Edge]. [7:Edge,0 -1 -8], [9:0- 1- 8.0.0 -01, [10:0 -1 -8- Edge], [11:Edge.0 -1 -8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud 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 nla n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight: 55 Ib 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 (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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 =0/619 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 ���ED P R OFF � �NGIN 9 X029 ct r S EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING • Verify design pararncte. s and READ NOTES ON THIS AND INCLUDED MIIEKREFERENCE PAGE 647.7473 rev. 10'08 BEFORE USE. � y . Design valid for use only with MiTek connec tors. This design c based only upon parameters shown, and is for an individual building component. - f Applicability of design paramenters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown p p is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbdlity of the IYIiTek erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding »• +o. .e... fabrication, quality control. storage, delivery. erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB - 89 and 8C51 Building Component 7777 Greenback Lane, Suite 109 Solely 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 10 FLOOR 2 R32094282 B101121 -FT2 FT -7 FLOOR 2 1 ,Inh Referenrn (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:11:10 2010 Page 1 ID:4yRws cvcMNGvaUs1XhOCIykEu?- 4yRws_ cvcMNGvaUs1XhOCI4XajSFz00sIDk9T9ykEu? 1 2 -5-0 I 1 1-11-8 1 Scale =1:178 4z6 = 1 314 11 2 3 3x4 = 4 2.1 11 5 4x6 = 6 3z4 11 II �� Ire r �� OEM r ° ° 45 s 1 I , a 8 3x8 = ' / 311 = -' 4x8 = 48 = I 10-8-8 15-6-8 Plate Offsets (X Y): [1:Edge.0 -1 -8], (2:0 -2 -9- Edge], (5:0- 1- 7,Edgej, [7:Edye- 0 -1 -8], (8:0- 1- 12- Edge], (10:Edge,0 -1 -8] LOADING (psf) SPACING 2 -0-0 CSI DEFL In (loc) 1 /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.19 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 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code IBC2006/TP12002 (Matrix) Weight: 52 Ib 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= 575/0 -4 -0 (min. 0 -1 -8), 7= 575/0 -4 -0 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or Tess except when shown. TOP CHORD 2- 3=- 1416/0, 3-4 =- 1422/0, 4 -5 =- 1422/0 BOT CHORD 9- 10= 0/959, 8 -9= 0/1425, 7 -8 =0/960 WEBS 2-10=-1068/0, 2- 9= 0/513, 5 -7 =- 1069/0, 5-8 =0/518 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 ac 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 PR OFF .. Ate/.;••- 9 r ..., .1 4/41fr CFA S.-":" EXPIRATION DATE: 06/30/12 August 25,2010 • ® WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1471.7473 rev. 10''08 BEFORE UBE. °�'' Design valid for use only with MiTek connectors. This design's based only upon parameters shown, and h for an Individual budding component. Applicability of design paramenters and proper incorporation of component is responsibdity 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 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 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3 Center plate onjoint 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 MIMI Dimensions are in ft-in-sixteenths. (Drawings not to scale) 11404,, A and ppl full y py lates embed to both sides teeth. of truss I 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 0 _l i, �, 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 1=10.1 MENZIEHIE■ bracing should be considered. 3. Never exceed the design loading shown and never III ■-� p 4 stack materials on inadequately braced trusses. O o 4. Provide copies of this truss design to the building For 4 x 2 orientation, IOCGfe designer, erection supervisor, property owner and plates 0-'nd' from outside O all other interested parties. 'Ai edge of truss. a0 5. Cut members to bear tightly against each other. C7.8 C6 C5 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the joint and embed fully. Knots and wane at joint required direction of slots in 8 7 6 5 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 fire 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 a endicular NUMBERS /LETTERS. responsibility p rp 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 Indicated by symbol shown and /or ESR -1311, 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, 8432, 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 or alter truss member or plate without prior (supports) occur. Icons vary but © 2006 MiTeke All Rights Reserved approval of an engineer. ..(?1:11> reaction section indicates joint number where bearings occur. 01=I= 17. Install and load vertically unless indicated otherwise. ® ( ings 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI /TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. p a and pictures) before use. Reviewing pictures alone DSB -89: Design Standard for Bracing. rt/I Ile k 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. 10 - 08 ,..1 I IIIIIi 1 15-11-8 �' ��� \ / I 1 Nilo 1 1 T ,_. 1 1 4 1 I ii -, 11 'I - 1 13 8 p 0, ' N N N N i il co (! J 02 ( 7 J ii, 302 (7 403 ili l °� I f, 1 , I • A II HMS li iii ' 'I 1, ■ .. 4v �0 ?7,����1 ■E ■PIS ►I ■�Illn�'� �i��w� i l', alI _��_. � p PE - � ��l 1 I1 CfY?LUU _ _ 1 _ � Lrp w�� y l;h�3Y lt] �F' I� _ raialailr � aa�I■ _ _�ewlirmi i -0-0 II;I mini i N 9 EN.- ___ 11 _!I 1.� N 1 . ■ lYl� -I . -0-0 L il _ 1r2 � � 7 USE LUS24 HANGERS U.N.O. 1243-0 I 7.,,s I 15-11-0 I 4-11-8 I ,a „a I 15-11-0 I a „a I ,a „a I ��� ;311 it'E iite- ' * S CWII I � 0 5 o8RrE0 6 10 d, :,- B101121 Centex 58 V -BLOCK 0 MUS-26 HPMCIffirilluil Summercreek Townhomes Building 10 ■ 58 S -BLOCK 15 HUS-26 TAUSSDMSION Tigard, Oregon rl .. 150 H2.5A 0 HHUS -26 15877 SE 98th Ave Clackamas, OR 97015 6/12 PITCH w/ 12” OH ; 8/12 PITCH w/ 12” OH ■wu”' C 30 LUS -24 0 HGUS -26 0: (503) 557 -8404 CCRTI IEDPL�1 F: (503) 557 -8428 25/7/0/5 LOADING w/ 100 MPH WIND - EXP B 8 -25 -2010 0 LUS -26 0 HGUS -26 -2 oo® Mffek® POWCR TO PERFORM.'' MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676 -1900 Re: B1011 21 Fax 916/676 -1909 CENTEX - SUMMERCREEK BLD 10 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: R32094226 thru R32094251 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. c _ G EE. di � � 2 9 16890PE 0 rl # EXPIRATI0; /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 10 ROOF R32094226 8101121 A01 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 15:09:29 2010 Page 1 I D: XXgkgROZOKfbH2 FS dpNic ?ykEva- XXgkgROZOKfbH2 FSdpNic ?OA50vsoIB ?4 ?mJQ WykEva 11 -0 -0 19-6-0 pp Y -0.0 166-0 I 1460 0.0 S.I. •1:75.3 516 = 6.00 12 5 14 r1 16 13 f7 12 - 113 5xe G 56 11 _ 19 57 10 20 5x6 J ill 21 :ell 2 4 d 7 6 e 24 5 25 4 28 Y a '' �:'.- ,,t._ 29 rt 502 = 55 54 53 52 51 50 49 48 47 48 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 5x12 = 360.0 . 360.0 Plate Offsets (X,Y): 12:0- 2- 2,Edoe1,19:0 -3-0,0 -3-01, 121:0- 3 -0,0 -3 -01, f28:0- 2- 2,Edgel TCLL LOADING (psf) 5,0 0 SPACING 2-0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP (Root Snow =25.0) Plates Increase 1.15 TC 0.57 Vert(LL) 0.00 29 n/r 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.51 Vert(TL) 0.01 29 n/r 180 BCLL 0.0 • Rep Stress Ina NO WB 0.12 Horz(TL) 0.05 41 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Wind(LL) 0.00 29 n/r 90 Weight: 302 Ib 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 diredly applied or 3 -4 -10 oc bracing. OTHERS 2 x 4 DF Std G 'Except* WEBS 1 Row at midpt 15-43, 1444, 13-45, 1641, 17-40 MiTek recommends that Stabilizers and required cross bracing 1 5- 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 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=- 128(LC 8) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Uplift All uplift 100 Ib 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 Ib 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, ED PR 43- 44=- 261/ 41 42 261/427, 40 -41 5 528 /6 4, 39- 40 /38 -39 =- 1061/1227, � GJ��� G E 9 c S jQ 37- 38 1328/1494, 36 -37 =- 1594/1760, 35 -36 =- 1858/2025, 34 -35 =- 2125/2292, � � // 9 33 -34 =- 2392/2558, 32 -33 =- 2658/2825, 31 -32 =- 2898/3092, 30 -31 =- 3192/3332, .�4, , 1 . r. 28 -30 =- 3846/4058 r NOTES /1/ 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.Opsf; h =25ft; Cat. 11; Exp B; enclosed; MWFRS (low -rise) gable end zone; / v CI cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 / 4 0 •! • 4/ Cb 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 T / N Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. 1 ! T 8.: `L 3) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 •✓ /r- S . I 4) Unbalanced snow Toads 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 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED 17ITEK REFERENCE PAGE 1411 -7473 rev. 10'08 BEFORE USE, i -h , Design valid for use only with MiTek connectors. This design k based only upon parameters shown, and k for an individual building component. ° - Applicability of design paramenters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown MiTek" erector. k for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibdlity of the r VriTek 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 BCSI 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 Qty Ply CENTEX - SUMMERCREEK BLD 10 ROOF R32094226 B101121 A01 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 15:09:31 2010 Page 2 I D: Uvy V47QpwxvJ WMPrkEQAiQykEvY- UvyV47QpwxvJWMPrk EQAiQTWbpbwGfgIXJFOUPykEvY 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 psi 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 =Ib) 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 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER' REFERENCE PAGE 1111-7473 rev. 10 -'08 BEFORE US& ® ® . hf 9 P Design valid for use only with MiTek connectors. Th's design's based only upon parameters shown- and b for an individual bulding component. Applicablity of design param enters and proper incorporation of component 6 responsibility of balding designer - not truss designer. Bracing shown p ` 1 ' 6 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 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 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 10 ROOF R32094227 B101121 A02 DBL. FINK 4 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:09:32 2010 Page 1 I0:y6WtITQRhF1A8W 1IxxPEeykEvX- y6WtITQRhF1A8W 1bccPEe0dDss ?ynRmz ?zlrykEvX -4 1 -0.01 6 -10.4 { 13-2-2 1 19.6 -0 1 25314 1 32 -1 -12 1 39-0.0 860-0 0.0 6 -10.4 6 -3 -14 6-3-14 6 -3 -14 6 -3 -14 6 -10.4 II0.0 Scale • 1:74.7 5x6 = 6.00 12 6 0. 314 i 3e4 3z6 G 5 23 24 3x6 J 4 0 4. - 2z4 \\ 9 ii iii ii.... i ii 16 17 18 15 19 7 21 22 12 '11� 11� 0.,12 = 3x4 = 4a4 = 5x12 81208 = 4x4 = 344 = 5xl2 I 8-1 -7 1 15-8-8 1 23-3-8 1 30-10-9 1 39-0.0 1 8 -1 -7 7 -7.1 7 -7.1 7 -7 -1 8 -1 -7 Plate Offsets (X,Y): 12:0- 2- 2,Edge), 110:0- 2- 2,Edge), 113:0- 1- 8,0- 1 -12), 115:0- 1 -8,0 -1 -121 LOADING DING (Ps 25 0 SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0.87 Vert(TL) -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 Incr NO WB 0.71 Horz(TL) 0.20 10 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight: 193 Ib 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 OF No.1 &Btr 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.1 &Btr G Installation guide. REACTIONS (Ib /size) 2= 2104/0 -5 -8 (min. 0-2 -4), 10= 2104/0 -5-8 (min. 0-2 -4) Max Horz2=- 128(LC 8) Max Uplift2=- 497(LC 7), 10=- 497(LC 8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or Tess 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 =- 352/1394, 7 -13 =- 799/334, 7 -12= 188/512, 9 -12= 342/214 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 Toad of 25.0 psf on overhangs non - concurrent with other live Toads. 5) All plates are MT20 plates unless otherwise indicated. ?_O P R OFF 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s 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 �� �NGt N E :. W will fit between the bottom chord and any other members, with BCDL = 5.Opsf. 1..:.. 8) A plate rating reduction of 20% has been applied for the green lumber members. C' 16 • ' J• 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =lb) 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 Ib down and 54 Ib up at (C\• ORE .- ►. .a 17 -6 -0, and 275 Ib down and 54 Ib up at 21 -6 -0 on bottom chord. The design /selection of such connection device(s) ' s is the T responsibility of others. 9 ,/ is � �. � 2� w ' ` \ � !( 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). .-/ - Continued on page 2 ( EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED ItffTP.fi REFERENCE PAGE 11777 -74 73 rev. 10-'08 BEFORE USE. a r . � @3 . Design valid for use only with MiTek connectors. This design 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 p7-2--,--= . �T � }ja k for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibdlity of the M iTek* erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication. qualify control, storage, delivery, erection and bracing. consult ANSI /TPII Quality Criteria, DSB -89 and BCSI 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 - SUMMERCREEK BLD 10 ROOF R32094227 B101121 A02 DBL. FINK 4 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:09:32 2010 Page 2 ID: y6WtITQRhF1A8W _11xxPEeykEvX- y6WIITQRhFIA8W 1borPEe0cfDss7ynRmz7zlrykEvX LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (pit) 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) • • ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER' REFERENCE PAGE MII-7473 rev. 10'08 BEFORE USE. tie 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 p p a '�" is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsib day of the IVIiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding POWV,11 ... fabrication. quality control. storage, defy. ery. erection and bracing, consult ANSI /TPI1 quality Criteria. DSB•89 and BCSI 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 Pty CENTEX - SUMMERCREEK BLD 10 ROOF R32094228 B101121 A03 DBL. FINK 10 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 2515:09:34 2010 Page 1 I D:u Uedj9Sh DsHtNg8Q PMztJ2ykEvV -u Uedj9ShDsHINg8QPMztJ25y61 XJTsDkE HU45jykEvV -1 -0-0 8.10 -4 1 13.2 -2 I 19-6 -0 25-9-14 1 32 -1 -12 I 39.0.0 I 4 -0 -0 8 -10-4 6 -3-14 8 -3 -14 6 -3 -14 6 -3-14 6 -10.4 Scale • 1:74.2 5,6 = 8 6.00 Fi 3,4 i 3,4 5 23. 7 Y 3,8 11 3x6 8,4 \\ 4 8 244 // 3 43 4v 9 i '141111 111 ... 2 0 IP , 3 15 18 17 14 18 13 19 12 20 21 11 4,10 = 4,10 — 3,4 = 4x4 = 5,12114720H = 4x4 = 3,4 = I 8 -1 -7 15-8-8 1 23-3-8 1 30-10 -9 I 39-0-0 1 8 -1 -7 7 -7 -1 7 -7 -1 7 -7 -1 8-1 -7 Plate Offsets (X,Y): 12:0- 0- 7,Edgel. 110:0- 0- 7,Edge1, f12:0- 1 -8,0 -1 -121, f14:0- 1 -8,0 -1 -121 LOADING DING (ps25 0 SPACING 2 -0-0 CSI DEFL in (loc) I /defl Ud PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0.87 Vert(LL) -0.55 12 -14 >846 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.85 Vert(TL) -0.97 12 -14 >475 180 MT2OH 165/146 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 Ib FT = 10% LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1.7E TOP CHORD Structural wood sheathing directly applied or 2 -8 -14 oc purlins. BOT CHORD 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 8 -8 -3 oc bracing. WEBS 2 x 4 DF Std G 'Except' MiTek recommends that Stabilizers and required cross bracing 5- 15,6.14,6- 12,7 -11: 2 x 4 DF No.18&Btr G be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 2= 2106/0 -5 -8 (min. 0 -2 -4), 10= 2017/0 -5 -8 (min. 0-2 -2) Max Harz 2 =138(LC 7) Max Up1ift2=- 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 =- 3933/820, 3-4 =- 3756/846, 4 -5 =- 3576/867, 5-22 =- 3163/734, 6-22 =- 3045/753, 6-23= 3151/755, 7- 23=- 3164/734, 7 -8 =- 3589/878, 8 -9 =- 3768/857, 9 -10 =- 3944/831 BOT CHORD 2 -15= 765/3395, 15 -16 =- 574/2963, 16- 17=- 574/2963, 14-17=-574/2963, 14 -18 =- 328/2265, 13 -18 =- 328/2265, 13 -19 =- 328/2265, 12 -19 =- 328/2265, 12 -20 =- 477/2965, 20 -21 =- 477/2965, 11 -21 =- 477/2965, 10 -11 =- 662/3408 WEBS 3-15 =- 342/214, 5- 15=- 188/512, 5-14=-786/334, 6-14=-352/1381, 6-12 =- 354/1397, 7 -12= 803/337, 7 -11 =- 198/525, 9 -11= 347/218 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 11; 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 Toad of 25.0 psf on overhangs non - concurrent with other live Toads. 5) All plates are MT20 plates unless otherwise indicated. P 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. �� R �F 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 " G IN : ()Fe will fit between the bottom chord and any other members, with BCDL = S.Opsf. ' ' - / 9 0 8) A plate rating reduction of 20% has been applied for the green lumber members. <4./ / 2-v 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt =1b) �•.= • - i 2 =497, 10 =441. �I ■ 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 Ib down and 54 Ib up at ,; . - :/' , , r � 0) 17 -6 -0, and 275 Ib down and 54 Ib up at 21 -6 -0 on bottom chord. The design /selection of such connection device(s) is the / / 2 \ > ,� responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 4 ; e' (j M F R s. Continued on page 2 ( EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1811 7473 rev. 10-'08 BEFORE USE. m S Design valid for use only with MiTek connectors. This design a based only upon parameters shown, and is for an individual budding component. i Applicability of design paramenters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown MiTek. f° r'' is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the IVIiTek, It erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding Powa4.a PaA.oa fabrication, quality control, storage. delivery, erection and biocing, consult ANSI /IP11 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 10 ROOF R32094228 B101121 A03 DBL. FINK 10 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:09:34 2010 Page 2 ID: uUedj9ShDsHtNe8QPMztJ2ykEvV- uUedj9ShDsHtNe8QPMztJ25y61 XJTsDkEHU45jykEvV LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 2- 16 =10, 16-17=-50, 17- 18 =10, 18- 19 = -50, 19- 20 = -10, 20- 21 = -50, 10- 21 = -10, 1- 6 = -70, 6- 10 = -70 Concentrated Loads (lb) Vert: 18=- 275(F) 19=- 275(F) • • A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1$1T1-7473 rah 10'08 BEFORE USE. ma C " m 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 binding designer - not truss designer. Bracing shown h for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction B the responsibility of the IVIiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regard pop.. +a 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 Piale Institute, 281 N. lee Street. Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 ROOF R32094229 B101121 A04 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 15:09:41 2010 Page 1 I D: BgZG BYX4ZO9uj uAm KKb WSXyk Ev O -BgZG B YX4Z09ujuAm KKb W 5Xu E3r?OcB9mrsgxrpyk Ev0 - 1 -0 -0 196-0 39-0-0 4 -0 -0 19-6-0 I 19-6-0 I Scab • 1:75.3 5x8 = 600 12 15 Iflm195x6 2 �� 22 - 7 23 8 24 5 25 4 26 3 I 11111 r 26 IIIII . 5x12 54 53 52 51 50 49 48 47 48 45 44 43 4241 40 39 38 37 36 35 34 33 32 31 30 29 5x12 3x8 = 39-0-0 39.0.0 Plate Offsets (X,Y): 12:0- 2- 2,Edge1, 19:0-3-0,0 -3-01, f21:0 -3-0,0 -3-01, f28:0- 2- 2,Edge) LOADING (psf) 5.0 SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0.57 Vert(LL) -0.00 1 n/r 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.53 Vert(TL) 0.00 1 n/r 180 BCLL 0.0 • 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 Ib 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 1 42,14- 43,13 - 44,1245,11 - 46,1047,16- 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 Horz2= 138(LC 23) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Uplift All uplift 100 Ib 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 Ib 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 (Ib) or less except when shown. TOP CHORD 2 -3 0- 4557/4411, 34= 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, �p P R OFF 42- 43=- 261/412, 40-41=-261/412, / 39-40=-527/678, / 40 4 527/678 3 -38= -106 /1212, ` GI j EE `ri 36 -37 =- 1327/1478, 35- 36=- 1594/1745, 34 -35 =- 1858/2010, 33- 34=- 2125/2277, 32- 330- 2392/2543, 31 -32 =- 2658/2810, 30 -31 0- 2925/3077, 29 -30 =- 3192/3343, � � j " $ " E 9 r 28 -29 =- 3891/4043 WEBS 27- 29=- 259/157 4 NOTES y 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; ORE !i cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 A '� M , 2 ) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry i/ R •' • �(li Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. v / S C R S 1 \N 3) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp 8; 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 1 .:;,_. .r .-' -, _- ,. ,...- ..._a - :.x , , --., . _,.., »._ 0, .. - .:ter -•.; . -. , . ., < - ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE G111-74 73 rev. 10-G8 BEFORE USE. .... Design valid for use only with MiTek connectors. This design n based only upon parameters shown, and is tot an individual building component. Applicability of design param enters 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 B MiTek' the responsibility of the iTek• 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 SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Inlormallon 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 10 ROOF R32094229 6101121 A04 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 2515:09:42 2010 Page 2 ID: (17fOuYKKHIL2lyt261ekykEvN- f17fOuYjKKHIL2Iyt261ekQ PpFLFLePv3WQ VNGyk EvN NOTES 5) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times fiat 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 20.0psf 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. 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 =1b) 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 ® WARNING- Ver (fl/ deign parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE BIII.7473 rco. 10 -'08 BEFORE USE. . ;S Design valid for vse only with MiTek connectors. The design's based only upon parameters shown, and k for an individual building component. ;r Applicability of design param enters and proper incorporation of component is responsibility of building 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 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 Qty Ply CENTEX - SUMMERCREEK BLD 10 ROOF 8101121 B01 GABLE 2 1 R32094230 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:09:48 2010 Page 1 ID: UBUwfxdUw92u3zC6EJD9u7ykEvH- UBUwfxdUw92u3zC6EJD9u ?gQzgPXILzoSStpbvykEVH 1 -00 18-0-0 8-00 I 38-0-0 17-0-0 18-0-0 1 -0-0 Scale 1:66.7 548 = , 600 ITT 14 iii1�11II1ii 6 22 5 23 4 24 • 2 3 ■ 25 26 502 = 50 49 48 47 48 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 5412 36-0-0 3000 Plate Offsets (X,Y): 12:0- 2- 2,Edge),19:0 -3-0,0 -3-01, 119:0- 3- 0,0 -3 -0), f26:0- 2- 2,Edgel, (39:0- 3- 0,0 -3-0) LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.53 Vert(LL) 0.00 27 n/r 180 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.47 Vert(TL) 0.01 27 n/r 180 TCDL 10.0 Rep Stress Ina NO WB 0.12 Horz(TL) 0.04 38 n/a n/a BCLL 0.0 • Code IBC2006/TPI2002 0 BCDL 5.0 (Matrix) Wind(LL) 0.00 27 n/r 90 Weight: 266 Ib 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: 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 360 -0. LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE (Ib) - Max Horz2=- 120(LC 8) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Uplift All uplift 100 Ib 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 Ib 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, 48- 47=- 2127/2282, 45 -46 =- 1860/2015, 44 -45 =- 1593/1749, 43- 44=- 1326/1482, 42 -43 =- 1059/1215, 41 -42 =- 793/948, 40- 41=- 526/682, 39 -40 =- 259/415, 38 -39 =- 259/415, C EO P Rop 9 . 37 -38 =- 526/682, 36 -37 =- 793/948, 35 -36 =- 1059/1215, 34 -35= 1326/1482, '< V GINE S S / � 29- 30=- 2633/2815, 28- 29=- 2927 26 -28 = 3550/3749 30 -31 =- 2393/2549, , �N F9 � 2 �- AT.1,4' 9 (- NOT / 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 OOL =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 t'/ 44" Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. '-0 ORE i 3) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 .O T� / - " 4) Unbalanced snow loads have been considered for this design. A 8' �% f ("<<., 5) This truss has been designed for greater of min roof live Toad 0(18.0 psf or 2.00 times flat roof Toad of 25.0 psf on overhangs ' non - concurrent with other live loads. � S . \ 6) All plates are 2x4 MT20 unless otherwise indicated. C7a vit iug,m2ntinuous bottom chord bearing. I EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEIC REFERENCE PAGE 1.41.7473 rev. 10'08 BEFORE USE. .p ® Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and 8- for an individual building component. .. ,.. j Applicablity of design param en tern and proper incorporation of component is responsiblity of budding designer - not truss designer. Bracing shown p � " ` ^� 4 for lateral support of Individual web members only. Additbnal temporary bracing to insure stablity 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 ,a fabrication. quality control, storage, delivery. erection and bracing. consult ANSI/PH quality Criterta, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 28114. Lee Street, Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 • Job Truss Truss Type Qty Ply CENTER( - SUMMERCREEK BLD 10 ROOF R32094230 B101121 B01 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 15:09:49 2010 Page 2 I D:yN2lsHe6hTAlh7nloOkOQ DykEvG -y N2IsHe6hTAlh7nloOk00 DDbj4lmUoDxg6dM7MykEvG NOTES 8) Gable studs spaced at 1 -4 -0 oc. 9) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 10) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0-0 wide will 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 =Ib) 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 design parameters and READ NOTES ON THIS AND INCLUDED NITRIC REFERENCE PAGE 1411•7473 rev. 10-'08 BEFORE USE. ?y _ Design valid for use only with MiTek connectors. The design B based only upon parameters shown, and is for an individual budding component. � C7 • Applicablity of design paramenfers and proper incorporation of component is responsiblily of budding designer - not truss designer. Bracing shown MiTek' ISl k for lateral support of individual web members only. Additional temporary bracing to insure stobkly during construction's the responsibility of the rYl iTek' erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding POWNI1 PE WORM, fabrication. quality control. storage, delivery. erection and bracing, consult ANSI /TPI1 quality Criteria, DSB.89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information evaiable 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 10 ROOF R32094231 B101121 B02 DBL. FINK 14 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:09:50 2010 Page 1 ID: QZbg4dekSnIcIHMULjFdzQykEvF- Q2bg4deksn IcIHM ULjFdzQmfbT1 kD8d5vmMwfoykEvF c 1 -0 -0 6.4-4 I 12 -2 -2 I 18-0-0 I 23-9-14 I 29-7-12 I 38-0-0 / -ao -0 -0 6 -4 -4 5-9 -14 5-9 -14 5-9-14 5-9 -14 8-4.4 1 .0-0 Scale . 1.69.2 5x8 = 6 r 6 %1 3x4 1 3x6 i 3x4 5 7 3x6 4 6 a 2.4 \\ 2x4 J7 3 g 2 10 i Y /fa [4 �.1 I♦� C '11 a / � ' 16 17 18 15 19 14 20 13 21 22 12 412 = 3x4 = 410 = 502 MT2OH = 4x4 = 3,4 = 412 = I 7 l 14 I 21 I 28.512 I 38 I 7E< 8 -11 -14 6 -11 -14 6 -11 -14 7b-0 Plate Offsets (X,Y): 12:0- 0- 10,Edgel, 110:0- 0- 10,Edael, 113:0 -1- 12,0 -1 -121, f15:0 -1- 12,0 -1 -121 TO DING (psf) 5.0 0 SPACING 2 -0-0 CSI DEFL in (loc) I /dell L/d PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0.97 Vert(LL) -0.43 13 -15 >996 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.75 Vert(TL) - 0.76 13-15 >563 180 MT2OH 165/146 BCLL 0.0 • Rep Stress Incr NO WB 0.56 Horz(TL) 0.17 10 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight: 178 Ib FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr 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 (Ib /size) 2= 1960/0 -5 -8 (min. 0-2-1), 10= 1960/0 -5 -8 (min. 0-2-1) Max Horz 2= 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=-3304/803, 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 Toad 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. ���r PROFe 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with an y 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 s will fit between the bottom chord and any other members, with BCDL = 5.Opsf. e ,_<° . I N EF ,9 � O 2 8) A plate rating reduction of 20% has been applied for the green lumber members. ( r. / .9 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =lb) / 67,A i • E r g 2 =467, 10 =467. / 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 Ib down and 54 Ib up at O 16 -0 -0, and 275 Ib down and 54 Ib up at 20 -0 -0 on bottom chord. The design /selection of such connection device(s) is the A `i, 0 1 "GO.1 �°�_xs responsibility of others. - 9 • g 2 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). \NC? M_ F RS . Continued on page 2 ( EXPIRATION DATE: 06/30/12 August 25,2010 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES" REFERENCE PAGE DIM 7473 rev. 10-'08 BEFORE USB. °m'' rr iE Design valid for use onty.with MiTek connectors. This designs based only upon parameters shown, and is for an individual budding component. ' Applicability of design paramenters and proper incorporation of component is responsiblity of budding designer - not truss designer. Bracing shown MiTek* erector. 's for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the IVIiTek• 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 /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, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 ROOF R32094231 B101121 B02 DBL. FINK 14 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:09:50 2010 Page 2 I D: QZbg4dekSnIcIHMULjFdzQykEvF- QZbg4dekSnIdHM U LjFdzQmtbT1 kD8d5vmMwfoykEvF 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) Q .. �4 -... ,p c . - - ,.. . t. •` . . -, r.'q: -- - •- .s. -r -.. r- rt.. v . -, , • ✓.. -. ® WARNING - Verify design parameters and REM) NOTES ON THIS AND INCLUDED AIITEK REFERENCE PAGE 0971 -7473 res. 10.08 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. °"` Applicability of design param enters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown p 4 rr is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 4 the responsibllity of the MiTek' erector. Additional permanent bracing of the overall structure 4 the responsibility of the building designer. For general guidance regarding POW., To P fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safely Inlormatlon 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 10 ROOF R32094232 B101121 B03 GABLE 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 2515:09:57 2010 Page 1 ID:jvXKY0k7owAceMOgGhuGlvyk Ev8- jvXKY0k7owAceMO gGhuGlvyzi IUdMQ B7 WMZoPuykEv8 71-0-0 16-0 -0 I 36-0.0 7 -0. 1.0 -0 18-0-0 18-0-0 �1 -0-0 Scab • 1:69.7 5x6 = 6.00 12 14 15 3 �� if 12 - 16 5x6 G 11 7 10 - 16 5x6 9 '_ 19 27 • 6 23 7 25 5 23 Ai 4 z0. gn i � _ - - - - -_- -_- - ti 7 6,12 = 50 49 48 47 46 45 44 43 42 41 40 39 313 37 38 35 34 33 32 31 30 29 28 5x12 = I 3660 36-0-0 Plate Offsets (X,Y): 12:0- 2- 2,Edae1, 19:0 -3-0,0 -3-01, 119:0 -3-0,0 -3-01, 126:0- 2- 2,Edge1, 139:0- 3- 0,0 -3 -01 TO LOADING (ps25 0 SPACING 2-0-0 CSI DEFL in (loc) I /deft Lid PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0.53 Vert(LL) 0.00 27 n/r 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.47 Vert(TL) 0.01 27 n/r 180 BCLL 0.0 • Rep Stress Incr NO WB 0.12 Horz(TL) 0.04 38 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Wind(LL) 0.00 27 n/r 90 Weight: 266 Ib 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 1 4- 39 ,13 - 40,12 - 41,11 - 42,10 - 43,15- 38,16- 37,17- 36,18 -35: 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 36 0 0. LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE (Ib) - Max Horz 2=-120(LC -0- 8) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Uplift All uplift 100 Ib 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, 42- 43=- 1059/1215, 41 -42 =- 793/948, 40 -41 =- 526/682, 39 -40 =- 259/415, 38 -39 =- 259/415, ��� PR Op . 37 -38 =- 526/682, 36 -37 =- 793/948, 35 -36 =- 1059/1215, 34 -35= 1326/1482, NE 33 -34 =- 1593/1749, 32 -33 =- 1860/2015, 31 -32 =- 2127/2282, 30 -31 =- 2393/2549, �Co • N 6- Q 29 -30= -2633/ 2815, 28 -29 =- 2927/3055, 26 -28 =- 3550/3749 ,C7 2 NOTES 1' / 6 '40 S • E. 9 r" 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. • 0 0 b 3) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 ACi )' / r \ 4) Unbalanced snow loads have been considered for this design. - 9< 8 2 �� 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 .-/ F S 1 \N 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 A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED ALTER REFERENCE PAGE 7471-7473 rev. 10'03 BEFORE USE. ; g .: I p�•l Design valid for use only with MiTek connectors. Th8 design is based only upon parameters shown, and is for an individual building component. ��..." Lry Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Miele II�� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction k the responsibility lity of the Tek• 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, 0513-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Inlormatlon available from Truss Plate Institute. 28 1 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Pty CENTEX - SUMMERCREEK BLD 10 ROOF R32094232 B101121 B03 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 15:09:57 2010 Page 2 ID:jvXKVo k7owAceMOgG huGlvykEve -jvX KYOk7owAceMOgGhuGlvYzi IUdMQ B7 WMZoPuykEvs 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 1001b 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 =Ib) 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 • • ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED 11877EK REFERENCE PAGE 8871 -7473 res. 10'08 BEFORE USE. y Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for on individual building component. Applicability of design param enters and proper incorporation of component is responsibility of bulding designer - not truss designer. Bracing shown g • lsa S for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibllity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding POMM TO fabrication. quality control, storage, delbery, erection and bracing, consult ANSI /TPII Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Solely 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 10 ROOF R32094233 13101121 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 15:10:00 2010 Page 1 ID: 7 UCSA2m? 5rZBVp7PxgRzNXykEv5- 7UCSA2m? 5rZBVp7PxgRzNXAa2VcoZmQZCKnSODykEv5 11 1 -0-0 16-0 -0 34.0.0 -0.0 16-0-0 I 18-0-0 41/4 = Scala = 1:71.0 6.00 12 15 3x6j11 Ei1 I ii ii IiI!Iii ] Ij t Ij I j h iip j 27 53 52 51 50 49 48 47 46 45 44 43 42 41 10 39 38 37 36 35 34 33 32 31 30 29 3x6 346 = 1 34-0-0 34 -0-0 Plate Offsets (X,Y): 110:0- 2- 1,Edael, 120:0- 2- 1,Edge) TCLL ODING (ps 5 0 SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0.14 Vert(LL) -0.01 1 n/r 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.06 Vert(TL) -0.01 1 n/r 180 BCLL 0.0 • Rep Stress Incr YES WB 0.15 Horz(TL) 0.01 28 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Wind(LL) 0.00 1 n/r 90 Weight: 256 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 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 WEBS 1 Row at midpt 15-40, 14 -41, 16 -39 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 34 -0-0. (Ib) - Max Horz53=- 122(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 28, 41, 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30 except 53=- 120(LC 7), 29=- 117(LC 8) Max Gray All reactions 250 Ib or less at joint(s) 28, 53, 41, 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30 except 40= 282(LC 7), 29= 277(LC 1) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 11 -12 =- 31/275, 12 -13 =- 32/303, 13 -14 =- 33/337, 14 -15 =- 37/356, 15 -16 =- 37/360, 16- 17=- 32/350, 17 -18 =- 31/325, 18 -19 =- 31/305, 19- 20= 0/286, 20 -21 =- 21/283, 21 -22 =- 21/266 WEBS 15 -40= -274/0 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) 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. E0 PROF 5) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof Toad of 25.0 psf on overhangs ��c (C'1 .- NE - S'�� non - concurrent with other live loads. 2 6) All plates are 2x4 MT20 unless otherwise indicated. GV -v 7) Gable requires continuous bottom chard bearing. .• i RE" ' 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. i c(NO ORE I 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 Ib uplift at joint(s) 28, 41, 43, 44, 45, 9 T� R ' , 4, 46, 47, 48, 49, 50, 51, 52, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30 except (jt =lb) 53 =120, 29 =117. 4^ _ % 13) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSUTPI 1. ' ✓ /F R S T \ 14) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ( EXPIRATION DATE: 06/30/12 August 25,2010 ® {VANNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIITEK REFERENCE PAGE 1411 -7473 rev. 10'08 BEFORE USE. I k� Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. El Applicability of design commenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 7 3 �" Im 5 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 /TP11 Qualify 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 BLD 10 ROOF R32094234 8101121 CO2 DBL. FINK 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 15:10:01 2010 Page 1 ID: bhmgNOnds9h27zicVXyCvlykEv4-bhmgNOnds9h27zicVXyCvljZPvjul6KiR X7YfykEv4 7 1 -0 -0 4.4 -3 1 10.2 -2 1 16-0-0 I 21 -9-14 I 27 -7 -13 I 344-0 11 -0 -0 4.4 -3 5-9 -14 5 -9.14 5-514 5.9-14 6-4-3 Scale • 1:66.2 4x6 = 6.00 11T 6 24 lJh 3 9 2x4 II .� 2 y l / 10 •- 15 17 14 18 19 13 20 12 21 22 19 1 3x8 = 3x4 = 3x1 = 5x12 MT20H = 4x4 = 394 = 5x10 5.6 -3 I 12.61 I 19-5-15 I 26-5-13 1 34-0-0 1 5.8 -3 6 -11 -14 6 -11 -14 6 -11 -14 7.6 -3 Plate Offsets (X,Y): 13:0 -2- 12,0 -1- 81,16:0 -3- 0,0.1- 41,(10:0- 1- 15,Edge1,112:0 -1- 8,0-1- 121,114:0- 1- 8,0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (roc) I /deft L/d PLATES GRIP TOLL 25.0 Plates Increase 1.15 TC 0.87 Vert(LL) -0.36 12 -14 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.96 Vert(TL) -0.62 12 -14 >648 180 MT2OH 165/146 TCDL 10.0 Rep Stress Ina NO WB 0.62 Horz(TL) 0.13 10 n/a n/a BOLL 0.0 ' Code IBC2006/TPI2002 (Matrix) Weight: 178 Ib FT = 10% BCDL 5.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 2 -6-11 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 8 -8 -13 oc bracing. WEBS 1 Row at midpt 3-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 10= 1781/Mechanical, 16= 1862/0 -5-8 (min. 0-2-0) Max Horz 16=- 106(LC 8) Max UpIitt10=- 384(LC 8), 16=- 423(LC 7) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3-4 =- 2521/582, 4 -5 =- 2337/584, 5-23=-2552/583, 6-23 =- 2441/600, 6 -24 =- 2590/644, 7-24=-2741/637, 7-8=-3106/759, 8-9=-3290/757, 9-10 =- 3453/715 BOT CHORD 15 -16 =- 484/2111, 15 -17 =- 435/2303, 17 -18 =- 435/2303, 14 -18 =- 435/2303, 14- 19=- 252/1893, 13- 19=- 252/1893, 13 -20 =- 252/1893, 12 -20 =- 252/1893, 12-21=-394/2575, 21-22=-394/2575, 11-22=-394/2575, 10-11=-564/2976 WEBS 3- 15= 0/263, 5-15 =- 279/36, 5-14 =- 406/253, 6-14 =- 259/874, 6-12 =- 342/1410, 7-12=-753/307, 7 -11 =- 185/477, 9-11=-318/202, 3-16=-2663/481 NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.Opsf; 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 Bat roof load of 25.0 psf on overhangs ���D PR OFFS non - concurrent with other live Toads. 5) All plates are MT20 plates unless otherwise indicated. �� - ((V E � eSj 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� 9 2 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 y will fit between the bottom chord and any other members, with BCDL = 5.Opsf. 4 Z / 6 %%: i *E 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 100 Ib uplift at joint(s) except (jt =lb) 10 =384, 16 =423. r M 11) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. A •i, ' 0 /' G O 11 N. 5 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. -1 ,' ., 2:\ (` • 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 275 Ib down and 54 Ib up at M N C? 15 -0 -0, and 275 Ib down and 54 Ib up at 19 -0 -0 on bottom chord. The design /selection of such connection device(s) is the F -( S S. \ responsibility of others. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Continued on page 2 , EXPIRATION DATE: 06/30/12 August 25,2010 4 r ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1411 -74 rev. 10'08 BEFORE USE. v. Design valid for use only with MiTek 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 bulling 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 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 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 10 ROOF R32094234 B101121 CO2 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 15:10:01 2010 Page 2 I D: bhmgN0nds9h27zicVXyCvlykEv4- bhmgNO nds9h27zicVXyCvIjZPvju I6KiR_X ?YfykEv4 LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Inaease =1.15 Uniform Loads (plf) Vert: 16-17=-10, 17-18=-50, 18-19=-10, 19- 20 = -50, 20- 21 = -10, 21- 22 = -50, 10- 22 = -10, 1-2=-70, 2- 6 = -70, 6- 10 = -70 Concentrated Loads (lb) Vert: 19=- 275(F) 20=- 275(F) • • A WARNING - Verify design par•anteter■ and READ NOTES ON 77115 AND INCLUDED AIITEK REFERENCE PAGE 711 -7473 rev. 10'08 BEFORE USE. m Design valid for use only with MiTek connectors. This design k based only upon parameters shown, and is for an individual building component. II Applicability of design param en ters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown p s .� �' k for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbllity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding POW. TO o 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 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 10 ROOF R32094235 B101121 CO3 DBL. FINK 4 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:02 2010 Page 1 ID: 3tKDbjoGdTpvk7Ho2FTRSyykEv3- 31KDbjoGdTpvk7Ho2FTRSyFkCJ341 ZbsgeGZ46ykEv3 7 1 -0.0 4 .4-3 1 10.2 -2 1 16.00 1 21 -9.14 1 27 -7 -13 1 34-0-0 35.0 -0 5 -60 4 -4 -3 5-9 -14 5-9 -14 5 -9 -14 5 -9.14 6-4 -3 1 -0 -0 Scale • 1.68 .7 4x6 = 6 25 600 IT 344 �7 24 3x4 5 7 26 3x8 348 4 41 / 4: J 348 G 2x4 8 3 9 4 2x4 II ,./ / 10 A ^ 16 18 15 19 20 14 21 13 22 23 12 17 5410 = 348 = 3x4 = 344 = 5412 MT20H = 414 = 344 = 1 56 -3 1 12 -8-1 1 19.5-15 1 265.13 1 34-0-0 1 56 -3 6 -11 -14 611 -14 8 -11 -14 7-6-3 Plate Offsets (X,Y): 13:0 -2- 12,0 -1 -81, f6:0 -3- 0,0-1 -41, 110:0- 1- 15,Edge1, f13:0- 1 -8,0 -1 -121, 115:0- 1- 8,0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.86 Vert(LL) - 0.36 13-15 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.97 Vert(TL) - 0.62 13-15 >650 180 MT2OH 165/146 TCDL 10.0 Rep Stress Inc! NO WB 0.62 Horz(TL) 0.13 10 n/a n/a BCLL 0.0 • Code IBC2006/TP12002 (Matrix) Weight: 180 Ib 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 2 -6-14 oc purlins, except BOT CHORD 2 x 4 DF No.1 &Btr end verticals. WEBS 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 9 -1 -5 oc bracing. WEBS 1 Row at midpt 3-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 10= 1869/0 -5-8 (min. 0 -2 -0), 17= 1861/0 -5 -8 (min. 0-2 -0) Max Horz 17=- 130(LC 8) Max Upliftl0=- 440(LC 8), 17=- 423(LC 7) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3 -4 =- 2518/572, 4 -5 =- 2353/584, 5-24=-2549/582, 6-24 =- 2438/600, 6- 25=- 2586/641, 7-25=-2737/634, 7- 26=- 3108/747, 8- 26=- 3109/745, 8 -9 =- 3274/727, 9-10 =- 3438/703 BOT CHORD 16 -17 =- 474/2109, 16 -18 =- 425/2301, 18 -19 =- 425/2301, 15- 19= -425/2301, 15-20=-242/1891, 14-20=-242/1891, 14-21=-242/1891, 13-21=-242/1891, 13.22 =- 383/2569, 22 -23 =- 383/2569, 12 -23 =- 383/2569, 10 -12 =- 528/2960 WEBS 3 -16 =0/ 263, 5-16 =- 278/36, 5-15 =- 415/254, 6-15 =- 259/883, 6-13 =- 340/1408, 7- 13=- 749/304, 7 -12 =- 174/462, 9-12=-312/198, 3-17=-2660/480 NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.Opsf; h=25ft; Cat. 11; 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 11; Exp 6; 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 � i�� i R iJpF non - concurrent with other live Toads. 5) All plates are MT20 plates unless otherwise indicated. �� NGI Et c 6> 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. � / 9 02 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 -C 7 /� �, y will fit between the bottom chord and any other members, with BCDL = 5.0psf. �.. • E r 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 Ib uplift at joint(s) except (jt =1b) ; 10= 440,17 =423. . 10) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. i � �0 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. . is ORE . ,e, 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 275 Ib down and 54 Ib up at .9 F / 1 4 : �� 15 -0 - 0, and 275 Ib down and 54 Ib up at 19 -0 -0 on bottom chord. The design /selection of such connection device(s) is the 7 t- C? responsibility of others. v /FR CJ 1 \N 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) ( EXPIRATION DATE: 06/30/12 August 25,2010 4 1 ® WARNING - Verify desigre parameter-3 and RBA!) NOTES ON THIS AND INCLUDED MITER' REFERENCE PAGE MJI-7473 rcu. 10'08 BEFORB USE. A - Design valid for use only with MiTek connectors. This design o based only upon parameters shown. and 's for an individual binding component. . Applicability of design poram enters and proper incorporation of component 5 responsibdily of budding designer - not truss designer. Bracing shown g B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction' the responsibility of the WliTek^ 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 Solely 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 - SUMMERCREEK BLD 10 ROOF R32094235 B101121 CO3 DBL. FINK 4 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:02 2010 Page 2 ID: 3 tKDbjoGdTpvk7Ho2FTRSyykEv3- 3tKDbjoGdTpvk7Ho2FTRSyFkCJ341ZbsgeGZ46ykEv3 LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 17- 18 = -10, 18- 19=- 50,19 -20 =- 10,20- 21 = -50, 21- 22 = -10, 22- 23=- 50,10-23 = -10, 1-2=-70, 2- 6 = -70, 6- 11 = -70 Concentrated Loads (lb) Vert: 20=-275(F) 21=-275(F) • • f r:..,r z`.. ,,,,,., .,.� _.;.,,. -1•r ,.. ... ..:. .... ..a .•:;.; �,, °. �. ,.- ..0 , .,_•. ,.. ,,q. .. . ._. -�• r °.,.•: y , .. -..y ..,•.�.,�•. w . -. =. _ —• . ,:1 A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE I411.7473 rev. 10-'08 BEFORE USE. I ' 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 paromenters 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 responsbllity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding POWER , fabrication, quality control, storage. delivery, erection and bracing, consult ANSI /Tell 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, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 ROOF R32094236 B101121 C04 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 15:10:05 2010 Page 1 I D:US ?LDIg8w0 BUba0NkN184byk Ev0- US7LDIg8w0 BUbaONkN 184btQ oWJzEOflMbVDhQykEvO 1 -00 18-0.0 I 34 -0-o 18.00 18.0.0 4x4 = Scab • 1:71.0 600 Ix 1s 14 B 17 10 3x8 i ti 12 9 30-9 19 g 11111111 p21 22 7 23 g 24 4 - 26 x I I I 26 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 39 3z8 3x6 = 3400 34-0-0 Plate Offsets (X,Y): 110:0- 2- 1,Edge1, 120:0.2- 1,Edgel LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1 /dell L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.14 Vert(LL) -0.01 1 n/r 180 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.06 Vert(TL) -0.01 1 n/r 180 TCDL 10.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.01 28 n/a n/a BCLL 0.0 • Code IBC2006/TP12002 BCDL 5.0 (Matrix) Wind(LL) 0.00 1 n/r 90 Weight: 2561b FT = 10 °r6 LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing diredly applied or 6 -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. OTHERS 2 x 4 DF Std G WEBS 1 Row at midpt 15-40, 14 -41, 16-39 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 34 -0-0. (lb) - Max Horz 53=- 122(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 28, 41, 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30 except 53=- 120(LC 7), 29=- 117(LC 8) Max Gray All reactions 250 Ib or less at joint(s) 28, 53, 41, 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30 except 40= 282(LC 7), 29= 277(LC 1) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 11 -12 =- 31/275, 12 -13 =- 32/303, 13 -14 =- 33/337, 14 -15 =- 37/356, 15-16=-37/360, 16- 17=- 32/350, 17 -18 =- 31/325, 18 -19 =- 31/305, 19- 20= 0/286, 20-21=-21/283, 21-22=-21/266 WEBS 15-40= -274/0 NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.Opsf; 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) 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 (CQ. P R OF FS 4) Unbalanced snow loads have been considered for this design. �p 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 • NG) Ne 4S C non - concurrent with other live loads. . 6) All plates are 2x4 MT20 unless otherwise indicated. y 7) Gable requires continuous bottom chord bearing. Q A: T. 7 ' E' r 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. 5 11) A plate rating reduction of 20% has been applied for the green lumber members. , -.3 C1 ORE 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 28, 41, 43, 44, 45, , 6'41 , • (G 46, 47, 48, 49, 50, 51, 52, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30 except (jt =lb) 53 =120, 29 =117. '� ` � 13) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4 / 3 S , \\'� 14) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ( EXPIRATION DATE: 06/30/12 August 25,2010 1 ® WARNING - Verify design pa7skmteters and READ NOTES ON TNIS AND INCLUDED AIITEKREFERENCE PAGE M11-7473 rev. 10'08 BEFORE USA 11610711 Design valid for use only with MiTek connectors. The design a based only upon parameters shown. and is for an individual building component. Applicability of design paramenlers 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 responsb8ily 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 /TPII 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, 95810 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 ROOF R32094237 B101121 001 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 15:10:06 2010 Page 1 I D:yeZj R5rmhhJLDkaZH4YNcoykEv ?- yeZjR5rmhhJLDkaZH4YNcoQ b4weizV LRbF EmOtyk Ev? 1 -1 -0 -0 ) 4 -1 -10 7-10-8 12 -0-0 13-0.0 1 -0-o 4 -1 -10 I 3.8 -12 l 4 -1.10 I 1 -0-0 546 Stale .1:25.9 244 II 6 4.4 = S ( 7 244 II Y 8.00 1 2 244 11 3 A M 4 18 e 2 X11 w w w I 9 f A Y Y Y Y I 13 12 11 10 348 II 3.8 1 1 0-■0 I I 241 I I 2314 11 0-4 II 1 4-1-10 I 7 -10-6 1 12 -0-0 I 4 -1 -10 3.8 -12 4 -1 -10 Plate Offsets (X,Y): 12:0- 3- 0.0 -0- 41,14:0.1- 11.0 -1- 121,16:0 -1- 9,0-1- 121,18:0 -3-0,0 -0-41 LOADING (psi) TCLL 25.0 SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0.17 Vert(LL) 0.01 9 n/r 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.09 Vert(TL) 0.01 9 n/r 180 BCLL 0.0 • Rep Stress Incr NO WB 0.06 Horz(TL) 0.00 8 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Wind(LL) -0.00 9 n/r 90 Weight: 53 Ib 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 purlins (6-0 -0 max.): 4 -6. OTHERS 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. 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 Horz2= -88(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 2, 8, 12, 13, 11 except 10=- 119(LC 8) Max Gray All reactions 250 Ib or less at joint(s) 2, 12 except 8= 292(LC 17), 13= 327(LC 17), 11= 308(LC 16), 10= 458(LC 17) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3 -13 =- 300/113, 5-11 =- 296/92, 7 -10 =- 393/125 NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.Opsf; h =251t; 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, Lu= 50 -0-0 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2 -0 -0 oc. � PR OFF 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. '< S 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 IGNC'j' E6-6,.. /O2 will fit •between the bottom chord and any other members. Cv 11) A plate rating reduction of 20% has been applied for the green lumber members. C C r; • l! • 9� 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 8, 12, 13, 11 except (jt=Ib) 10=119. 13) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. - e/ ( 14) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 15) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. ' Vi - 4 , LOAD CASE(S) Standard '9 142: V C41 S. ANC? EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Ver design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil 7473 rev. 10'08 BEFORE USE. ate ° P �' ik Design valid for use only with MiTek connectors. This design a based only upon parameters shown, ands for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown d 1 ' ' is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibllity 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 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 BLD 10 ROOF R32094238 B101121 002 COMMON 1 n , ` Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:09 2010 Page 1 I D: M D Fs37tfzchw4 C J8z D54 ERykEuy -M D Fs 37tfzdiw4C J8z D 54 E R2108 W pAn Yu H DTQ pCyk Euy -1 -0.o I 6 - 0.0 1 12 -0-0 { 1.0.0 6 -0.0 6 -0-0 46 I Scale • 1:33.7 3 , 8.03 Fi 8 11%, 4 4 2 �111 111 1 .11_I 111 111 ► , 8 9 S 10 11 II Mil 3,6 11 HUS26 HUS26 1.11.1026 HUS26 4x ► , 1.11.1026 ax8 Q HUS26 1 6 -0-0 1 12-0-0 1 6 -0 -0 6 -0-0 Plate Offsets(X,Y): 12:0.1- 6,0 -2- 01,14:0 -1- 6,0-2- 01,J5:0- 5- 0,0 -1 -81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1 /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.51 Vert(LL) -0.08 4 -5 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.70 Vert(TL) -0.17 4 -5 >808 180 TCDL 10.0 Rep Stress Incr NO WB 0.35 Horz(TL) 0.02 4 n/a n/a BCLL 0.0 • Code IBC2006/TP12002 BCDL 5.0 (Matrix) Weight: 105 Ib FT = 10 LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 5 -9 -6 oc purtins. 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) 4= 560010 -5 -8 (min. 0-2-13), 2= 4208/0 -5-8 (min. 0-2 -1) Max Horz2= 129(LC 6) Max Uplift4=- 1366(LC 8), 2=- 1000(LC 7) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -6 =- 4817/1147, 3-6=-4674/1157, 3- 7=- 4690/1150, 4 -7 =- 4815/1140 BOT CHORD 2- 8=- 868/3846, 8- 9=- 868/3846, 5-9 =- 868/3846, 5-10=-868/3846, 10 -11 =- 868/3846, 4 -11= 868/3846 WEBS 3-5 =- 1198/5076 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 -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= 3.Opsf; h =25ft; Cat. 11; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 4) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. ���D P ROpc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s 8) *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 ��s NG(N 9 /O2 will fit between the bottom chord and any other members. 9 9) A plate rating reduction of 20% has been applied for the green lumber members. 1 % ; . I . , 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =tb) 4 =1366, 2 =1000. . 11) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1./ 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 13) 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 ..A c' ' , 2 -0 -12 from the left end to 10 -0 -12 to connect truss(es) CO2 (1 ply 2 x 4 DF) to back face of bottom chord. • is -1, 14) Fill all nail holes where hanger is in contact with lumber. '9� ,: 2 ` � Ce 15) Hanger(s) or other connection device(s) shall be provided suffident to support concentrated load(s) 1530 Ib down and 393 Ib up at " / R S . 1 \ ` 11 -9 -4 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. Continued on page 2 ( EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED UIITEK REFERENCE PAGE 1411.74 rev. 10-'08 BEFORE USE. m. - 71 Design valid for use only with MiTek connectors. This design c based only upon parameters shown. and is for an individual budding component. - .1'.... 1 us Applicability of design param enters and proper Incorporation of component is responsibility of building designer - not Irs designer. Bracing shown �L �r ���� 'a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the IVIiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding ro fabrication, quality control, storage. delivery, erection and bracin . consult ANSI /TPI1 Quality Criteria. 006 -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 223 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 ROOF R32094238 8101121 D02 COMMON 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 15:10:09 2010 Page 2 ID:MDFs37tfzchw4CJ8zD54 ERykEuy- MDFs37tfzchw4CJ8zD54ER2108WpAnYuHDTQpCykEuy LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 3 = -70, 3- 4 = -70, 2 -4 = -10 Concentrated Loads (lb) • Vert: 4=-1530 2 = -105 5=-1433(8) 8=-1433(B) 9=-1433(B) 10=-1433(B) 11=-1433(8) • • • • • A WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED IIIITEK REFERENCE PAGE PHI -7473 rev. IR '08 BEFORE USE. .v � Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and B for on individual building component. Applicability of design param enters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown for lateral support of individual web members only. Additional temporary bracing to insure stability during construction h the responsibility of the IVIiTek, 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 CNterla, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety 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 - SUMMERCREEK BLD 10 ROOF R32094239 B101121 E01 GABLE 2 1 Job Reference (optional) Pro -Build Cladcamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:10 2010 Page 1 ID: gPpEGTuHkwpmiMuKWwcJneykEux- gPpEGTuHkwpmiMuKWwcJnebE1X _Mv101V1C LeykEux 1 -1 -0-0 I 5-5-12 1 10-11 -8 1 11 -11 -8 1 -0-o 5 5 1 - 444 = Seale a 1:31.3 7 1111 2+ 2 4 11 2x4 11 9.00 12 11 11161111 4 ii f = ■ 2 w , , 1+ r r r `� s ii M. 2x4 II s 0,4 II =; 4.8 11 0-4 11 4x9 11 5-5-12 10-11 -8 . 1 l 5-5-12 5-5-12 Plate Offsets (X,Y): 12:0- 3- 0.0 -1- 41,14:0 -3- 0,0.1 -41 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.36 Vert(LL) -0.02 2 -6 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.24 Vert(TL) -0.05 2 -6 >999 180 TCDL 10.0 Rep Stress Ina NO WB 0.08 Horz(TL) 0.01 4 n/a n/a BCLL 0.0 • Code IBC2006/TP12002 BCDL 5.0 (Matrix) Weight: 49 Ib FT = 10 °h LUMBER BRACING TOP CHORD 2 x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins. BOT CHORD 2 x4 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 WEDGE Installation guide. Left: 2 x 4 DF Std, Right: 2 x 4 DF Std REACTIONS (lb /size) 2=506/0-5-8 (min. 0 -1 -8), 4= 506/0 -5-8 (min. 0 -1 -8) Max Horz2=- 113(LC 5) Max Up1ift2=- 159(LC 7), 4=- 159(LC 8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2- 11=- 491/102, 3-11= 353/110, 3-12 =- 353/110, 4 -12= 491/102 BOT CHORD 2 -6 =- 12/294, 4 -6 =- 12/294 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 OOL =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 11; 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 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 6) Gable studs spaced at 2 -0 -0 oc. . 7) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. ��� PROP �` ScS ' 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0-0 wide �� will fit between the bottom chord and any other members. �� [i G 1 9 / 9) A plate rating reduction of 20% has been applied for the green lumber members. N Q 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =lb) // , 2 =159, 4 =159. Cr i�< ii . r 11) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. /� LOAD CASE(S) Standard --9 / � P' a .,- 'r 2- \ ' �( FR S . * \N 1 EXPIRATION DATE: 06/30/12 August 25,2010 ■ t ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE bill-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 individual budding component. Applicabdify of design param enters and proper incorporation of component b responsibility of budding designer - not truss designer. Bracing shown p Is 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 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 Qty Ply CENTEX - SUMMERCREEK BLD 10 ROOF B101121 E02 HOWE 2 R32094240 2 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:11 2010 Page 1 ID: JcNcUoWVExdKVTX4e8YJsykEuw- JcNcUovvVExdKVTX4e8YJs7RxxGueXAAkXyXu4ykEuw I 2 -11 -7 I 5 -5 -12 I 8-0-1 I 10-11 -8 I 11.11 -8 I 2 -11 -7 2.6 -5 2-8 -5 2 -11 -7 1.0-0 08 11 6ca1e • 1:33.3 PI ..E 16 318 G 14 43.6 1 A114 2I �� .1 mon 5 ;�; 10 8 11 6 12 7 13 ��� 4x12. ,X11628 3r6 11 •,,, Bse = 6911526 3a6 I 6911526 4112 HU528 HU528 I 2 -11-7 I 5-5-12 I 8-0-1 I 10-11 -8 I 2 -11 -7 2.6 -5 2-6 -5 2 -11 -7 Plate Offsets (X,Y): 1 1- 2 . 0 -1- 8 1,12:0 -2- 8,0-1- 81,14:0 -2- 8,0-1- 81,15:0 -1- 2,0-1- 81,18:0 -4 -0,0 -3-81 LOADING (psf) 5.0 2 SPACING 2 -0-0 CSI ()EFL in (loc) I /deft L/d PLATES GRIP (Roof Snow =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 0.41 Vert(TL) -0.08 7 -8 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0.98 Horz(TL) 0.02 5 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight: 121 Ib FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 5 -7 -13 oc purlins. BOT CHORD 2 X 6 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2x4DFStdG REACTIONS (Ib /size) 1= 4959/0 -5 -8 (min. 0 -2 -7), 5= 6525/0 -5-8 (min. 0-3 -4) Max Horz 1=- 119(LC 5) Max Upliftl=- 1161(LC 7), 5=- 3056(LC 8) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or Tess except when shown. TOP CHORD 1 -2 =- 6034/1409, 2 -14 =- 4216/1011, 3-14 =- 4178/1018, 3 -15 =- 4178/1022, 4 -15= 4213/1017, 4- 5=- 5941/1382 BOT CHORD 1-10=-1111/4774, 9 -10 =- 1111/4774, 9-11=-1111/4774, 8 -11= 1111/4774, 8 -12 =- 1055/4689, 7- 12=- 1055/4689, 7- 13=- 1055/4689, 5-13= 1055/4689 WEBS 2 -9 =- 496/2188, 3 -8 =- 1071/4447, 4 -7 =- 474/2092, 2 -8 =- 1703/461, 4 -8 =- 1586/424 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 Toads 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 Toads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.Opsf; h =25ft; Cat. 11; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 4) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct =1.1 5) Unbalanced snow loads have been considered for this design. • 6) This truss has been designed for greater of min roof live Toad of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs � ��EQ S PR OFF non - concurrent with other live loads. G E '9 s/ 7) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live Toads. s 2 N 0 8) • This truss has been designed for a live Toad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0 -0 wide � � // 2 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. * � 4. I 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =lb) 1 =1161, 5 =3056. // 11) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. / M 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. ,O % 1� p 13) Use Simpson Strong -Tie HUS26 (14 -10d Girder, 4 -10d Truss) or equivalent spaced at 2 -0-0 oc max. starting at 1 -1 -4 from the left -O )' ^ end to 9 -1 -4 to connect truss(es) A03 (1 ply 2 X 4 DF) to back face of bottom chord. -9 4... B .7' c �? 14) Fill all nail holes where hanger is in contact with lumber. M FRS 1' ‘N 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2120 Ib down and 1986 Ib up at 10 -8 -12 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. Continued on page 2 EXPIRATION DATE: 06/30/12 August 25,2010 A WARNING . Verify dsigrr parameters and READ NOTES ON THIS AND INCLUDED MUER' REFERENCE PAGE 6911.74 rep. 10-'08 BEFORE USE. Design valid for use only with MiTek connectors. Thk design is based only upon parameters shown, and k for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown MiTek' k for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibllity of the 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 AN51 /1PI1 Quality Criteria, DSB -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 28I N. Lee Street. Suite 312, Alexandria VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 ROOF R32094240 B101121 E02 HOWE 2 2 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:11 2010 Page 2 ID: JcNcUowVExdKVTX4e8YJsykEuw- JcNcUovvVExdKVTX4e8YJs7Rx(GueXAAkXyXu4ykEuw LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 5 = -10, 1- 3 = -70, 3 -6 = -70 Concentrated Loads (lb) Veri: 5=-2120 9=-1688(B) 10=-1688(B) 11=-1688(B) 12=-1688(B) 13=-1688(B) WARNING - Verify design parameter and READ NOTES ON THIS AND INCLUDED MITER" REFERENCE PAGE 1411 -7473 rev. 10.09 BEFORB USE. 9 . Design valid for use only with MNek connectors. This design is based only upon parameters shown, and B for an individual building component. Applicability of design paramenters 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 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 P174,07 +a PER PM.: 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 BLD 10 ROOF R32094241 B101121 F01 GABLE 4 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:12 2010 Page 1 ID: nox? hBvXGX3Uxf2jeLfns3ykEuv -nox ?hBvXGX3Uxf2jeLfns3gcu Li VNDm KzBh4Q WykEuv I -1 -0 -0 I 1 -0-0 I 1 -0-0 1-0-0 SScab. 1:9.7 406 4 3 600 00111 o e to MEI e 334 = I 1 -0.0 I 1 -0-0 Plate Offsets (X,Y): 13:0 -2- 13.0 -2 -12) LOADING (psf) TCLL 25.0 SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0.21 Vert(LL) -0.01 1 n/r 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.00 Vert(TL) -0.02 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) Wlnd(LL) 0.00 1 n/r 90 Weight: 5 Ib FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 1 -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 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=- 197(LC 9), 2=- 145(LC 5) Max Grav4 =73(LC 5), 2= 373(LC 9) 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. 11; 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 Toads 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 11; Exp B; Fully Exp.; Ct =1.1 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 five loads. 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.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. 9) A plate rating reduction of 20% has been applied for the green lumber members. �� P R QF 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =lb) '��� E 6 > O 4h 2 =145. �\� 0� 9 2 11) This is truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. �- • ,r : • E r. LOAD CASE(S) Standard / / Tr A, O ., GO ,, , � cb • y , . ,� � • �k. M R S. EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verfy design parameters and READ NOTES ON THIS AND INCLUDED IIIITEK REFERENCE PAGE (11.7473 rev. 10'08 BEFORE USE. ,,, p 9k � ' Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. .03� Applicability of design param en ters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown p 6 for lateral support of individual web members only. Addtfionot temporary bracing to insure stability during constructions the responsbllity 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 /TPII quality Criteria. DSB -69 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 10 ROOF R32094242 B101121 F02 MONO TRUSS 6 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 2515:10:12 2010 Page 1 I D: nox7h8vXGX3Uxf2jeLfns3ykEuv- nox?h8vXGX3Uxf2jeLfns3ge N LiS N DmKzBh4Q WykEuv -1 -0.0 1 -0 -0 1 -0-0 1 -0-0 scab • ,,e7 3 8.00 fiF .• k 4 .: I _ ,_/ 4 3z4 = 1-0-0 1 -0-0 LOADING (psf) SPACING 2 -0-0 CSI DEFL In (loc) I /dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.11 Vert(LL) -0.00 2 >999 240 MT20 220/195 (Roof Snow =25.0) TCDL 10.0 Lumber Increase 1.15 BC 0.00 Vert(TL) -0.00 2 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2006/TP12002 (Matrix) Weight: 5 Ib 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. BOT CHORD 2 x 4 DF No.18Btr 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 (Ib /size) 3=- 10/Mechanical, 2= 152/0 -5-8 (min. 0 -1 -8), 4= 5/0 -5 -8 (min. 0-1 -8) Max Horz 2 =44(LC 5) Max Uplift3= -63(LC 9), 2= -85(LC 5) Max Gray 3 =14(LC 5), 2= 211(LC 9), 4 =14(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. 11; 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 11; Exp B; Fully Exp.; Ct =1.1 3) 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. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.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. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 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. LOAD CASE(S) Standard �� �E D PROFe 5 N /'9 0 1,;•• %< r A ORE . A 111- S .1 \N EXPIRATION DATE: 06/30/12 J August 25,2010 1 d ISOM ® WARNING - Verify design parameter a and READ NOTES ON MIS AND INCLUDED OIITEK REFERENCE PAGE 1II1-7473 res. I0 -'08 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual budding component. a = S Applicability of design param enters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown p • - is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibllity 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, 008•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 10 ROOF R32094243 8101121 GO1 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 15:10:13 2010 Page 1 ID: FUNvUw91rBLZpdvC3A00HykEuu- F_ UNvUw91rBLZpdvC3AOOHCo511X6g8TCrReyzykEuu 1 6.0-_ 0 1 a0 6 -a0 • Seale . t:246 n111 6 1Z 3 7 1 2 E P A I I ME 9 5 3,14 = 2c1 II 6 -0-0 6 -0-0 LOADING (psf) TCLL 25.0 SPACING 2 -0-0 CSI DEFL in (lac) 1 /deft Ud PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0.18 Vert(LL) -0.01 1 n/r 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.08 Vert(TL) -0.01 1 n/r 180 BCLL 0.0 Rep Stress Inc( NO WB 0.06 Horz(TL) -0.00 4 n/a n/a BCDL 5.0 Code IBC2006/TP12002 (Matrix) Wind(LL) -0.01 1 n/r 90 Weight: 21 Ib 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 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 6-0 -0. (Ib) - Max Harz 2= 140(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 4, 2 except 6=- 124(LC 7) Max Grav All reactions 250 Ib or less at joint(s) 4, 2, 5 except 6= 338(LC 2) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or Tess except when shown. WEBS 3-6 =- 297/149 NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.Opsf; h =25ft; Cat. 11; 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 ll; 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 gat roof load of 25.0 psf on overhangs non - concurrent with other live loads. • 5) Gable requires continuous bottom chord bearing. 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 Ib uplift at joint(s) 4, 2 except (jt =lb) 6 =124. 10) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ' <Y�D PR OFe 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. � NGI E�c ( 7 LOAD CASE(S) Standard (V Q � .:' E 9 r _ 1 / • • A 07% • �•. �oCi N c9 EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING Verify design parameters and READ NOTES ON THIS AM) INCLUDED JIIITMK REFERENCE PAGE MTt-7473 rev. 10'08 BEFORE USE. Design valid for use only with MiTek connectors. This design k based only upon parameters shown, and is for an individual budding component. Applicability of design poram enters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown p ` is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbdlity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding ,e fabrication, quality control, storage. delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, 006 -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 10 ROOF R32094244 B101121 G02 MONO TRUSS 4 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:13 2010 Page 1 ID:F UNvUw91rBLZpdvC3A00HykEuu- F_ UNvUw91rBLZpdvC3A0OHCk211b6g0TCrReyzykEuu I 1 6 -a0 1 -0-0 6-0-0 &ale. 1 ?"1 3 800 12 8 • 2 I I ra PM OM 3x1 = 5 4.2 -12 5- 4.2 -12 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TOLL 25.0 plates Increase 1.15 TC 0.44 Vert(LL) -0.01 2 -5 >999 240 MT2O 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.07 Vert(TL) -0.01 2 -5 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 • Code IBC2006/TPI2002 (Matrix) Weight: 19 Ib 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 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 3= 184/Mechanical, 2= 306/0 -5-8 (min. 0 -1 -8), 5= 42/0 -5-8 (min. 0-1 -8) Max Horz2= 136(LC 7) Max Uplift3=- 105(LC 7), 2=- 106(LC 7) Max Grav3= 215(LC 2), 2= 314(LC 2), 5= 125(LC 4) 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. 11; 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 8; 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. 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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =lb) 3 =105, 2 =106. 10) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. <<- D D R OF�s s ' 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. E LOAD CASE(S) Standard ( Z � EF /9 / 0 •.r:' O' % GO � �li� M FR s. EXPIRATION DATE: 06/30/12 August 25,2010 4 • ® WARNING • Verify design parameters and READ NOTES ON MS AND INCLUDED FITTER REFERENCE PAGE 1111.74 73 rev. 10'08 BEFORE USE M•21.11” Design valid for use only with Mtrek connectors. Thh design is based only upon parameters shown, and is for an individual buiding component. Appllcabiity of design param en ters and proper incorporation or component is responsibility of burding designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stab6ty during construction o the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibi.ity of the buiding designer. For general guidance regarding .. ." .. fabrication, quality control, storage. delivery, erection and bracing. consult ANSI /TPI1 quality Criteria, 056 -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Solely 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 10 ROOF R32094245 8101121 G03 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 15:10:14 2010 Page 1 ID:jB216gxno9JC BzC6lmhFxUykEut- jB216gxno9JC BzC6lmh Fxulzt9Njr7GdQVABVPykEut l 1 -ao l 4 -0.0 1-0-0 4-0-0 Sae - 1:18.1 4 3 600 13 6 Z _ 3.4= 5 4-0-0 4 -0-0 LOADING (psf) 5.0 2 SPACING 2 -0-0 CSI DEFL in (hoc) I /defl Ud PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0.18 Vert(TL) -0.01 2 -5 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.08 Vert(TL) -0.01 2 -5 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight: 13 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 4 -0-0 oc purtins. BOT CHORD 2 x 4 DF No.18Btr 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) 2= 240/0 -5-8 (min. 0 -1 -8), 5= 18/0 -5 -8 (min. 0 -1 -8), 3= 128/0.5 -8 (min. 0-1 -8) Max Horz 2= 101(LC 7) Max Uplifl2= -85(LC 7), 3= -70(LC 7) Max Grav2= 242(LC 2), 5 =53(LC 4), 3= 143(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.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 8; 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. 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 Ib uplift at joint(s) 2, 3. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 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. p P ROF LOAD CASE(S) Standard s L NG Es cz- -0 2\ • <0 R S. EXPIRATION DATE: 06/30/12 August 25,2010 CI ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED 6D MD '4 TEKREFERENCE PAGE -7473 rev. 10 '08 BEFORE USE. ` t Design valid for use only with MiTek 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 kkk333 Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction' 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 Qualify Criteria, D58.89 and SCSI Building Component 7777 Greenback Lane, Suits 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 - SUMMERCREEK BLD 10 ROOF R32094246 B101121 K01 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 2515:10:14 2010 Page 1 ID:jB216gxno9JC BzC6lmhFxUykEut- jB216gxno9JC BzC6ImhFxUI_n9Oar7GdQ VABVPykEut -1 -0-0 I 2 -0-0 1 -0-0 2 -0-0 xa,b: r.1• 3 600 i2 2 4 344 = 2-0-0 2 -0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defi Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.12 Vert(LL) -0.01 1 n/r 180 MT20 220/195 (Roof Snow =25.0) TCDL 10.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.01 1 n/r 180 BCLL 0.0 • Rep Stress Incr NO WB 0.00 Horz(TL) , -0.00 3 n/a n/a BCDL 5,0 Code IBC2006/TPI2002 (Matrix) Wind(LL) -0.00 1 n/r 90 Weight: 7 Ib 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. BOT CHORD 2 x 4 DF No.18Btr 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 (Ib /size) 3= 53/2 -0-0 (min. 0 -1 -8), 2= 168/2 -0-0 (min. 0 -1 -8), 4= 10/2 -0-0 (min. 0-1 -8) Max Horz 2 =64(LC 7) Max Uplift3= -26(LC 7), 2= -72(LC 7) MaxGrav3 =54(LC 2), 2= 180(LC 11), 4 =30(LC 4) 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) 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 fiat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 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 Ib uplift at joint(s) 3, 2. 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. (<51/4°) PR rs LOAD CASE(S) Standard c " NG�NE d1/0 16- F• ORE • ,�°� y T F .2 \• < 444 O. EXPIRATION DATE: 06/30/12 August 25,2010 4 4 ® WARNING Verify design par ametcra and READ NOTES ON THIS AND INCLUDED MIMIC REFERENCE PAGE 1411.7473 rev. 10 'O8 BEFORE USE. -1 .� Design valid for use only with MiTek 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 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 responsibitly of the budding designer. For general guidance regarding POWER ,e 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 Qty Ply CENTEX - SUMMERCREEK BLD 10 ROOF R32094247 8101121 K02 MONO TRUSS 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 15:10:15 2010 Page 1 ID: BNc7KAyPZSS3o7m IJTC U UiykEus- BNc7KAyPZSS3o7m IJTC U Ui I9dYku aaWmf9wl1 rykEus I -1-0-0 I 2-0-0 I 1 -0-0 2-0-0 Seat: 1 3 5 . eiiii0011111111111111116 ♦ 1 i _ =, 3x4 = 4 I 20.0 I 2-0-0 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.11 Vert(LL) -0.00 2 >999 240 MT20 220/195 (Roof Snow =25.0) TCDL 10.0 Lumber Increase 1.15 BC 0.02 Vert(TL) -0.00 2 -4 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a . BCDL 5.0 Code IBC2006/TP12002 (Matrix) Weight: 7 Ib FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G • TOP CHORD Structural wood sheathing directly applied or 2 -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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 2= 170/0 -5-8 (min. 0 -1 -8), 4= 10/0 -5-8 (min. 0 -1 -8), 3= 47/Mechanical Max Horz 2 =63(LC 7) Max UpIift2= -75(LC 7), 3= -23(LC 7) Max Grav2= 189(LC 11), 4 =29(LC 4), 3 =48(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.Opsf; h =25ft; Cat. 11; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 r 2) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 3) Unbalanced snow Toads 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 Toad of 25.0 psf on overhangs non - concurrent with other live Toads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 6) • This truss has been designed for a live Toad 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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3. 10) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSUfPI 1. 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. � P R Q FF LOAD CASE(S) Standard <C � N .6',9 ss �� �� /g ,�� 9 . : "e•E, r i ��i -0 0- ; GO • .. � c o • A F y � ., / . M R S. 1 EXPIRATION DATE: 06/30/12 August 25,2010 6 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIT 7473 res. e. 10.08 BBFORB USE. . 1pp�/ Design valid for use only with MiTek connectors. The design is based only upon parameters shown, and k for an individual building component. f±-. 77 C21 MITER Applicabiity of design param enters and proper incorporation of component is responsibility of bolding designer - not truss designer. Bracing shown 6699 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 POW.1 ,o a , 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 evaiable 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 10 ROOF R32094248 8101121 MO1 GABLE 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 15:10:15 2010 Page 1 ID: BNc7KAyPZSS3o7m IJTC U Uiyk Eus- BNc7KAyPZSS3o7m IJTC U Ui I8bYkMaaumf9wl1 rykEus -1-0 -0 2-11-12 1 5-11 -8 1 6 -11 -8 1 1-0-0 2 -11 -12 2 -11 -12 1-0-0 Scab - 1:21.2 4.4 = 3 r' e • em r r 4 2 jy s 3.4 = 3.4 = 2 -11 -12 5 -11 -8 2 -11 -12 2 -11 -12 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 25.0 Plates lncrease 1.15 TC 0.18 Vert(LL) -0.00 6 >999 240 MT20 220/195 (Roof Snow =25.0) TCDL 10.0 Lumber Increase 1.15 BC 0.06 Vert(TL) -0.00 2 -6 >999 180 BCLL 0.0 • Rep Stress Ina NO WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight: 24 Ib FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 5 -11 -8 oc purtins. BOT CHORD 2 x4 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 (Ib /size) 2= 306/0 -5-8 (min. 0 -1 -8), 4= 306/0 -5-8 (min. 0 -1 -8) Max Horz 2= -61(LC 5) Max Uplift2=- 114(LC 7), 4=- 114(LC 8) 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) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category 11; 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 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 6) Gable studs spaced at 2 -0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 8) • This truss has been designed for a live Toad 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. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss 10 bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =1b) 2=114, 4=114. P R 11) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. <<-9�� OFer, ' 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. �\ L NG) NE�9 > LOAD CASE(S) Standard •-G7 /-e PE • r' 4 ORE �� o A M /. P 4' FR S . - EXPIRATION DATE: 06/30/12 3 August 25,2010 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE AII1 -7473 rev. 10.'08 BEFORE USE. � ' Design valid for use only wilh MITek connectors. Th's design 's based only upon parameters shown. and is for an individual building component. Applicabtily of design paramenters and proper incorporation of component is responsibtity of bolding designer - not truss designer. Bracing shown k for lateral support of individual web members only. Additional temporary brccfrng to insure stabiity during construction a the responsibility of the MiTek, erector. Additional permanent bracing of the overall structure is the responsibility of the bolding designer. For general guidance regardng ro fabrication. quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, 058 -89 and SCSI Bullding Component 7777 Greenback Lane, Suite 109 Safety Information avalobie 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 10 ROOF R32094249 6101121 MO2 COMMON 4 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:16 2010 Page 1 ID:IZAVX Wz2KmawQ H LUtBjjOvykEur -fZAVX Wz2KmawQ HLUIBjjOvgliy4eJ16wupflZlykEur 2 - 11 - 12 5-11 -8 8 -11 -8 2 -11 -12 2.11 -12 1 -0 -0 Ovd = Sine • 1.21 2 2 B00 f2 r1 All61 3 l{�l 11116. 2x1 11 �, 3x4 = 3x4 _ 2 -11 -12 5-11 -8 2 -11 -12 2 -11 -12 LOADING (psf) TCLL 25.0 SPACING 2 -0-0 CSI DEFL in (lac) I /deft L/d PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0.16 Vert(LL) -0.00 5 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.05 Vert(TL) -0.00 1 -5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 3 n/a 'n /a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight: 22 Ib FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 5 -11 -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 be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 1= 214/0 -3 -8 (min. 0-1-8), 3= 319/0 -5-8 (min. 0 -1 -8) Max Horz 1= -70(LC 5) Max Upliftl= -52(LC 7), 3=- 117(LC 8) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or Tess except when shown. NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.0psf; h =25ft; Cat. 11; 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 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live Toads. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except (jt =lb) 3 =117. 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. LOAD CASE(S) Standard ,c � 9 ?5 O PR . � � t'' r • ' �4, ORE ' M RS -O' EXPIRATION DATE: 06/30/12 J August 25,2010 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIMIC REFERENCE PAGE 1411 -7473 rev. 10'08 BEFORE USE. r�Rp�.��1i * ` Design valid for use only with MiTek connectors. This design k based only upon parameters shown. and is for an individual budding component. '"7 Z �1, T� Applicability of design param enters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown X '� �'� al 5 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 Quality Criteria, D5B -89 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 BLD 10 ROOF R32094250 B101121 NO1 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 15:10:17 2010 Page 1 I D: 7mktkszg54in2QwgRuEyZ7ykEuq- 7mktkszg54in2QwgRuEyZ7NT5MQy2 UQ 36TPr5kykEuq I -1 -0-0 I 2 -9 -8 1 5-7-0 8-7-0 1-0-0 2 -9 -8 2 -9 -8 1 -0-0 5424.1:20.4 424 = 3 7 2 -9-8 5-7-0 2 -9-8 2-9-8 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.18 Vert(LL) -0.00 6 >999 240 MT20 220/195 (Roof Snow =25.0) TCDL 10.0 Lumber Increase 1.15 BC 0.05 Vert(TL) -0.00 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/TP12002 (Matrix) Weight: 23Ib FT= 10% • LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 5 -7 -0 oc purlins. 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 (Ib /size) 2= 291/0 -5-8 (min. 0 -1 -8), 4= 291/0 -5-8 (min. 0 -1 -8) Max Horz 2= -58(LC 5) Max Uplift2=- 110(LC 7), 4=- 110(LC 8) 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. 11; 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 (fiat roof snow); Category 11; Exp 6; 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 Toad of 16.0 psf or 2.00 times flat roof Toad of 25.0 psf on overhangs non - concurrent with other live loads. 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =lb) 2 =110, 4 =110. PR 11) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ���� opp, 12) "Fix heels only Member end fixity model was used in the analysis and design of this truss. �\CS NGI NE v • S j O LOAD CASE(S) Standard / 2 y 16 J r x ORE •• ■ o 9 ,F 2 \• �� ,1 S NC" EXPIRATION DATE: 06/30/12 August 25,2010 • ® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MTI7473 rev. lava BEFORE USE. = � Design valid for use only with MiTek connectors. ThB design s based only upon parameters shown, and is for an Individual bolding component. „r ti . t-sl Applicablify of design param enters and proper incorporation of component is responsibility of buiding designer - not truss designer. Bracing shown 611 Is for lateral support of individual web members only. Additional temporary bracing to ensure stabiify during construction B the responsib8lity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the bu8ding designer. For general guidance regarding fabrication. quality control. storage. delivery. erection and brochg, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information ava0able 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 10 ROOF R32094251 B101121 NO2 COMMON 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 15:10:17 2010 Page 1 ID:7mktkszg54in2QwgRu EyZ7yk Euq- 7mktkszg54in2QwgRu EyZ7NTSMQ 02UQ 36TPr5kykEuq I 2 -9 -8 I 5-7-0 1 8-7-0 I 2.9 -8 2-9-8 1.0.0 444 = Scale 4 1:2.4 2 8 00 12 IN 8 A h f J" 524 344 = I 2-9-8 1 5-7-0 - 1 2 -9-8 2 -9 -8 T O ` DING (Ps 25 0 SPACING 2 -0-0 CSI DEFL in (loc) 1 /dell Ud PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0.16 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 BCLL 0.0 • Rep Stress Ina YES WB 0.04 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight: 21 Ib FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 5 -7 -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 (Ib /size) 1= 195/0 -5-8 (min. 0 -1 -8), 3= 301/0 -5-8 (min. 0 -1 -8) Max Harz 1= -67(LC 5) Max Upliftl= -47(LC 7), 3=- 113(LC 8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or Tess 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) 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 16.0 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. 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 100 Ib uplift at joint(s) 1 except (jt =lb) 3 =113. 9) This truss is designed in accordance with the 2006 lnternational 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. LOAD CASE(S) Standard �� O PR OF Fss c. :3„ � NEF9 /�2 ���- o / � M F R s.1\N EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED EIMEKREFERENCE PAGE MU -7473 rev. 10'08 BEFORE USE. S g Design valid for use only with MiTek connectors. Thk design k based only upon parameters shown, and k for an individual budding component. , by , Applicabdily of design param enters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 4 ���111 k for lateral support of individuat 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 /TPII qualify Criteria, 006-89 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 ® General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1 34; Center plate on joint unless x, y offsets are indicated. 6 -4 -8 dimensions shown in ff- in- sixteenths Damage or Personal Injury r ��= Dimensions are in ft-in-sixteenths. I I (Drawings not to scale) 1140146. and Applfully y 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. 1 2. Truss bracing must be designed by an engineer. For 0'/ - /16 " 1 2 3 wide truss spacing, individual lateral braces themselves 1 TOP CHORDS may require bracing, or alternative T, I, or Eliminator bracing should be considered. ■ 4 3. Never exceed the design loading shown and never p stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate de signer, erection suppartieservsor . , property owner and = U IC: all other interested plates 0- nC from outside a edge of truss. 1- 07 - 06 C5 O 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 o ad e rebeg d ulated by Knots and wane at joint required direction of slots in 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 fire retardant, preservative treated, or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT p 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 requirements. ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that 4, Indicated by symbol shown and /or ESR -1311, ESR -1352, ER -5243, 9604B, spec't'ers' 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, 84.42, 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 or alter truss member or plate without prior (supports) occur. Icons vary but ©2006 MTek®All Rights Reserved approval of an engineer. reaction section indicates joint 17. Install and load vertically unless indicated otherwise. ® ( number where bearings occur. �o 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI /TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. • p and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. PdI 1 l k 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. 10-'08