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Specifications (4) Do not cut or alter floor trusses adjust layout for plumbing drains f 19 -11- 15 -11-0 ,5 „-0 15-11-0 15- I All beams per plan specified and supplied Ali 11 by others 6 a n-- 1 Rim Joists per plan ' 11 1 11111MiliallIM ill, specified and supplied g - . !! 111111111111 by others i 1 1 j , . i ; '''''... ,1 02 i • r' ' 02 FIIIMMI■ 1 i g 1111 , 1.., A03 v■Nowl■II .. . .1 . 4. F1 P 1 1 1111L11 _ 1 11 NMI .-- I� (� 12-0-0 I I 8 -7- 111 I 511-8 I 9 -11-8 [ 5.70 1 1511-0 1 511-8 I 9-11-8 5-7.8 1 15-11-0 I t PP !dam , Ti CI --1 w r. c� Ov ° ti ` CAE, -4 ''"`6 %era. s<i - B7 ®1 21 °I"T'I Centex nm � 15 LUS46 0 054 Metal Summercreek Townhomes Bld 10 Floor 1 0 HU46 T USSI8 Av Tigard, Oregon ri , , d 0 THA422 15877 SE 98th Ave r ` �j Clackamas, OR 97015 14 �� � Deep Floor Truss C 4 HHUS26 -2 0: (503) 557 -8404 CER•r1F11 D MAN I' F: (503) 557 -8428 40/10/0/5 Loading w/ Defl - TL /D = 360 ; LL /D = 480 8 -25 -2010 EMI NM ® MiTek® POWER To PERFORM.' MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676 -1900 Re: 8101 121 - 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. �� P Ee. `r 4 4/ � 2 9 16890PE r" c %OR. / �r F r EXPI "`TION D' !•:/30/12 August 25,20 10 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/TM-1995 Sec. 2. Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 FLOOR 1 R32094252 B 101121 -FT 1 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 25 15:10:33 2010 Page 1 ID:frix5KAIKj Wyu 9I NFXiC VykEu a- frix5KAiKiWyu9INFXiC V26fpj0objQoyHifpykEua I 1:1_14:1 9 -2.0 1 -0 I -0� 1-1-12 I 1 �1 1 { s � Brats • 1:56.8 2x4 11 364 11 419 = 2x4 II 3610 = 264 11 244 11 4110 = 346 FP = 448 = 364 11 418 = 264 11 518 = 2r4 11 4x4 = 2,4 11 5610 = 3x4 11 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 18 19 31 30 29 28 27 26 25 24 23 22 21 20 axe = 418 = 364 = 466 = 4412 = 366 FP = 5612 = 2r4 11 464 = 418 = 5 = 4612 = 17 -10-4 • 33-7 -0 , 17-10-4 • I 15 -8-12 Plate Offsets (X,Y): [1:Edge,0-1-81, [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 -81, (22:0- 1- 8,Edge], [23:0- 1- 8,Edgej, [24:0- 5- 8,Edgej, [27:0- 4- 12,Edge1, [28:0- 1- 8,Edgej, [29:0- 1- 8,Edgel, (31:Edge,0 -1 -8] LOADING(psf) SPACING 2 -0 -0 CSI DEFL in (Ioc) I /defl Ud 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 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 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 to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. -''' D., � PR ope,, LOAD CASE(S) Standard � �.. L NG INE, � � 16: � � GOF- ..1 - 1 _ BE" 2% (7,- M FR S 1 \N EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design paramef ms and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII -7473 rev. 10'08 BEFORE USE. ' Design valid for use only with MiTek connectors. Ths design is based only upon parameters shown, end's for an individual budding component. ® � Applicability of design paramenters and proper incorporation of component a responsibility of budding designer- not truss designer. Bracing shon'. "`- f s for lateral support of individual web members only. Addilional temporary bracing to insure stability during construction is the responsbdlity of the IiTekx erector. Additional permanent bracing of the overall structure B 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 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 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 I D:cDph WOByrczDC BI8UgZAIwykEuY -cDph WOByrczDC BI8UgZAIw7OwcQOGWfjFGmokhykEuY I 2-6-0 I 1 �H X Sole • 1.60 .2 3.4 11 244 11 24 SP = 34 11 4x10 = 201 11 44 = 4$ = 24 11 4810 = 34 FP= 400 = 20 11 44 = 34 = 20 11 440 = 34 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 18 17 ii %\ \iii= I "' \j j i :owe: I4 • 29 28 27 26 25 24 23 22 21 20 19 e 18 4•6 = 44 = 44 = 2x4 11 4•12 = 34 FP = 402 = 542 = 284 11 24 11 468 = 44 = 12.9 -12 I 17 -11-4 I 35-7-0 1 12.9.12 5-1-8 17 -7 -12 Plate Offsets (X,Y): [1:Edge,0 - - 8), [5:0- 1- 8,Edgej, [6:0- 1- 8,Edge], [13:0- 1- 8,Edgej, [14:0- 1- 8,Edge], [18:Edge,0 -1 -8], [19:0- 3- 8,Edgej, [20:0-1-8,0-0-0), [21:0- 1- 8,Edge], [22:0 -5 -0 ,Edge], f26:0- 1- 8,0 -0 -01, f27:0- 1- 8,Edge], f28:0- 3- 8,Edge], f29:Edge,0 -1 -81 LOADING (psf) SPACING 2 - - CSI DEFL in (loc) 1/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 WB 0.50 Horz(TL) 0.07 18 n/a n/a BCDL 5.0 Code IBC2006/TP12002 (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 purtins, 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 P R Q f F to be attached to walls at their outer ends or restrained by other means. O 6) CAUTION, Do not erect truss backwards. � �\ Co , N 3 j/ E F � % -vo LOAD CASE(S) Standard i. . / ., ' ' R S. 4 1 EXPIRATION DATE: 06/30/12 August 25,2010 A WARNING - Verify design parranete,s READ NOTES ON THIS AND INCLUDED !IITEKREFERENCE PAGE 1811 -7473 rev. 10 -'08 BEFORE USE. .; ' 1 =y a Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and k for an individual budding component. Applicability of design paramenters and prcper incorporation of component's responsibility of budding designer - not truss designer. Bracing shown pq , %' p is for late support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTeke erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricalion, quality control, storage, delivery, erection and bracing, consult ANSI/7811 Quality Criteria, 056.89 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 R32094254 8101121 -FT1 2 -FTGE GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:36 2010 Page 1 ID:4Q N3kMC acv54p LtK2O4Pg7ykEuX -4Q N3kMCacv54pLtK2O4Pg7fK0v0 ?4C sUwV MG7yk EuX sceb 3x4 11 3x6 FP= 311 11 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 ii...11.1111.11 . 1 . 1111 . 1111i .1 1 1111 1 111. i ......11.1111.1111111111 11 57 56 55 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 38 35 34 33 32 31 30 314 11 314 = 314 11 31.8 FP = 17 -11-4 11 1 S-4-0 I Bfi-0 I R-0.0 1 0-4-0 1 10 1112'.4%0 1 19 -4 -0 1 14.440 1 18-0 -n 1 .4 -0 A-r1 20h -4-0 1 22 -6 -0 4 74-0-0 1 25.4_ 28A-n 4 -0-0 1 7gJA 1 9n-8.0 1 3247 -0 1 99.4_ 1 34-8 -0 D5 -7 -01 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 7 .4-0 1-4-0 1 .4-0 1-4-0 7 17.4-0 1 7 8 iJ-0 6 1J 1J-0 1J-0 7 .4-0 1-4-0 1 1-4-0 iJ-0 1-4-0 1 .4-0 1J-0 11 -0 0-8-12 Plate Offsets (X,Y): fl:Edoe,0 -1 -81, f16:Edge,0 -1 -01, 157:Edge,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in floc) 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 IBC2006/TP12002 (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 puriins, except BOT CHORD 4 X 2 DF 2400F 2.0E end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. OTHERS 4 X 2 HF Stud /Std REACTIONS All bearings 35 -7 -0. (Ib) - Max Gray All reactions 250 Ib or less 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 <c � ED PR Qp C��� � NG(NE • /o • 166 p ff R GO• 1 B E ' 2 . / ',6 ( / M F R S. �� EXPIRATION DATE: 06/30/12 J August 25,2010 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH -7473 rev. 10'08 BEFORE USE. a r - Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicablity of design paramenters and proper incorporation of component 6 responsibility of buiding designer - not truss designer. Bracing shown pq k for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the IVIiTekx erector. Additional permanent bracing of the overall structure is the responsibBity of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information avatable from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 FLOOR 1 R32094255 B 101121 -FT 1 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:YcxRxhDDNDDxRVSW c5beNLykEuW- YcxRxh DDNDDxRVS Wc5beN LCoNO4XkSS7jaFvpaykEuW I 2 I 1 (1 1 - 4 - 0 9 Bole • ,:300 314 11 4110 = 214 11 416 = 214 11 2■4 11 4110 = 314 11 1 2 3 4 5 87 8 9 10 • III 4 IlL11....11111111111111111111111""iliLiari �� ` i 4 - - - - ►_. kJ 3 1 15 14 13 12 ►1/ 409 = 4110 = 414 = 214 11 4110 = 418 = 66-0 1 9 2-0 { 9-10 0 I 17 -10-8 8-6-0 0-9-0 0-8-0 8-0-8 Plate Offsets (X,Y): 11:Edge,0 -1 -81, f4:0- 2- 9,Edael, f5:0- 1- 8,Edgel, 16:0- 1- 8,Edoel, 111:Edge,0 -1 -81, 113:0- 1- 8,0 -0 -01, 114:0- 1- 8,Edgel, f 16:Edae,0 -1 -81 LOADING (psf) SPACING 2 - - CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.54 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 lncr YES WB 0.35 Horz(TL) 0.08 11 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (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 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc braang. REACTIONS (lb /size) 16= 972/0 -5 -8 (min. 0 -1 -8), 11= 972/0 -5-8 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 3396/0, 3 -4 =- 3436/0, 4-5 =- 4083/0, 5 -6 =- 408210, 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 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. 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 '\((-- -S.0 PR Opp S mac.. LNG ( 9 9 s /o2 1 r f // -o ORS= • ,� cb 9 � 1F �B, ' 2\ �(-/ M S - \N EXPIRATION DATE: 06/30/12 August 25,2010 ,,1t WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE b111 -7473 rev. 10 -'08 BEFORE USE. fay y, .1 a 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 paramenters and proper incorporation of component's responsbility of buddng designer - not truss designer. Bracing shown ;c ms s =` � , 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 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 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 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 MiTek Industries, Inc. Wed Aug 25 15:10:38 2010 Page 1 ID: OoVg81Er8XLo3f1j9p7tvYykEuV- OoVg81Er8XLo3f1j9p7tvYl AgPBTwt9xE SLOykEuV 1 2 -6-0 I 1 0-10.0 1 1 1 -4-0 I Sta1. 1:26.3 304 11 010 = 2x4 11 04 = 2x4 11 010 = 3x4 II 1 2 3 4 5 3x8 6 7 6 fiIP 11 P.I % � WIIII 1 . x6 13 12 11 10 9 4x10 = 2x4 11 2x4 11 4x10 = 06 = 150.0 16-8-0 I Plate Offsets (X,Y): 11: Edge, 0- 1- 81, f4 :0- 1- 8,Ediel,F5:0- 1- 8,Edoel.f9: Edge, 0- 1- 81, f11: 0- 1- 8, Edgel, f12:0- 1- 8,Edgel,f14:Edoe,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 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 1BC2006/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 puriins, except BOT CHORD 4 X 2 DF No.1 &Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (lb /size) 14= 848/0 -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 4D PR Ope c G IIN , q ` r �0 i v r - . 9 A/ B,/ 4 iii.. s . EXPIRATION DATE: 06/30/12 j August 25,2010 (;'. '..4 .: .:. ,' _-�.��- �. .�: rim - a... .-.� -•_.� ':, ..,._ .;! 4 . , • mt} `. v,., ,. _.6 r. .: C-..c. - .' r dt. ;.�. •..:.. ® WARNING . Verify design parntneters and READ NOTES ON THIS AND INCLUDED DII7EKREFERENCE PAGE MI1-7473 reo. 10 -'08 BEFORE USE. Z.:. 3 s— Design valid for use only with MiTek connectors. Thai design is based only upon parameters shown, and k for an individual building component. Applicability of design paramenters and proper incorporation of component 6 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 NiiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding POWER re, PERFORNI.• 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 R32094257 8101121-F71 5 -FTDS FLOOR 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 15:10:39 2010 Page 1 ID: U73CMN ETvgTfhpcvjWe6SmykEuU -U73C MN ETvgTfhpcvjWe6S mH3KEkkC KXIAukOtSykEuU 2 -6.0 1 1 -3-8 I I 2-0-8 I I 1-4-0 I ■ Scale • 1:263 la II 2r4 11 46 = 2.1 11 4rl 0 = 3r4 11 1 2 3 4 6 4r8 8 7 8 4 II_ �� � I�� IMI I_ 7 II 111/ `\�G �1-II!1 / Mill 12 11 10 9 0 2a4 11 2x4 11 400 = 4r8 = 4.3 = Ora = 15-8-0 1 15-8-0 Plate Offsets (X,Y): 11:Edoe,0 -1- 81,12:0- 3- 8,EdgeL 14:0- 1- 8,Edgel, 15:0- 1- 8,Edgel, f9:Edne,0 -1 -81, (11:0 -1 -8,0 -0-01, 112:0- 1- 8,Edoel, 113:0- 3- 12,Edge1, f14:Edoe,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.83 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/TPI2002 .(Matrix) Weight: 89 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 5 -6-0 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 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 less except when shown. TOP CHORD 1 -2 =- 970/970, 2- 3=- 2885/3110, 3-4 =- 2349/2576, 4 -5 =- 3325/1772, 5 -6 =- 3822/1638, 6 -7 =- 2874/652, 7 -8 =- 998/998 BOT CHORD 13- 14=- 2809/3660, 12- 13=- 1148/2701, 11 -12 =- 1148/2701, 10 -11 =- 1146/2702, 9 -10 =- 138/1693 WEBS 7 -9 =- 1821/149, 2-14=-2956/2659, 7 -10 =- 263/990, 2 -13 =- 2073/1591, 6 -10 0- 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. `� � P R F S 2) A plate rating reduction of 20% has been applied for the green lumber members. F 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9. 0 � N G ) N 3 > 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 ' / R � 2 9 and 418 Ib uplift at joint 13. . ' y 5) This truss is designed in accordance with the 2006 International Builctng Code section 2306.1 and referenced standard ANSI/TPI 1. 1_ ' '-' . E r 6) This truss has been designed for a total drag load of 380 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag ��/ / � loads along bottom chord from 0 -0 -0 to 4 -2 -0 for 1428.7 plf. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. `' M 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 t✓ 0 ) to be attached to walls at their outer ends or restrained by other means. 'O 0 •, • ■ ,,° LOAD CASE(S) Standard lz � � B � \ .A( .. , R S. EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design parameters and READ NO778 ON THIS AND INCLUDED MITER REFERENCE PAGE 8111 -7473 rev. 10 -'08 BEFORE USE s Design valid for use only with MiTek 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 k responsibility of building designer - not truss designer. Bracing shown '` x'x is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ,o fabricat on, quality control, storage. delivery. erection and bracing, consult ANSI/IP11 Qualify Crtlerda, 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 R32094258 B101121 -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:yBdaZj F5g8bW IzB5HD9L?zykEuT- yBdaZjF5g8bW IzB5HD9L ?zgKfd5fxpNSPYTZPvykEuT I 2 -6-0 I a H 1 1.4-0 1 Scab .1:26.3 334 11 4310 = 234 11 434 = _ 234 11 4310 = 334 11 i 2 3 4 5 338 6 7 8 w w /41.r911Mw -/■ w. w w e u 10 438 = 13 12 11 10 6 -, 4310 = 234 11 234 11 4310 = 438 = 15-8-0 15-8-0 I Plate Offsets (X,Y): f1: Edge, 0 -1 -81,.f4:0- 1- 8,Ednel, 15:0- 1- 8,Edoel, f9:Edoe,0 -1 -81, 111:0- 1- 8,Edge1, 112:0- 1- 8,Edgel, f14:Edge,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 0.48 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 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 (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 • " <'1 - P R oFF 0 , (1 �� . 0N / ,9 GIN /0 X) CP ' G - - , � 0 9 ' B - •2:`'' tijFR s.-0 C� 1 EXPIRATION DATE: 06/30/12 August 25,2010 C '.. 4- ....• c . ., • --- .- ... . ,r . ,,,. ,_. ,. -.- , -,... s,.... , _.. -5, ry .,. ,� z4- r /w... -. . _ - -._7 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED IIIITEKREFERENCE PAGE MJI -7473 ECU. 10 -'08 BEFORE USE. ` x aA Ag Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual budding component. M A pplicability of design paramenters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown k for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the 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 tracing, consult ANSI/7P11 qualify 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 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: QNByn3GjRSjNw7mlrxgaXBykEuS- QNByn3GjRSjNw7mIrxgaXBNWr1 W 1 gFmbeCD7yLykEuS 1 2.6.0 I 2 -4-8 1 1 1-4-0 I Scale •119,9 46 = 2,4 11 1 3x4 11 2 3 4 2.4 11 5 4th = 8 34 11 II �� I I II �� 11 1 : H ____ 000 0.000" - aiii iii iiiiiiii gorgsr. 8.—._ 1i1� ■ 1.1! III ►/ 1 t , 9 9 36 7 3• = 4x10 = 4,10 = 11-11-8 1 11-11-8 1 Plate Offsets (X,Y): 11:Edne,0 -1 -81, f2:0- 3- 4,Edpel, f3:0- 1- 8,Edael, (4:0- 1- 8,Edge1, 15:0- 2- 6,Edyel, f7:Edae,0 -1 -81, f8:0- 1- 8,Edgel. 19:0- 1- 8,Edgel, 110:Edpe,0 -1 -81 LOADING (psf) SPACING 2 - - CSI DEFL in (loc) 1 /deft Ud 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 IBC2006/TP12002 (Matrix) Weight: 55 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1 &Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (lb/size) 10= 644/0 -5 -8 (min. 0 -1 -8), 7= 644/0 -2 -0 (min. 0 -1 -8) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2- 3=- 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=- 140210, 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/fPI 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 ���E� PRoF.- �c �NG(NEF9 / 'Q 9 I ,. i '' ' 1' //� / !� r �-o ORE 5 � ' ti' S 1\' EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design parameters and READ NOTES ON 7 AND INCLUDED MITER" PAGE 1411 -7473 rev. 10 -'08 BEFORE USE. 1 g IT, Design valid for use only with MiTek connectors. The design is based only upon parameters zhovm, and is for an individual buiding component. --r- � Applicabiity of design paramenters and proper incorporation of component is responsibility of buiding designer - not truss designer. Bracing shown L7 B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Vi1iTele• erector. Additional permanent bracing of the overall structure a the responsibility of the building designer. For general guidance regarding .o fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quatfty Criteria, DSB -89 and BCSI BulldIng 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 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 ID:Q N Byn 3GjRSjNw7m IrxgaXBykEuS- QNByn3GjRSjNw7m ItxgaXBNYq 1 Ywg HCbeCD7yLykEuS I 2 -3-0 I 1 -1-0 Soo • 1:18.0 4114 = 1 3x4 II 2 3 3x4 = 4 214 II 5 418 = 8 3x4 It 11 It" irl p.. 8 II IIIM I aillillikba li Mg ftal 10 ' / 8 8 3x8 = ' // 314 = �� 4x8 = 44 = 221 2- 10-8-0 .1 Plate Offsets (X,Y): r1:Edne,0 -1 -81, f2:0- 2.5,Edgel, 15:0- 3- 3,Edoel, [7:Edoe,0 -1 -81, f8:0- 2- 0,Edgel, [9:0- 1- 12,Edpel, f10:Edge,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (roc) I /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 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 Incr 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 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 (Ib /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 beating plate at joint(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 c \A I N ;.. ` / 0 � 2 r ,., • 1 EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED 6IITEK REFERENCE PAGE MII -7473 r ea. 10 -'08 BEFORE USE. a F 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 paramenters and proper incorporation of component is responsbility of budding designer - not truss designer. Bracing shown s for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbdfity 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 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 R32094261 8101121 -FT1 A01 FLOOR 1 Z 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:vZIK_P HLCIrEYGL UOeBp40ykEuR -vZI K_P HLCIrEYGLUOeBp4ONH RvFPcVlssygUnykEu R 3 -11 -10 I 7 -9-8 I 11 -7-6 I 15-7-0 I 3 -11 -10 3-9-14 3-9-14 3 -11 -10 scabs • 1:284 2x4 11 319 = 3110 = 1 3x10 = 2 34 3 4 5 f_ 1!1_ w =_i HMI PM JUS24 -2 3d0 = I./ .M 11 9 8 7 r7 3xI0 = 3110 = I�• 2a 11 214 11 I 3-11-10 1 7 -9.8 I 11 -7-6 1 15-7-0 1 3-11-10 3-9-14 3-9.14 3 -11 -10 Plate Offsets (X,Y): 11:0-3-0,0-1-81, (5:0-3-0,0-1-81, 17:0-3-0,0-1-81, 19:0-3-0,0-1-81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loci) I /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.15 Vert(LL) -0.14 8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.26 8 >705 360 BCLL 0.0 Rep Stress 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 2 x 4 DF Std G REACTIONS (Ib /size) 10= 869/0 -5 -8 (min. 0 -1 -8), 6= 849/0 -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=-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 back face bottom chord. �� ��o PR 9) Fill all nail holes where hanger is s in contact with lumber. LOAD CASE(S) Standard � e N LNG N i 9 s /p � -9 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) , , -: • ... E Vert: 6- 10 = -10, 1- 5 = -100 ../-4w-- /" ' Concentrated Loads (Ib) /, Vert:11= -35(B) . TV i l p 0) v T F' B - - 2 ' 4 � R s 1 `N 1 EXPIRATION DATE: 06/30/12 August 25,2010 4 4 ® WARNING - Ver fy design paranierers and READ NOTES ON T7115 AND INCLUDED DIITEKREFERENCE PAGE MI1 -7473 rev. 10.'08 BEFORE USE. ra�: HIM 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 paramenlers and proper incorporation of component 6 responsbility of buiding designer - not truss designer. Bracing shown b for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the NI iTek 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/IPI1 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information avalable from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply CENTEX - SUMMERCREEK BLD 10 FLOOR 1 R32094262 B101121 -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:VZIK PHLCIrEYGLUOeBp4OykEuR -vZIK PHLCIrEYGLUOeBp4OvIIRVIPcnIssygUnykEuR 3 -11 -14 I 7 -10.0 I 11 -8-2 1 15-8.0 1 3- 11-14 3-10-2 3-10-2 3 -11 -14 Sole • 1:26 5 224 11 325 = 3210 = 1 3210 = 2 3x6 = 3 4 5 101.■11 w PI w tw I A MMINIallilli MIP� A C4 Or- e e 7 3210 = 224 11 3,10 = 3210 = r 224 11 l 3.11 -14 I 7-10-0 I 11-8-2 I 15-8-0 1 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 (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft 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/TPI2002 (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 2x4DFStdG 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 (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. LOAD CASE(S) Standard A , .ORE ,., ,..1.A. -1 F ;' R '�4 M FR S 1 \N EXPIRATION DATE: 06/30/12 August 25,2010 • - > ® WARNING - Verify design par•anreters and READ NOTES ON THIS AND INCLUDED 6IITEKREFERENCE PAGE M11-7473 rea. 10-'08 BEFORE USE. le, e R Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. k.1 Applicabiity of design paramenters and proper incorporation of component is responsibility of buiding designer - not truss designer. Bracing shown p > • ' u s for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the p iTek' erector. Additional permanent bracing of the overall sinrcture is the responsibiity of the building designer. For general guidance regardrig POWER ro fabrication. quality control. storage, delivery, erection and bracing. consult ANSI/TPI1 Quality Criteria, 058 -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information avaiable from Truss Plate Institute, 281 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 FLOOR 1 R32094263 B101121 -FT1 A03 ROOF TRUSS 4 Job Reference (optional) Pro-Build Clackamas Truss, Clac kamas,OR 97015 -1129 7.240 s Jun 18 2010 Mifek Industries, Inc. Wed Aug 25 15:10:43 2010 Page 1 ID: NmljCIHzz3z59OvgyMi2ccykEuQ- NmIjCI Hzz3z59QvgyMl2ccSwBrFy86Su5Wi DODykEuQ 5-2-1 145-15 15-0-0 5-2 -1 5-3-13 5-2 -1 sots • 1:26.5 214 11 4412 = 274 II = 1 346 2 3 4 [� 4 "11-4.11111111 1111111 1111111111 LJ 7 6 d 5 4412 = 2 6 _ 2M, 11 3.8 5-2-1 145-15 15-8-0 5-2 -1 5-3-13 5-2 -1 Plate Offsets (X,Y): 11:0 -1- 12,0 -1- 8),(5:0- 2- 4,0 -1 -8I LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud 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 OF 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 fdlows: 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 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8, 5. QED PR 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 ( S , joint 5. � N F 0 29 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. • gi . 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. LOAD CASE(S) Standard / / cyj 9 &- R S \N�� [ EXPIRATION DATE: 06/30/12 August 25,2010 4 r ® WARNING - Verify dasiyn pararneter s and READ NOTES ON 1711S AND INCLUDED ABTEKREFERENCB PAGE A171 -7473 rev. 10 -'08 BEFORE USE. 3 Design valid for use only wish MiTek connectors. Tha design is based only upon parameters shown, and a for an individual building component. _7 - Applicabdit of design paramenlers and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown k for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbdlity of the MiTek' erector. Additional permanent bracing of the overall structure's the responsibility of the building designer. For general guidance regardhg .o fabrication, quality control, storage, delivery, erection and bracing. consult ANSI /TPII Quality Criteria, D58 -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 28 1 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 8101121 -FT1 A04 ROOF TRUSS 1 Z 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: rys5P5lckN5ynaUtW3DH9pykEuP-rys5P5IckN5ynaUtw3DH9p ?6cFc6teF1KARnYgykEuP I 4.1-0 I ez-0 4 -1-0 4 -1 -0 l Scale • 1.15.6 346 = 244 11 348 = 1 2 3 1 . ° o a 7 11101525.2 6 4412 = 3. 6 244 11 4 244 n 4-1-0 I 7 -8-8 l 8.2-0 4 -1-0 3-7-8 0-5.8 Plate Offsets (X,Y): f1:0- 2- 0,0 -1 -81, f3:0- 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 Incr 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.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 Ib uplift at joint 6 and 88 Ib uplift at joint 4. Q E D pR0p 9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced f G s standard ANSIITPI 1. �'-. L NG I N - 9 ` o 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. �i � 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. � 1 r 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. -i 13) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard / ' r A) ORE . e ' 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 .) ) j Uniform Loads (plf) 1 M . �� Vert: 1- 3 = -64, 4 -6 = -20 F R S.1 \N Continued on page 2 ( EXPIRATION DATE: 06/30/12 August 25,2010 r ® WARNING - Verify design paramerus and READ NO7ES ON7NIS AND INCLUDED MITER REFERENCE PAGE f911-7473 r 10'08 BEFORE USE. m�" Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and 'a for an individual budding component. Applicability of design paramenters and proper incorporation of component a responsibility of budding designer - not truss designer. Bracing shown Miele b for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibdlity of the I iTek" erector. Additional permanent bracing of the overall structure b the responsibility of the building designer. For general guidance regarding ,o • fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPII Quality Criteria, DSB -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 R32094284 8101121 -FT1 A04 ROOF TRUSS 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:44 2010 Page 2 I D:rys5P5IckN5ynaUt W3DH9pykEuP- rys5P5IckN5ynaUtW3DH9p ?8cFc8teF 1 KARnYgykEu P LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 7=- 123(F) • WARNING - Verify design pararnefas and READ NOTES ON THIS AND INCLUDED MIITEKREFERENCE PAGE 1171 -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 buiding component. idi Applicabiily of design paramenters and proper incorporation of component 4 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 constnrcton is the responsibility of the 1 VliTek erector. Additional permanent bracing of the overall structure a the responsibiity of the building designer. For general guidance regarding POWER To 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 R32094265 B101121 -FT1 A05 ROOF TRUSS 1 Z 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- rys5P5IckN5ynaUfW3DH9p ?6jFdWthh1 KARnYgykEuP 3-8-8 3-8-8 3 i 6 = 2r4 1I S. •1:10 2 11 • 3 44 = 4 2.4 11 3-8-8 3-8-8 Plate Offsets (X,Y): 11•0- 2- 8,0 -1- 81,13:0- 2- 8.0 -2 -01 LOADING (psf) SPACING 2 - - CSI DEFL in (loc) I /defl 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/TP12002 (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 al 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. 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) 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. ?l O PR OFR . 11) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI1. �- 1 GINS s /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. C 16 • f - LOAD CASE(S) Standard F 4 ORE 4 ■. ,cb R S. EXPIRATION DATE: 06/30/12 August 25,2010 , - ® WARNING - V*u fy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE M/1.7473 res. 10 -'08 BEFORE USE. va •ter + T � Design valid for use only with MiTek connectors. This design's based only upon parameters shown, and is for an individual budding component. Applicabtity of design paramenters and proper incorporation of component 4 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 responslbtlty of the IVIiTek• erector. Additional permanent bracing of the overall structure 4 the responsibtity 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 evadable from Truss Plate Institute. 281 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty PIy CENTEX - SUMMERCREEK BLD 10 FLOOR 1 832094266 B101121-FT1 A06 ROOF TRUSS 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:45 2010 Page 1 ID: J80TcRJEVgDpPk334nIWhlykEuO- J8QTcRJEVgDpPk334nIWh1X10ezxc8xBYgBK56ykEuO 2 -11.8 2 -11-8 319 = 2411 Sob •1:10 1 2 • 3 2x4 11 45 = 2-11-8 2 -11-8 LOADING(psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.05 Vert(LL) -0.00 4 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.02 Vert(TL) -0.00 3-4 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 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.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 24 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/TPI1. C'* Q PRQFF • 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. ��G G t , 12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. � � N / 9 0 LOAD CASE(S) Standard 1 - E V 'I A O I B - 2 EXPIRATION DATE: 06/30/12 J August 25,2010 ® WARNING - Verify design parameters mid READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev. 10 -'08 BEFORE USE. Design valid for use onty with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paramenters and proper incorporation of component k responsibility of building designer- not truss designer. Bracing shown S rr d lr] is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the g R iTek• erector. Additional permanent bracing of the overall stricture k the responsibility of the building designer. For general guidance regarding POW ER ro fabrication, quality control, storage, delivery. erection and bracing, consult ANSI /TPI1 Quality Criteda, 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 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 rallE Dimensions are in ft -in- sixteenths. I I (Drawings not to scale) li 4k Aanppd lfully plates to embed both Sides teeth of truss 1. Additional stability bracing for truss system, e.g. diagonal or X- bracing, is always required. See BCSI. O �1/ 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. I_� 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 = O designer, erection supervisor, property owner and plates 0 - InE' from outside U all other interested parties. edge of truss. 0 5. Cut members to bear tightly against each other. C7-8 C6.7 C.5-6 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 PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC - Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that � ii� 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. 951 10, 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. 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 MII■ number where bearings occur. EMI Illill ® 17. Install and load vertically unless indicated otherwise. =� 18. Use of green or treated lumber may pose unacceptable I_ � environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPI1 : National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. ■ and pictures) before use. Reviewing pictures alone DSB - 89: Design Standard for Bracing. M I l e I(® is not sufficient. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.'' ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII -7473 rev. 10 -'08 Do not cut or alter floor trusses adjust layout for plumbing drains 79-11.8 1 15.114 15-11-0 11114 15.114 All beams per plan s specified and supplied by others (s u. LL Rim Joists per plan L, ii - , l b ii L 'l specified and supplied i, �� N by others I,FY:I:lll•Ir.': \ ^. R•i:��Rl \I:�1 1lt!1.1 •i.:;• \': i il•�� /1.1-11 .: T P !1 . s I 1 A0'1 I. 1 II 1 1W'; NZ W.: i J Aa Aos I 12 -0-0 I 7-114 I 7-1-0 I 74.0 I "I 4-114 I 1¢114 I 7 -1-0 I 74-0 I=I 4.11.8 I 10-114 ( \''°- s z- Elite it it 464 ftfor Eva 1 01121 -FT2 Centex „�� 40 LUS46 ihl [ana Summercreek Townhomes BId 10 Floor 2 0 HU46 ■ THLfsSQ1171s1011 Tigard, Oregon , , ; • z 0 THA422 15877 SE 98th Ave Clackamas, OR 97015 14" Deep Floor Truss BRAE QC 5 HHUS26 -2 O: (503) 557 -8404 URrw u pt.A.Nr F: (503) 557 -8428 40/10/0/5 Loading w/ Defl - TL /D = 360 ; LL /D = 480 8 -25 -2010 ,§a mime 'Ropmviewos M likmal erwr:R bas ammo wen hillffek® POWgR 'r'o PgRPORM.'" MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676 -1900 Re: B 101121 - 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. �� o P R QFF SS � � NGINFF ) 16890PE 9r N OR./ • A TF • 0 r EXPI• TI0N D; ;' !•/30112 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 2 R32094267 B101121-FT2 A01 FLAT 3 .loh Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:59 2010 Page 1 I D:vrGmZD UOC_p4u 8luj ?pG_yk EuA- vrGmZD U OC_p4u8luj7pG_6e9l h I u KN Fn ?a4 a lyk EuA 1 5 -3-4 1 10-4 -12 15-8-0 5-3-4 5 -1 -8 I 5-34 Scale • 1:26.5 3x8 = 3 = 2744 11 348 = 2 3 4 A n ill lip �� ii Y _ M. MI 348 = 4412 = IM a 244 II 5 24411 1 5-3-4 1 10-4-12 15-8-0 1 414 5-1 -8 444 1 Plate Offsets fX.Y): [2:0.2- 4.0 -1- 81.[7:0- 3- 8.0 -1 -8) LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /defl 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.1 &Btr G TOP CHORD 2 -0-0 oc purlins (6 -0-0 max.): 1 -4, except end verticals. BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2 x 4 DF Std G JOINTS 1 Brace at Jt(s): 1, 4 REACTIONS (lb /size) 8= 646/0 -5-8 (min. 0 -1 -8), 5= 646/0 -5-8 (min. 0 -1 -8) Max Uplift8=- 136(LC 3), 5=- 136(LC 3) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1- 8=- 588/157, 1- 2=- 2582/544, 2- 3=- 2581/544, 3-4 =- 2581/544, 4- 5=- 588/157 BOT CHORD 6- 7=- 544/2582 WEBS 2- 7=- 344/164, 3 -6 =- 344/164, 1- 7=- 552/2619,4 -6 =- 552/2618 NOTES 1) 2 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows: Top chords connected as follows: 2 x 4 - 1 row at 0-9 -0 oc. Bottom chords connected as follows: 2 x 4 - 1 row at 0-9 -0 oc. Webs connected as follows: 2 x 4 - 1 row at 0-9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.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 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 136 Ib uplift at joint 8 and 136 Ib uplift at `S � ��p PR 8,0 joint 5. 9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced �� LNG ` �F ,9 /Q standard ANSI/7P1 1. C7 29 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. / • S • • . 1 r 1) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. ..--", LOAD CASE(S) Standard / 1 MFR s. 1\N EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 0II1 -7473 rev. 10'08 BEFORE USE. p Y Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and B for an individual budding component. C � • Applicability of design porom enters and proper incorporation of component is responsibdily of budding designer - not truss designer. Bracing shown p '' q ' ""� S for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 5 the responsibility of the IVI iTek' 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, 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 2231 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 FLOOR 2 R32094268 B101121-FT2 A02 FLAT 6 lob Refersnra (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:59 2010 Page 1 ID:vrGmZD UOC _p4u8luj ?pGyk EuA- vrGmZDUOC_p4u81uj ?pG_6cWIawuOUFn7a4alykEuA I 5-3-4 I 10-4-12 I 158-0 I 5 -3-4 5-1 -8 5-3.4 See.. 1:26.5 i 3610 = 2 366 = 3 264 II 266 = amnion PI , =mom man Y iti■i- w ttttttiiiiiiii ■it4r• IMOSIIIIIII -= P V Y CA Spar! 7 6 B 3610 = 4112 = ► / 8 5 264 II 264 11 I 5-3-4 I 10-4-12 I 15-8-0 1 5-14 41 -a 434 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] 17 0.0-1 -8) LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.37 Vert(LL) -0.22 7 -8 >832 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.74 Vert(TL) -0.45 7 -8 >413 180 BCLL 0.0 • Rep Stress Incr NO WB 0.38 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code IRC2006/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 x 4 DF No.1&Btr G REACTIONS (lb /size) 8= 1343/0 -5 -8 (min. 0 -1 -8), 5= 869/0 -5-8 (min. 0-1 -8) Max Uplift8=- 191(LC 3), 5=- 154(LC 3) FORCES (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 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; t 00mph; TCDL= 4.2psf; BCDL= 6.Opsf; h =25ft; Cat. 11; Exp 8; 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 Toads. 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 PR 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 191 Ib uplift at joint 8 and 154 Ib uplift at `. F RS 's joint 5. � 04 r E F 9 P � 9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced '9 standard ANSI/I 1. Ct i • . . Y 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) 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. -o 0 GO N. LOAD CASE(S) Standard • I' / rL 1 < � 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 9 6 i . e� o Uniform Loads (pIf) ' R S "0'1 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 MITER RF,FERENCE PAGE 141174 rev. 10 BEFORE USE 211 a 1 Design valid for use only with MiTek connectors. This design B based only upon parameters shown. and 6 for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown " 6 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 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, quality control, storage, delivery. erection and bracing. consult ANSI /TPI1 qualify Criterla, 056.89 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 2 R32094268 B101121 -FT2 A02 FLAT 6 Job Reference (nplinnal) 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: vrGmZDUOC_ p4u8Iuj ?pG_ykEuA- vrGmZDUOC,_p4u8Iuj ?pG 6cwlawuOUFn ?a4alykEuA LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 9=-921(B) • • • C ., .,� , .. - �..�„ ,< o. .t .,. , _ . ., _.. - .. �n ,- ,r,. .r.: -... - _ ._ -or . s �.❑ .,.r.,•.. ,-. - . .,. „ -> e x WARNING - Verjfg design parameters and READ NOTES ON THIS AND INCLUDED MITERCREFERENCE PAGE MTI -7473 rev. 10'08 BEFORE USB. + ;a . K teel V c Design valid for use only with MiTek connectors. Thh design is based only upon parameters shown. and b for an individual building component. Z 7 Applicability of design param enters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown �•�` k for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibllity of the MiTek. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding POW., ,e fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, D58 -89 and BC51 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 PIy CENTEX - SUMMERCREEK BLD 10 FLOOR 2 R32094269 6101121 -FT2 A03 FLAT 5 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:11:00 2010 Page 1 ID:N1 g8mZVezH6giljxSQW2oBykEu9 -N1 g8mZVezH6giljxSQW2oBfoZh5ods00 7tJd7kykEu9 I 3-11 -0 I 7-10-0 I 3-11 -0 3 -11 -0 Scab .1:15 0 3x6 = 7.4 11 3x6 = 1 2 3 — —' I e o �I 5 V 3x10 = F >> 6 4 2x4 11 2a4 11 I 3 -11 -0 I 7-10-0 I 3-11 -0 3 -11 -0 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.29 Vert(LL) -0.02 5 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.06 Vert(TL) -0.05 5 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0.30 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IRC2006/TP12002 (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 (Ib) 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 Toads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. PIy 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 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 �� O P R QF, `5'kS standard ANSI/fPl 1. 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. ,. 0� EF9 ' 22 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 294 Ib down and 78 Ib up at CC , • :ii: :. C 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 15f 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 • Uniform Loads (plf) , O, O' (3() .. N c9 Vert: 4- 6 = -20, 1 -3 = -64 • < f , 1 , " . 9 Concentrated Loads (Ib) ' ✓ S .1 ` c. Vert: 5=-294 y /C R S. 1 EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Ver1)j design parameters and READ NOTES ON THIS AND INCLUDED MITER' REFERENCE PAGE MII.7473 rev. 10 -'08 BEFORE USE. - 4 Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and 4 for an individual building component. E , Applicability of design commenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracha shown p - +1' n fff6iiidddd i5 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 4 the responsbillily of the MiTek♦ erector. Additional permanent brocing o1 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, D59.89 and SCSI 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, 95810 Job Truss Truss Type Qty Pty CENTEX - SUMMERCREEK BLD 10 FLOOR 2 R32094270 B101121 -FT2 A04 FLAT 2 .lob Reference fnntinnal) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:11:01 2010 Page 1 I D:rDOWzvVGkbEXJB18081 HLPykEu8- rDOWzvVGkbEXJBI8081 H LPCzU5P PMNuYEJ3AfBykEu8 1 3-8-6 1 3 -8-8 3x6 = 2x4 11 Scale • 1:10.8 1 2 • .14 ■ 4 3 2x4 II 3x6 = 1 3-8-6 1 3-e -8 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /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 we 0.00 Horz(TL) -0:00 3 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (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 (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= 6.0psf; 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 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 66 Ib uplift at joint 4 and 66 lb uplift at joint 3. 9) This truss is designed in accordance with the 2006 International Residential Code sedions R502.11.1 and R802.10.2 and referenced standard ANSITTPI 1. 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. � � a C O P R Qp, 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. �Cj LNG EF - S /O LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 •4./ • • 9 Uniform Loads (plf) �y ' : • ' E Vert: 3- 4=- 120(F =- 100),1 -2 = -64 / j y ir e. FR S . \ EXPIRATION DATE: 06/30/12 August 25,2010 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIMIC REFERENCE PAGE W1.7473 rev. 10102 BEFORE USE. n Design valid for use onty with MiTek connectors. Th's design is based only upon parameters shown, and is for an individual building component. V - I , Applicability of design paramenters and proper incorporation of component is responsibiity of building designer - not truss designer. Bracing shown 14 T is for lateral support of individual web members only. Additional temporary bracing to Insure stablity during construction i s the responsibility of the Niel(' 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, 95910 Job Truss Truss Type Qty Pty CENTEX - SUMMERCREEK BLD 10 FLOOR 2 R32094271 B101121 -FT2 A05 SPECIAL 3 ,lob Reference (notional) 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 ID:rDO WzvVGkbEXJB18081 HLPykEu8 -rDO WzvVGkbEXJBI8o81 HLPC_H5KIMNuYEJ3AfBykEu8 3-4-6 1 3 -4-8 3.4 = 2.4 11 Swk • 110.6 2 1 .11. =/ 5 Special 6 Special 3 4 3e4 = 2411 1 3.4 -6 1 3-4 -5 Plate Offsets (X.Y): [1:0 -1- 12.0 -1- 81.[3:0 -1- 12.0 -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 0.23 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 IRC20061TPI2002 (Matrix) Weight: 29 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 (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 (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 8; 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. 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 ��D PROFF joint 3. �� s 1 1) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and � � NG, NE referenced standard ANSI/TPI 1. sc7� / 2 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 16 • f• • 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 suffident 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. �/� LOAD CASE(S) Standard ORE ' d ► °�' 1) Regular: Lumber Increase =1.15, Plate Increase = 1.15 " a TF 2 e Uniform Loads (plf) 9� Vert: 1- 2 = -64, 3- 4=- 120(F = -100) MF 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 MII -7473 rev. 10'08 BEFORE USB. p r j l Design valid for use only with MiTek connectors. This design 5 based onty upon parameters shown, and B for an individual budding component. Cl Applicability of design commenters and proper incorporation of component 5 responsibility of budding designer - not truss designer. Bracing shown MiTek' ��dd 5 for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction 5 the responsbdlity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding POW.. 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 evadable from Truss Plate Institute, 291 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 Nth Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:11:01 2010 Page 2 I D:rDO WzvVGkbEXJBl8081 HLPykEu8 -rDO WzvVGkbEXJ 818081 HLPC_H5KtM NuYEJ3AfBykEu8 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 5=- 608(B) 6=-608(B) • • • • p' < : . n _ r'.ot••.' r.�•rr- ..F..... .•- .a•.•.... �..�..- , .:.K.. , . , ; . '- .`'.. +.ai.•4... - .. -r : .. : - .. -• -•' �.-> A WARNING Ver-ifj design parameters and READ NOTES ON THIS AND INCLUDED DIITEKREFERENCE PAGE M7r-7473 rem 20-V8 BEFORE USE. 4'4 a 1.A Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and a for an individual budding component. iYS Applicability of design poram enters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown HIE*. a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction h the responsibility of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding POWER re PERFORM: 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 FLOOR 2 R32094272 8101121 -FT2 A06 FLAT 3 Inb Raferanon (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 1 I D: JQyuBFWuVvNOxLsKZrYWucykEu7- JQyuBFWuVvNOxLsKZrYWudk5O VbT5j7hTzokBdykEu7 5- 5-1 -8 5-3-4 Scala • 1:265 1 3 3x6 = 3 2x4 II 3x 4_ 110 = 2 ,-- '-_ r " 1 0 u I 7 6 9 3x70 = /x12 = 1, '""41 5 261 11 214 11 1 5-3-4 i 10-4-17 1 15-8-0 1 44.4 5 -1 -13 5-3-4 Plate Offsets (X ,Y1: (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- 0L17:0- 2- 4.0 -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 0.46 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 nla nla 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 (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.18Btr G REACTIONS (lb /size) 8= 1603/0 -5 -8 (min. 0-1-8), 5= 948/0 -5-8 (min. 0 -1 -8) Max Uplift8=- 216(LC 3), 5=- 161(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1- 8=- 1278/215, 1 -2 =- 6427/867, 2- 3=- 4226/684, 3-4 =- 4226/684, 4 -5 =- 865/181 BOT CHORD 6-7 =- 867/6427 WEBS 3-6 =- 385/168, 1 -7 =- 880/6520, 2 -6 =- 2233/187, 4 -6 =- 694/4287 NOTES 1) 2 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows: Top chords connected as follows: 2 x 4 - 1 row at 0-9 -0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc. Webs connected as follows: 2 x 4 - 1 row at 0 -9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.0psf; 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 20.0psf 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. Q PR Opp (1 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 216 lb uplift at joint 8 and 161 Ib uplift at ���E 11J -(1 joint 5. � �NG ,9 V �p 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. Q 1 . -. • 11;'' 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 Ioad(s)1259lb down and 105 Ib up at 3 -10 -0 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. i :, t r -o ORE ; LOAD CASE(S) A l'$.- S) Standard � i --‘.. 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 '99 M% ', �?4, . Uniform Loads (plf) M FR S � 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 TINS AND INCLUDED MITEK REFERENCE PAGE MIT-7473 rev, 10'08 BEFORE USE. y r �q Design valid for use only with MiTek connectors. This design is based Doty upon parameters shown, and For an (ndlvidual bolding component. : -4 tl Applicability of design param enters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown b for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsb pq Gi llity of the BiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the bulding designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/IP11 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 Qty Ply CENTEX - SUMMERCREEK BLD 10 FLOOR 2 R32094272 B101121-FT2 A06 FLAT 3 .lob Referent» (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 I D:JQyu BFWuVVNOxLsKZrYWucyk Eu7- JQyuBFWuVVNOxLsKZrYWuck50 VbT5j7hTzokBdykEu7 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 9=-1259 • • • • ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIT EK REFERENCE PAGE MTI.7473 reu 10'08 BEFORE USE. °=1 s r T I + Design valid for use only with MiTek connectors. This design a based only upon parameters shown. and is for an individual buiding component. Applicabiity of design param enters and proper incorporation of component is responsibility of buiding designer - not truss designer. Bracing shown MiTek' ''-� b for lateral support of individual web members only. Additional temporary bracing to insure stablity during construction S the responsbllity of the erector. Additional permanent bracing of the overall structure k the responsibility of the buiding designer. For general guidance regarding - fabrication, quality control, storage. delivery. erection and bracing, consult ANSI /TPII Qualify Criteria. 056 -89 and BCD Building Component 7777 Greenback Lane, Suite 109 Safely Information avaiable from Truss Plate Institute, 281 N. Lee Street, Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 FLOOR 2 R32094273 B101121-FT2 A07 FLAT 2 .Jnb Referenra 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 1 I D:ncWGOaX WFC VFZVRW7Z31QgykEu6- ncWGOaX WFC VFZVR W7Z31QgHMOv2ngBLqhdYHj3ykEu6 2-8-8 5-1 -0 1 28-8 28 - Seale 4112.4 344 = 2 II 344 = 2 3 7 Special Spacu134 10 = S 24lI 4 244 II Special 1 28 1 5.1 - 0 28 -8 2.1-8 Plate Offsets (X,Y): [1:0- 1- 12.0 -1- 8].[3:0 -1- 12.0 -1 -81 LOADING (psi) SPACING 2 -0-0 CSI DEFL in (loc) I /defl Ud 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 Inc( NO WB 0.39 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight: 44 Ib FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD 2 -0-0 oc purtins: 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 (lb /size) 6= 1427/0 -5 -8 (min. 0 -1 -8), 4= 1279/0 -5 -8 (min. 0-1 -8) Max Uplift6= -93(LC 3), 4= -93(LC 3) FORCES (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 (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.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 4) Provide adequate drainage to prevent water ponding. 5) Concentrated loads from layout are not present in Load Case(s): #2 IBC BC Live; #3 MWFRS Wind Left; #4 MWFRS Wind Right; #5 MWFRS 1st Wind Parallel; #6 MWFRS 2nd Wind Parallel; #7 MWFRS 3rd Wind Parallel; #8 MWFRS 4th Wind Parallel. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. R 0 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 cJ ���� N GI N - W joint 4. � t7 10) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and 41-/ / 2 referenced standard ANSI/TP' 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) purtins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 608 lb down at 0 -1 -12, and 608 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. ' % • - V i'' �Q LOAD CASE(S) Standard 1 E3;• 2 4// 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 MF Continued on page 2 I EXPIRATION DATE: 06/30/12 J August 25,2010 A WARNING - Verify design parameter BII s and READ NOTES ON THIS AND INCLUDED TEKRBFERENCB PAGE MTI-7473 reo. 1O.'O8 BEFORE GTE - � 99 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 commenters and proper incorporation of component Is responsibility of building designer - nol truss designer. Bracilg shown KKlIVVLL - 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 Cdieria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Street, Suite312, Alexandria, VA 22314. Citrus Heights, CA, 95810 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 FLOOR 2 R32094273 B101121 -FT2 A07 FLAT 2 n L .lob Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:11:03 2010 Page 2 I D:ncWGOaX WFCVFZV R W7Z31QgykEu6- ncWGOaXWFC VFZVRW7Z31QgHM0v2ngBLqhdYHj3ykEu6 LOAD CASE(S) Standard Uniform Loads (pif) • 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 DNS AND INCLUDED MIIEKREFERBNCE PAGE M11-7473 rev. IO-'08 BEFORE USE. mo. Design valid for use only with WO connectors. This design s based only upon parameters shown, and is for an individual building component. E Applicability of design parum enters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown o for lateral support of individual web members onty. 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 ro fabrication, quality control, storage. delivery. erection and bracing, consult ANSI /TPI1 Quality Criteria, OS0.89 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 R32094274 B101121-FT2 A08 FLAT 2 lob 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 ID:ncWGOaX WFCV FZVR W7Z31QgykEu6- ncWGOaX WFCVFZVR W7Z31QgHGbvvMgAyqhdYHj3ykEu6 I 5-3-4 I 10-4-12 I 15-8-0 I 5-34 5-1 -8 5-34 • Scale • 1:26.9 1 3x10 = 2 3x8 = 3x1 11 3x8 I_1 � 9 dal 90da1 11 y 8 9 3x10 = 1x12 = 8 2x4 II 294 II Special I 5-34 I 144-12 I 15-8-0 I 5-34 5-1 -8 5 -14 Plate Offsets (X .Y): (1:0 -1 -12. o-1 - 8).[2:0 -2- 4.0-1- 81.(4:0 -2- 8.0-1- 81.16:0- 6 -0.0 -1 -121. p:0- 1- 12.0 -1 -8j LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud 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 Incr NO WB 0.48 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 (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°73") 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 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= 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) 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 Toad 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 ��Q P R QFF will fit between the bottom chord and any other members. ,.,:_7 G1 ' s 8) A plate rating reduction of 20% has been applied for the green lumber members. N F Q 2 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 joint 5. C in t 0. E r 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. j 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. �j. 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 .p 0 • • \ c b 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 T -, , 2\ , G. of others. ' • `M F R S. �� Continued on page 2 ( EXPIRATION DATE: 06/30/12 August 25,2010 ® !YARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE MII -7473 re. 10-D8 BEFORE USE. ta m g�1 Design valid for use onty with MiTek connectors. This design 8 based only upon parameters shown. and 8 for an individual building component. 7, }e = Applicability of design param enters and proper incorporation of component 8 responsibility of budding designer - not truss designer. Bracing shown MiTek' ` is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 8 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 conliol, storage, delivery. erection and bracing, consult ANSI /IPI1 quality Criteria, DSB -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information ava[able from Truss Plate Institute. 281 N. Lee bracing, Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95810 • Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 FLOOR 2 R32094274 B101121-FT2 A08 FLAT 2 2 .loh Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 2515:11:03 2010 Page 2 ID:ncWGOaX WFC VFZVRW7Z31QgykEu6- 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) • • • • • A WARNING • Verify design parameters and READ NOTES ON THIS AND INCL L/DED M T EK REFERENCE PdGE GII1.7473 rev. 70 -'O8 BEFORE USE. = 3 Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and k for an individual budding component. k 91 Applicability of design paramenters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown k for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibi MiTek' of the " iTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding PUNIER To fabrication, quality control. storage, delivery, erection and bracing. consult ANSI /TPI1 Quality Criteria, MB-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 Hefghls, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 FLOOR 2 R32094275 B101121-FT2 FT -1 FLOOR 2 1 I 25-40 lob Refcronco (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:11:05 2010 Page 1 I 3450 I D:j ?d 1 pGZnnelzapbvFz6 DVFy,cEu4 -j ?d1 pGZnnglzopbvFz6DVFMXOiZKI1 s79x1 OoyykEu4 1 2-6-0 I I 1 -11 -12 I 1 1 -7-4 II 1-4 -0 1 1 611 -12 I Seale • 1:57.0 I "0.0 I 4310 = 334 I I 4310 = 234 I I 334 = 2x4 I I 336 FP = 3,4 I I 4310 = 2x4 I I 5,0 = 10,10 = 234 I I 4310 = 334 II 1 2 3 4 5438 = 8 7 B 8 10 11 12 13 14 15 16 17 IB tr..... ii 1 611-14 4. 1 26 25 24 23 72 21 20 18 , 18 4x8 = 4:6= 2.4 II 234 II 4312 = 336 FP = 4312 = 5310 = 234 II 234 11 438 = 436 = 13.104 25-1 -0 3360 I 11 -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,Edgej, [22:0 -4 -8 .EdgeJ, [25:0- 4- 8.Edge]. [26:0- 1- 8,0 -0-0]. [27:0- 1- 8.Edge]. [28:0- 3- 8.Edgej, (29:Edge.0 -1 -8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (roc) I /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/TPI2002 (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) MaxGrav29= 858(LC 2), 18= 759(LC 3), 23= 2188(LC 1) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2- 3=- 2874/0, 3-4 =- 2920/0, 4 -5 =- 3124/0, 5-6= 2000/201, 6-7=-1965/205, 7- 8= 0/2682, 8- 9= 0/2682, 9-10= 0/2682, 10 -11 =- 1767/574, 11 -12 =- 1784/578, 12- 13=- 2398/156, 14 -15 =- 2425/0, 15 -16 =- 2385/0 BOT CHORD 28- 29= 0/1840, 27- 28= 0/3125, 26- 27= 0/3124, 25- 26= 0/3123, 24 -25 =- 774/446, 23 -24 =- 774/446, 22- 23=- 1162/547, 21 -22 =- 162/2391, 20 -21 =- 156/2398, 19- 20=- 135/2436, 18- 19= 0/1597 WEBS 9-23=-276/0, 2 -29 =- 1980/0, 7 -23 =- 2619/0, 2 -28= 0/1127, 7 -25= 0/1771, 3 -28 =- 341/0, 6-25= 266/32, 4- 28=- 364/341, 5-25 =- 1498/0, 16 -18 =- 1718/0, 10 -23 =- 2376/0, 16- 19= 0/860, 10- 22= 0/1527, 15 -19 =- 257/0, 14- 19=- 21/490, 12- 22=- 1186/0, 12-21=0/365, 14-20=-268/0, 13-14=-2398/156 NOTES 1) Unbalanced floor live 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. 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. co PR OFF 6) CAUTION, Do not erect truss backwards. .0<C5 NGINe. , `S / LOAD CASE(S) Standard , / -, 16'',te- r VP : 4 0) 7, T F ORE 4 ■. ,,, . .;= 2 '' ∎� M S 1\N EXPIRATION DATE: 06/30/12 August 25,2010 4 r ® WARNING - Verjfrj design parameters and READ NOTES ON TIES AND INCLUDED NITER" REFERENCE PAGE 15111-74 rev. 10'08 BEFORE USE. ®�' Design valid for use only with Mirek connectors. Th b -" k design based only upon parameters shown, and k 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 MiTek' k for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responslbdlity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding .o fabrication, quality control. storage. delivery. erection and bracing, consult ANSI /1P11 quality Crllerla, OSB•69 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Inlormatlon evadable from Truss Plate Institute, gal 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 8101121 -FT2 FT -2 FLOOR 5 1 Inb Refere•Tn (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 2515:11:06 2010 Page 1 ID: C BBP 1 cZPY7tgQyA5ohdS2Syk Eu3 -C B BP 1 rZPY7tgQyA5ohdS2Sv166_I1 ZpHObmxKOykEu3 I 2.6 -0 I 1 0-11-0 11 1-4 -0 1 I 2 -0-0 1 Scale. 129.8 314 11 4410 = 240 11 546 = 2x4 11 414 = 214 11 4110 = 314 11 1 2 3 4 5 8 7 8 9 •r 1t :� 1 �4� 11 Al .,.•A - I I I i dlialli lli aii ii I ,,,0 II : ►Z� 0 Ate, 14 13 12 ff rt 418 = 5x10 = 214 11 344 = 4110 = 418 = 1 8-5 -0 17 -1 -0 t 7 -9-0 i 17 -9-0 I 6 -5-0 0 -8-0 n -8-0 10-0-0 Plate Offsets (X.Y): (1:EQge.0 -1 -8]. [4:0- 1- 8.Edge]. [5:0- 1- 8.0 -0-01 [6:0- 1- 4.EdgeL (10:Edge.0 -1 -8], [12:0- 1- 8.Edge]. [13:0- 1- 8.Edge]. [15:Edge.0 -1 -8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (Ioc) I /deft Lid 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 Tess 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 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 • .� P R Op e �,5 if L NG] ■ EF / l/ -0 O GI .- ,°3 t • S. EXPIRATION DATE: 06/30/12 J August 25,2010 C . .. -.,. ..... , - -... . h - -- - -,: --- -,.,- - -. .Ln �r - --. - - i C..., -.,,c. - -- -. -- - , .'S=:. e. -.:: -ate.. o - -.r. -,:..: 1 y �:. •- r -. " t -, ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1411.7473 rev. 10 -'08 BEFORE USE. s Design valid for use only with MiTek connectors. This design B based only upon parameters shown, and B for an individual bulding component. ' r��¢TTt Applicablily of design commenters and proper incorporation of component is responsibility of bulding designer - not truss designer. Bracing shown • ' �+ e for lateral support of Individual web members only. Additional temporary bracing to insure stablity during construction 4 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, DS13-89 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 R32094277 B101121 -FT2 FT -2GE GABLE 1 1 .lob Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:11:06 2010 Page 1 ID: CBBP1cZPY7lgQyA5ohdS2SykEu3- CBBP1c2PY7tgQyA5ohdS2SvsM68u1edHObmxKOykEu3 S.1661:23 8 364 11 3,14 11 1 2 3 4 5 6 7 8 9 10 1 1 12 13 14 15 1 1 Y 8- 0 1 , . 1 1 1 0 0 II 1 _ I 1 1 1 1I 1 til Q 1 . T. 29 28 27 26 25 24 23 22 21 20 19 18 17 18 364 11 366= 7 -1-0 1-4-0 2-8-0 4-0-0 5-60 650 e8,�e&qq 7-90 r 84-0 8-0446-0 0-0 .4-0 7 -9 14-0 I 1+0 I 14-0 I 1+o I 1 -1-0 dad I o5a r r 14-0 I 1 I too 12-0-0 I 1 -0 I 1 140 I 1 I 14-0 17-0 I 0-541 Plate Offsets (X.Y): (1:Edge.0 -1 -8]. [29: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 0.08 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 W8 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. - 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. LOAD CASE(S) Standard e _ v o PR O ` F FS c �5 LNGIN. ,9 s /o/L ,c l 9 r / . % / ��te -o - OR • co ..0, "-/ RSI`N ACC ? EXPIRATION DATE: 06/30/12 August 25,2010 4 • ® WARNING • Verify design parameters and READ NOTES ON 77118 AND INCLUDED Alf MK REFERENCE PAGE 11117-7473 rev. 10 -'08 BEFORE USE. °�" Design valid for use only with MiTek ek connectors. This design based onty upon parameters shown. and is for an individual budding component. - - Applicability of design paramenters and proper incorporation of component is responsibiily of budding designer - not truss designer. Braci19 shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B 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. quality control. storage. delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, 008 -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information evadable 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 FLOOR 2 R32094278 B101121 -FT2 • FT-4 FLOOR 2 1 .Inb Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:11:07 2010 Page 1 ID:gNInEya1 JR ?h161HMO8hbgykEu2- gNInEyat JR? h16IHMO8hbgSwWHgmOoQcFWVsgykEu2 i 2-6-0 I 1 1 -11 -12 011:4 Seale. 1:30 3x4 11 4110 = 214 II 4s6 = 2•4 11 4110 = 314 11 1 2 3 / 56 4•6 = 7 8 9 Ili Al �l I 11 1 I - 1 /�� ∎11 11` MI III g. 14 13 12 11 / 4x8 = 4x10 = 24 • 2 11 4x10 = 4x8 = I 8 - 0 - 0 1 8.11 - 14 1 9 - 11 - 1 2 1 18 I 6 -0-0 0.11 -14 n -11 -14 6-0.4 : • i e s . • - r - - • -.1 _ 5'1 0 - ! - r- -. •f•- ..e •• -: 1 r -r •s - -: LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1 /dell Ud 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 1BC2006/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.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) 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/I 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`ED PR OFFS ��5 < .I NEF 9 cvo 2 9 ',- / 6 74!: •E t---- • 0 - %'G1 , b 9 T � • e ••2 (<, M R S . -C \ \C'' 1 EXPIRATION DATE: 06/30/12 August 25,2010 Epp. A ® WARNING - Verify design paranletrss and READ NOTES ON MIS AND INCLUDED MITER' REFERENCE PAGE MII-7473 rev. 10 -'08 BEFORE USE. 3..1 Design valid for use only with MiTek connectors. This design 8 based only upon parameters shown, and is for an individual building component. .. T1 ILEI Applicability of design param enters and proper incorporation of component is responsibilily of building designer - not truss designer. Bracing shown MiTek' 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 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 FLOOR 2 R32094279 B101121 -FT2 FT -5 FLOOR 40 1 .lob Reim (pptinnan 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 I D:8aJ9RIbf4l7YfG KUw6fw7tykEu 1.8aJ9RIbf417YfG KUw6fw71 6bwfDVUIZry F2PHykEu 1 I I 2A -0 I 7 4-0 1 0.10-0 1 1 1-4 -0 1 6-4-0 i Scele • 1:26 3 354 11 4510 = 254 11 454 = 2s4 11 4510 = 354 11 1 2 3 4 5 356= 8 to ,10.00 .41.1 - Iiiiiii 1 y 7 8 • e 70p 11 10 ,- 4510 = 254 11 244 11 4510 = 458 = 458 = I 15 I 15-8-0 Plate Offsets (X.Y): [1:Edge.0 -1 -8]. [4:0- 1- 8.Edge]. [5:0- 1- 8.Edge]. [9:Edge.0 -1 -8]. [11:0- 1- 8.Edge]. [12:0 -1 -8 Edge], (14:Edge.0 -1 -8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 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 puriins, 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 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 sedion 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 \ � � D PR „, .(N4.- / �� 2 9 , 67'�'•E r i • • O'-Go ,� -9 �F,B -•21' �� <M FR S . T % EXPIRATION DATE: 06/30/12 August 25,2010 6 1 ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE brll -7473 rev. 10'08 BEFORE USE. m�n Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual budding corponent. Applicability of design param enters and proper Incorporation of component is responsibility of bolding designer - not truss designer. Bracing shown pp is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction s the responsibility of the IYIiTek• 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, 056.89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information °voluble 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 Job Rafernnrn (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:11:09 2010 Page 1 ID: antYfecH2FPHQvgUpA9g5ykEu0- antYfecH2 FPHQvgUpA9g5X BIKzuEvcj4Z ?bxjykEuo 1 2-6-0 1 1 0 -10-0 11 1.4 -0 1 Scala * 1263 3.1 11 44+0= 2.1 11 4.4= 214 11 4410= 344 0 1 2 3 1 5 1.8 — 8 7 9 iiri_ II MOM' Mill 1 ♦= .= .= .= .= ♦= . .= ♦= .= .= ♦= ♦ =♦ =. 13 12 11 10 0174 4410 = 244 II 2.1 II 4,12 = , 48 = 448 = 15-8-0 15.8 -0 Plate Offsets (X.Y): [1:Edge.0 -1 -8]. (4:0- 1- 8.Edge]. [5:0- 1- 8.Edge] (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 /defl Ud 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.1 &Btr 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 (lb /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 R 4) This truss has been designed for a total drag load of 360 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag �� D OFA- loads along bottom chord from 0 -0-0 to 4 -0-0 for 1410.0 pif. ��c NG] N s / ,2 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. !� 9 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 41 4 to be attached to walls at their outer ends or restrained by other means. j • E 9 r LOAD CASE(S) Standard '/ A O' - ► � 9' FR .. � S. EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design parameter 0 s and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mr1 -7473 rev. 1'08 BEFORE USE. ...... Design valid for use only with MTek connectors. This design is based only upon parameters shown, and a for an individual budding component. sy� ; , Applicability of design param enters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown 5 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 , fabrication, quality control, storage. delivery. erection and bracing, consult ANSI /TP11 Duality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Sanely 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 FLOOR 2 R32094281 . 8101121 -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 25 15:11:09 2010 Page 1 ID: antYfecH2FPHQvgUpA9g5ykEu0- antYfecH2 FPHQvgUpA9g5XEJKzbExzj4Z ?bxjykEuo 1 1 -11 -8 1 1 1 -4-0 1 1 2.6 -0 1 Sins .1:19.4 54 = , 394 11 2 3 3.6 = 4 294 11 5 48 = 63x4 11 A A _� A 41!-M' i- Ill �� Ii �11� i 11 i� � ' 1 „ 10 9 2»4 I 8 I / 2,1 11 3910 = 558 = 498 = 1 2.4 -0 I 3 -0-0 I 3.8-0 I 11 -8.0 1 2-4-0 0-8-11 0-e -0 041-0 Plate Offsets (LY): (1:Egge.0 -1 -8). [,2:0.1- 8.Edge), f3:0 -1 -8 Edge]. [5:0- 2- 10.Edge]. [7:Edge.0 -1 -8). [9:0- 1- 8.0-0. 01410:0- 1- 8.Edge]. [11:Edge.0 -1 -8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (Ioc) 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 n/a 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 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 (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 ���0 PR Ope ��\� t, N r 9 s /0, v �co R S. EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFBRENCE PAGE 0971 -7473 res. 10 -'08 BEFORB USE. y 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 paramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown p " 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 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 Oty Ply CENTEX - SUMMERCREEK BLD 10 FLOOR 2 R32094282 B101121-FT2 FT -7 FLOOR 2 1 .lob Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 2515:11:10 2010 Page 1 ID: 4yRws _cvcMNGvaUslXhOCIykEu ? -4yRws cvcMNGvaUslXhOCI4XajSFz00sIDk9T9ykEu7 I 7-0 -0 I I 1-11-8 I Scale • 1:17.8 446 = 1 344 II 2 3 344 = 264 II 1 5 446 = 6 344 11 l ['r 11111 ► Ilw � 1t II 1 ON B 8 3x6 = ' / 3x6 = -' 448 — axe = I 10-8.8 10-8.8 Plate Offsets (X.Y): [1:Edge,0 -1 -8J. (2:0- 2- 9.Edgej. [5:0- 1- 7.Edge]. (7:Edge.0 -1 -8]. (8:0- 1- 12.Edgq], (10 :Edge.0 -1 - LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.19 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/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 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 (Ib /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 less 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 ANSIITPI 1. 3) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 'S`<:(`- 0 PROP kI� LNG] �F9 s /( -9, : R � < -, R S. EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING . Verify design parameters and READ NOTES ON MIS AND INCLUDED MITE/ - REFERENCE PAGE 7411 7473 re. 10 '08 BEFORE USE k �'' Design valid for use only with MiTek connectors. This design design based only upon parameters shown. and is for an Individual building component. s Applicability of design param enters and proper incorporation of component is responsiblity of budding designer - not truss designer. Bracing shown MiTek' Is for lateral support of individual web members only. Additional 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 Power ,:, P.axow.. 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 Inlormation 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 a Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. 6 -4-8 dimensions shown in ft -in- sixteenths Damage or Personal Injury r �� Dimensions are in ft -in- sixteenths. I I (Drawings not to scale) I? Apply p full y lates to b oth sides of truss 1. Additional stability bracing for truss system, e.g. embed diagonal or X- bracing, is always required. See BCSI. O _1i 2. Truss bracing must be designed by an engineer. For 1 2 3 wide truss spacing, individual lateral braces themselves 1. TOP CHORDS may require bracing, or alternative T, 1, or Eliminator AMIllinEr bracing should be considered. IMIM 4 3. Never exceed the design loading shown and never p stack materials on inadequately braced trusses. O a 4. Provide copies of this truss design to the building ill For 4 x 2 orientation, locate p = O designer, erection supervisor, property owner and laces 0 'nd U = n -()12 U all other interested parties. ' from outside edge of truss. C7 C6 C5 O 5. Cut members to bear tightly against each other. i— 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 e endicu)a NUMBERS /LETTERS. responsibility of p rp 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 -1311, ESR -1352, ER -5243, 96048, specified. by text in the bracing section of the 95 -43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER -487, NER -561 spacing indicated on design. If indicated. 95110, 84-32, 96-67, ER 3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING ,...••••• 15. Connections not shown are the responsibility of others. Indicates location where bearings A 16. Do not cut or alter truss member or plate without prior \ (supports) occur. Icons vary but © 2006 MiTekO All Rights Reserved approval of an engineer. reaction section indicates joint ( number where bearings occur. �_ ® 17. Install and load vertically unless indicated otherwise. ® 18. Use of green or treated lumber may pose unacceptable envtronmentaL 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 Mil Plate Connected Wood Truss Construction. i ® and pictures) before use. Reviewing pictures alone DSB -89: Design Standard for Bracing. rt1 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 { 20-0-0 4 I. 160 I 18-0-0 1 16-0-0 i 1511 -8 1 viliis i liftroi .�,ib,l,+ -- -.. - -. ..- -.., --- - ..---- ....„-- ----- ! I------ - - 1!iiIIi II i ERM II 1 , 1 ! li i '1 111 I �aT F�!II I '.�i�� i l ' f 1[i7�a��ii�.-_, µ ••' �Illlllllllllliin�Il'u EINI i�w'Ii : -0o m � � _ mIl .��m,m "t' USE LUS24 HANGERS U.N.O. I 12 -0-0 I 7 -11-8 I 15 -11-0 I 4-11-8 I 10-11-8 I 15-11-0 I. 4 -115 I 10-11-8 I , P4,, ifi, Ede B101121 Centex I „A.m 1 58 V -BLOCK 0 MUS -26 M PIEDIgiagaB Summercreek Townhomes Building 10 58 S -BLOCK 15 HUS -26 TRl1SS1IllliSIOC� Tigard, Oregon 71 ,. _ 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 HOC 30 LUS -24 0 HGUS -26 O: (503) 557 -8404 CERTIFIED PLANT 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 B ®® gy ms mmia tam M T k ® POW .R To PERFORM. MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676 -1900 Re: B101 121 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. ‹. ,NAG N e s 16890PE A O ' � / G ACS' '9 ` '�j`= 2 EXPIRATIOI/%ATj'6 /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/TM-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:XXgkgROZO KfbH2FSdpNic7ykEva- XXgkgROZOKfbH2 FSdpNic?OA50vso1874 ?mJQ WykEva 1 -0 - 138.0 -00 1360 1 19.8 -0 1-0-o Scale • 1:753 5x8 = 6,00 12 15 14 it 18 13 17 2 B 5x6 % 56 11 79 57 10 20 545 J 21 .524 / 11111111110111111b.. 5x12 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 = I 39-0-0 39-0-0 Plate Offsets (X,Y): f2:0- 2- 2,Edgel, f9:0 -3-0,0 -3-01, (21:0 -3 -0,0 -3-01, [28:0- 2- 2,Edoel LOADING (psf) 0 SPACING 2 -0-0 CSI DEFL in (locj I /defl Ud PLATES GRIP (Roof 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 Incr 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 directly applied or 3 -4 -10 oc bracing. OTHERS 2 x 4 DF Std G *Except* WEBS 1 Row at midpt 15-43, 14-44, 13-45, 16-41, 17-40 MiTek recommends that Stabilizers and required cross bracing 15- 43,14- 44,13 - 45,12- 46,11- 47,10 - 48,16- 41,17 - 40,18- 39,19- 38,20 -37: 2 x 4 DF No.1 &Btr G be installed during truss erection, in accordance with Stabilizer WEDGE Installation guide. Left: 2 X 6 SYP No.2, Right: 2 X 6 SYP No.2 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 Tess 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 Tess 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, F',- PD P R OF� 47-48=-1328/1494, 46-47=-1061/1227, 45-46=-794/960, 44-45=-528/694, "<<- S's 43 -44 =- 261/427, 41 -42 =- 261/427, 40- 41=- 528/694, 39 -40 =- 794/960, 38 -39 =- 1061/1227, <0 04 x E 9 V() 37 -38 =- 1328/1494, 36 -37 =- 1594/1760, 35 -36 =- 1858/2025, 34 -35 =- 2125/2292, ,, // 2 33- 34=- 2392/2558, 32 -33 =- 2658/2825, 31- 32=- 2898/3092, 30 -31 =- 3192/3332, Q ,'`� . - 9 � 28 -30 =- 3846/4058 �/ r • 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; Ol 1 0 1 cantilever left and right exposed ; Lumber DOL=1,33 plate grip DOL =1.33 ,p O' ' - r 4/ � 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 ./ -\ Gable End Details as applicable, or consult qualified building designer as per ANSIffPI 1 -2002. 1 6 ! B -, 2 ' � ' C? 3) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct =1.1 MFR `\N 4) Unbalanced snow loads have been considered for this design. 5) 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. Continued on page 2 ( EXPIRATION DATE: 06/30/12 1 August 25,2010 ® WARNING - Vor(/5j design parameters and READ NOTES ON THIS AND INCLUDED NITER PAGE MII -7473 rw. 10'08 BEFORE USE. Design valid for use only with MiTek connectors. This design k based only upon parameters shown, and '6 for an individual building component. "74.1" 2^-.274.0. , Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown MiTek` B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction a the responsibility 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 ANSI /TP11 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 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 V47QpwxvJWMPrkEQAiQykEvY- UvyV47QpwxvJWMPrkEQAi0T Wbpb wGfgIXJFQ U PykEvY 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 Ib 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 =1b) 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 TINS AND INCLUDED MITER REFERENCE PAGE 1E1 -7473 rev. 10'08 BEFORE USE. � � Deign valid for use only with MiTek connectors. The design a based only upon parameters shown. and h 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 pq is 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 balding designer. For general guidance regarding +_ fabrication. quality control, storage. delivery. erection and bracing. consult AN5I/1PI1 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safely Inlormalion 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 ROOF R32094227 B101121 A02 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 15:09:32 2010 Page 1 ID: y6WtITQRhF1A8W _1IxxPEeykEvX- y6WIITQRhF1ABW 1bo(PEeOcfDss7ynRmz ?zlrykEvX -1 -00 8 - 10 - 4 I 13-2 -2 I 19.6 -0 I 25-9-14 1 32 -1 -12 39.8-0 8-q 4 -0.0 6 -10.4 6 - - 14 8 - 3 - 14 8 - - 14 6 -3-14 8 -10-4 0 -0 6c.b • 1:74.7 546 = 6.00 12 6 i 38-1 O 3x4 3.6 5 23 24 346 8 2x4 \\ 2xA // 9 Y+ 2 . -. ip 1 q dr � � : :, f: 1 ' �' 16 17 18 15 19 14 20 13 21 22 12 5412 741 = 441 = 5x12 MT20H = 4x1 = 3x4 = 542 = I 8-1 -7 I 15-8-8 i 23-3 -8 I 30-10-9 1 39-0-0 I 8-1 -7 7-7-1 7-7-1 7-7-1 8-1-7 Plate Offsets (),Y): 12:0- 2- 2,Edge1, 110:0- 2- 2,Edoe1 113:0- 1- 8,0- 1 -14 115:0- 1 -8,0 -1 -121 LOADING (psf) 5.0 2 SPACING 2 -0 -0 CSI DEFL in (Ioc) I /defl Ud PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0.87 Vert(LL) -0.54 13-15 >856 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.85 Vert(TL) - 0.96 13-15 >481 180 MT2OH 165/146 BCLL 0.0 • Rep Stress Ina NO WB 0.71 Horz(TL) 0.20 10 n/8- n/a BCDL 5.0 Code IBC2006/TP12002 (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 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 8 -9-0 oc bracing. BOT CHORD 2 X 4 DF 2400F 1.7E MiTek recommends that Stabilizers and required cross bracing WEBS 2 x 4 DF Std G *Except' be installed during truss erection, in accordance with Stabilizer 5- 16,6- 15,6- 13.7 -12:2 x 4 DF No.1 &Btr G Installation guide. REACTIONS (lb /size) 2= 2104/0 -5 -8 (min. 0 -2 -4), 10= 2104/0 -5-8 (min. 0-2 -4) Max Horz 2=- 128(LC 8) Max Uplift2=- 497(LC 7), 10=- 497(LC 8) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 3930/820, 3-4 =- 3753/845, 4 -5 =- 3573/ 867, 5-23=-3160/731, 6-23 =- 3147/752, 6-24= 3147/752, 7- 24=- 3160/731, 7 -8 =- 3573/867, 8 -9 =- 3753/845, 9 -10 =- 3930/820 BOT CHORD 2 -16 =- 754/3393, 16 -17 =- 564/2960, 17- 18=- 564/2960, 15 -18 =- 564/2960, 15-19=-318/2262, 14-19=-318/2262, 14-20=-318/2262, 13-20=-318/2262, 13 -21 =- 466/2960, 21 -22 =- 466/2960, 12 -22 =- 466/2960, 10 -12 =- 626/3393 WEBS 3-16=-342/214, 5-16=-188/512, 5-15=-799/334, 6-15=-352/1394, 6-13 =- 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 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 11; 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 Toad 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 PROF 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �G t 5' 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 s. D 4 _ * NE :� 5- /Q will fit between the bottom chord and any other members, with BCDL = 5.Opsf. -' ?i 8) A plate rating reduction of 20% has been applied for the green lumber members. Q - 16 • � "/ - r 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 0 . ORE •:0 ►. co co 17 -6 -0, and 275 Ib down and 54 lb up at 21 -6 -0 on bottom chord. The design /selection of such connection device(s) is the 'O \ i / ,\ - responsibility of others. - 7,/ ,f - 2 `� 13) In the LOAD CASE(S) section, Toads applied to the face of the truss are noted as front (F) or back (B). 'r'/ F RS. Continued on page 2 ( EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE 141 7473 rev. 00'08 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. E. Applicability of design param enters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown p 6 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 responsibility of the building designer. For general guidance regarding fabrication, qualify control. storage, delivery. erection and bracing. consult ANSI /TPI1 qualify Criteria, 008.89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Solely Information available from Truss Plate Institute. 281 14. 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 2 ID: y6WtITQRhF1A8W _11xxPEeykEvX- y6WtITQRhF1A8W 1bo(PEeOcfDss?ynRmi7zlrykEvX • LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (p11) 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 MITEK REFERENCE PAGE hIII-7473 rev. 10 -'08 BEFORE USE. k��L Design valid for use only with MiTek connectors. This design B based only upon parameters shown. and is for an individual budding component. q Applicability of design paramenters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown e' LL4dd3 is for lateral support of individual web members only. Additional temporary bracing to insure slabdily during construction k the responsibBity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding PO1..1 ro 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 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 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 1 I D:uUedj9Sh DsHtNg8Q PMztJ2ykEvV- uUedj9Sh DsHtNg8QPMztJ25y61 XJTsDkEH U45jykEvV - 4 1-0 -0 6 -10-4 I 132 -2 I 198.0 I 25-9 -14 I 32 -1 -12 I 39.0.0 0 -0 8 -10.4 6 -3 -14 6 -3 -14 6-3-14 1 8- 314 8 464 0c,9 • 1:74.2 546 = 6 ii 6.00 12 344 .- 344 5 71 23 346 Y i d 244 \\ 346 4 8 2c4 0 3 4 4v 9 , \/\/ 2 0 d 15 16 17 14 18 13 19 12 20 21 11 d 4410 = 4,10 344 = 444 = 5412 M7208 = 444 = 3.4 = I 8 -1 -7 I 15-8 -8 I 23.3-8 I 30.10.9 { 39-0-0 I 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, 112:0- 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 /deft lid 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/TP12002 (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.1881r G be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 2= 2106/0 -5 -8 (min. 0 -2 -4), 10= 2017/0 -5 -8 (min. 0-2 -2) Max Horz2= 138(LC 7) Max Uplift2=- 497(LC 7), 10=- 441(LC 8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 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= 3.0psf; h =25ft; Cat. 11; 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 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 load of 25.0 psf on overhangs non - concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live P R OF e 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 GI N .: c will fit between the bottom chord and any other members, with BCDL = 5.Opsf. C - ,9 8) A plate rating reduction of 20% has been applied for the green lumber members. tV / V 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =1b) �•{{ -•��• .'; II �� 2=497, 10=441. is designed /J 10) truss truss is d 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. 1 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 . , _ 17 -6 -0, and 275 lb down and 54 Ib up at 21 -6 -0 on bottom chord. The design /selection of such connection device(s) is the 1 B •/ N responsibility of others. - 1 4 .' e' / 21 ��A 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). < _` MF s . -0 Continued on page 2 ( EXPIRATION DATE: 06/30/12 August 25,2010 g, ' ® WARNING - Vcrifj design pa amete, and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII -7473 rev. 70 '09 BEFORE USE. ''..1.2 ''..1.2 eg r Design valid for use only with Mfrek connectors. Thls design 6 based only upon parameters shown. and a for an individual building component. Applicability of design porom enters and proper incorpora lion of component is responsibility of building designer - not truss designer. Bracing shown 3' .. b for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsbillity 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 Solely 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 2515:09.34 2010 Page 2 I D:uUedj9Sh DsHINg8Q PMztJ2ykEvV- uUedj9ShDsHtNg8QPMztJ25y61 XJTsDkEH U45jykEvV 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) • • ® WARNING.' Verify design parameters and READ NOTES ON THIS AND INCLUDED MOTEK REFERENCE PAGE 14/1-7473 rev. 10''08 BEFORE USE. , 3y ° Design valid for use only with MTek connectors. The design k based only upon parameters shown, and k 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 `L p � k for lateral support of Individual web members only. Additional temporary bracing to insure stabdily during construction k the responsb0ity of the IVIiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding POW., To ... fabrication. qualify control. storage, delivery. erection and bracing, consult ANSI /TPI1 Quality Criteria, 098 -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 B101121 A04 GABLE 2 1 R32094229 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:09:41 2010 Page 1 ID: BgZG BYX4Z09ujuAm KKb W5XykEvO- BgZGBYX4Z09ujuAm KKb W5XuE3r?Oc139mrsgxrpykEvo -1 -40 19 39.40 4 -0-0 1940 1 196.0 I Scale • 1:75.3 b..... 2. 545 = 606 12 15 1 16 13 17 12 - iB 55 11 19 10 20 5x6 J 2 7 23 8 21 5 25 4 zfi 3 I � 11,,,,,kin III 5>,12 = 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 29 5t/2 345 = 39-0-0 39-0-0 Plate Offsets (X,Y): 12:0- 2- 2,Edge1, 19:0-3 -0,0- 3- 01,121:0 -3 -0,0 -3-01, 128:0- 2- 2,Edgel LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.57 Vert(LL) -0.00 1 n/r 180 MT20 220/195 (Roof Snow =25.0) Lumber Ina-ease 1.15 BC 0.53 Vert TL 0.00 1 n/r 180 BCL 10.0 Rep Stress Incr NO WB 0.12 Horz(TL) 0.05 40 n/a n/a BCDL 5.0 Code IBC2006/TP12002 (Matrix) Wind(LL) -0.00 1 n/r 90 Weight: 301 Ib FT = 10% LUMBER BRACING TOP CHORD 2 x 4 OF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3 -1 -2 oc purlins. BOT CHORD 2 x 4 DF No.18.Btr G BOT CHORD Rigid ceiling directly applied or 3 -3 -15 oc bracing. OTHERS 2 x 4 DF Std G 'Except' WEBS 1 Row at midpt 15-42, 14 -43, 13-44, 16 -40, 17 -39 MiTek recommends that Stabilizers and required cross bracing 15- 42,14- 43,13 - 44,12- 45,11- 46,10 - 47,16- 40,17- 39,18 - 38,19- 37,20 -36: 2 x 4 DF No.1 &Btr G be installed during truss erection, in accordance with Stabilizer WEDGE Installation guide. Left: 2 X 6 SYP No.2, Right: 2 X 6 SYP No.2 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT REACTIONS All bearings 39-0-0. LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE (Ib) - Max Horz 2= 138(LC 23) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Uplift All uplift 100 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 =- 4557/4411, 3 -4 =- 3690/3628, 4 -5 =- 3373/3306, 5-6 =- 3049/3047, 6 -7 =- 2734/2768, 7-8=-2415/2486, 8-9=-2124/2220, 9-10=-1808/1945, 10-55=-1523/1658, 11-55=-1260/1394, 11-12=-1232/1376, 12-13=-934/1097, 13-14=-637/823, 14 -15 =- 344/510, 15 -16 =- 344/506, 16 -17 =- 637/810, 17- 18=- 935/1076, 18 -19= 1232/1346, 19 -56 =- 1263/1399, 20 -56 =- 1524/1619, 20 -21 =- 1799/1897, 21 -22 =- 2124/2171, 22- 23=- 2412/2438, 23 -24 =- 2713/2720, 24 -25 =- 3011/2998, 25 -26 =- 3315/3256, 26-27=-3640/3579, 27-28=-4511/4346 BOT CHORD 2 -54 =- 3877/4044, 53 -54 =- 3192/3317, 52 -53 =- 2898/3077, 51 -52 =- 2658/2810, 50 -51 =- 2392/2544, 49 -50 =- 2125/2277, 48- 49=- 1858/2010, 47- 48=- 1594/1745, ��p PR OF F 46 -47 =- 1327/1478, 45 -46 =- 1061/1212, 44 -45 =- 794/945, 43- 44=- 527/678, � s 42-43=-261/412, 40-41=-261/412, 39 -40 =- 527/678, 38- 39=- 794/945, 37-38=-1061/1212, <-3' 040 1) E ` 36-37=-1327/1478, 35-36=-1594/1745, 34-35=-1858/2010, 33-34=-2125/2277, ,_ 29 32- 33=- 2392/2543, 31- 32=- 2658/2810, 30 -31 =- 2925/3077, 29 -30 =- 3192/3343, % - • /S , .:"E r - 28 -29 =- 3891/4043 WEBS 27 -29 =- 259/157 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; • ORE !� 1 r cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 AO ' .�. ` ` -. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry '9 " B Y . <(. Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. '1'/ s \\C. 3) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 4) Unbalanced snow loads have been considered for this design. Continued on page 2 ( EXPIRATION DATE: 06/30/12 J August 25,2010 ■ 4 omen ® WARNING . Verify design parameters and READ NOTES ON 77119 AND INCLUDED MITER' 0 REFERENCE PAGE 1411 -74 rev. 1'08 BEFORE USE. • Design valid for use only with MiTek connectors. Thk design k based only upon parameters shown. and k for an individual building component. -^ 74 E Applicability of design paramenlers and proper incorporation of component is responsiblily of buldng designer - not truss designer. Bracing shown " ?sr KKK k for lateral support of individual web members only. Additional temporary bracing to insure stab Oily during construction is the responsbi p lily of the I' iTek• 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, OSB -09 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Informallon 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 R32094229 B101121 A04 GABLE 2 1 Job Reference (optional) Pro -Build Cladcamas Truss, Cladcamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 2515:09:42 2010 Page 2 ID: f17fOuYjKKHIL2lyt26lekykEvN -f17fOuYjKKHIL21y1261ekQ PpFLFLeP✓3W QVNGykEvN NOTES 5) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4 -0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) • This truss has been designed for a live load of 20,0psf 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 =lb) 2 =2032, 54 =142, 28 =1987, 29 =162. 13) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) This truss has been designed for a total drag load of 200 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0 -0 to 39 -0 -0 for 200.0 plf. 15) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • ( A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1111-7473 res. 10 BEFORE USE. ; Design valid for use only with MiTek connectors. Tha design k based only upon parameters shown, and is for an individual building component. 'r; 7 Applicability 01 design param enters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown MiTek" is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction k the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding AK fabrication, quality control, storage. delivery. erection and bracing. consult ANSI /TPI1 Qualify Criteria, 096 -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 R32094230 B101121 601 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 15:09:48 2010 Page 1 ID: UBUwfxdUw92u3zC6EJD9u? ykEvH- UBUwf xdUw92u3zC6EJ09u ?gQzgPXILzoSStpbvykEvH 71 -0-0{ 18.0.0 1 36.0-0 37 -0.o 1 I -o -o 18-0.0 18.60 f 1 -0-0 • Scala. 1:69.7 5,6 = . 6.00 12 14 Sfi G lffI 5116 19 .0 4 7 - 21 ! 6 5 23 24 2 3 � ' 25 5412 = 50 49 48 47 48 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 26 5812 I 38-0.0 38-0-0 Plate Offsets (X,Y): 12:0- 2- 2,Edgel, 19:0 -3-0,0 -3-01 f19:0 -3-0,0 -3-01, 126:0- 2- 2,Edge1, 139:0 -3 -0,0 -3-01 LOADING (psf) 0 SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft L/d 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 Inc: 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 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3 -2 -13 oc purlins. BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 3 -6-8 oc bracing. OTHERS 2 x 4 DF Std G 'Except' WEBS 1 Row at midpt 14 -39, 13-40, 15-38 MiTek recommends that Stabilizers and required cross bracing ' 14- 39,13 - 40,12 - 41,11 -42,10- 43,15- 38,16- 37,17- 36,18 -35: 2 x 4 DF No.18,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 Horz2=- 120(LC 8) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Uplift All uplift 100 lb or less at joint(s) 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 38, 37, 36, 35, 34, 33, 32, 31, 30, 29 except 2=- 1882(LC 18), 50=- 133(LC 23), 26=- 1885(LC 25), 28=- 133(LC 24) Max Gray All reactions 250 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, 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, ,y,0:1 � PR OFF =- 1593/1 -33 79 1 60/2015, 31-32=-2127/2282, 30 -31 = ��,< NGINE `�i� • 33-34=-1593/1749, 28- 29=- 2927/3055, 26 -28 =- 3550/3749 �� �fi NOTES I� j'�PE 9� 1) Wind: ASCE 7 -05; 1 Oomph; TCDL =4.2psf; BCDL =3.Opsf; h =2511; 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 1'' .4, Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. � 4 ORE 3) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp 8; Fully Exp.; Ct =1.1 -O / -1-. 4) Unbalanced snow loads have been considered for this design. '9 f ti7 �' R ,. ` � < lj 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 ' 7 - S -ON- non-concurrent non - concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. C7a,Igpyyg bottom chord bearing. EXPIRATION DATE: 06/30/12 August 25,2010 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED ly M MITER REFERENCE PAGE MID -7473 rev. I0.'08 BEFORE USE. ®�' Design valid for use on with 7ek connectors. This design based only upon parameters shown. and k Mil - for an individual building component. Applicability of design param enters and proper incorporatbn of component is responsibility of building designer - not truss designer. Bracing shown 'Vinci(' k for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction k the responsibility 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 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 Pty CENTEX - SUMMERCREEK BLD 10 ROOF R32094230 6101121 B01 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 15:09:49 2010 Page 2 I D:yN2IsHe6hTAlh7n IoOkOQ Dyk EvG -y N2IsHe6hTAlh7nloOk0 QDDbj4Im UoDxg6dM7MykEvG NOTES 8) Gable studs spaced at 1 -4 -0 ac. 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 Ib uplift at joint(s) 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 38, 37, 36, 35, 34, 33, 32, 31, 30, 29 except (jt =lb) 2 =1882, 50 =133, 26 =1885, 28 =133. . 13) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) This truss has been designed for a total drag load of 200 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 36-0 -0 for 200.0 plf. 15) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • • ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE IHT7473 res. 10'08 BEFORE USE. ap = ' Design valid for use only with MITek connectors. This design's based onty upon parameters shown. and B for an individual budding component. Applicability of design param enters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown iF rr3 "a B for lateral support of individual web members onty. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' iTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the budding designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Qualify Criteria, DSB.89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety 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 R32094231 B101121 802 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 I D:QZbg4dekSnIcIHMU Lj FdzQyk EvF- QZbg4dekSn IcI HM U LjFdzQmfbT1 kD8d5vmMwfoykEvF 1 -0 -0 6 -4-4 1 12 -2 -2 1 18.0 -0 I 23-9-14 I 29-7-12 I 38-0-0 /. 6-4-4 0-0 6.4 -4 5 -9-14 5 -9 -14 5 -9-14 5.9 -14 6-4-4 1 .0-0 Scale • 1:593 54 = 600 r 6 %7 3x1 i 3x6 i 3x4 6 7 3x6 6 Y a 2x4 zx 3 Y 2 \\ 4 // s ' 2 6��. 1 10 1 Id / �, 16 17 le 15 19 14 20 13 21 22 12 4x12 = 3x4 = 4x4 = 5x12 M12011 = 4x4 = 3 = 4x12 = 1 78-4 1 14-6.1 1 21 -5-15 1 28-5-12 1 38-0 -0 7-6-4 8 -11 -14 6 -11 -14 6 -11 -14 7-6-4 Plate Offsets (X,Y): 12:0- 0= 10,Edge1, f10:0- 0- 10,Edgel, (13:0-1-12,0-1-121,115:0-1-12,0-1-121 LOADING (psf) 5.0 2 SPACING 2 -0-0 CSI DEFL in (Ioc) I /deft Ud 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.1 &Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 9 -1 -8 oc bracing. WEBS 2 x 4 DF No.1 &Btr G 'Except' MiTek recommends that Stabilizers and required cross bracing 3 -16,5- 15,7- 13,9 -12: 2 x 4 DF Std G be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS (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 11; 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 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. y ���� ID ID 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any live loads. or 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 tail by 2 -0 -0 wide r5' will fit between the bottom chord and any other members, with BCDL = 5.Opsf. � 0 4 , �N �p 2 8) A plate rating reduction of 20% has been applied for the green lumber members. C 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =1b) / 6 z/s i ' E 9 r , 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. p -. 1 12) Hanger(s) or other connection device(s) shall be provided suffident to support concentrated load(s) 275 lb down and 54 Ib up at M N. � 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 • 0 ' GO 1 responsibility of others. ��G` L • 13) In the LOAD CASE(S) section, Toads applied to the face of the truss are noted as front (F) or back (B). w\ M F R • S.1\ ` Continued on page 2 ( EXPIRATION DATE: 06/30/12 August 25,2010 1 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED hIITEK REFERENCE PAGE MTt-7473 rev. 10-'08 BEFORE USE. a �' E Design valid for use only with MiTek connectors. This design based onty upon parameters shown, and is for an individual budding component. Applicability of design param en ters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown p st. ' ' y 6 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction i3 the responsibdlity of the " iTek' 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, DSB -89 and 8CSI 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 R32094231 B101121 B02 DBL. FINK 14 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:09:50 2010 Page 2 I D:QZbg4dekSn IcIHMULjFdzQykEvF- QZbg4dekSnIcIHM U LjFdzQmfbTl kD8d5vmMwfoykEvF LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 2- 17 =10, 17- 18 = -50, 18- 19 =10, 19- 20 = -50, 20- 21 = -10, 21- 22 = -50, 10- 22 = -10, 1- 6 = -70, 6- 11 = -70 Concentrated Loads (lb) Vert: 19=- 275(F) 20=- 275(F) ... . . .. ., . .. ... . . nr n .� .a .. ... 9 4 -• .ti_- n —1 .. v - r .+, o , v .. .) ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MIITEKREFERENCE PAGE 1341 -74 rev. 1008 BEFORE USE. sr ti Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and 4 for an individual building component. Applicability of design param enters and proper incorporation of component is responsibility of bulding designer - not truss designer. Bracing shown MiTek* B for lateral support of individual web members only. Additional 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 building designer. For general guidance regarding POWER 713 PE 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 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- SUMMERCREEKBLD10ROOF R32094232 8101121 B03 GABLE 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Ind. Wed Aug 25 15:09:57 2010 Page 1 ID:jvXKY0k7owAceMOgGhuGlvyk Ev8- jvXKY0k7owAceMO gGhuGlvYzi IUdMQ B7 WMZoPuykEv8 o -o 1840 I 38-0-0 7 -8-o -o -0 18-40 18-0-0 1 1 -0 -0 Seale 4 169.7 546 = 6.00 12 14 13 �i 15 12 16 4 11 7 546 10 - II r 619 6 4.1546 28- 7 = 21 4 6 11111111,i 5 4 24 ii 25 26 y 3 2 ' � C � ∎ ∎ ∎•∎ - ∎ !L.., 4� 4 7 7 '∎ ■- 4m ,8-.P e4 kW ij'I � 4� IOIT 4 r AIL 4 2 4� RN D 5812 = 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 5812 36 38-0-0 Plate Offsets (X,Y): 12:0- 2- 2,Edgel, 19:0- 3- 0,0 -3-0), 119:0 -3-0,0 -3-01, 126:0- 2- 2,Edael, 139:0 -3 -0,0 -3-01 TO LOADING (ps2 0 SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud 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/TP12002 (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 OF 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 36 0 0. LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE (Ib) - Max Horz2 =- 120 -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 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 =- 93 5 /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 = 21 27/2282,45 -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, , P Ro1 . 37- 38=- 526/682, 36 -37 =- 793/948, 35 -36 =- 1059/1215, 34 -35 =- 1326/1482, <<" 0,0 33 -34 =- 1593/1749, 32 -33 =- 1860/2015, 31- 32=- 2127/2282, 30- 31=- 2393/2549, � co N - I N- Q 29 -30 =- 2633 /2815, 28 -29 =- 2927/3055, 26 -28 =- 3550/3749 � 9 NOTES / 67/,` E r , 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 /�, 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 Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. • 0 - '• S • 1 � 0, co 3) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 "O is / ,� 4) Unbalanced snow loads have been considered for this design. '9/ B • `- � <(j 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 M FR S . 1 \\ 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 t ._......., WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED AIITEK REFERENCE PAGE FIII -74T3 rev. 10-'O9 BEFORE USE. y Design valid for use only wilh MiTek connectors. Th4 design is based only upon parameters shown, and k for an individual building component. 7 rP Applicability of design commenters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown "° �s b for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 4 the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, D5B -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information evadable from Truss Plate Institute, 28 1 14. Lee Sheel. 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:jvXKY0k7owAceMOgGhuGlvyk Ev8- jvXKY0k7owAceMOgGhuGlvYzi IUdMQ B7WMZoPuykEv8 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 20.0psf 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 Ib uplift at joint(s) 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 38, 37, 36, 35, 34, 33, 32, 31, 30, 29 except (jt =lb) 2 =1882, 50 =133, 26 =1885, 28 =133. 13) This truss Is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) This truss has been designed for a total drag load of 200 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0 -0-0 to 36-0 -0 for 200.0 plf. 15) "Fix heels only Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • • ® WARNING Verify design parameters and READ NO TES ON THIS AND INCLUDED MITER REFERENCE PAGE 85717473 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. a of design param en ters and proper Incorporation of component is responsibility of budding designer - not truss designer. Bracing shown MiTek. ri1 b for lateral support of individual web members only. Additional temporary bracing to insure stabSty during construction is the responsbiilily of the MiTek. erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI /TPI1 Qualify Criteria, DSB•89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety 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 BLO 10 ROOF R32094233 0101121 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 UCSA 2 m? 5rZBVp7PxgRzNXykEv5- 7UCSA2m? 5rZBVp7PxgRzNXAa2VcoZmQZCKnSODykEv5 11 -60 16-0.0 34-0-0 1 -60 16-0-0 1 160-0 4184 = Scale =1:71.0 6.00 12 15 I i I i iiiIE1I iiIi IiiJI]I ] IJIfIi � I,: Z/ 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 3186 = 3x6 = 1 34-0-0 34 -0.0 Plate Offsets (X,Y): (10:0- 2- 1,Edge), (20:0- 2- 1,Edgel LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1/deft Ud 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 Matrix Wind LL 0.00 1 n/r 90 Weight: 5.0 ( ) Wind( LL) ht: 256 lb FT = 10% 9 LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr 0 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 quide. REACTIONS All bearings 34 -0-0. (Ib) - 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 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 8; Fully Exp.; Ct =1.1 4) Unbalanced snow loads have been considered for this design. �Q`0) PR -- 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 �\�� OA NEF si non - concurrent with other live loads. 2 6) All plates are 2x4 MT20 unless otherwise indicated. (V 7) Ga requires continuous bottom chord bearing. Ail , j PE' 9 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. r' y 11) A plate rating reduction of 20% has been applied for the green lumber members. O ORE / i 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, �C.. -A - • - •• 4 , 46, 47, 48, 49, 50, 51, 52, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30 except (jt =1b) 53 =120, 29 =117. %' R 13) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ' /F/� s , 1' ""\ 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 ® WARMING - Verify design parnmes MI et and READ NOTES ON THIS AND INCLUDED TEK REFERENCE PAGE M4II -7473 rev. 10-'03 BEFORE USE. Design valid for use only with MiTek connectors. The design B based only upon parameters shown, and is for an individual building component. : N , Applicability of design param enters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown p 0 g r is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction a 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, qualify control, storage, delivery. erection and bracing. consult AN51 /FP11 quality Crlferta, DS8-89 and BCS1 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 B101121 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: bhmeNOnds9h27zicVXyCvlykEv4- bhmgNOnds9h27zicVXyCvljZPvjul6KiR X ?YfykEv4 71 -0 -01 44 -3 1 10-2 -2 I 16 0 1 21 - 9-14 1 27 -7 - 13 I 340-0 I 1 -0-0 4.4-3 5-9.14 5.9 -14 5.9 -14 5-9-14 6-4-3 Scala • 1:68 2 446 = 600 6 24 34 4 346 344 7 346 4 5 e I 346 1 244 8 3 9 244 II / i 'd 18 15 17 14 19 19 13 20 12 21 22 11 500 346 = 344 = 344 = 5412 MT2OH = 444 = 344 = 1 58 -3 1 12 -61 1 19-5-15 I 26 -5.13 I 34-0-0 I 5-6-3 6 -11 -14 6 -11 -14 6 -11 -14 7-6-3 Plate Offsets (X,Y): 13:0 -2- 12,0 -1 -81, (6:0- 3- 0,0 -1 -41, x10:0- 1- 15,Edoel, (12:0.1- 8,0-1- 121,114:0- 1- 8,0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /defl Lid PLATES GRIP TCLL 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 BCLL 0.0 • Code IBC2006/TPI2002 (Matrix) Weight: 178 lb FT = 10% BCDL 5.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 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 Upliftl0=- 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, 5-2320-2552/583, 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 -1220-753/307, 7 -11= 185/477, 9-1120-318/202, 3 -16= 2663/481 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 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 Toad of 25.0 psf on overhangs ���0 ID R Op non - concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. � - t N F .0 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. e "- F9 c 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 -4 '9 will fit between the bottom chord and any other members, with BCDL= 5.0psf. C t . / 6 %" ; • E r , 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) fl 7. 10= 384,16 =423. co 11) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. • "GO'k N. 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 9 �F , 8 ., 9- • ( 13) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 275 Ib down and 54 Ib up at A - 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 M F/3 S.1`) responsibility of others. 14) In the LOAD CASE(S) section, Toads 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 A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED hIITEK REFERENCE PAGE PIITT473 rev. 10 -'08 BEFORE USN. :in. al. 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 param enters and proper incorporation of component is responsibility of buiding designer - not truss designer. Bracing shown y '�" D Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 0 the responsbllity 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 SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information evadable from Truss Plate Institute, 281 14. Lee Street, Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty 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 ID: bhmgNOnds9h27zicVXyCvtykEv4- bhmgNOnds9h27zieVXyCvljzPvjul6KiR X7YfykEv4 LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =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) • • • • • ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER' REFERENCE PAGE mu-7473 rev. 10-'08 BEFORE USE. ®�'e Design valid for use only with MiTek connectors. Tha design's based only upon parameters shown, and B 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 pp 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 building designer. For general guidance regarding fabrication, quality control. storage, derrvery, erection and bracing, consult ANSI /TPI1 Quality Criteria, 056 -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 R32094235 6101121 CO3 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 15:10:02 2010 Page 1 0 3 ID: 3tKDbjoGdTpvk7Ho2FTRSyykEv3- 3tKDbjoGdTpvk7Ho2FTRSyFkCJ341ZbsgeGZ46ykEv3 11 -0 -0 1 4 -4-3 1 10-2 -2 1 16-0-0 1 21 -9.14 1 27 -7 -13 I 34-0-0 15-0.01 1 -0 -0 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 06 = 6 25 6.00 12 3x4 i 24 3x4 5 7 26 3x8 1' 3x6 4 41 1 1 6 1 f 3x8 4 2x4 1/ 3 6 \ 2x4 II ..-' z 3 f _,_......E. ■iiiiiii........----„ 16 18 15 19 20 14 21 13 22 23 12 ,,1 a 17 5x10 3x8 = 3x4 = 3x4 = 51/12 MT206 = ba4 = 3x4 = I 5-6-3 I 12 -6-1 I 19-5.15 I 26 -5-13 1 34-0-0 I 5-6-3 6.11 -14 B -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,l10:0- 1- 15,Eduel,113:0 -1- 8,0-1- 121,115:0- 1- 8,0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) 1 /dell 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 Ina 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 G 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 (Ib /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; endosed; 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 Toad of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs � ��D P R oFF non - concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. co ,GI e' s/ 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. (\ (G / .9 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 W /� , '9 will fit between the bottom chord and any other members, with BCDL = 5.0psf. � .. • 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 =lb) 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. .r• 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. ORE 4 • 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 ,e. '- (!./ -k 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 � R _\C? responsibility of others. V, F/3 s '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 t f ® WARNING - Verifij design parameters and READ NOTES ON THIS AND INCLUDED IAMB REFERENCE PAGE 1411-7470 ran. 10.'08 BEFORE USE. - -- °�� 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 poram enters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction k the responsibility of the MiTek erector. Additional permanent bracing of the overall structure 5 the responsibility of the building designer. For general guidance regarding w ,o fabrication. quality control, storage, delivery. erection and bracing, consult ANSI /TPI1 Quality Criteria, 556.89 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 ROOF R32094235 6101121 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) ® WARNING • Verify design parameters and READ NOTES ON TN1S AND INCL UDED MITEKREFERENCE PAGE 1111-7473 rev. I0.08 BEFORE USE. , ° '' A N y Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. g Applicablity of design param enters and proper incorporation of component is responsibBily of building designer - not Truss designer. Bracing shown Wet( is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the I YIiTek' 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 /IPI7 quality Criteria, 059.89 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 Oty Ply CENTEX - SUMMERCREEK BLD 10 ROOF R32094236 B101121 C04 GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladramas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:05 2010 Page 1 ID: US ?LDIg8w0 BUbaONkN 184bykEvO •US ?LDIg8wOBUba0NkN184btQ oWJzEOflMbVDhQykEvO 1 -0.0 16 + 34-0-0 �-0-0 18-0-0 18-0.0 4x4 = Scale = 1:71.0 800 F7 15 iLi1iIi 1 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 308 3x6 = I 34-0.0 1 34-0-0 Plate Offsets (X,Y): 110:0- 2- 1,Edge),120:0- 2- 1,Edgel LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.14 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: 25618- 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 purtins, 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 lb 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 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 P R Or 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times fiat roof load of 25.0 psf on overhangs t.St non - concurrent with other live loads. \ ��� N G1N E r F �� 6) All plates are 2x4 MT20 unless otherwise indicated. 4 L 9 7) Gable requires continuous bottom chord bearing. C r fi ? �: ' 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 r will fit between the bottom chord and any other members. r 11) A plate rating reduction of 20% has been applied for the green lumber members. ...e. A / ORE , 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100Ib uplift at joint(s) 28, 41, 43, 44, 45, .9 Cc/1/i • k/ 46, 47, 48, 49, 50, 51, 52, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30 except (jt =lb) 53 =120, 29 =117. � I R 13) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. --I Fit S " I \‘4C1' 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 ® WARNING - Verify design parameters and READ N07ES ON THIS AND INCLUDED MITER REFERENCE PAGE MII -7473 rev. 10'08 BEFORE USE. y m Design valid for use only with MiTek connectors. This design a based only upon parameters shown. and is for an individual building component. 1 1 Applicability of design param enters and proper incorporation of component is responsiblity of budding designer - not truss designer. Bracng shown . r' - "1 666111 is for lateral support of Individual web members only. Additional temporary bracing to insure stablity during construction is the responsbllily of the MiTek. erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding +e fobrlcation, quality control, storage. delivery, erection and bracing, consult ANSI /TPII Quality Criteria, DSB -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information avaiable from Truss Plate Institute, 281 N. Lee 5treet, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 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 ID: yeZjR5rmhhJLDkaZH4YNcoykEv?- yeZjR5rmhhJLDkaZH4YNcoQb4weizVLRbF Em DtykEv? I -1 1 -0 -0 I 4 -1 -10 I 7 -1046 I 12 -0-0 13.0-0 I -0.0 4 -1 -10 3 -8-12 4-1-10 1 -0.0 8.6 Scab • 1259 0.4 = 20-4 II 6 s 1 .. .d,' r , --7 2,4 II 8 12 2.4 II 3 ,A hl 4 1 6 8 2 �� w w w w �\ ,. Y . Y r . 9 I° 3.8 13 12 11 10 2x4 I I 2x4 I I 2x4 I I 2.4 11 3.6 II I 4 -1 -10 i 7 -1043 I 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. [6:0 -1- 9,0-1- 121,[8:0 -3-0,0 -0-41 ' LOADING (psf) 5.0 2 SPACING 2 -0-0 CSI DEFL in (loc) I /deft Lid 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 Horz 2= -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 =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 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. rCQ� k S 8) Gable studs spaced at 2 -0 -0 oc. E p PR OFF 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� E 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 �\ �N I F9 0 2 will fit •between the bottom chord and any other members. CV , 9 11) A plate rating reduction of 20% has been applied for the green lumber members. ,0,17..• t ' 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 =lb) 10 =119. 13) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ..' // 0) 14) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. ww 15) Design assumes 4x2 (flat orientation) purlins al oc spacing indicated, fastened to truss TC w/ 2 -10d nails. 'O ie. x 01 -O 1 -S. LOAD CASE(S) Standard 9` F RS � EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIL7473 rev. 10 -'09 BEFORE USE. ^' - .. Design valid for use only with MiTek connectors. This design e based only upon parameters shown, and Ls for an individual budding component. f Applicobdily of design param enters and proper Incorporation of component is responsibility of budding designer - not truss designer. Bracing shown p °'� '� I� h for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the M iTek• 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 /IPl1 Quality 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 Oty Pty • CENTEX - SUMMERCREEK BLD 10 ROOF R32094238 B101121 002 COMMON 1 2 Job Reference (optional) Pro-Build Clackamas Truss, Cladkamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:09 2010 Page 1 I D: M D Fs37tfzchw4 C J8zD 54 ERyk Euy-M D Fs37tfz diw4 C J8z D 54 E R2108 WpAnYu H DTOpCyk Euy I -1-0-0 l 8 -0 -0 I 12-0-0 I 1 -0 -0 6.0.0 6 - & 446 11 ale • 1:33.7 6 8.00 1 2 1 11111% 4HoissiiiiiNiho 4 4 2 � Ifl In llll in Imum 11 8 8 ► 6 10 11 _� 4M ' 60026 HUS26 3x8 I HUS26 HUS26 , 448 Q HUS26 I 6 - 1 12 -0.0 I 6 -0-0 6-0-0 Plate Offsets (X,Y): [2:0- 1- 6,0- 2- 01,r4:0 -1- 6,0-2- 01,15:0- 5- 0.0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.51 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.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 5 -9-6 oc purlins. BOT CHORD 2 X 6 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 x 4 DF No.1 &Btr G REACTIONS (Ib /size) 4= 5600/0 -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= 3.0psf; h =2511; 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) 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. � ��p PR OF FS 7) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. �� - G 1 N 9 S 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 N 0 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. CC 1 • ; ' • r 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =lb) ' 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. Pro 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 FA t- � , C 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. 9 T , A � 14) Fill all nail holes where hanger is in contact with lumber. A� w` 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 < ''9 ' R S \N � 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 MITER REFERENCE PAGE M11 -7473 rev. 10 -'08 BEFORB USE . � 7 Design valid for use only with MiTek connectors. Thb 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 building designer -not truss designer. Bracing shown prt'p ` b for lateral support of individual web members only. Additional temporary bracing to insure stability during constructions the responsibility of the MiTew 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 Lana, 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 R32094238 8101121 002 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 I D: M DFs37tfzchw4CJ8zD54ERykEuy- MDFs37tfzchw4C J8zD54ER2108WpAnYuHDTQpCykEuy LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (p11) Vert: 1- 3 = -70, 3- 4 = -70, 2 -4 = -10 Concentrated Loads (lb) Vert: 4=-1530 2 = -105 5 =- 1433( B) 8 =- 1433( B) 9=- 1433(B)10 =- 1433(8)11=- 1433(B) ® WARNING . Verify design parameters and READ NOTES ON TINS AND INCLUDED MITER REFERENCE PAGE 1471.7473 res. 10-'08 BEFORE USE. ? ; = Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and k 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 k 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 PCIWKR to fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /1PI1 Quality Criteria, D5B -89 and BC51 Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Inc 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 Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 2515:10:10 2010 Page 1 ID: gPpEGTuHkwpmiMuKWwcJneykEux- gPpEGTuHkwpmiMuKWwcJnebE1X _Mv101 VIC_LeykEux 1 -1 1 5-5-12 I 10-11 -8 1 11 -11 -8 i 1 -0-o 5-5-12 5 -5-12 1 -0 -0 4,01 = Scrota .1:31.3 3 2x4 II 2x4 II > 11 1k 2 4 MAI &Ill '+ Y Y 1 `+ - . 2,14 II 8 2x4 11 M 4x6 I I 244 11 4x6 0 5-5.12 1 10-11 -8 { 5-5-12 5-5-12 Plate Offsets (X,Y): f2:0- 3- 0,0- 1- 41,f4:0- 3- 0.0 -1-4) LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.36 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 Incr NO WB 0.08 Horz(TL) 0.01 4 n/a n/a BCLL 0.0 • Code IBC2006/TP12002 (Matrix) Weight: 49 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 6 -0-0 oc purlins. BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2 x 4 DF Std G MiTek recommends that Stabilizers and required cross bracing OTHERS 2 x 4 DF Std G be installed during truss erection, in accordance with Stabilizer WEDGE Left: 2 x 4 DF Std, Right: 2 x 4 DF Std Installation guide REACTIONS (Ib /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 Uplift2=- 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 tight 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 perANSI/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 Toads 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 load nonconcurrent with any other live loads. B)' 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 ���o PRQp will fit between the bottom chord and any other members. s 9) A plate rating reduction of 20% has been applied for the green lumber members. �c� ( G N G 9 /O 2 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. / 11) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. y / ter! � 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. / LOAD CASE(S) Standard "9' 1 ' . G\ ' � �i - � F R S. EXPIRATION DATE: 06/30/12 August 25,2010 r - . , . ., • ® WARNING . Vcr ify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 747174 rcv. 10-'08 BEFORE USE, T, design MiTek is based only upon parameters shown, and is for an individual budding component. Y design P proper P P P N 9 9 designer. g 61 °' Design valid for use only with Mek connectors. Th Applicabdit of dent n aramenters and ro er incor oration of component is res onsibdi of budding designer -not truss deli her. Brach shown MiTek' for lateral support of individual web members only. Additional temporary bracing to insure slabdity during construction is the responsibility of the p iTek' erector. Additional permanent bracing of the overall structure 6 the responsibility of the budding designer. For general guidance regarding .o 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 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 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 1 ID: JcNcUoWVExdKVTX4e8YJsykEuw- JcNcUovvVExdKVTX4e8YJs7RxxGueXAAkXyXu4ykEuw 1 2 -11 -7 1 5-5 -12 1 8-0-1 1 1011 -8 1 11 -11 -8 1 2 -11-7 2-6 -5 2-6-5 2 -11 -7 1 -0 -0 4r6 I1 Scala. 1.33.3 II 6.00 12 5 3x6 O 14 3x6 2 4114% I 1 ,4111111‘nom 5 4 A MNIMIIi,I -II! i11`�IIIIMOA 6 1 i t 10 11 11 8 12 7 13 I�� Ir'� 111M11 4 12 11US26 3x6 11 6x8 = HUS26 386 0 HU 526 4x12 HUS26 11U526 1 2 -11 -7 1 5 -5-12 1 8-0 -1 1 10- 11 -8 1 2 -11 -7 2.6 -5 2 -6-5 2 -11 -7 Plate Offsets (X,Y): 1 1- 2, - 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 T O L DING (psf) 0 SPACING 2 -0-0 CSI DEFL in (loc) 1 /dell Ud 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 Ina 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.18,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 2 x 4 OF Std G 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 less 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 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; BCOL= 3.Opsf; h =2511; Cat. II; Exp B; enclosed; MWFRS (tow -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 ��Q`�p P R p l cF Ss non-concurrent with other live loads. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��5 NG E � 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 2 will fit between the bottom chord and any other members. Q i41 : i 9 9r 9) A plate rating reduction of 20% has been applied for the green lumber members. v A 10) Provide mechanical connection b others) plate capable of withstanding 100 Ib uplift at joint(s) except t =Ib 1 =1161, 5 =3056. (Y ) of truss to bearing P P 9 P 1 O p (i ) ./ 11 This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. f 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. ,p 0' ' •'1' o 1' 13) Use Simpson Strong -Tie HUS26 (14 -10d Girder, 4 -10d Truss) or equivalent spaced at 2 -0 -0 oc max. starting 011 -1 -4 from the left ''') IIII. '\ 7\ end to 9 -1 -4 to connect truss(es) A03 (1 ply 2 X 4 DF) to back face of bottom chord. 9V AI / Q � � 2 1 , \ K., 14) Fill all nail holes where hanger is in contact with lumber. 4i - R s . - C` ` 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 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE 7411.7473 rm.,. 10'08 BEFORE USE. ha ?9 ' ® �-, '' Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and k for an individual building component. `^.:'r° C R1 1 . Applicabdify of design paramenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown .4i -' 8 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction's the responsiblliy MiTek. of the 11 iTek, 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/TIM qualify 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 R32094240 13101121 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- JcNcUovvVExdKVTX4e8YJ57R )ocGueXAAkXyXu4ykEuw LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Inaease =1.15 Uniform Loads (plf) Vert: 1- 5 = -10, 1- 3 = -70, 3 -6 = -70 Concentrated Loads (lb) Vert: 5=-2120 9=- 1688(B)10 =- 1688( B) 11=- 1688(B)12= 1688(B)13=- 1688(B) WARNING - Verify design pm•ranete•s and READ NOTES ON THIS AND INCLUDED MIEN REFERENCE PAGE MII -7473 rev. 10.'09 BEFORE USE. ,,A ° L��� r Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and '¢ for an individual budding component. Applicability of design commenters and proper incorporation of component is responsibility of budding designer - not Truss designer. Bracing shown GGG!!1 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction k the responslbd p q lity of the AiTekr erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding POWER TO POPTOONC fabrication. quality control, storage. delivery, erection and bracing, consult ANSI/1811 Quality Criteria, DS8.89 and BCSI Building Component 7777 Greenback Lane. Suite 109 Safety Information evadable from Truss Plate Institute. 28114. 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: nox7h8vXGX3Uxf2jeLfns3ykEuv- nox ?h8vXGX3Uxf2jeLfns3gcuLi VNDm Kz Bh4Q WykEuv I .1 -0-0 I 1 -0-0 I 1.0-0 1 -0-0 Seale • I:8.7 l 4a6 i 3 •••• r W 6. 17 IA } 344 = 00 1 -0 -0 Plate Offsets (X,Y): 13:0 -2- 13.0 -2 -121 LOADING DING (Ps 25 0 SPACING 2 -0-0 CSI DEFL in (Ioc) I /defl 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 Ina NO WB 0,00 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Wind(LL) 0.00 1 n/r 90 Weight: 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, except BOT CHORD 2 x 4 DF No.18Btr G end verticals. WEBS 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 4=- 99/1 -0-0 (min. 0 -1 -8), 2= 234/1 -0-0 (min. 0-1 -8) Max Horz2 =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. 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) 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) 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 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. .0 PROFc 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =Ib) �\�'���N -,<;, C r ss/O 4=197, 2 =145. O� 2 11) This is truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 1 -07 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. '- ) • :, LOAD CASE(S) Standard ��/ ' -o 0' % GOB•• �0) 11 9 _.i:,��2�' M R s. - EXPIRATION DATE: 06/30/12 August 25,2010 ® WARMNG • Verifj design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MR 7473 rev. 10'08 BEFORE USE. . M TEE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual bulding component. :'- Applicablity of design param enters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown MiTek' '�'^ is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbllity of the MiTekr erector. Additional permanent bracing of the overall structure is the responsibility of the bulding designer. For general guidance regarding fabrication, quality control, storage. delivery. erection and bracing, consult ANSI /TPI1 Quality Criteria, 058.89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 Fl. Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 ROOF R32094242 0101121 F02 MONO TRUSS 6 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:12 2010 Page 1 ID: nox ?h8VXGX3Uxf2jeLfns3ykEuv -nox hBvXGX3Uxf2jeLfns3geNLiSNDmKzBh4QWykEuv i 10 -0 1 1 -0 -0 1 -0 -0 1 -0-0 Scale. 1:87 3 6.00 11 .• • - / 4 344 = 1 -0-0 1 -0-0 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.11 Vert(LL) -0.00 2 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.00 Vert(TL) -0.00 2 >999 180 TCDL 10.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 nla nla BCLL 0.0 • Code IBC2006/fP12002 (Matrix) Weight: 5 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 1 -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 (lb /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 Grav3 =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. 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) 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 Toads. 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/fPI 1. 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ,\SGIN O: S i o / 2 c 1•• / � -O i` ORE .'• =;ifA <�' F S \ N EXPIRATION DATE: 06/30/12 August 25,2010 A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 11111-7473 rev. 10 BEFORE USE. , A; ®m , Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for on individual budding component. 6 ' == tl Applicability of design param enters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown p FrAA k for lateral support of individual web members only. Additional 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 building designer. For general guidance regarding ." fabrication, quality control, storage. delivery. erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB-8? and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312. Alexandria, VA 2231'4. Citrus Heights, CA, 95810 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 ROOF R32094243 B101121 G01 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:F UNvUw91rBLZpdvC3AOOHykEuu- F_ UNvUw91rBLZpdvC3AOOHCo511X6g8TCrReyzykEuu I -1 -o-1.0.00 0 I 6 -0-0 • Scab • 1346 4 2k4 11 600 12 3 7 1 z 11 6 6 344 = b4 II 6 -0-0 6 -0 -0 LOADING (psf) 0 SPACING 2 -0-0 CSI DEFL in (Mc) 1 /dell L/d 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.18Btr'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 Horz 2= 140(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 4, 2 except 6=- 124(LC 7) Max Gray 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 less 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 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 load of 25:0 psf on overhangs non - concurrent with other live Toads. • 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. ��� PROFFS 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. <-3' �t`1G) 9 E6 s/ O LOAD CASE(S) Standard CZ E \ \C' EXPIRATION DATE: 06/30/12 August 25,2010 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED 6IITHK REFERENCE PAGE 1fI.7473 rev. IO.'OS BEFORE USE. .S.-1 L. qE � Design valid for use only with MiTek ek connectors. Thk design 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 ''� k for lateral support of individual web members only. Additional temporary bracing to insure 00604 during construction B the responsbdlity of the )MTek• erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing. consult ANSI /TPII Quality Criteria, DSB -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTER - SUMMERCREEK BLD 10 ROOF R32094244 8101121 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 I D: F_U NvUw91 rBLZpdvC 3A00 HykEuu- F_UNvUw91 rBLZpdvC3A0OHCk211 b6g0TCrReyzykEuu -1 - I 6 -a0 1 -0-0 6 -0-0 &GIe 112-- v 3 Goo 12 I ' 2 ,/ , 4 3x4 = 5 4-2-12 4(5- 4-2-12 0-2 -1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) I /deft Lid PLATES GRIP TCLL 25.0 plates Increase 1.15 TC 0.44 Vert(LL) -0.01 2 -5 >999 240 MT20 220/195 (Roof Snow =25.0) TCDL 10.0 Lumber Increase 1.15 BC 0.07 Vert(TL) -0.01 2 -5 >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/TPI2002 (Matrix) Weight: 19 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 purtins. 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 Horz 2= 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. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever Left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 2) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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 PR QFes s 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. E LOAD CASE(S) Standard � � \ 0 4, E€9 X029 ••r pro 4, O' % GO'•. 3 , 0 ) M FR S. � EXPIRATION DATE: 06/30/12 August 25,2010 • - . A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED 6IITEK REFERENCE P50219117473 rev. 10 -'08 BEFORE USE. ;le s9 _ . Design valid for use only with MiTek connectors. This design is based only upon parameters shown. ands for an individual building component. 'm`""' Applicability of design param enters and proper incorporation of component is responsiblity of building designer - not Truss designer. Bracing shown � p � y " " b for lateral support of individual web members only. Additional temporary bracing to insure stability during construction a the responsiblity 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 /IP11 quality Criteria, DS8 -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 R32094245 6101121 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:j8216gxno9JC BzC6lmhFxUykEut- j8216gxno9JC BzC6ImhFxUlzt9Njr7GdQVABVPyk Eut I -7 -0 -0 1 4 -0-0 1 1 -0 -0 4 -0-0 Scale • 1181 4 3 00 11111 00 12 6 , =, 1 6_ It7■1 a 384 = 5 I 4-0-0 I 4 -0-0 LOADING (psf) TCLL 25.0 SPACING 2 -0-0 CSI DEFL in (loc) 1 /deft Lid PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0.18 Vert(LL) -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 Ib FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4 -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 (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 Horz2= 101(LC 7) Max Uplift2= -85(LC 7), 3= -70(LC 7) Max Grav2= 242(LC 2), 5 =53(LC 4), 3= 143(LC 2) FORCES (lb) - 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 8; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 2) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 5) 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) 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 R FCC LOAD CASE(S) Standard � ��G N E 0 n G � � 9 2 d 1/ `M FR S . \�C� EXPIRATION DATE: 06/30/12 August 25,2010 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M/I -7473 rev. BEFORE USE. i ... Design valid for use only with MiTek connectors. This design's based only upon parameters shown. and b for on individual building component. } 1 trriS Applicability of design perms enters and proper incorporation of component is responsiblily of building designer - not truss designer. Bracing shown MiTek' is 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 building designer. For general guidance regarding w ,o fabrication, qualily control, storage. delivery, erection and bracing, 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, 95610 Job Truss Truss Type Oty Ply CENTEX - SUMMERCREEK BLD 10 ROOF R32094246 8101121 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: jB216gxno9JCBzC6lmhFxUykEut- jB216gxno9JCBzC6lmhFxUl n9Oar7GdOVABVPykEut -1-0-0 2 -0-0 1-0-0 2 -0-0 Scab: 1 3 5 800 i2 10000000 c 4 3x4 = 2-0-0 2 -0-0 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.12 Vert(LL) -0.01 1 n/r 180 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.03 Vert(TL) -0.01 1 n/r 180 TCDL 10.0 Rep Stress Ina NO WB 0.00 Horz(TL) , -0.00 3 n/a n/a BCLL 0.0 • Code IBC2006/TPI2002 (Matrix) Wind(LL) -0.00 1 n/r 90 Weight: 7 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 -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) Max Grav3 =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.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 2) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 5) 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 sedion 2306.1 and referenced standard ANSI/TB! 1. 11) "Fix heels only" Member end fixity model was used In the analysis and design of this truss. o . 1/4 0) PR °Fe LOAD CASE(S) Standard cj ('j 1N� v/0 16 --J-- 111111 � ORE •. k �° 9 ly� R S A NC? EXPIRATION DATE: 06/30/12 August 25,2010 4 ® WARNING . Verify des(gn parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE NH-7473 rep. 10'08 BEFORE USE. - -- E ' Design valid for use only with MiTek connectors. Th's design is based only upon parameters shown. and 's for an 6sdividual budding component. 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' the responsibility of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding .o. . fabrication. quality control, storage. delivery, erection and bracing, consult ANSI /IPll quality Criteria, DSe -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 R32094247 B101121 K02 MONO TRUSS 5 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:15 2010 Page 1 ID: BNc7 KAyPZSS3o7m IJTC U UiykEus -BNc7 KAyPZS S3o7m IJTCU Ui I9dYkuaaWmf9wIt rykEus 1 -1.0 -0 I 2-0-0 1 -0-0 2-0-0 Scab:1 3 5 6.00 �x 4. /000 01111t t , 3r4 = 4 1 2 -0-0 i 2-0-0 LOADING DING (Ps 25 0 SPACING 2 -0-0 CSI DEFL in (loc) 1 /deft Ltd PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0.11 Vert(LL) -0.00 2 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.02 Vert(TL) -0.00 2 -4 >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/TPI2002 (Matrix) 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.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 Uplift2= -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= 3.0psf; 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 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 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) 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 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 ANSI/TPI 1. 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. � PR LOAD CASE(S) Standard "S(C. N �� So -9 / Y `'- 0) -o O' ;` • . 0 ) s._ EXPIRATION DATE: 06/30/12 1 August 25,2010 ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED IBTEKREFERENCB PAGE MII.7473 rev. 10'08 BEFORE USE. = �'� Design valid for use only with MTek 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 building designer - not truss designer. Bracing shown p �. r. b for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbalily 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 /TPI1 Quality Criteria, 050 -89 end BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 29 1 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95810 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 ROOF R32094248 B101121 MO1 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 15:10:15 2010 Page 1 ID: BNc7KAyPZSS3o7m IJTC UUiykEus- BNc7KAyPZSS3o7m IJTC UUi I8bYkMaaumf9wl l rykEus -1 -0-0 { 2 -11 -12 5-11 -8 1 8-11-8 1 1 -0-0 2 -11.12 2 -11 -12 1-0-0 Stele • 1:21.2 4.4 = 3 r1 B T 800 4 2 trt� r 5 ►� B lx4 n ►/ 3x4 = 3.14 = 2 -11 -12 1 5-11-8 I 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 Increase 1.15 TC 0.18 Vert(LL) -0.00 6 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.06 Vert(TL) -0.00 2 -6 >999 180 TCDL 10.0 Rep Stress Incr NO WB 0.04 Horz(TL) 0.00 4 n/a n/a BCLL 0.0 • Code IBC2006/TPI2002 (Matrix) Weight: 24 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 5 -11 -8 oc purlins. BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling diredly 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 Horz2=-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 II; Exp B; Fully Exp.; Ct =1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 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 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 =114, 4 =114. PR 11) This truss Is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5���� OFFSs 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. NG%NE€ / LOAD CASE(S) Standard f. ' .. E 9w` / v/c. ORE ,' /' M S. EXPIRATION DATE: 06/30/12 August 25,2010 • t __ WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MIMIC REFERENCE PAGE M7I -7473 rcu. I0 -'08 BEFORE USE. , .^ Design valid for use only with MiTek connectors. This design's based onty upon parameters shown, and B for an individual bulding component. m '°° --- t] Applicability of design poram enters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown 6 ' _rX CCC...!!! 5 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 bulding designer. For general guidance regarding fabrication. quality control, storage, delivery. erection and bracing, consult ANSI /TPI1 Quality Criteria, OSB -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information avadoble from Truss Plate Institute, 281 N. Lee Street, Suite 312. Alexandria. VA 22314. Cirrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 ROOF R32094249 B101121 MO2 COMMON 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 15:10:16 2010 Page 1 ID:fZAVX Wz2KmawQ H LUtBjjOvyk Eur -fZAVX Wz2 KmawQ H LUtBjj0vgliy4eJ16wupflZlykEur 2 -11 -12 5-11-8 6 -11 -6 2 -11 -12 2.11 -12 1-0.0 l 444 = Scab. 1:21.2 2 e a0 12 r1 6 3 ' t[Cl , 5 244 11 344 = 344 = 2 -11 -12 5-11 -6 2 -11 -12 2 -11 -12 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 0.16 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 Inc,* 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 Horz1= -70(LC 5) Max Upliftl= -52(LC 7), 3=- 117(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) 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 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) 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 O PR - c�� NG(NF /, < c\ -0, ORE t 9� 4 7:/ A ox, MF S. \N EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED BIITEK REFERENCE PAGE MI1 -7473 rev. 10'08 BEFORE USE. &Itle- +EsS'4 Design valid for use only with MiTek connectors. This design's based only upon parameters shown. and is for an individual building component. Applicabdily of design param en ters 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 k the responsibility of the IYIiTek• 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 -69 and BCSI Building Component 7777 Greenback Lane, Suite 109 Solely Information available from Truss Plate Institute. 26 1 f1. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTER - SUMMERCREEK BLD 10 ROOF R32094250 B101121 NO1 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 15:10:17 2010 Page 1 ID: 7mktkszg54in2QwgRuEyZ7ykEuq- 7mktkszg54in2QwgRuEyZ7NT5MQy2UQ36TPr5kykEuq -1-0-0 2 -9 -8 5-7 -0 8.7 -0 1-0-0 2 -9-8 I 2 -9-8 I 1 - scak • 1:20.4 444 = 3 r, 8 9.00 72 4 2 I 8 244 II 1111124111011. I ►1 344 = 344 = 288 5-7-0 2 -8-8 2 -9-8 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1 /deb 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) Lumber Increase 1.15 BC 0.05 Vert(TL) -0.00 6 >999 180 TCDL 10.0 Rep Stress Incr NO WB 0.04 Horz(TL) . 0.00 4 n/a n/a BCLL 0.0 • Code IBC2006/TPI2002 (Matrix) Weight: 23 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 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 (lb /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 (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7 -05; 100mph; TCOL=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 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/1'P' 1 -2002. 3) TCLL: ASCE 7 -05; Pf =25.0 psi (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 psi 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 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt =lb) 2 =110, 4 =110. 11) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Co' (�0D P R opp, 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. � Nlj i NE ;�� s /O� LOAD CASE(S) Standard / ' 16 -- J•- • �• ORE ; ► ,cg • �. S EXPIRATION DATE: 06/30/12 August 25,2010 •® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 641.7473 rev. 10 BEFORE US& v 4 • rrp��� Design valid for use only with MiTek connectors. This design b based only upon parameters shown, and b for an individual budding component. T = Applicability of design paramenters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown F�l1 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction b the responsbdlity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding POWIER TO PICA fORM 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 avodable 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, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:17 2010 Page 1 I D: 7mktkszg54in20wgRuEyZ7ykEuq- 7mktkszg54in2QwgRu EyZ7NTSMQ02UQ 36TPr5kykEuq 2-9-8 5-7-0 6-7-0 2 -9 -8 2-9-8 1 -0-0 Ixd = Scab • 1:20.4 2 8.66 r, 6 r4 1 3 1 5 204 II ►, 3x4 = 334 = 2-9-8 5-7-0 - 2 -9-8 2 -9-8 LOADING DING (Ps 25 0 SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft Lid PLATES GRIP (Roof Snpw =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 Incr 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 Horz1= -67(LC 5) Max Upliftl= -47(LC 7), 3=- 113(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. 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 16.0 psf or 2.00 times flat root 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) 1 except (jt =lb) 3 =113. 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 ���EO PR . 1 -4 �y Ct" : t ri " E 1- /‘' ORE f . MF s EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER-REFERENCE PAGE 7171.7473 rev. 10 BEFORE US& m F 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 param en ters and proper incorporation of component is responsibility of building designer - not Truss designer. Bracing shown p e for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the WIiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the bulding designer. For general guidance regarding .e fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /IPI1 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 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 1 a 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 M Dimensions are in ft-in-sixteenths. I (Drawings not to scale) 11 and f Apply pu lates embed to bot sides of truss 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. O -1/116" 2. Truss bracing must be designed by an engineer. For 1 2 3 wide truss spacing, individual lateral braces themselves 1 TOP CHORDS may require bracing, or alternative T, I, or Eliminator CI - C2 bracing should be considered. 3 Never exceed the design loading shown and never ■-� p )4%44 stack materials on inadequately braced trusses. rr .. Q O 4. Provide copies of this truss design to the building ill For 4 x 2 orientation, locate plates 0 ns from outside a designer, erection supervisor, property owner and = O U U all other interested parties. edge of truss. C7 C6 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 joint and embed Cully. 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 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 PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. L umber used shall be of the s ICC - Reports: 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. o 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. 951 10, 842, 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 MiTek® All Rights Reserved approval of an engineer. 17. Install and load vertically unless indicated otherwise. reaction section indicates joint ® ( number where bearing occur. �� ® ` 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI /TPII : National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. i Te t ® and pictures) before use. Reviewing pictures alone DSB -89: Design Standard for Bracing. 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: Mi1 rev. 10