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Specifications (2) Do not cut or alter floor trusses adjust layout for plumbing drains All beams per plan L 19 - 11-8 I 15- 11-0 1 15-1111 l' 15-11-0 I ,S „� s pecified and supplied I i by others d 2 m 6 - � - , Rim Joists per plan r LL 'i I L. specified and supplied N 2TraT”' ` 4 ` 1 I I by others 2 1 II I II I z li I 4 I a11.111=1 - 111=111 I 6.6-0 I `".' 9• , !i Qrr !J • �i 38 , • Qfi]• oearAr ers r� P I II -ice m 9i� 02 1 - ---- - - - - -- - - d i 4 i M ¢ 2 02 I 02 @ !i• A06 `4 � I 1 � 0 313 d, r oh l d =h �A I f� I j i g -„ : 3.6.8 I 3.64 1 Cl IIIIII�� IIIIIIIII� 1 I I , - 1 A05 _ i A03 in 1 ■�M_I I 1 ,�� I 6-FT fIT ∎wommI'. i { na — 1 I 6 fT Ii �'" III .r^. I _ r !�V � III z�-0 1 q _ � v -� c ,z-0 -0 1 I fias ` 5-11-8 I 9-11-8 11, s7 -0 I 15-11-0 I 5-11-8 9-11-8 I 5-7-0 15-11-0 I �O �B A C D o Elite - it* 6 O 33 0 6 = : ** \\ ORE } ,�6 -4 8101121 -FT I Centex I �m i 15 LUS46 r?'11PG-lianiritigl Summercreek Townhomes Bld 10 Floor 1 0 HU46 TRUSSQItv Tigard, Oregon r. i • ,. , 4 0 THA422 15877 SE 98th h Ave A Clackamas, OR 97015 14" Deep Floor Truss Q 4 HHUS26 -2 0: (503) 557 -8404 C hit II} ILDPL \II F: (503) 557 -8428 40/10/0/5 Loading w/ Defl - TL /D = 360 ; LL /D = 480 8 -25 -2010 ® ®O r moadroarsio in c :sw.�is. seem Mrrek® POWER TO PERFORM. " MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676 -1900 Re: B 101 1 21 - 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. . 0) ,0 PR OFF � S 0NGIN4;9 `53/ � 22 16890PE - j124:? • EXPI 4 TION D £/30/12 August 25,2010 Tingey, Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI /TPI -1995 Sec. 2. Job Truss Truss Type Gty Ply CENTEX - SUMMERCREEK BLD 10 FLOOR 1 R32094252 8101121 -FT1 1 -FT FLOOR 1 1 Job Reference (optional) • Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:33 2010 Page 1 I D:frix5KAiKJWyu91NFXiC VykEua- frix5KAi KJWyu91NFXiC V26fpj0objgoyFlifpykEua I 2 � 0 � 9-2.0 1-4 f- I -{ 1 E 7-12 -I 1 1- 4 1- 1- 8 - 0 Sofa .1:56.8 244 11 344 0 44 = 241 11 3410 = 24 11 244 11 4410 = 34 FP = 44 = 344 11 44 = 241 0 54 = 244 11 144 = 244 11 5410 = 34 11 1 2 3 4 5 8 7 8 8 10 11 12 13 14 15 18 17 18 19 31 30 29 28 27 28 25 24 23 22 21 20 44 = 44 = 34 = 44 = 4412 = 34 FP = 5412 = 244 11 444= 44 = 54 = 442 = I 17-10-4 33-7 -0 17 -10-4 - I 15-8-12 { Plate Offsets (X,Y): [1:Edge,0 -1 -8], [4:0- 3- 13,Edge], [5:0- 1- 8,Edge], [6:0- 1- 8,0 -0 -0], [7:0- 3- 10,Edge], [9:Edge,0 -1 -0], [14:0- 1- 8,Edge], [15:0- 1- 8,0 -0 -0], [16:0- 1- 10,Edge], [20:Edge ,0 -1 -81, [22:0- 1- 8,Edge), [23:0- 1- 8,Edpel, f24:0- 5- 8,Edpe), 127:0- 4- 12,Edgel, [28:0- 1- 8,Edge), [29:0- 1- 8,Edpel, [31:Edpe,0 -1 -81 LOADING(psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.53 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 Ina 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 purlins, except BOT CHORD 4 X 2 DF No.1 &Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb /size) 31= 797/0 -5 -8 (min. 0 -1 -8), 20= 653/0 -5 -8 (min. 0 -1 -8), 25= 2224/0 -3-8 (min. 0 -1 -8) Max Grav31= 849(LC 2), 20= 744(LC 3), 25= 2224(LC 1) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or Tess 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. �� PR 0p LOAD CASE(S) Standard :. co N G I NE . / 1 -1 "01 ,1 1 ■ -(7 kr � R GO- 1 _ BE 2 -/ ( <e 17 6_ BE 1\ N EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1411 -7473 rev. 10-'08 BEFORE USE. a SB • Design valid for use only with MiTek connectors. Th is design is based only upon parameters shown, and is for an individual budding component. o Applicability of design paramenters and proper incorporation of component's responsibility of budding designer - not truss designer. Bracing shown p 1 7 III is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibdlity of the MiTek' erector. Additional permanent bracing of the overall structure s the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information available from Tnrss 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 R32094253 B101121-FT1 2 -FT FLOOR 5 1 Job Reference (optional) Pro -Budd Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:35 2010 Page 1 I D:cDph WOByrczDC BIBUgZAIwykEuY -cDph WOByrczDC BI8UgZAIw7OwcQOG WfjFGmokhykEuY 1 2-6-0 1 1,_42 i I_ Li -ta sole •1:80.2 3,4 11 2.4 11 2,4 SP = 3.4 11 400 = 2.4 11 4.8 = 4,8 = 2.4 II 4x10 = 343 FP= 4.10 = 2.4 11 4x8 = 3.6 = 244 11 4.10 = 3.4 11 2 3 4 5 8 7 8 9 10 II 12 13 14 15 18 17 • 28 27 28 25 24 23 22 21 20 19 , 29 18 4,8 = 408 = 418 = 2.4 11 4812 = 3.8 FP = 4x12 = 5,12 = 2.4 11 2.4 11 4.8 = 448 = 12.9 -12 1 17 -11-4 I 35-7-0 12 -9-12 5-1-8 17-7-12 Plate Offsets (X,Y): [1:Edge,0 -1 -8], [5:0- 1- 8,Edge], [6:0- 1- 8,Edge], [13:0- 1- 8,Edge], [14:0- 1- 8,Edge], [18:Edge,0 -1 -8], [19:0- 3- 8,Edge], [20:0- 1- 8,0 -0 -0], [21:0- 1- 8,Edge], [22:0 -5 -0 ,Edge), [26:0- 1- 8,0 -0 -0], f27:0- 1- 8,Edge), [28:0- 3- 8,Edge), f29:Edge,0 -1 -81 LOADING (psf) SPACING 2 - - CSI DEFL in (loc) 1/deft 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 Ina YES WB 0.50 Horz(TL) 0.07 18 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight: 193 Ib FT = 0 %F, 0 %E LUMBER BRACING • TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc 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, Except: 6 -0 -0 oc bracing: 23- 25,22 -23. REACTIONS (lb/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. Strong backs j'\.‘ E� PR Ore to be attached to walls at their outer ends or restrained by other means. 6 CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard � � G] iEF 9 s� o � � gl e r -o ; � ORE .4 4 -1, - 9/ FM: A ''' � 4. ti iF R S 1%N EXPIRATION DATE: 06/30/12 August 25,2010 I I ® WARNING - Verify design parameters and READ NOTES ON 77112 AND INCLUDED MITES PAGE M11 -7473 rev. 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 building component. - App!icability of design paramenlers and proper incorporation of component's responsbility of building designer - not truss designer. Bracing shown g 5 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbllity of the IVIiTek" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding " fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, D56 -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information available from Tans 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 R32094254 B101121 -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 I D:4Q N3kMCacv54p LtK2O4Pg7ykEuX -4Q N3kMCacv54pLtK204Pg7flKOv074CsUwV MG7ykEuX 5oY • 1.60 .2 344 11 346 FP = 344 11 1 2 •iuu�iuu�•s�si•uui 19 20 21 22 2 .- 57 56 55 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 344 11 3 = 344 II 346 FP = 17.11 -4 1 1.4 1 2-6-0 1 4dM 1 5+0 1 4.8-0 1 8.461 1 9-4.0 1 T.-n 1 12-0.8 I 1'N-0 1 14.8.0 1 14-0-0 1 -.0 4-q- 9 241{1I--0 1 72.8- 1 2441-0 4.4 -n 17RA -n --8 1 79.4.90.41 -0 1 32-0 -0 I1?--1:(0) 1 114.140 Q f7-nl 1-4 1.4-0 1-4-0 1d-0 1.4-0 1-4-0 1-d-0 11-1-0 1-4-0 1.4-0 1-4-0 117.14-0 7 1-4-0 -4 17 14.0 4 1-4-0 0 12 78 1.4-0 1-1-0 14-0 1-4-0 111-0 0 1 1.4-0 1.4-0 1.4-0 11.0 OA-12 Plate Offsets (X,Y): 11:Edge,0 -1 -81, f 16:Edpe,0- 1- 01,157:Edae,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (Ioc) I/defl L/d 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 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. OTHERS 4 X 2 HF Stud /Std REACTIONS All bearings 35 -7 -0. (Ib) - Max Gray All reactions 250 Ib or Tess at joint(s) 57, 30, 56, 55, 54, 53, 52, 51, 50, 49, 48, 47, 46, 45, 44, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31 FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or Tess 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 (Le. 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 V . PRQp C? co NGINF. / 16j% re" - -o ' GR GOt 9 � , F M B E 2 / ' I ��i - � MF S EXPIRATION DATE: 06/30/12 August 25,2010 � r ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED ODTEKREFERENCE PAGE 1411-7473 rev. 10 -'08 BEFORE USE. +10 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and 's for an individual building component. �. Applicability of design paramenters and proper incorporation of component responsibility of budding designer - not truss designer. Bracing shown MiTek* a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibdlity of the MiTek• erector. Additional permanent bracing of the overall structure a the responsibility of fhe building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CrIteda, 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 R32094255 B101121-FT1 4 -FT FLOOR 3 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:37 2010 Page 1 ID: YcxRxhDDNDDxRVSWc5beNLykEuW -YCXR d1DDNDDxRVSWc5beNLCoNQ4XkSS ?jaFvpaykEuW 1 2-6-0 I F i 1 1 -4-0 (9 6mb•1:300 384 11 4810 = 284 II 44 = 284 II 244 II 41810 = 384 II I 2 3 4 5 67 4i25 9 9 10 4 iii " �_ " iii i � u �i ► tl-EI `IIi i�0 r►►_a� - - - - ►.i V_. 15 14 13 12 ■ 4m = 4810 = 484 = 244 II 4810 = 4x8 = I 86.0 1 9-2-0 1 9 - 10-0 I 17-10-8 I 8-6-0 0-8-0 0-60 8-0-8 Plate Offsets (X,Y): f1:Edne,0 -1- 81,14:0- 2- 9,Edgel, f5:0- 1- 8,EdpeL f6:0- 1- 8,Edoel. f11:Edge,0 -1 -81, (13:0- 1- 8.0 -0 -01, f14:0- 1- 8,Edoe1. 116:Edge,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 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 Incr 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 bracing. REACTIONS (Ib/size) 16= 972/0 -5 -8 (min. 0 -1 -8), 11= 972/0 -5-8 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 3396/0, 3 -4 =- 3436/0, 4-5 =- 4083/0, 5 -6 =- 4082/0, 6 -7 =- 4082/0, 7 -8 =- 3432/0, 8 -9 =- 3393/0 BOT CHORD 15- 16= 0/2123, 14- 15= 0/4081, 13- 14= 0/4082, 12- 13= 0/4082, 11- 12= 0/2123 WEBS 5 -14 =- 353/292, 2 -16 =- 2284/0, 2 -15= 0/1388, 3-15 =- 260/0, 4 -15 =- 756/0, 4 -14 =- 390/482, 9 -11 =- 2284/0, 9 -12= 0/1384, 8 -12 =- 295/0, 7- 12= -937/0 NOTES 1) Unbalanced floor live 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 ((, O PR ��0 LN R S> v i -o ,o ? OR S • N 9 '13.• Ali <, . S � A NC' EXPIRATION DATE: 06/30/12 August 25,2010 r • - - - - .. - .. . • n1 ' ' a � WARNING. - Verify design parameters and READ NOTES ON MIS AND INCLUDED NITER REFERENCE PAGE MII -7473 rev. 1008 BEFORB USE. 9 a � s� ,1 Design valid for use only with MiTek connectors. fhb design is based only upon parameters shown, and k for an individual budding component. t _< Applicability of design paramenters and proper incorporation of component s respons37ility of budd 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 responsUdlity of the °iTek" erector. Additional permanent bracing of the overall structure k 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 Safely 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 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 _AgPBTwI9xE SLOykEuV I 2-6-0 I a t 8-° I 1-4-0 I scow • 1:28.3 3x4 11 4,110 = 284 11 4x4 = 284 11 4810 = 310 11 1 2 3 4 5 axe 6 r e A 4 II � � Ir _ 4 M 1 1x 8 = 13 12 11 10 9 11 410 = 2 1/4 II 24 11 440 = 488 = I 15-8-0 15-8-0 Plate Offsets (X,Y): 11:Edge,0 -1 -81. f4:0- 1- 8,Edgel, f5:0- 1- 8,Edoel, 19:Edge,0 -1 -81, f11:0- 1- 8,Edgel. f12:0- 1- 8,Edgel, 114:Edge,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 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 c ' GIIN ma c' Q ;� 9 1 - (../ < ti jR � S 1 \ C' EXPIRATION DATE: 06/30/12 August 25,2010 s .. . , - - , .. , a WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TENREFERENCE PAGE M11-7473 v 7473 rev. 10'08 BEFORE USE. xV, 8- �T� Design valid for use only with MiTek connectors. Th's design is based only upon parameters shown, and 'a for an individual budding component. — Applicabdity of design paramenters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown p A '' 8 -'-` 3 ' ' is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibdlity of the MiTek• erector. Additional permanent bracing of the overall structure's the responsibility of the building designer. For general guidance regarding Pow ,e fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPII Quality Criteria, OSB -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 1 R32094257 B 101121 -FT 1 5 -FTDS FLOOR 4 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MTek Industries, Inc. Wed Aug 25 15:10:39 2010 Page 1 ID:U ?3CMN ETvgTthpcvjWe6SmykEuU -U ?3C MN ETvgTfhpcvj We6S mH3KEkkC KXIAukOtSykEuU I 2-6-0 I 1-3-8 I I 2 -0-8 I I 1-4-0 I sews. 1263 344 11 244 11 ' 46 = 2.4 11 4410 = 34 11 1 2 3 4 5 44 = 6 7 6 A R i'� ;i'C li-i� .11 ! Q . 'i• ��'�� 244 11 ' 2, 11 4 ;o = 9 :1 44 = 44 = 4e = 15-8-0 15-8-0 Plate Offsets (X,Y): (1:Edne,0 -1 -81, 12:0.3- 8,Edge1, 14:0- 1- 8,Edge1, 15:0- 1- 8,Ednel, f9:Edae,0 -1 -81, 111:0 -1 -8,0 -0.01, 112:0- 1- 8,Edgel, f13:0- 3- 12,EdgeL f14:Edge,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.83 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: 891b 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 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 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 =- 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. �� D P R Opp, (� 2) A plate rating reduction of 20% has been applied for the green lumber members. E 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9. Co N G 1 N s 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 0 9 and 418 lb uplift at joint 13. ,- 9 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Q 1 _A. / • ' '- ' . E 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. 1 8) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks V r 0 3 to be attached to walls at their outer ends or restrained by other means. ' 0 - . +� ■p Tk,/ \ - 4. LOADCASE(S) Standard < ' S ' - � \\A C' EXPIRATION DATE: 06/30/12 August 25,2010 A WARNING - Verify design pmnmefu9 and READ NOTES ON THIS AND INCLUDED ABTEK REFERENCE PAGE 1411-7473 reo. 10.'08 BEFORE USE. se y :.. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual budding component. m j ; Appdcabdity of design paramenters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbdlity of the iTeke 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, D5B -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 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:yBdaZjF5g8bW IzB5H D9L7zykEuT- yBdaZjF5g8bWIzB5HD9L ?zgKfd5fxpNSPYTZPvykEuT 2-6-0 I o 1a° i 1 1 -4-0 Scale •1.263 3,4 11 4.10 = 2x4 11 4x4 = 2x4 11 4,10 = 3144 11 1 2 3 4 6 368 6 y 7 Ili �� I Eli a 6 q II� Ia I __ z8 10 +j 4 — 13 tz 17 10 9 11 4,10 = 244 II 2x4 11 4x10 = 488 = 75-8-0 15-8-0 I Plate Offsets (X,Y): f1:Edge,0 -1 -81. f4:0- 1- 8,Edgel, f5:0- 1- 8,Edgel, f9:Edge,0 -1 -81. 111:0- 1- 8,Edgel, (12:0- 1- 8,Edgel, f14:Edge,0 -1 -81 LOADING (psf) . SPACING 2 -0 -0 CSI DEFL in (loc) I /defl LId PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.18 10 -11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.73 Vert(TL) -0.32 10 -11 >581 360 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.06 9 n/a n/a BCDL 5.0 Code 18C2006/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 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 �(\� �. / 9 X029 / j I V // A 0 - , X03 op 1 ` ; 8 .''1\ . ' FqS -C \ N 1 EXPIRATION DATE: 06/30/12 J August 25,2010 A WARNING . Ve i fg design par ametes mid READ NOTES ON THIS AND INCLUDED DTITEKREFERENCE PAGE AIII 7473 reo. 10 - '08 BEFORE USE. fi 5, . Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual budding component. —4 72 Applicability of design paramenlers and proper incorporation cf component is responsibility of budding designer - not truss designer. Bracing shown p g I� 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 POWER To fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, 058 -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 Ply CENTER - 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 W1 gFmbeCD7yLykEuS 1 2 - 6 - 0 I 2 -4-8 I I 1 -4-0 I Seeks .1:199 408 = 2x4 11 1 3s4 11 2 3 4 2x4 II 5 46 = 8 3x4 11 11 /WM. it /WM. II ►�� 1t • II I �� 4 1 ' / 9 8 346 11' 3a6 = 4x10 4xl0 = I 11 1 11 -11-8 Plate Offsets (X,Y): f1:Edoe,0 -1 -81. f2:0- 3- 4,Edoel, 13:0- 1- 8,Edpel, f4:0- 1- 8,Edael, (5:0- 2- 6,Edgel, f7:Edge,0 -1 -81, f8:0- 1- 8,Edgel. 19:0- 1- 8,Edgel, 110:Edge,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in floc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.38 Vert(LL) -0.10 7 -8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.40 Vert(TL) -0.23 7 -8 >612 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.03 7 n/a n/a BCDL 5.0 Code IBC2006/TP12002 (Matrix) Weight: 55 Ib FT = 0 %F, 0 %E LUMBER BRACING TOR 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= 644/0 -5 -8 (min. 0 -1 -8), 7= 644/0 -2 -0 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 1816/0, 3- 4=- 1819/0, 4-5 =- 1816/0 BOT CHORD 9- 10= 0/1303, 8-9= 0/1819, 7- 8= 0/1304 WEBS 5 -7 =- 1403/0, 2 -10 =- 1402/0, 5- 8= 0/647, 2 -9 =0/653 NOTES 1) Unbalanced floor live Toads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. 4) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard � O PR Qp . cs; �NG(NEF/9 i - /, tyil -E• r -o ORE ,P, �z , M :/ R ' ' 0 4. F R g 1 \N EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MJTEK REFERENCE PAGE 1711 -7473 rev, 10 -'08 BEFORE USE. ,L s t Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual budding component. 1t Applicability of design paramenters and proper incorporation of component is responsbility of budding designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibdlity of the MiTek" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding .e a fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/IPI1 Quality Criteria, DSB -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from 7 russ 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 8101121 -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 Byn3GjRSjNw7m IrxgaXBykEus- QNByn3GjRSjNw7mIrxgaXB NYq 1 YwgHCbeC D7yLykEuS 2 -3-0 { I 1-1-0 Sm1. • 118 4x6 = 1 3N 11 2 3 3•4 = 4 21/4 11 5 44 = 53•4 II 0 11111 w rooltrco i muilliiiiiuui II 10 , 7 / e 8 3�8 = /, 3 4 = 1-1 48 = 4z8 _ 2 10 2 ' 10-8-0 I Plate Offsets (X,Y): f1:Edge,0 -1 -81, f2:0- 2- 5,Edgel, f5:0- 3- 3,Edael, f7:Edge,0 -1 -81, f8:0- 2- 0,Edgel, f9:0- 1- 12,Edpel, f10:Edoe,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 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 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 purtins, except BOT CHORD 4 X 2 DF No.1 &Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (Ib /size) 10= 582/0 -5 -8 (min. 0 -1 -8), 7= 582/0 -2 -0 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 1486/0, 3- 4=- 1492/0, 4-5 =- 1494/0 BOT CHORD 9- 10= 0/1067, 8-9= 0/1495, 7- 8= 0/1064 WEBS 2- 10=- 1165/0, 2- 9= 0/461, 5 -7 =- 1162/0, 5 -8 =0/471 NOTES 1) A plate rating reduction of 20% has been applied for the green lumber members. 2) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. 3) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/7P1 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 / r / �, � ' e -. • �4 'y % EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design parameter and READ NOTES ON THIS AND INCLUDED IIIITEK REFERENCE PAGE MT) -7473 rev. 10 -'08 BEFORE USE W. As x 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 k responsibility of budding designer - not truss designer. Bracing shown S `` '" e " 1- - 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/TPII 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 R32094261 B101121 -FT1 A01 FLOOR 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 8 Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:42 2010 Page 1 ID: vZIK _PHLCIrEYGLUOeBp40ykEuR -vZIK PHLCIrEYGLUOeBp4OvIHRvFPcVlssygUnykEuR { I 1 I 3-11 -10 7-9-8 11 -7-6 15-7-0 I 3-11 -10 3-9-14 3314 3-11 -10 6014 • 1:284 244 11 34 = 3410 = 7 3410 = 2 34 3 4 5 159 .1 C MX JU5242 3x10 = 17 8 e 7 3470 = 3x10 = 244 11 244 11 1 3-11 -10 I 7-9-8 I 11 -7b t 15-7-0 { 3-11.10 3-9-14 3-9-14 3-11 -10 Plate Offsets (X,Y): 11:0- 3- 0,0 -1- 8,15:0 -3- 0,0-1- 81,17:0- 3- 0,0 -1- 81,19:0- 3- 0,0 -1 -81 LOADING (psf) SPACING 2 - - CSI DEFL in floc) I /defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.15 Vert(LL) -0.14 8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.26 8 >705 360 BCLL 0.0 Rep Stress Incr NO WB 0.75 Horz(TL) 0.02 6 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight: 131 Ib FT = 10% LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1.7E TOP CHORD 2 -0 -0 oc purlins (6-0 -0 max.): 1 -5, except end verticals. BOT CHORD 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4DF Std G REACTIONS (Ib/size) 10= 869/0 -5 -8 (min. 0 -1 -8), 6= 849/0 -5 -8 (min. 0 -1 -8) FORCES (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 each e bottom chord. �� 0 P R OFFS 9) Fill all nail holes where hanger is s in contact t with lumber. LOAD CASE(S) Standard , LN I N 9 ` ',/ 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 , Uniform Loads (p11) : • .:. E r Vert: 6- 10 = -10, 1 -5= -100 ,. ' Concentrated Loads (Ib) Vert: 11= -35(B) V it C M ' R s. CI- EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED DIITEK 0'0 REFERENCE PAGE MII -7473 rev. 18 BEFORE USE. ��r q r Design valid for use only with MiTek connectors. Thk design k based only upon parameters shown. and k for an individual budding component. :.! r tl Applicability of design paramenters and proper incorporation of component a responsibility of budding designer - not truss designer. Bracing shown F] is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibdlity of the IVIiTek' erector. Additional permanent bracing of the overall structure k the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/11 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 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 I D: VZIK_ PHLCIrEYGLUOeBp4OykEuR- VZIK_PHLCIrEYG LUOeBp4OvlI RvIPcnIssygUnykEu R 3-11 -14 I 7 -10-0 I 11 -8-2 I 15-8-0 I 3-11 -14 3 -10-2 3-10-2 3-11 -14 Sob• 1:285 2.1 11 308 = 3x10 = 1 3x10 = 2 3x8 = 3 4 5 'iMPM■ w A MIIPM !MS' t rr imanowi 11 M �/ 9 8 7 3x10= �= 3r10 = 3.10 = z.4 11 2.4 11 3-11 -14 1 7 -10.0 I 11-8-2 I 158.0 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) I /defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.15 Vert(LL) -0.15 8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.26 8 >716 360 BCLL 0.0 Rep Stress Incr NO WB 0.73 Horz(TL) 0.02 6 n/a n/a BCDL 5.0 Code 1BC2006/TP12002 (Matrix) Weight: 132 Ib FT = 10% LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1.7E TOP CHORD 2 -0 -0 oc purlins (6-0 -0 max.): 1 -5, except end verticals. BOT CHORD 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 x 4 DF Std G REACTIONS (Ib /size) 10= 846/0 -5 -8 (min. 0 -1 -8), 6= 846/0 -5 -8 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -10 =- 810/0, 1 -2 =- 2803/0, 2 -3 =- 3670/0, 3 -4 =- 3670/0, 4 -5 =- 2803/0, 5-6= -810/0 BOT CHORD 8- 9= 0/2803, 7 -8= 0/2803 WEBS 2 -9 =- 615/0, 3 -8 =- 358/0, 4 -7 =- 615/0, 1 -9= 0/2875, 2 -8= 0/889, 4 -8= 0/889, 5-7= 0/2875 NOTES 1) 2 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows: Top chords connected as follows: 2 x 4 - 1 row at 0 -9 -0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc. Webs connected as follows: 2 x 4 - 1 row at 0 -9 -0 oc. 2) All 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 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 <0 e_\AG P 6-$./3, `S AO Q j ' -S %E 9 r .- 4 (41 (' . %ORE ,II • 9C��R . 1 4C9. \\ S. EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE RAGE MI1 -7473 rev. 10'08 BEFORE USE. 7r n F s Design valid for use only with MiTek connectors. Th' design is based only upon parameters shown, and k for an individual building component. Applicability of design paramenters and proper incorporation of component a responsibility of budding designer - not truss designer. Bracing shown . - • F LS 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 B the responsibility of the building designer. For general guidance regarding , fabrication, quality control. storage, delivery, erection and bracing. consult ANSI/TPI1 qualify Criteria, DSB -89 and 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 R32094283 B101121-FT1 A03 ROOF TRUSS 4 2 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:43 2010 Page 1 I D:NmIjCI Hzz3z59QvgyMi2ccykEuQ- NmIjCI Hzz3z59QvgyMi2ccSwBrFy86S u5Wi DODykEuQ 5.2 -1 1 10-5-15 I 15.8-0 5-2 -1 5313 5-2 -1 Seam - l 255 244 11 4412 = 244 11 Sae = 2 3 4 - MIM U I 9 PI Imo, X 7 6 5 X 4x12 = 244 11 e 234 11 346 = 1 5.2.1 1 10 -5-15 1 15-8 52 -1 5-3-13 5.2 -1 Plate Offsets (X,Y): 11:0 -1- 12.0 -1- 81,15:0- 2- 4.0 -1 -81 LOADING 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/TP12002 (Matrix) Weight: 131 Ib FT = 10% LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1.7E TOP CHORD 2 -0 -0 oc purlins (6-0 -0 max.): 1-4, except end verticals. BOT CHORD 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 x 4 DF Std G JOINTS 1 Brace at Jt(s): 1, 4 REACTIONS (lb /size) 8= 646/0 -2 -0 (min. 0 -1 -8), 5= 646/0 -2 -0 (min. 0-1 -8) Max Uplift8=- 136(LC 3), 5=- 136(LC 3) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1- 8=- 590/157, 1 -2 =- 2569/542, 2- 3=- 2569/542 BOT CHORD 6- 7=- 542/2570, 5 -6 =- 542/2570 WEBS 1- 7=- 550/2608, 2 -7 =- 349/166, 3-5=-2608/550 NOTES 1) 2 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows: Top chords connected as follows: 2 x 4 - 1 row at 0 -9-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc. Webs connected as follows: 2 x 4 - 1 row at 0 -9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.0psf; 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 at joint(s) 8, 5. „ PR OF C C 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 136 lb uplift at joint 8 and 136 Ib uplift at '<<G G(1 • joint 5. �� 0.9011 o 10) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and 9 referenced standard ANSI/TPI 1. 'Or: • d! . 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 r 9‹ ' ' lel 2 ' ( ,<(i tii P? 1 EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design parameters and READ NOTES ON TINS AND INCLUDED MJTEK REFERENCE PAGE M11-7473 ren. 10'08 BEFORE USE. � 4oms Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and b for an individual budding component. .: Applicability of design paramenters and proper incorporation of component b responsibility of budding designer - not buss designer. Bracing shown p q T is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibdlity of the I YIi e 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, D58 -89 and SCSI 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 B101121-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 1 ID: rys5P5IckN5ynaUtW3DH9pykEuP-i ys5P5lckN5ynaUtw3DH9p76cFc6leF1KARnYgykEuP I 4-1-0 1 8-2-0 4 -1-0 4 -1 -0 1 S01. • I:156 34 = 2.4 11 3.8 = 1 2 3 1 - 1 „ 4 • e e o 3' 7 K HHUS28.2 5 4.12 = 0 2.4 II 4 2[4 11 1 4 -1-0 I 7 -8-8 I 8-2-0 t 4 -1-0 3-7-8 0-5-8 Plate Offsets (X,Y): (1:0-2-0,0-1-81,13:0-2-0.0-1-81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.10 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 lncr NO WB 0.22 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code 'RG2006/TP12002 (Matrix) Weight: 81 Ib FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD 2 -0 -0 oc purlins (6-0 -0 max.): 1 -3, except end verticals. BOT CHORD 2 X 6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 x 4 DF Std G JOINTS 1 Brace at Jt(s): 1, 3 REACTIONS (lb /size) 6= 400/0 -5-8 (min. 0 -1 -8), 4= 385/0 -5 -8 (min. 0-1 -8) Max Uplift6= -94(LC 3), 4 = -88(LC 3) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -6 =- 306/95, 1- 2=- 980/236, 2 -3 =- 980/236, 3 -4 =- 306/95 WEBS 1 -5 =- 240/1000, 2 -5 =- 283/138, 3 -5 =- 240/1000 NOTES 1) 2 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows: Top chords connected as follows: 2 x 4 - 1 row at 0 -9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0 -9 -0 oc. Webs connected as follows: 2 x 4 - 1 row at 0 -9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf, BCDL= 6.0psf; h=25ft; Cat. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 Ib uplift at joint 6 and 88 lb uplift at joint 4. _ PROFF 9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced < G S ' standard ANSI/TPI1. Ni LNGIN R c, i0 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. 4 1 �. • • 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. f 13) Fill all nail holes where hanger is in contact with lumber. ` LOAD CASE(S) Standard -o ORE , : _;�f 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 A l` �► ..� Uniform Loads (plf) '9 ' ' 4/ r- . + 4/ Vert: 1- 3 = -64, 4 -6 = -20 C41 R s. ` ANC' Continued on page 2 ( EXPIRATION DATE: 06/30/12 j August 25,2010 WARNING - Verify design paranreteis and READ NOTES ON MILS AND INCLUDED 6IITEKREFERENCB PAGE 1411-7473 reo. 10 -178 BEFORE USE. ° Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and k for an individual building component. Applicability of design paramenters and proper incorporation of component is responsbility of budding designer - not truss designer. Bracing shown p f45 s for lateral support of individual web members only. Additional temporary y bracing to insure stability during construction is the responsibility of the ° iTek• erector. Additional permanent bracing of the overall structure s the responsibtity of the building designer. For general guidance regarding A. a • fabrication, qualify control, storage, delivery. erection and bracing, consult ANSI /TPI1 Qualify Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information avatable from Truss Plate Institute, 28 1 N. Lee Street, Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply CENTEX - SUMMERCREEK BLD 10 FLOOR 1 R32094284 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 25 15:10:44 2010 Page 2 I D: rys5P5IckN5ynaUtW3DH9pykEuP -rys5P5IckN5ynaUtW3DH9p ?8cFc6teF 1 KARnYgykEu P LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 7=- 123(F) • • 4 ® WARNING - Verify design parameters and READ NOTES ON TEIS AND INCLUDED MITER REFERENCE PAGE A 111 -7473 rev. 10 -'08 BEFORE USE. "i Design valid for use only with MiTek connectors. Tha design is based only upon parameters shown, and is for an individual budding component. - Applicabdity of design paramenlers and proper incorporation of component b responsibility of budding designer - not truss designer. Bracing shown p k 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' the responsibility of the building designer. For general guidance regarding POW ER *a pa. swoop, fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, 006 -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information evadable from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Tru Truss Type Qty Pty 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 25 15:10:44 2010 Page 1 ID: rys5P5IckN5ynaUtW3DH9pykEuP4ys5P5IckN5ynaUtIN3DH9p ?6jFdWthhl KARnYgykEuP 3-8-8 3-8-8 3•8 = 2a4 11 SoM • 110 Ir 2 • 3 44 = 4 2a4 11 3-8-8 3-8-8 Plate Offsets (X,Y)• f1:0- 2- 8,0- 1- 81,f3:0- 2- 8,0 -2 -01 LOADING SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.09 Vert(LL) -0.00 4 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 3-4 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight: 37 Ib FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD 2 -0 -0 oc purlins: 1 -2, except end verticals. BOT CHORD 2 X 6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 x 4 DF Std G JOINTS 1 Brace at Jt(s): 1, 2 REACTIONS (Ib /size) 4= 144/Mechanical, 3= 144/0 -2 -0 (min. 0-1 -8) Max Uplift4= -30(LC 3), 3= -30(LC 3) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) 2 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows: Top chords connected as follows: 2 x 4 - 1 row at 0 -9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0 -9 -0 oc. Webs connected as follows: 2 x 4 - 1 row at 0 -9 -0 oc. 2) All 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.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 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. ?. O P RQFe- 5' 11) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and r referenced standard ANSI/fPl1. �' 3 \AGINE. t/p 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. ?i 13) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. 16 • '/ ._ LOAD CASE(S) Standard ORE :. ►. ,��' lz TF . /2\ ' ( EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design parameters and READ NOME ON THIS AND INCLUDED 6IITEKREFERENCE PAGE MII -7473 rev. 10'08 BEFORE USE. nt: cal 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 parameniers and proper incorporation of component k 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 responsibdlity of the I A iTek• erector. Additional permanent bracing of the overall stnicture b the responsibility of the building designer. For general guidance regarding ,o fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/T911 QuaIIIy 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 R32094266 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: J8QTcRJEVgDpPk334nIWhlykEuOJ8QTcRJEVgDpPk334nIWh1XI0ezxc8xBYgBK56ykEuO 2 -11-8 2 -11 -8 3.6 = 2,4 11 Scale • 1;10 1 2 • • 4 3 2,4 11 4,6 = 2 -11 -8 I 2 -11-8 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.05 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 (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.0psf; h =25ft; Cat. 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/TPI 1 . �� R Op • 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. �, NG I N / R Q2 LOAD CASE(S) Standard 1 E 9l 9 B -- EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED BIITEK REFERENCE PAGE GIII -7473 rev. 10 -'08 BEFORE USE. � a Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicabiity of design paramenters and proper incorporation of component is responsibility of bulding designer - not Inns designer. Bracing shown Miele is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity of the MiTeke erector. Additional permanent bracing of the overall structure is the responsibiity 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 Safely Information available from Truss Plate Institute. 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3 / " Center plate on joint unless x, y Failure to Follow Could Cause Property a offsets are indicated. 6 -4 -8 dimensions shown in ft -in- sixteenths Damage or Personal Injury rair Dimensions are in ft -in- sixteenths. I I (Drawings not to scale) I,44 and Apply full py lates toe 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.f / 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. 1 4 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate = designer, erection supervisor, property owner and plates 0 - '/0 from outside rL U all other interested parties. edge of truss. O 5. Cut members to bear tightly against each other. C7-8 C6.7 C5-6 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI /TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 software or upon request. JOINTS ARE GENERALLY NUMBERED /LETTERED CLOCKWISE 8 shall not ex e 19% at time fabrication. lumber 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 4 x 4 NUMBERS/LETTERS. 10 Camber is a non - structural consideration and is the width measured perpendicular responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions 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 ." Indicated by symbol shown and /or ESR -131 1, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95 -43, 96-31, 9667A 13 Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER -487, NER -561 spacing indicated on design. if indicated. 95110, 84 -32, 96 -67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. ..."' 15. Connections not shown are the responsibility of others. 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. reaction section indicates joint number where bearings occur. ME ME 17. Install and load vertically unless indicated otherwise. FE MI 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. ■ ® and pictures) before use. Reviewing pictures alone DSB - 89: Design Standard for Bracing. i Te 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 Do not cut or alter floor trusses adjust layout for plumbing drains 11-8 1 15-11-0 I 15.114 15-1141 1I 1541-0 All beams per plan specified and supplied 4 6 by others LE `--, - ~ tz 1 1 Rim Joists per plan 4 is specified and supplied II i by others 0. beam : y o sera ` g TOE' = ,' I I A01 I- 1 , ; 1 -► I I F — 1 � I ` I ' 1 II I Aoz a i A02 § ; a A04 A06 ° - -- ILO 06 oa � `!`�� - {{ 4 FT-5 In II S lih a' -0-0 FT-5 y , II T-5 .MIS n MI 1 P 1 Imo.. f -0-0 I FT-7 1 a FT-7. 1 12 -0-0 I 7-11-8 1 7 -1-0 1 7-8-0 I .-I 4-11-8 1 10.113 1 7.1-0 1 7-8-0 hI 4-11-8 [ 10.114 * Elite - - s - ` 4 4A, X01 101 121 -FT2 Centex Wm I 40 LUS46 gIpmgm Summercreek Townhomes Bld 10 Floor 2 0 HU46 ■ MUSS DIVISION Tigard, Oregon f ; . C, 0 THA422 15877 SE 98th Ave Clackamas, OR 97015 14" Deep Floor Truss BRAE QC 5 HHUS26 -2 0: (503) 557 -8404 chin 11 uPLAN F: (503) 557 -8428 40/10/0/5 Loading w/ Defl - TL /D = 360 ; LL /D = 480 8 -25 -2010 mum 0 g11Nf.L I�P+M sieii, irnrrzz��w � rs. ir�k® POWgR 'r0 PgRFORM.'" MiTek 'Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676 -1900 Re: B 101 121 - 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. ‹..;\`' GIN EFq s �0 16890PE 9 f N ��o OR *A. • °j) AO EXPI • TION 0 !./30/12 August 25,2010 Tingey, Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI /TPI -1995 Sec. 2. Job Truss Truss Type Qty Pty CENTEX - SUMMERCREEK BLD 10 FLOOR 2 R32094267 B101121-FT2 A01 FLAT 3 .lob Reteranra Optional) 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 1 I D:vrGmZD000 _p4u8Iuj ?pG_yk EuA- vrGmZDUoc_p4u8Iuj ?pG_6e91htu KNFn ?a4alyk EuA I 5-3.4 I 10 -4 -12 I 15-8-0 I 5.3.4 5 -1 -8 5-3.4 Scale •1:26.5 3v8 = hfi = 2,4 II 3,B = 2 3 4 PI M� Y tttttt ■111.1' 4 ,, w5 Y C , , 3,e = 4,12= ,/ e 2,4 11 5 ■4 11 I 5 I 104.12 I 15-8 -0 1 5-1 -8 5 Plate Offsets (X.YI: [2:0- 2- 4.0- 1- 8J.[7:0- 3- 8.0 -1 -8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (Ioc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.20 Vert(LL) - 0.11 6-7 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.27 Vert(TL) - 0.27 6-7 >689 180 BCLL 0.0 • Rep Stress lncr NO W8 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.188tr G TOP CHORD 2 -0-0 oc purlins (6-0 -0 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 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 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 (8), unless otherwise indicated. 3) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.0psf; h =25f1; 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 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) Pr ot i e mechanical connection (by others) of truss to bearing plate capable of withstanding 136 Ib uplift at joint 8 and 136 Ib uplift at ��_ pR 0Fe0 9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced \5 LNG E1C, V0 standard ANSI/TPI 1. , C7 10) " heels only" Member end fixity model was used in the analysis and design of this truss. CC / 4.- . 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. r- _......,/, LOAD CASE(S) Standard r r c5 9 T% 2 • N � VI ..1/4 , - < �Ffl s. EXPIRATION DATE: 06/30/12 j August 25,2010 A {VARNJNG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev. 10-'08 BEFORE USE. a a ` Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is tor an individual budding component. C rry Applicability of design commenters and proper incorporation of component is responsibiity of budding designer - not truss designer. Bracing shown IL - •• � ICI is for lateral support of individual web members only. Additional temporary bracing to insure stabiity during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication, quality control. storage. delivery, erection and bracing. consult ANSI /TPII Quality Critorla, OSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Solely Information evadable from Truss Plate Institute, 281 N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Pty CENTEX - SUMMERCREEK BLD 10 FLOOR 2 R32094268 B101121 -FT2 A02 FLAT 6 .lob Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:59 2010 Page 1 ID: vrGmZDUOC_p4u8luj ?pG_ykEuA- vrGmZDUOC _p4u8luj ?pG 6cWlawuOUFn7a4alykEuA 1 5-3-4 1 10-4-12 I 15-8-0 I 5-3-4 5 -1 -8 5-3-4 Scala. 1:26 1 3x10 = 2 3x8= 3 2x111 3x,= 661PININ111111 • to 1��1 �i r ■J D -� Y I♦/ Special r 6 I♦/ I► / 6 3x10 = 012 6 5 2x4 II y II t 5-3-4 1 10.4-12 1 15-8-0 1 5-34 5 -1 -9 5 Plate Offsets (X.Y): (2:0-2- 4.0 -1 -81. (4:0-3- 0.0 -1 -81 (6 4- 0.0 -2 -0). (7:0- 3- 0.0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (Ioc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.37 Vert(LL) -0.22 7 -8 >832 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.74 Vert(TL) -0.45 7 -8 >413 180 BCLL 0.0 • Rep Stress Incr NO WB 0.38 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight: 131 Ib FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD 2 -0-0 oc purlins (5 -8 -14 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 'Except* JOINTS 1 Brace at Jt(s): 1, 4 1- 7,2- 6.4 -6: 2 x 4 DF No.18Btr G REACTIONS (Ib /size) 8= 1343/0 -5 -8 (min. 0 -1 -8), 5= 869/0 -5-8 (min. 0-1 -8) Max Uplift8=- 191(LC 3), 5=- 154(LC 3) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -8 =- 1096/197, 1- 2=- 5417/768, 2- 3=- 3800/641, 3-4 =- 3800/641, 4- 5=- 794/173 BOT CHORD 6-7 =- 768/5417 WEBS 3-6 =- 373/166, 1 -7 =- 779/5495, 2 -6 =- 1640/128, 4 -6 =- 651/3855 NOTES 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 x 4 - 1 row at 0-9 -0 oc. Bottom chords connected as follows: 2 x 4 - 1 row at 0 -4 -0 oc. Webs connected as follows: 2 x 4 - 1 row at 0-9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.0psf; h =25ft; Cat. 11; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.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. O P R Q 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 191 lb uplift at joint 8 and 154 Ib uplift at . -' ' FRS 's EF joint 5. 9 � �5 �� o 9) This truss is designed in accordance with the 2006 International ational Residential Code sections R502.11.1 and R802.10.2 and referenced kr 2 standard ANSI/TPI 1. Q / • :r :. E, 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. j , 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 O's GO Ns LOAD CASE(S) Standard • T � / F. J 1 , 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 rz'A ■, • . .4' " 07., Uniform Loads (plf) 'V/ R S -0N Vert: 5- 8 = -20, 1 -4 = -64 Continued on page 2 ( EXPIRATION DATE: 06/30/12 1 August 25,2010 ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED ABTEK REFERENCE PAGE 1411-74 73 rev. I0 -'08 BEFORE USE sm c ... N. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and a for an individual budding component. Applicabtify of design param enters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown v a..!y El is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbility of the MiTek elector. 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 /1181 quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information available from Truss Plato Institute. 281 N. Lee Street. Suite312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Pty Pty CENTEX - SUMMERCREEK BLD 10 FLOOR 2 R32094268 B101121-FT2 A02 FLAT 6 lob Refrlrennrl (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:59 2010 Page 2 ID:vrGmZD000 p4u8Iuj? pGykEuA- vrGmZDUOC_ p4u8Iuj ?pG_6c1NlawuOUFn ?a4alykEuA LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 9=- 921(B) • • • • A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED AII7£KREFERENCE PAGE MI7-7473 reg. 10•G 8 BEFORE USE. ® ® '' r ~ Design valid for use only with MiTek connectors. Th's design '¢ based only upon parameters shown, and B 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 d ' 3 is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responslbllily of the MiTek' erector. Additional permanent bracing of the overall structure 9 the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI /TPI1 Quality Criteria, 058 -09 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 R32094269 B101121-FT2 A03 FLAT 5 .Inh Refaronr. (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:11:00 2010 Page 1 I D: N 1 g8m2VezH6giljxSQ W2oBykEu9 -N1 g8m2VezH6gi1 jxSQ W208foZh5ods00 ?fJd7kykEu9 1 3-11 -0 7-10-0 1 3-11.0 3 -11 -0 hub • 1:150 3x6 = b4 11 3x6 = 1 2 3 e 5 3x10 = I( l 6 4 b4 11 6411 1 3-11-0 1 7 -10-0 1 3-11 -0 3-11 -0 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1 /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.29 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 Ina NO WB 0.30 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight: 66 Ib FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD 2 -0-0 oc purlins (6-0 -0 max.): 1 -3, except end verticals. BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 x 4 DF Std G JOINTS 1 Brace at Jt(s): 1, 3 REACTIONS (lb /size) 6= 464/0 -5-8 (min. 0 -1 -8), 4= 464/0 -5-8 (min. 0 -1 -8) Max Uplift6=- 106(LC 3), 4=- 106(LC 3) FORCES (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 loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only Toads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6-0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 Ib uplift at joint 6 and 106 Ib uplift at joint 4. 9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced ��'Q PR °Fo standard ANSI/TPI 1. 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. � �� N E ' , 9 /Q 2 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 suffident to support concentrated load(s) 294 Ib down and 78 Ib up at ,NJ 3 -11 -0 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) .p 0 S GO'•. ,\ cb Vert: 4- 6 = -20, 1 -3 = -64 • f• 1' , Concentrated 9C M F R S , -04 EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED ASTER REFERENCE PAGE MU -7473 rev. 10 BEFORE USE. 121:1161A Design valid for use only with MiTek connectors. This design u based only upon parameters shown, and is for an individual budding component. Applicability of design param en ters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown q is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 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 Duality Criteria, 135B -89 and SCSI 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, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 FLOOR 2 R32094270 B101121 -FT2 A04 FLAT 2 ,lob Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:11:01 2010 Page 1 ID:rDOWzvVGkbEXJB18081 HLPykEu8- rDOWzvVGkbEXJ818081HLPCzU5PPMNuYEJ3AfBykEu8 1 3 -8-8 3-8-8 3r6 = 2x4 II Scale • 1:10.6 1 P 4 3 2.4 II 3.$= 3-8 -8 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.28 Vert(LL) - 0.01 3-4 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.17 Vert(TL) - 0.03 3-4 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight: 32 Ib FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD 2 -0-0 oc purlins: 1 -2, except end verticals. BOT CHORD 2 x 4 DF No.18,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, 2 REACTIONS (Ib /size) 4=314/0-5-8 (min. 0 -1 -8), 3= 314/0 -5-8 (min. 0 -1 -8) Max Uplift4= -66(LC 3), 3= -66(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) 2 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows: Top chords connected as follows: 2 x 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 x 4 - 1 row at 0 -9-0 oc. Webs connected as follows: 2 x 4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (6), unless otherwise indicated. 3) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 4) Provide adequate drainage to prevent water ponding. • 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6-0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 66 Ib uplift at joint 4 and 66 Ib uplift at joint 3. 9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. �� PRo - . 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. NCO �t`1G ► EF / LOAD CASE(S) Standard , 29 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 . • Uniform Loads (plf) ' E Vert: 3- 4=- 120(F= -100), 1 -2 = -64 j ler F' 2 \' M FR S. \N EXPIRATION DATE: 06/30/12 August 25,2010 ® WARMING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITERREPERENCE PAGE MTI -74 res. 10'03 BEFORE USB. Design valid for use only with MiTek connectors. Th'6 design is based only upon parameters shown. and is for an individual budding component. ^' Applicability of design paramenters and proper Incorporation of component is responslbtity of budding designer - not truss designer. Bracing shown MiTek' U is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibility of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, 0S8 -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 • Safety Information avaiable from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95810 Job Truss Truss Type Oty Pty CENTEX - SUMMERCREEK BLD 10 FLOOR 2 R32094271 B101121 -FT2 A05 SPECIAL 3 .tob Refernmw Optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 5 Jun 18 2010 MiTek Industries, Inc. Wed Aug 2515:11:01 2010 Page 1 ID:rDOWzvVGkbEXJB18081 HLPykEu8- rDOWzvVGkbEXJB18081 HLPC_H5KtMNuYEJ3AfBykEu8 1 -8 1 3-4 -8 344 = 244 11 Scala • 110.6 1 2 ■ • =/ 5 6 3 Sgcisl Sgdal 4 344 = 244 11 1 3-4 -8 1 3-4 -8 Plate Offsets IX.Y): 11:0-1-12.0-1-81,[3:0-1-12.0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) I/defl 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 IRC2006/TPI2002 (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.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, 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 B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 4) Provide adequate drainage to prevent water ponding. 5) Concentrated loads from layout are not present in Load Case(s): #2 IBC BC Live; #3 MWFRS Wind Left; #4 MWFRS Wind Right; #5 MWFRS 1st Wind Parallel; #6 MWFRS 2nd Wind Parallel; #7 MWFRS 3rd Wind Parallel; #8 MWFRS 4th Wind Parallel. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) *This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6-0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) 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 ��p P ROFF joint 3. '5C- N `S S 11) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and \ (NG ( 0/ j 0 referenced standard ANSI/TPI 1. 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 167. f• - co 13) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 608 Ib down at 0 -9 -12, and 608 Ib down at 2 -9 -12 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard CC • ORE ►- c5 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 'O '' � Uniform Loads (plf) ..,"/Z\ ` Vert: 1- 2 = -64, 3- 4=- 120(F= -100) `V / � C` R S . Continued on page 2 [ EXPIRATION DATE: 06/30/12 August 25,2010 • ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED DIITEKRBFBRBNCB PAGE 6171-7473 rev. 1O'08 BEFORE USE. COMMA Design valid for use only with MiTek connectors. This design k 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 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 fabrication, qualify control, storage. delivery, erection and bracing, consult ANSI /TPI1 quality Criteria, DSB -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Pty CENTEX - SUMMERCREEK BLD 10 FLOOR 2 R32094271 B101121-FT2 A05 SPECIAL 3 2 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:11:01 2010 Page 2 ID:rDOWzvVG kbEXJ BI8081 HLPykEu8 -rDO WzvVGkbEXJB18081 HLPC_H5KtM NuYEJ3AfBykEu8 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 5=- 608(B) 6=- 608(B) • • • A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAOB M11 7473 rev. 10'08 BEFORE USE. , 4 • , Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for on individual buPding component. .� , Applicability of design paramenters and proper incorporation of component is responsibility of bulding designer - not truss designer. Bracing shown p q 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 bolding designer. For general guidance regarding POWER To 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 Pty CENTEX - SUMMERCREEK BLD 10 FLOOR 2 R32094272 B101121 -FT2 A06 FLAT 3 2 Job Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:11:02 2010 Page 1 I D: JQyuBFWuVvNOxLsKZrYWucykEu7- JQyuBFWuVvNOxLsKZrYWudc5O VbT5j7hTzokBdykEu7 I 5-34 1 15-4 -12 I 15-8.0 1 5-3-4 5-1 -8 5-3-4 Scale. 1:26.5 3410 = 2 346 = 3 241 II 34 4= a L1 �m SI E1 ice, 7 8 ► , 9 3410 = 1412 = I♦/ 8 5 244 11 244 11 I 5-3-4 I 1114-17 I 15-80 I 5-1-4 5-1 -8 5 Plate Offsets (X.Y): (1:O-2-4.0-1-8j.(2:0-2-40-1-81(4:0-2-120-1-81.(6:0-3-12.0-2-Q].[7:0-2-4.0-1-81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (Ioc) I/defl 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 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 (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 ocbracing. WEBS 2 x 4 DF Std G 'Except' JOINTS 1 Brace at Jt(s): 1, 4 1- 7,2- 6,4 -6: 2 x 4 DF No.1&Btr G REACTIONS (Ib /size) 8= 1603/0-5 -8 (min. 0-1 -8), 5= 948/0-5 -8 (min. 0-1 -8) Max Uplift8=- 216(LC 3), 5=- 161(LC 3) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or Tess except when shown. TOP CHORD 1-8 =- 1278/215, 1 -2 =- 6427/867, 2 -3 =- 4226/684, 3-4 =- 4226/684, 4- 5=- 865/181 BOT CHORD 6-7 =- 867/6427 WEBS 3-6 =- 385/168, 1- 7=- 880/6520, 2 -6 =- 2233/187, 4 -6 =- 694/4287 NOTES 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 x 4 - 1 row at 0-9 -0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Webs connected as follows: 2 x 4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.Opsf; h =25ft; Cat. 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. O PR Q 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 216 Ib uplift at joint 8 and 161 Ib uplift at - _' F � o n joint 5. � VI 9 � O 9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced 4� / 2'9 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 load(s) 1259 Ib 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. t A ORE . /f� LOAD CASE(S) Standard A T �" -.S � 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 '9� Ms / �_ � Uniform Loads (plf) •v /� I.' \ Vert: 5- 8 = -20, 1 -4 = -64 R S Continued on page 2 ( EXPIRATION DATE: 06/30/12 August 25,2010 0-...-r- .... _ .,. ..., -. ,.. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MI7EKREFERENCB PAGE MIF7473 rcc. 10 -'08 BEFORE USE. 5- 1 t —� 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 poram en tors and proper incorporation of component is responsibaity of budding designer - not truss designer. Bracing shown A '� _t... u for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsb8ity of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the buiding designer. For general guidance regarding >o. fabrication, quality control, storage. delivery. erection and bracing, consult ANSI /IPI1 Quality Criteria, 008.89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Solely Information wadable 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 A08 FLAT 3 ,lob Referenr» (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:11:02 2010 Page 2 • ID: JQyuBFWuVvNOxLsKZrYWucykEu7- JQyuBFWuvvNOxLsKZrYWuc k5OVbT5j7hTzokBdykEu7 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 9=-1259 • • • A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 7411 -7473 rev. 10'08 BEFORE USE. maser* Design valid for use only with Mir ek connectors. Thk design k based only upon parameters shown, and is for an individual budding component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown ps ' ` 51 s for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibility of the MiTek. erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding POWit ,o - fabrication, quality control, storage, delivery. erection and bracing, consult ANSI /TPI1 Qualify Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 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 R32094273 B101121-FT2 A07 FLAT 2 Job Rnfnrencn (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:11:03 2010 Page 1 I D:ncWGOaX WFC V FZVRW7Z31QgykEu6- ncWGOaXWFC VFZVRW7Z31QgHMOv2ngBLqhdYHj3ykEu6 2-6-8 1 5-1 -0 2-6-8 2a -8 Scale • 1:12.4 334 = 2.4 11 364 = 3 s r Special 13r10 = 6 2,4 II 4 234 II Special 2.8-8 5-1-0 2-6-8 2 -6-8 Plate Offsets (X.Y): 11:0 -1- 12.0.1 - 8).13:0 -1- 12.0 -1 -8) LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.08 Vert(LL) -0.02 4 -5 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.30 Vert(TL) -0.03 4 -5 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0.39 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IRC2006/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 purlins: 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= 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 (B), unless otherwise indicated. 3) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.0psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 4) Provide adequate drainage to prevent water ponding. 5) Concentrated loads from layout are not present in Load Case(s): #2 IBC BC Live; #3 MWFRS Wind Left; #4 MWFRS Wind Right; #5 MWFRS 1st Wind Parallel; #6 MWFRS 2nd Wind Parallel; #7 MWFRS 3rd Wind Parallel; #8 MWFRS 4th Wind Parallel. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. D PRQj . 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 .\(("‘15- GIN Sts joint 4. � 5 N s �O 10) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. � -4• • i r 11) "Fix heels only Member end fixity model was used in the analysis and design of this truss. 12) Design assumes 4x2 (Oat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 608 Ib down at 0 -1 -12, and 608 Ib down at 2 -4 -4, and 608 Ib down at 4 -4 -4 on bottom chord. The design /selection of such connection device(s) is the responsibility r of others. - V e AO --\ LOAD CASE(S) Standard "Tz = $; - 2 � 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Continued on page 2 ( EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES' REFERENCE PAGE NIII-7473 rcu. 10'08 BEFORE USE ® ° �' 4 Design valid for use only with MiTek connectors. Thn design n based only upon parameters shown. and is for on individual building component. Applicability of design commenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown n for lateral support of individual web members only. Additional temporary bracing fo insure stability during construction B theresponsiblllity 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 /TPIT Quality Criteria. DSB -89 and SCSI Building Component 7777 Greenback Lane. Suite 109 Safety Information avatable 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 R32094273 B101121-FT2 A07 FLAT 2 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:11:03 2010 Page 2 I D:ncWGOaX WFC VFZVRW7Z31 QgykEu6 -ncWG 0aX WFC V FZVRW7Z31QgHMOr2ngBLqhdYHj3ykEu6 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 4- 6=- 120(F= -100), 1 -3 = -64 Concentrated Loads (lb) Vert: 6=- 608(B) 5=-608(B) 7=- 608(B) • • f ,,. : _..; r .. - =:.• ;,. ,,.- - a1, ... .- -. , .. ,....' . -,. era . a_ +> WARNING - Verify design paramctc s and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE FBI -7473 rep. 10-'08 BEFORE USE. ° 1 p r� y 9g • 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• HJ h for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding POWEIV fabrication, quality control, storage. delivery, erection and bracing. consult ANSI /TPI1 Quality Criteria, 056 -69 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 PIy CENTEX - SUMMERCREEK BLD 10 FLOOR 2 R32094274 B101121-FT2 A08 FLAT 2 .lob Reference (optional) Pro•Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:11:03 2010 Page 1 ID:ncWGOaX WFCVFZVRW7Z31QgykEu6- ncWGOaX WFCVFZVRW7Z3IQgHGbvvMgAyqhdYHj3ykEu6 1 5 -3-4 1 10.4.12 1 1 -0 1 5-3.4 5-1 -8 5-3-4 • Scala • 1:28.8 1 300 = 2 396 = 2,4 11 3,8 . 1:1 5M y r • 4 misiimp Y ' Special spacial 7 8 9 = 9 10 3x1 412= 2114 11 294 11 Special 1 5-3 -4 1 10.4 -12 1 15-8-0 1 41-4 5-1 -5 5-3 -4 Plate Offsets (X.Y): [1:0-1-12.0-1-81 (2:0-2-4.0-1-81. [4:0-2-8.0-1-81 [6:0-6-0.0-1-121. [7'0-1-12.0-1-8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.49 Vert(LL) -0.32 7 -8 >578 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.84 Vert(TL) -0.63 7 -8 >294 180 BCLL 0.0 • Rep Stress Inc( NO WB 0.48 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code IRC2006/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 (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.18Btr G REACTIONS (Ib /size) 8= 2620/0 -5 -8 (min. 0 -1 -8), 5= 974/0 -5-8 (min. 0-1 -8) Max Uplift8=- 221(LC 3), 5=- 152(LC 3) • FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -8 =- 1345/195, 1- 2=- 6800/753, 2- 3=- 4361/632, 3-4 =- 4361/632, 4 -5 =- 888/172 BOT CHORD 6-7 =- 753/6800 WEBS 3-6 =- 389/167, 1 -7 =- 764/6898, 2 -6 =- 2474/122, 4- 6=- 641/4424 NOTES 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 x 4 - 1 row at 0-9 -0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-7 -0 oc. Webs connected as follows: 2 x 4 - 1 row at 0-9-0 oc. 2) All 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 (B), unless otherwise indicated. 3) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.Opsf; h =25ft; Cat. 11; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 4) Provide adequate drainage to prevent water ponding. 5) Concentrated Toads from layout are not present in Load Case(s): 32 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 o 0 P R OFF will fit between the bottom chord and any other members. �� G[ 9 S / 2 8) A plate rating reduction of 20% has been applied for the green lumber members. N F Q 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 221 Ib uplift at joint 8 and 152 Ib uplift at '9 joint 5. ,in.P• 1-- 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. ' 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 /x4 , 0 O 05-. ,NCO 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 Q6', 2� , � � of others. . Continued on page 2 ( EXPIRATION DATE: 06/30/12 August 25,2010 e • ® WARNI NG - Verify deign parameters and READ NOTES ON THIS AND INCLUDED FITTER' REFERENCE PAGE MTF7473 rev. 10-'03 BEFORE USE. m�a Design valid for use only with MiTek connectors. This design c 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 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 Qty Ply CENTEX - SUMMERCREEK BLD 10 FLOOR 2 R32094274 B101121 -FT2 A08 FLAT 2 .toh Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:11:03 2010 Page 2 ID:ncWGOaX WFC VFZVRW7Z31QgykEu6- ncWGOaX WFCVFZVRW7Z31QgHGbvVMgAyqhdYHj3ykEu6 LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 8- 11=- 120(F =- 100), 5- 11 = -20, 1 -4 = -64 Concentrated Loads (lb) Vert: 8=- 608(B) 9=-608(B) 10=- 608(B) • • WARNING • Verify design pa es ramct and READ NOTES ON THIS END INCLUDED MITER REFERENCE PAGE LBI.74 rep. 10-'08 BEFORE USE. pA Design valid for use only with MiTek connectors. This design b based only upon parameters shown, and a for an individual building component. Applicabiity of design param enters and proper incorporation of component is responsiblity of bulling designer - not truss designer. Bracing shown MiTek' is for lateral support of Individual web members only. Additional temporary bracing to insure stablity during construction b the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control. storage. delivery, erection and bracing. consult ANSI /TPI1 quality Criteria, D58 -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information avalable from Truss Plate Institute, 281 N. Lee Street. Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 FLOOR 2 R32094275 B101121 -FT2 FT -1 FLOOR 2 1 -• - - >tional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7240 S Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:11:05 2010 Page 1 I 24.s.n ID:j ?d1 pGZnnglzopbvFz6DVFykEu4 -j ?d1 pGZnnglzopbvFz6DVFMXOiZKl1 s79x1 OoyykEu4 1 2 -0-0 1 t 1-11 -12 1 11 -2-4 II 1-4 -0 1 I 9 -11 -12 1 Scale-1157.0 1 0.40 1 4310 = 334 11 4310 = 234 II 334 = 234 II 336 FP = 334 11 4+10 = 234 II 538 = 10310 = 234 11 4310 = 334 11 1 2 3 4 5 438 8 7 8 9 10 II 12 13 14 15 16 17 V 3 - ere &11 -1420 c I 26 25 24 23 22 21 2D 19 18 438 = 438 = 234 11 234 11 4312 = 336 FP = 4312 = 5310 = 234 11 234 11 438 = 438 = 1 t7 •10.4 25.1.0 08-9 -o 17-10-4 15-10-12 Plate Offsets (X,Y): (1:Edge,0 -1 -8], [4:0- 1- 8,Edge], [5:0- 1- 8,Edge], [12:0- 1- 8,Edge], [14:0- 1- 8,Edge], [18:Edge,0 -1 -8), [19:0- 3- 8,Edge], [20:0- 1- 8,0 -0-0], [21:0- 1- 8,Edge], [22:0 -4 -8 . Edge], [ 25:0- 4- 8.Edgej. [26:0- 1- 8,0 -0-0], [27 :0- 1- 8.Edgej. [28:0- 3- 8.Edge]. [29:Edgp.0 -1 -8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (Ioc) l /deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.73 Vert(LL) -0.27 27 -28 >795 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 1.00 Vert(TL) -0.45 27 -28 >469 360 BCLL 0.0 Rep Stress !nor YES WB 0.64 Horz(TL) 0.07 18 n/a n/a BCDL 5.0 Code IBC2006/TP12002 (Matrix) Weight: 182 Ib FT = 0%F, 0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except BOT CHORD 4 X 2 DF No.18Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 2 -2 -0 oc bracing. REACTIONS (lb /size) 29= 811/0 -5 -8 (min. 0 -1 -8), 18= 679/0 -5 -8 (min. 0 -1 -8), 23= 2188/0 -3 -8 (min. 0-1 -8) Max Grav29= 858(LC 2), 18= 759(LC 3), 23= 2188(LC 1) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 2874/0, 3-4 =- 2920/0, 4 -5 0- 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 0- 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 0- 2398/156 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131 "X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ci\V P R QFF 6) CAUTION, Do not erect truss backwards. \ G� K$. . Nlj t N E ,� u.o LOAD CASES) Standard < 4 / -4 ,- . . ORE -"4 ►. , • C4 S. -0 EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Ver{fj1 design parameters and READ NOTES ON 7711S AND INCLUDED 617TEK REFERENCE PAGE Mfr -7473 rc'. 10'08 BEFORE USE. . y I I Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual budding component. Appllcabdity of design parent en tern and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown ' "` is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction k the responsibility of the MiTek" erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication, quality control, storage. del ery, erection and bracing, consult ANSI /TPIT Quality Crtterla, DSB -89 and 6C51 Building Component 7777 Greenback Lane, Suite 109 Safety Information evadable from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 FLOOR 2 R32094276 B101121-FT2 FT -2 FLOOR 5 1 .Inb Raferenra (notional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:11:06 2010 Page 1 ID: C BBP 1 cZPY7tgQyA5ohdS2Syk Eu3-C B BP 1 cZPY7tgQyA5ohdS2Svl66_I1 Zp HObmxKOykEu3 I 7-6-0 1 1 0-11 -0 I I 1.4-0 1 I 7 -0 1 &ab " 1.29. 354 II 4510 = 2,54 II 556 = 254 II 454 = 244 II 4510 = 344 II 1 2 3 4 5 6 7 8 9 ry III? .�-1 „ -11 2 +Mill 0 14 13 12 11 (rat 458 = 5410 = 254 11 354 = 4510 = 458 = I 6 -5-0 , 7 -1 -0 1 7 & 1 17 -9-0 6-5-9 ' 0-11-0 0 -8 -0 10 1 Plate Offsets (X.Y): [1:Edge.0 -1 -8]. [4:0.1- 8.Edae]. [5:0- 1- 8,0 -0-0]. [6:0- 1- 4.Edge]. [10:Edge.0 -1 -8]. [12:0- 1- 8.Edgej. [13'0 -1 -8 :Edge]. [15:E10,0 -1 -8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (roc) Udefl L/d 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/TPI2002 (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 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 � 11Z 0 PROFF ,c.. �NG E ‘.'/0 s /0 Q ` ' � : . 0 .E w' • '-. O G•.. � � A:1. f 9 ST\N �� EXPIRATION DATE: 06/30/12 August 25,2010 A WARNING - Verify design parameters and READ NOTES ON TINS AND INCLUDED MITER REFERENCE PAGE I411-7473 rev. 10'08 BEFORE USE. - &gir Design valid for use only with MiTek connectors. This design 5 based only upon parameters shown, and is for an individual building component. .. Appliceblity of design param enters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown MiTek. B for lateral support of individual web members only. A dditional temporary bracing to insure stability during construction' the responsibility of the IVliTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding , fabrication, quality control. storage, delivery, erection and bracing. consult ANSI /TPI1 quality Criteria, DSB -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 FLOOR 2 R32094277 8101121 -FT2 FT -2GE GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7.240 8 Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:11:06 2010 Page 1 I D:C BBP 1 cZPY7tgQyA5ohdS2SykEu3 -C BBP1 cZPY7tgOyA5ohdS2SvsM68u 1 edHObmxKOykEu3 Scale • 1:29,8 344 11 344 11 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 11 1 i ki NI r 1IItIII ■ 1-1 Iz.z.�...vz�... `14_._._,w10, �24._wipz , „2 �� 41..:. �..... �r�� :._..140._0��`.._��w,r .1.2.wrz iwez �_v_wt.mzi . :,�zw,11, 0t. 29 28 27 26 25 24 23 22 21 20 19 18 17 16 344 11 3•6 = 7 -1-0 1-4-0 2.80 400 5-4-0 8-5.0 e�6q 7-9-0 ... 9-4-0 10-8-0 12-0-0 1340 148-0 160-0 17-4-0 1-40 I 1-40 I 1-M I 14-0 I 1 -1-0 dad 1 0-8 0 . 1-4-0 I 1-4-0 I 1-4-0 t 14. I 1-4-0 I 1-4-0 I 1-4-0 137:56)44) I out Plate Offsets (X.Y): (1:Edge.0- 1- 81.129:Edae.0 -1 -81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) n/a - n/a 999 MT20 185/148 TCDL 10.0 Lumber Increase 1.00 BC 0.02 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB .0.03 Horz(TL) 0.00 16 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (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 lb or less at joint(s) 29, 16, 28, 27, 26, 25, 24, 23, 22, 21, 20, 19, 18, 17 FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or Tess 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 (Le. 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 3-10-4 (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�� ,.AGI N O q ` ,p A0� OR R r. • ' 9CM S . - C \ \c" EXPIRATION DATE: 06/30/12 j August 25,2010 Ats c 1 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED IIIITEK REFERENCE PAGE I1III-7473 rev. 10'08 BEFORE USE. 4 r...1: w Design valid for use only with Mffek connectors. Thk design's based only upon parameters shown, and h for an individual budding component. Applicability of design param en ters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown T " 6 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction h rho responsbdlity 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 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 R32094278 8101121 -FT2 • FT -4 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 15:11:07 2010 Page 1 ID:gNInEya1 JR7h161HMO8hbgykEu2- gNInEya1 JR7h161HMO8hbgSwWHgmOoQcFWVsgykEu2 I 2-8-0 I 1 1 -11 -12 1 2141 -4 Scab • 1:30.2 344 11 4410 = 214 II 416 = 2x4 11 4x10 = 3a4 11 1 2 3 4 56 446 = 7 8 9 Ill II II 1—.11WILIp■•■-•�`II _. �- \ ►� ►�i Ate/ 14 13 12 11 Ih 446 = 4110 = 244 11 214 11 4410 = 418 = 1 8 -0-0 f 8 -11 -14 � 8-11 -124 1 18 I A -0.0 0.11 -14 f411 -t4 6-0.4 Plate Offsets (X.Y): [1:Edge.0 -1 -8]. [ 4:0- 1- 8,Edge1410- 1- 8.EQge]. [10:Edge.0 -1 -8], [11:0- 4- 12.Edge]. [12:0- 1- 8.0 -0 -0]. [13 :0-1- 8.Edgej.114:0- 4- 12.Edge]. [15:Edge.O-1 -8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.60 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 Ina YES WB 0.36 Horz(TL) 0.09 10 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (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 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 . .Q ` �D P R OFF ,� CG N , I N EF9 `r�0 9 6,':'E r i i i 9 � 2 4, M R S . I \NC" EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING Verify design parameters and READ NOTES ON T TIIS AND INCLUDED MIEN REFERENCE PAGE 1411.74 73 res. 10'08 BEFORE USE. 3 1 , Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not Truss designer. Bracing shown p "-^' o for lateral support of individual web members only. Additional Temporary bracing to insure stability during construction k the responsbillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the bulding designer. For general guidance regarding ra P 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 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 R32094279 B101121-FT2 FT -5 FLOOR 40 1 .lob Referenna (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:11:08 2010 Page 1 ID: 8aJ9RIbf417YfGKUw6f w7tykEul- 8aJ9RIbf417YfGKUw6fw7t 6bwfDVUIZrvF2PHykEu1 I I 2.6 -0 I 7 -8- 1 0-10-0 1 1 1-4 -6 1 8-4-0 I Scale "1:263 3x4 11 4410 = 244 II 444 = 2 II 4x,0 = 344 II 1 2 3 4 5 3186 = 8 7 8 - w w i1•1■11w■•■r■ w - _ ► , 7A-0 e O . „ 10 il■I IM 410 = h4 II 244 11 4410 = 08 = 458 = I 15-6-0 1 155-640 Plate Offsets (X.Y): (1:Edge.0 -1 -8). [4:0- 1- 8.Edge]. [5:0- 1- 8.Edge1. [9:Edge.0 -1 -81. [11:0- 1- 8.Edge], (12:0- 1- 8.EdgeL j14:Edge.0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 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.18Btr 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 -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=-1955/0,1-10=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 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\ 9 C r i / 67 : 0 : "E r 4 4 • p - �Gi;1 7 b 9<M R S x T \ \C. EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MTFT47.3 rev. 10-'08 BEFORE USE. 2 �' �K Design valid for use only with Mirek connectors. This design' based only upon parameters shown, and is for an individual building component. ; Applicability of design param enters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown pp k for lateral support of individual web members only. Additional temporary bracing to insure stabiity during construction's 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, 556 -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Skeet, Suite 312, 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 Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:11:09 2010 Page 1 ID:antYfecHr2 FPHQvgUpA9g5ykEu0- cmtYfecH2 FP HQvgUpA9g5X BiKzu Evcj4Z7bxjykEuO I 2.6 -0 1 1 0 -10-0 1 1 1-4 -0 1 Scale = 126 3 314 11 4110 = 2x411 414 = 214 0 4110 = 314 11 1 2 3 4 5 418 = 6 7 8 wow ∎ 1t I� V /I 1 Ii 411_ 1�1- � n 4110 = 214 11 214 11 4112 = 418 = 418 = I 15-8-Q 15-6 -0 Plate Offsets (X.Y1: [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 L/d 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/TPI2002 (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 0- 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 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. D ID R O 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 �13� FF , loads along bottom chord from 0 -0-0 to 4 -0-0 for 1410.0 plf. co ' —, 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. cs L NG ] N / 9 / Q2 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 y to be attached to walls at their outer ends or restrained by other means. 1 •• •. z . E r LOAD CASE(S) Standard � / A O • �q S. EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Vert'fy design parmndcrs and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 6III -74 rev. 10'08 BEFORE USE. V� ° f �'� Design valid for use only with MiTek connectors. Thb is based only upon parameters shown, and k for an individual building component. s �,.._ Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown p k for lateral support of individual web members onty. Additional temporary bracing to insure stability during construction is the responsbility of the " MiTek* erector. Additional permanent bracing of the overall structure 8 the responsibility of the building designer. For general guidance regarding o. fabrication. quality control, storage, delivery. erection and bracing, consult ANSI /TPI1 Qualify Criteria, DSB -69 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 Pty CENTEX - SUMMERCREEK BLD 10 FLOOR 2 R32094281 B101121 -FT2 FT -6 FLOOR 30 1 .Inb Referenrn Optional) Pro-Build Clackamas Truss, Cladkamas,OR 97015 -1129 7.240 5 Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:11:09 2010 Page 1 I D:antYfecHr2 FPHQvgUpA9g5ykEu0- anlYfecH2 FPHQvgUpA9g5X EJKzbExzj4Z ?bxjykEuo I 1 - - I I 1-4-0 I I 2-6 -0 I S84141:19.4 5x8 = 1 334 11 1 3 346 = 4 2x4 II 5 4x8 = 8344 11 'w— ■Pl —IIMM w •PIMIN w 911—=1 •_ ICI �� II '_ —A 111 zxau �/ 11 10 9 8 244 11 3x10 = 588 = 448 = 1 2.4 -0 I 3-0-0 I 38 -0 t 11 -8-0 2-4-0 0-6-0 0-6-0 a -0.0 Plate Offsets (X.Y): [1:Edge.0- 1x[2:0- 1- 8.Edgel. [3:0- 1- 8.Edge]. [5:0- 2- 10.Edgel. [7:Edge.0 - 1 -8j. [9:0- 1- 8.0 -0-0], [10:0- 1- 8.Edge]. [11:E ge.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 0.67 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 purlins, except BOT CHORD 4 X 2 DF No.1 &Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (lb /size) 11= 628/Mechanical, 7= 628/0 -4 -0 (min. 0-1 -8) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 1301/0, 3-4 =- 1816/0, 4 -5 =- 1816/0 BOT CHORD 10- 11= 0/ 1296, 9-10= 0/1301, 8 -9= 0/1304, 7 -8= 0/1261 WEBS 2- 10= 0/262, 2- 11=- 1444/0, 5 -7 =- 1357/0, 5-8= 0/599, 4 -8 =- 330/0, 3-8 =0/619 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members. . 3) Refer to girder(s) for truss to truss connections. 4) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1- 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. - LOAD CASE(S) Standard i° PR OF FS g t, N i 9 ` S A O 2 • .. a- ' ,/ v %o o - - . - �co 9 / -- 2\ ' ` 4 4 RS1\ NC' EXPIRATION DATE: 06/30/12 August 25,2010 c _ a ® WARHING - Verify design parameters and READ NOTES ON 77IIS AND INCLUDED MITER" REFERENCE PAGE MTI -7473 rev. 10'08 BEFORE USE. mIa Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. s - -- _ Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown p p is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regard POWIR TO 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 avalable 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 R32094282 B101121-FT2 FT -7 FLOOR 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 15:11:10 2010 Page 1 ID: 4yRws _cvcMNGvaUs1XhOClykEu7 -4yRws cvcMNGvaUs1XhOC14XajSFz00sIDk9T9ykEu7 1 2 -0 -0 I 1 1-11-8 1 Sub .117.8 4x6 = 1 3x4 II 2 3 3x4 = 4 2x4 11 5 446 = 6 344 II IT IMIIIIIMMII71, I I!I Itw irm ma. lit.,...... mil .....1 ...._____I _... 1 I / S 8 346 = 6...111 / Itall 448 = 448 = 1 10-8 -8 10.8 1 6- Plate Offsets (X.Y): [1:Edge.0 -1 -8]. (2:0- 2- 9.Edgej. [5:0 -1 -7 Edge]. [7:Edge.0.1 -8]. [8:0- 1- 12,Edge]. [1Q:Edge.0 -1 -8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.19 Vert(LL) -0.04 8 -9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.09 7 -8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code IBC2006/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 ANSI/TPI 1. 3) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard '\ ��Ep P R OF � c\ � LNG[['E 9s Y CC /9 :•.' 9 r .., 1 • y RS \C ' EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING . Verify design parameters and READ NOTES ON TTIIS AND INCLUDED MITER PAGE MI1-7473 rce. 10'08 BEFORE USE. Mill Design valid for use only with Mirek connectors. The design k based only upon parameters shown, and B for an individual budding component. - ll Applicability of design param enters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown p 66!! b 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 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/it'll 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 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 1 3 /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 (Drawings not to scale) 11 and f Apply pu lates embed to both sides teeth of truss 1. Additional stability bracing for truss system, e.g. diagonal or X- bracing, is always required. See BCSI. 0 _1 /TQ 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 bracing should be considered. _� 4 3. Never exceed The design loading shown and never p = O stack materials on inadequately braced trusses. p O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate designer, erection supervisor, property owner and III plates 0 'n from outside IL\Iiiii, v all other interested parties. edge of truss. C7 C6 C5 0 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each �. This symbol indicates the joint and embed fully. Knots and wane at joint required direction of slots in 8 7 6 5 locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. `Plate location details available in MiTek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED /LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT 9 Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non - structural consideration and is the 4 x 4 NUMBERS /LETTERS width measured dimension responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS indicated are minimum plating requirements. ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that P Indicated by symbol shown and /or ESR -1311, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95-43, 96 -31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84 -32, 96 -67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, it 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 MiTela All Rights Reserved approval of an engineer. reaction section indicates joint 17. Install and load vertically unless indicated otherwise. CD ® number where bearing s occur. 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. DSB -89: Design Standard for Bracing. rdI i ® and pictures) before use. Reviewing pictures alone l 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 t _ I 15-11-8 1 � �I,R � i / ��• - . W � \I $! j i • J iHii I u1 i P nI 01 I i I 1 , Alt 6163 INI , III 1 i lAili l' 1 4'4) ii-Mv4_17:11.1 ,1 ..r4- 11 f °IT ZI.Mtn. lel. ■� ' I H H I I I1 9 lhi:3Y?l !` �. ■ 1 111 I ' I•�� . . Nj IIII,, ( USE LUS24 HANGERS U.N.O. ,.. 12 -0-0 I 7 - 11-8 I 15-11-0 I 4-11-8 I 10-11-8 I 15-11-0 14 -„-8 I 10- 11-8 I eo n ** Elite' ate \ C�� 0 $4.I� &ca d. 1 0 0 1121 Centex 58 V -BLOCK 0 MUS -26 V o NplECK1111 Summercreek Townhomes Building 10 58 S -BLOCK 15 HUS -26 TRUSSDIVISION Tigard, Oregon - : ., 2 150 H2.5A 0 HHUS -26 15877 SE 98th Ave Clackamas, OR 97015 6/12 PITCH w/ 12" OH ; 8/12 PITCH w/ 12" OH Q C 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 OD® E :. * 70.1 -: hA rusk POWCR To PERFORM.'° MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676 -1900 Re: B 101 121 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 832094251 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. <0 ok03 PR pFF Co � I N FF 4 Q 16890PE 9r 054 EXPIRATION/ A /30/12 August 25,2010 Tingey, Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI -1995 Sec. 2. Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 ROOF 8101121 A01 GABLE 2 1 R32094226 Job Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:09:29 2010 Page 1 ID:XXgkgROZOKtbH2 FSdpNic?ykEva- XXgkgROZOKfb42 FSdpNic ?0A50vSo1B74 ?mJQ WykEva 1 -0-0 1&60 39.0.0 466 -0 -0 -0 -0 1460 1 1460 '1 5z6 = Scale a 1:75 3 6.00 12 15 14 ii 1fi 13 17 12 1B 5x6 G 56 11 - 19 57 10 20 5x6 •7 g 21 •Y B 1� '! 22 .7 7 23 6 24 ill 25 4 111111111 5x12 = 55 54 53 52 51 50 49 48 47 48 45 44 4342 41 40 39 38 37 36 35 34 33 32 31 30 5z12 = 39-0-0 39-0-0 l Plate Offsets (X,Y): f2:0- 2- 2,Edgel, f9:0- 3- 0,0 -3-01, f21:0 -3 -0,0 -3-01, f28:0- 2- 2,Edgef ' LOADING (pst) TCLL 25.0 SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0.57 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, 1246, 11 - 47,10 - 48,16- 41,1740,18 - 39,19 - 38,20 -37: 2 x 4 DF No.1 &Btr G be installed during truss erection, in accordance with Stabilizer WEDGE Installationguide. Left: 2 X 6 SYP No.2, Right: 2 X 6 SYP No.2 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT REACTIONS All bearings 39-0-0. LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE (Ib) - Max Horz2=- 128(LC 8) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Uplift All uplift 100 Ib or less at joint(s) 44, 45, 46, 47, 48, 49, 50, 51, 52, 53, 54, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31 except 2=-2033(LC 18), 55=- 142(LC 23), 28=-2033(LC 25), 30=-141(LC 24) Max Gray All reactions 250 Ib or less at joint(s) 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 53, 54, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31 except 2= 2199(LC 15), 55= 306(LC 12), 28= 2199(LC 16), 30= 306(LC 13) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 4553/4414, 3-4=-3686/3632, 4 -5 =- 3368/3310, 5-6 =- 3044/3057, 6-7 =- 2729/2778, 7 -8 =- 2411/2496, 8-9=-2124/2230, 9 -10 =- 1803/1955, 10 -56 =- 1524/1668, 11- 56=- 1298/1438, 11 -12 =- 1232/1386, 12 -13 =- 935/1108, 13- 14=- 637/833, 14 -15 =- 344/520, 15 -16 =- 344/516, 16-17=-637/820, 17- 18=- 935/1086, 18 -19 =- 1232/1356, 19 -57 =- 1258/1406, 20 -57 =- 1524/1629, 20 -21 =- 1799/1901, 21- 22=- 2124/2175, 22 -23 =- 2411/2442, 23- 24=- 2713/2724, 24 -25 =- 3011/3002, 25 -26 =- 3314/3262, 26 -27 =- 3631/3583, 27 -28 =- 4498/4366 BOT CHORD 2 -55 =- 3870/4059, 54- 55=- 3192/3332, 53 -54 =- 2898/3092, 52 -53 =- 2658/2825, 51 -52= -2392/ 2559, 50 -51 =- 2125/ 2292, 49 -50 =- 1858/2025, 48 -49 =- 1594/1760, . P R OFF 43- 44=- 261/427, 41-42=-261/427, 261/427, 40 41 45-46=-794/960, 528/94, 39-40=-794/960, 0 \ 38 -39 = 1061/1227, C p NG E s s o 37- 38=- 1328/1494, 36 -37 =- 1594/1760, 35 -36 =- 1858/2025, 34 -35 =- 2125/2292, ,� �,t / 9 � 2 33 -34 =- 2392/2558, 32 -33-'- 2658/2825, 31 -32 =- 2898/3092, 30- 31=- 3192/3332, Q /CI* . 9 r 28 -30 =- 3846/4058 • NOTES // 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.0psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; / cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 / .p t7 '! •• ' 4� CA 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 is / ,r , Gable End Details as applicable, or consult qualified building designer as per ANSI/IPI 1 -2002. -91 A- /1. Q •.• `L � �li 3) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 ,V/ FR S `\N 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. Continued on page 2 ( EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Veri fij design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MJI- 7473 rev. 10'08 BEFORE USE. F Design valid for use only with Mira connectors. This design k based only upon parameters shown, and is for an individual building component. - 1 ® { Applicability of design param enters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown 'r ''t- k for lateral support of individual web members only. Additionol temporary bracing to insure stability during construction is the responsibillity of the MiTek` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, 006 -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 ROOF R32094226 8101121 A01 GABLE 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackames,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:09:31 2010 Page 2 ID: Uvy V47QpwxvJWM PrkEQAiQykEvY- UvyV47QpwxvJWMPrkEQAiQTWbpbwG tgIXJFQ 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 psf bottom chord live load nonconcurrent with any other live loads. 10) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 44, 45, 46, 47, 48, 49, 50, 51, 52, 53, 54, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31 except (jt =lb) 2 =2033, 55 =142, 28 =2033, 30 =141. 13) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) This truss has been designed for a total drag load of 200 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0 -0-0 to 39-0 -0 for 200.0 plf. 15) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIIEKREFERENCE PAGE M 1.7473 rev. 10 -'08 BEFORE USE. 1 Design valid for use only with MOek connectors. Tht design is based only upon parameters shown, and is for an individual building component. ,•••••-. Applicability of design param enters and proper incorporation of component k responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek* erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication, quality control. storage. delivery, erection and bracing. consult ANSI /TP11 Quality Criteria, DSB -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 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:y6WIITQRhF1A8W 1IxxPEeykEvX- y6WtITQRhF1A8W 1bc(PEeOcfDss ?ynRmz ?zlrykEvX -1 -0.0 6 -10-4 I 13-2-2 I 146-0 1 25.9-14 1 32 -1 -12 1 39.0-0 4160 -0� 4 -0.0 6 -10-4 6 -3 -14 6 -3-14 6-3 -14 6 -3-14 6 -10-4 5 0-0 Seale • 1:74.7 5x6 = • 600 ? 6 3x4 3x 3x6 G 5 23 24 3x6 J 8 1 1 / 1''‘ fy 2x4 x4 // 9 2 2 i / 10 ill :- 1 a ~� :.: C1 I g � 16 17 18 15 19 f 20 13 27 22 12 5 5,02 = x I2 = 344 = 4x4 = 5412 MT209 = 444 = 3.1 = 8 -1 -7 1 15.48 1 23-3-8 I 30-10-9 { 340-0 41 -7 7 -7 -1 7-7-1 7 -7 -1 8 -1-7 Plate Offsets (X,Y): 12:0- 2- 2,Edge1. 110:0- 2- 2,Edge1,113:0- 1- 8,0 -1 -12L 115:0- 1 -8,0 -1 -121 LOADING (psf) 5.0 2 SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d 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 Incr NO WB 0.71 Horz(TL) 0.20 10 n/a 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.18Btr G Installation guide. REACTIONS (Ib /size) 2= 2104/0 -5 -8 (min. 0 -2 -4), 10= 2104/0 -5-8 (min. 0-2 -4) Max Horz2=- 128(LC 8) Max Up1ift2=- 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. 11; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 2) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp 8; Fully Exp.; Ct =1.1 3) Unbalanced snow Toads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live Toads. 5) All plates are MT20 plates unless otherwise indicated. , P R Op 6) This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other live loads. S 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 � N0 .;�. S/ will fit between the bottom chord and any other members, with BCDL = 5.0psf. �� / 1...'.. 8) A plate rating reduction of 20% has been applied for the green lumber members. 16 • ,t 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =1b) 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 �• ORE -- 9 ►. c5 17 -6 -0, and 275 Ib down and 54 Ib up at 21 -6 -0 on bottom chord. The design /selection of such connection device(s) is the A 1‘6‘ 11.111110) / ,\ , responsibility of others. '9 �. r L �� 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). C /`C - + ' � \ Continued on page 2 ( EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Yerrf5l design param t K ors and READ NOTES ON THIS AND INCLUDED MITER' PAGE MI-7473 rev. 10.'08 BEFORE USE. ' L . �'' Design n valid for use only with MiTek connectors. The design 5 based only upon parameters shown, and 5 for an individual budding component. Applicability of design param enters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing show MiTek* o for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure 5 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 BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information evadable from Truss Plate Institute, 281 N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95810 Job Truss Truss Type Qty Ply CENTER( - 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 2 ID: y6WlITQRhF1A8W _11xxPEeykEvX- y6WtITQRhF1A8W 1IxxPEe0cfDss?ynRmi ?zlrykEvX • LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Inaease =1.15 Uniform Loads (pit) Vert: 2- 17 =10, 17-18=-50, 18- 19 =10, 19- 20 = -50, 20-21 = -10, 21- 22 = -50, 10- 22 = -10, 1- 6 = -70, 6- 11 = -70 Concentrated Loads (lb) Vert: 19=- 275(F) 20=- 275(F) • • • ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER' REFERENCE PAGE Mff-7473 OrP, 10'08 BEFORE USE. ey Design valid for use only with /Alibi( connectors. This design k based only upon parameters shown. and is for an individual bulding component. = :1g Applicablity of design param enters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown p� is for lateral support of individual web members only. Additional temporary bracing to insure stablily during construction is the responnbllity of the MiTek' erector. Additional permanent bracing of the overall structure 4 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 avalable 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 ROOF R32094228 6101121 A03 DBL. FINK 10 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:09:34 2010 Page 1 ID:u Uedj9Sh DsHtNg8Q PMAJ2ykEvV- uUedj9Sh DsHtNg8QPMztJ25y61 XJTsDkEH U45jykEvV -0.0 6-10-4 1 13-2-2 l 19-6-0 1 25-9-14 1 32 -1 -12 1 39.0.0 1 -1 4-6 -0 6-10-4 6 -3 -14 6 -3 -14 6 -3 -14 6 -3 -14 6.10-4 Scale-1142 5x6 = 6 it 6.00 FIT 3x4% 3x4 5 72 23 Y 3x6 i 3x6 2x4 \\ 4 6 244 0 3 V. 4.4 9 i 0 d 4x10 = 15 16 17 14 16 13 19 12 20 21 11 4x10 3x4 = 1x4 = 502 54720H = 444 = 3x4 = l 6 -1 -7 1 15-9-8 I 23-3-8 1 30-10-9 I 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,Edael 110:0- 0.7,Edge1,112:0- 1 -8,0 -1 -121, (14:0- 1 -8,0 -1 -121 LOADING (psf) 5.0 2 SPACING 2 -0-0 CSI DEFL in (loc) 1 /deft Ud PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0.87 Vert(LL) -0.55 12 -14 >846 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.85 Vert(TL) - 0.97 12 -14 >475 180 MT2OH 165/146 BCLL 0.0 Rep Stress Ina 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.18&Btr G be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 2=2106/0-5-8 (min. 0 -2-4), 10= 2017/0 -5 -8 (min. 0-2 -2) Max Horz 2= 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 0- 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 0- 354/1397, 7 -120-803/337, 7 -11= 198/525, 9 -11= 347/218 NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.0psf; h =25ft; Cat. II; Exp 8; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 2) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �-� PR OF 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 . �� G1 N 'SS- will fit between the bottom chord and any other members, with BCDL = 5.0psf. �'� ! Q 2 8) A plate rating reduction of 20% has been applied for the green lumber members. Cr 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =1b) „. - % j 9 ( 2 is designed This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIlTPI 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 Ib down and 54 Ib up at 21 -6 -0 on bottom chord. The design /selection of such connection device(s) is the • / N e responsibility of others. � ' /,.) 1 ' � 13) In the LOAD CASE(S) section, Toads applied to the face of the truss are noted as front (F) or back (B). B' MF R S . I \A Continued on page 2 [ EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED SIITEK REFERENCE PAGE 1611.7473 rco. 10'03 BEFORE USE- 1Op� t'l Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual budding component. 3 o Ali Applicability of design param enters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown pp n for lateral support of individual web members onty. 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 Quallly Crtterla, 008.89 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 R32094228 B101121 A03 DBL. FINK 10 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:09:34 2010 Page 2 ID: uUedj9ShDsHtNg8Q PMztJ2ykEvV- uUedj9ShDsHtNg8QPMztJ25y61 XJTsDkEHU45 ykEvV 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 N07ES ON THIS AND INCLUDED MIIEK RBFERENCB PAGE MII -7473 rev. 10.'08 BEFORE USE. 6 , Design valid for use only with MiTek connectors. Thy design is based only upon parameters shown, and is for an individual budding component. .74 - Applicabdity of design param en ters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown MiTek" c for lateral support of individual web members only. Additional temporary bracing to insure stobdity during construction B the responsbdlily of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding PoWlft ._ fabrication, quality control, storage, delivery, erection and bracing. consult ANSI /TP11 Qualify Criteria, 086.69 and SCSI Building Component 7777 Greenback Lane, Suite 108 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 R32094229 B101121 A04 GABLE 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:09:41 2010 Page 1 I D: BgZG BYX4Z 09ujuAm KKb W 5Xyk Ev0 -BgzG s YX4Z09ujuAm KKb W5X u Ear ?Oc89mrsgxrpyk Evo - 1 -0 - 1960 39-0.0 4 - 0 - 0 1960 I 19-6 -0 Scale • 1:75.3 5x6 = 600 17 15 Iii _ 21 5x6 6 �4�' 11111114 7 6 5 24 25 4 I .: 26 3' � =. 27 5x12 = 54 53 52 51 50 49 48 47 46 45 44 43 4241 40 39 38 37 36 35 34 33 32 31 30 29 5112 3x8 = 39-0.0 39-0-0 Plate Offsets (X,Y): 12:0- 2- 2,Edge1, 19:0- 3- 0,0 -3 -01, f21 :0- 3- 0,0- 3- 01,128:0- 2- 2,Edgel LOADING (psf) 0 SPACING 2 -0-0 CSI DEFL in (loc) I /dell Lid PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0.57 Vert(LL) -0.00 1 n/r 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.53 Vert(TL) 0.00 1 n/r 180 BCLL 0.0 • Rep Stress Incr NO WB 0.12 Horz(TL) 0.05 40 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Wind(LL) -0.00 1 n/r 90 Weight: 301 Ib FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3 -1 -2 oc purlins. BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 3 -3 -15 oc bracing. OTHERS 2 x 4 DF Std G *Except* WEBS 1 Row at midpt 15-42, 14 -43, 13-44, 16 -40, 17 -39 MiTek recommends that Stabilizers and required cross bracing 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 Horz2= 138(LC 23) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Uplift All uplift 100 Ib or less at joint(s) 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 53, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30 except 2=- 2032(LC 18), 54=- 142(LC 23), 28=-1987(LC 23), 29=-162(LC 24) Max Grav 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 =- 1 260/1394,11 -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 R OFF 4 2- 43=- 261 /412 ? 40 39. 40 /678/38 - 39 -38 =- 1061/1212, . tC1 E-6-,9 ` /0 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, / -� e •' E 28 -29 =- 3891/4043 WEBS 27- 29=- 259/157 L' NOTES � d► ' 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; O 4 •e cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 .p ' 1� • 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry 9� tit: R `- `� <</ Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. 2 /`C `` 3) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 R S 4) Unbalanced snow loads have been considered for this design. Continued on page 2 ( EXPIRATION DATE: 06/30/12 August 25,2010 �1:'ra.+.. :-.. n, •. r.. . ....'u..,'.r- -- .. . . -J ... -.`. _ ..' ..= - I. :"n �. .: '.: "t -:.-`t T n . ...., Jr 4� :_ - . . -. ,.: .. +,... .. .,- . -9 AP/ARMING - Vcr•(fg design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE b111.74 73 rev. 10 .''08 BEFORE USE. 4; ; � Design valid for use only with MiTek connectors. ihB design is based only upon parameters shown. and '6 for an individual binding component. L . ... Applicability of design param en ters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown p �1 ' �' a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibnlity 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, 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 ROOF R32094229 B101121 A04 GABLE 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:09:42 2010 Page 2 10: 117fOuYKKHIL21yt261ekykEvN- f17fOuYjKKHIL2Iyt261ekQ PpFLFLePv3WQVNGyk EvN 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 =1b) 2= 2032, 54 =142, 28 =1987, 29 =162. 13) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) This truss has been designed for a total drag load of 200 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 39-0 -0 for 200.0 plf. 15) "Fix heels only Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • ® WARNING . Verify design parameters and READ NOTES ON THIS AND INCL UDED 6TITEKRB MR {qy�r FERENCE PAGE -7473 rev. 10'08 BEFORE USE. ® Design valid for use only with Mira connectors. This design is based only upon parameters shown, and is for an individual bulding component. �-='- C9 Applicability of design paramenters 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 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. 055 -89 and SCSI 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, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 ROOF 6101121 B01 GABLE 2 1 R32094230 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- UBUwfxdUw92u3zC6EJD9u ?gQzgPXILzoSStpbvykEvH Y -0 -0 16.0-0 I l 18-0-0 3 1 -0 -0' Scale • 1:69.7 5x6 = 6 00 12 14 13 I... 15 12 SY6 G 5x6 19 2 11l l l i I fl III I I I iIIil 1 ) I 28 5912 = 50 49 48 47 46 45 44 43 42 41 40 39 38 37 38 35 34 33 32 31 30 29 28 5812 36-0-0 I 38-0-0 Plate Offsets (X,Y): 12:0- 2- 2,Edgel, 19:0- 3- 0,0 -3 -01, 119:0 -3-0,0 -3-01, 126:0- 2- 2,Edgel, 139:0 -3 -0,0 -3-01 TO DING (psf) 5,0 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 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 = 1O% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3 -2 -13 oc puffins. BOT CHORO 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 3 -6-8 oc bracing. OTHERS 2 x 4 DF Std G *Except* WEBS 1 Row at midpt 14 -39, 13-40, 15-38 MiTek recommends that Stabilizers and required cross bracing 14- 39 ,13- 40,12 - 41,11 - 42,10 - 43,15- 38,16- 37,17- 36,18 -35: 2 x 4 DF No.1 &Btr G be installed during truss erection, in accordance with Stabilizer WEDGE Installation guide. Left: 2 X 6 SYP No.2, Right: 2 X 6 SYP No.2 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT REACTIONS All bearings 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 Ib or less at joint(s) 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 38, 37, 36, 35, 34, 33, 32, 31, 30, 29 except 2=- 1882(LC 18), 50= 133(LC 23), 26=- 1885(LC 25), 28=- 133(LC 24) Max Gray All reactions 250 Ib or less at joint(s) 39, 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 38, 37, 36, 35, 34, 33, 32, 31, 30, 29 except 2= 2043(LC 15), 50= 287(LC 12), 26= 2043(LC 16), 28= 287(LC 13) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 4203/4077, 3-4=-3378/3331, 4 -5 =- 3059/3039, 5-6 =- 2737/2759, 6-7 =- 2422/2481, 7 -8 =- 2116/2203, 8-9=-1815/1921, 9 -10 =- 1511/1639, 10 -11 =- 1232/1366, 11 -12 =- 935/1089, 12 -13 =- 638/814, 13 -14 =- 345/502, 14 -15 =- 345/498, 15-16=-638/801, 16 -17 =- 935/1067, 17- 18=- 1232/1336, 18- 19=- 1511/1600, 19- 20=- 1815/1874, 20- 21=- 2116/2153, 21- 22=- 2413/2430, 22 -23 =- 2712/2708, 23 -24 =- 3009/2995, 24-25=-3327/3287, 25-26=-4152/4032 BOT CHORD 2 -50 =- 3571/3749, 49- 50=- 2927/3055, 48- 49=- 2633/2815, 47 -48 =- 2393/2549, 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, 9,.. P R PFF 33- 34 =- 1593/17496 2-33 - 1860/2015, 31 2 =- 2127/2282, 30 -31 -2 93/2549, � Co 9 E N GIN E - � 29- 30=- 2633/2815, 28- 29=- 2927/3055, 26 -28 =- 3550/3749 ,� 2 NOTES f�'�P • yr 1) Wind: ASCE 7 -05; 100mph; TCOL=4.2psf; BCDL= 3.Opsf; h =25ff; Cat. fl; 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 a 4 Y Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. A ORE 3) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 A fi x. 4) Unbalanced snow loads have been considered for this design. '97,1- 4 //: / ' fck '' "/ 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 ' R \` non - concurrent with other live loads. S . 6) All plates are 2x4 MT20 unless otherwise indicated. C7 bottom chord bearing. EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verifj design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE 1411.7473 rev. 10'09 BEFORE USE. ..1 Design valid for use only with MiTek connectors. This design 6 based only upon parameters shown. and 6 for an individual building component. Applicability of design param enters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown p " 6 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction's the responsibillity of the Mi lek• 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 /7P11 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 (Hy Ply CENTEX - SUMMERCREEK BLD 10 ROOF R32094230 B101121 B01 GABLE 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 2515:09:49 2010 Page 2 I D:yN2IsHe6hTAlh7nloOkO0 DykEvG -y N2IsHe6hTAlh7nloOkOO DDbj4lm UoDxg6dM7Myk EvG 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 NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE 1211-74 71 rev. 10'08 BEFORE USE. =Ma ' Design valid for use only with MiTek connectors. This design k based ononly F upon parameters shown, and S for an individual budding component. nr a C7 Applicability of design param enters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown g IF] k for lateral support of individual web members only. Additional temporary bracing to insure stability during construction' the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the budding designer. For general guidance regarding POW.II ro 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. Atexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 ROOF R32094231 B101121 B02 DBL. FINK 14 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:09:50 2010 Page 1 ID: OZbg4dekSnIcIHMULjFdzQykEvF- QZbg4dekSnIcIHMULjFdzQmlbT1 kD8d5vmMwfoykEvF 1 -0 -0 6 -4-4 I 12 -2 -2 I 160.0 I 23-9-14 I 20.7 -12 I 36-0-0 �7 -0.0) -0.0 6-4-4 5-9 -14 5 -9 -14 5 -9 -14 5-9 -14 6-4 -4 1 -0.0 Scale • 1.69.2 5x6 = 600 I? 6 o 374 1.-- 378G 3x4 5 7 378 4 0 ' /.: 9 a 274 \\ 274 // 3 9 2 Alliggllgk billikik 10 a d 16 17 16 15 19 14 20 13 21 22 12 4 4x12 402 = 374 = 474 = 5712 M12011 = 474 = 374 = I 7.8-4 I 14-61 I 21 -5-15 I 25-5-12 I 36-0-0 7.6-4 6 -11 -14 6 -11 -14 6 -11 -14 7-6-4 Plate Offsets (X,Y): f2 :0- 0= 10,Edge1,110:0- 0- 10,Edge), (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 (loc) I /deft Lid PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0.97 Vert(LL) -0.43 13 -15 >996 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.75 Vert(TL) -0.76 13-15 >563 180 MT2OH 165/146 BCLL 0.0 • Rep Stress Incr NO WB 0.56 Horz(TL) 0.17 10 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight: 178 Ib FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 9 -1 -8 oc bracing. WEBS 2 x 4 DF No.18Btr 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= 3.0psf; h =25ft; Cat. II; Exp 8; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 2) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. any �� PRO pe 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with an other live loads. F F 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 '� • I N F r will fit between the bottom chord and any other members, with BCDL = 5.Opsf. ,\ � (L F ig - . 8) A plate rating reduction of 20% has been applied for the green lumber members. C V 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =lb) /! / 6 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. r / 12) Hanger(s) or other connection device(s) shall be provided suffident to support concentrated load(s) 275 Ib down and 54 Ib up at l'1 M 16 -0 -0, and 275 Ib down and 54 Ib up at 20 -0 -0 on bottom chord. The design /selection of such connection device(s) is the A • 0" %G0'■ , , responsibility of others. 9 2\ • , 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). B t� M FR s . -� \ N Continued on page 2 EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE hIII-7473 rev. 10-'08 BEFORE USE. �� 4 Design valid for use only with MiTek connectors. This design B based only upon parameters shown. and b for an individual building component. .a " a'` Applicability of design param enters and proper incorporation of component is responsiblity of budding designer - not Truss designer. Bracing shown M ir .' 'd^ b for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 5 the responsibility of the 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, 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- SUMMERCREEKBLO10ROOF R32094231 B101121 B02 DBL. FINK 14 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:09:50 2010 Page 2 I D: QZbg4dekSnIcIHMULjFdzQykEvF- QZbg4dekSnIGHMULjFdzQmfbT1 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) • ® WARNING - Verify design parameters and READ NOTES ON MS AND INCLUDED MITER - REFERENCE PAGE GII-7473 res. 10'08 BEFORE USE. _S ° � - , Design valid for use only with MiTek connectors. The design is based only upon parameters shown, and a 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 B for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibllity of the MiTek- erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding POWl. To PlAFONAC 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. Suite312. Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Pty CENTEX - SUMMERCREEK BLD 10 ROOF 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, Inc. Wed Aug 2515:09:57 2010 Page 1 l ID: jvXKY jvXKYOk7owAceMOgGhuGlvYztlUdMQB7WMZoPuykEv8 18-0-0 '1 -0 -0 160-0 1 16-0-0 37.p0. 160-0 1 -0-0 Scala , 1:69.7 5x6 = 6 00 12 14 13 1 .: 1 15 12 21 - 16 5x5 G 11 7 10 - _ 18 5x6 g - 19 8 a ' � 20 a - 1.1111111 21 6 22 5 23 4 N 2 � 3! I _ - 25 26 i ll 5112 = 5x12 r. 50 49 48 47 48 45 44 43 42 41 40 39 38 37 38 35 34 33 32 31 30 29 28 1 360-0 36-0-0 Plate Offsets (X,Y): 12:0- 2- 2,Edgel, 19:0 -3-0,0 -3-01, 119:0 -3 -0,0 -3-01, 126:0- 2- 2,Edoe), f39:0- 3- 0,0 -3-01 LOADING (psf) TCLL 25.0 SPACING 2 -0-0 CSI DEFL in (loc) I /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 ilk 180 BCLL 0.0 • Rep Stress lncr NO WB 0.12 Horz(TL) 0.04 38 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Wind(LL) 0.00 27 n/r 90 Weight: 266 Ib FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3 -2 -13 oc purlins. BOT CHORD 2 x 4 DF No.18Btr 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.18Btr 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 Ib or less at joint(s) 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 38, 37, 36, 35, 34, 33, 32, 31, 30, 29 except 2=- 1882(LC 18), 50 - 133(LC 23), 26=-1885(LC 25), 28=-133(LC 24) Max Gray All reactions 250 Ib or less at joint(s) 39, 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 38, 37, 36, 35, 34, 33, 32, 31, 30, 29 except 2= 2043(LC 15), 50= 287(LC 12), 26= 2043(LC 16), 28= 287(LC 13) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 4203/4077, 3-4=-3378/3331, 4 -5 =- 3059/3039, 5 -6 =- 2737/2759, 6-7 =- 2422/2481, 7 -8 =- 2116/2203, 8-9=-1815/1921, 9 -10 =- 1511/1639, 10 -11 =- 1232/1366, 11 -12 =- 935/1089, 12 -13 =- 638/814, 13 -14 =- 345/502, 14 -15 =- 345/498, 15-16=-638/801, 16 -17 =- 935/1067, 17- 18=- 1232/1336, 18 -19 =- 1511/1600, 19 -20 =- 1815/1874, 20 -21 =- 2116/2153, 21 -22 =- 2413/2430, 22- 23=- 2712/2708, 23 -24 =- 3009/2995, 24-25=-3327/3287, 25-26=-4152/4032 BOT CHORD 2 -50 =- 3571/3749, 49 -50 =- 2927/3055, 48 -49 =- 2633/2815, 47- 48=- 2393/2549, 46- 47=- 2127/2282, 45 -46 =- 1860/2015, 44 -45 =- 1593/1749, 43 -44 =- 1326/1482, 42 -43 =- 1059/1215, 41 -42 =- 793/948, 40 -41 =- 526/682, 39 -40 =- 259/415, 38- 39=- 259/415, � PR OFF 37 -38 =- 526/682, 36- 37=- 793/948, 35- 36=- 1059/1215, 34 -35 =- 1326/1482, �� (NE ` s s s 33- 34=- 1593/1749, 32- 33=- 1860/2015, 31- 32=- 2127/2282, 30- 31=- 2393/2549, 0\. N F 29- 30=- 2633 /2815, 28 -29 =- 2927/3055, 26 -28 =- 3550/3749 � C? �' 9 9 Ct. NOTES 6 %e E � , 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 Toads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry c J , Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. • 0-7/G40.4 � 3) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 A -„ / ,� , .. • 4) Unbalanced snow loads have been considered for this design. -V/ g - 2 �� 5) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs MLCR S T \ 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 WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MIMIC REFERENCE PAGE MrI -74T3 res. 10'03 BEFORE USE. lA Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and k for an individual building component. f8gi Applicability of design "paramenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown p "- is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction k the responsbl Mi lity of the Tek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery. erection and bracing. consult ANSI /TPII Quality Criteria, 0513-89 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 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- jvXKYOk7owAceMOgGhuGlvYzi 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.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 MTI -7473 r-ee. I0 -'O8 BEFORE USE. Design valid for use only with MiTek connectors. Thk design B based only upon parameters shown. and B for an individual building component. .fi $ I ' Applicability ul ily of design para enters and proper Incorporation of component is responsiblity of bding designer - not Truss designer. Bracing shown p is for lateral support of individual web members only. Additional temporary bracing to insure stablily during construction is the responsibility of the MiTek' erector. Additional permanent bracing or 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 /TPII Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information avalable 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 ROOF R32094233 B101121 C01 GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clac kamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:00 2010 Page 1 I D:7UC SA2m? 5rZBVp7PxgRzNXykEv5- 7UCSA2m ?5rZBVp7PxgRzNXAa2VcoZmQZC KnSODykEv5 1 -0-0 16-0-0 34-0 -0 -0 -0 16.0.0 I 18-0-0 4x4 = Scale =1,71.0 6.00 lir 15 14 I6 13 17 3x6 "r% 11 12 16 3x6 19 10 9 �`. ,2.� 20 21 6 22 7 7 23 6 24 5 25 4 - M 2 3 I I 27 Y� . _i_L 1 � 26 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 346 = 3x6 = I 34-00 I 34-0-0 Plate Offsets (X,Y): 110:0- 2- 1,Edge), 120:0- 2- 1,Edge) LOADING (psf) 5,0 0 SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0.14 Vert(LL) -0.01 1 n/r 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.06 Vert(TL) -0.01 1 n/r 180 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.01 28 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Wind(LL) 0.00 1 n/r 90 Weight: 256 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 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 Harz 53=- 122(LC 8) Max Uplift All uplift 100 Ib or Tess 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 2501b or Tess 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 Tess except when shown. TOP CHORD 11 -12 =- 31/275, 12 -13 =- 32/303, 13 -14 =- 33/337, 14 -15 =- 37/356, 15 -16 =- 37/360, 16.17 =- 32/350, 17 -18 =- 31/325, 18 -19 =- 31/305, 19- 20= 0/286, 20- 21=- 21/283, 21 -22 =- 21/266 WEBS 15-40= -274/0 NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.0psf; h =25ft; Cat. 11; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 2) Truss designed for wind Toads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. 3) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct =1.1 4) Unbalanced snow Toads have been considered for this design. (�Q`�� PR 5) 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 non - concurrent with other live loads. 5 N N �i c � 6) All plates are 2x4 MT20 unless otherwise indicated. (V , 7) Gable requires continuous bottom chord bearing. CC J: , i P 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 Toads. 10) • 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. • i' 11) A plate rating reduction of 20% has been applied for the green lumber members. � 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, -0/ 7 6 '4 ' 6 . 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 G. 13) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/IP! 1. MF S . '(\ 14) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ( EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify datign parameter-3 and READ NOTES ON THIS AND INCLUDED MIMIC REFERENCE PAGE LIII -7473 rev. 10'08 BEFORE USE. .a....: �'' Design valid for use only with MiTek connectors. This design a based only upon parameters shown. and is for an individual building component. Applicability of design porom enters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown p ?•' - is for lateral support of individual web members only. Additional temporary bracing to insure stabBily 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, 058 -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 28 1 N. Lee Street. Suite 312. Alexandria, VA 223 Citrus Heights CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 ROOF R32094234 8101121 CO2 DBL. FINK 5 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:01 2010 Page 1 ID:bhm gNOnds9h27zicVXyCvlykEv4bhmgNOnds9h27zicVXyCvljZPvjul6KiR _X ?YfykEv4 1 1 - - 4-4 -3 I 10-2 -2 I 160-0 I 21 -614 1 27-7-13 I 34-0-0 Y - 0 - 4.4.3 5- 614 5-9-14 5-9 -14 5-9-14 6 -4-3 Scale• 1:68.2 4x6 = 6.00 12 6 24 3x i 3'8 23 3x1 7 303 4 5 8 I 3.6 2x1 // 3 9 2x4 II 2 0-P Af AAYi illiria 10 • 15 17 14 96 19 13 X112 21 22 11 18 5x10 3x8 = 3x4 = 114 = 50-12 917206 = 4x4 = 30 = 5 1 12 - I 19-5 -15 I 265-13 l 34-0-0 5-6-3 6 -11 -14 8-11 -14 6 -11 -14 7-6-3 Plate Offsets (X,Y): [3:0 -2- 12,0 -1- 81,16:0 -3- 0,0-1- 41,110:0- 1- 15,Edael,(12:0 -1- 8,0-1- 12,(14:0 -1- 8,0.1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /defl Ltd 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 Incr NO WB 0.62 Horz(TL) 0.13 10 n/a n/a BCLL 0.0 Code IBC2006/TP12002 (Matrix) Weight: 178 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 -6-11 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 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 (lb /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, 5-23=-2552/583, 6-23 =- 2441/600, 6- 24=- 2590/644, 7 -24= 2741/637, 7 -8= 3106/759, 8-9=-3290/757, 9.10 =- 3453/715 BOT CHORD 15 -16 =- 484/2111, 15 -17 =- 435/2303, 17 -18 =- 435/2303, 14 -18 =- 435/2303, 14- 19=- 252/1893, 13- 19=- 252/1893, 13 -20 =- 252/1893, 12 -20 =- 252/1893, 12 -21 =- 394/2575,21 -22 =- 394/2575,11 -22 =- 394/2575,10 -11 =- 564/2976 WEBS 3-15= 0/263, 5-15=-279/36, 5-14 =406/253, 6-14 =- 259/874, 6-12 =- 342/1410, 7 -12= 753/307, 7 -11 =- 185/477, 9-11= 318/202, 3-16=-2663/481 NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.Opsf; h =25ft; Cat. II; Exp 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 ( - ID R OFF non - concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. �. . - (N E ' - ' 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ;I. 9 2 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide <<y '9 will fit between the bottom chord and any other members, with BCDL = 5.Opsf. Ct. / / 6 %/" i ' E r g 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. i• 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =lb) f/ 10= 384, 16 =423. 0 ) 11) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. • J ' 0' "GO N� - k 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 9 F , Q „ 21 * ? 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 275 Ib down and 54 Ib up at �/� _ 15 -0 -0, and 275 Ib down and 54 Ib up at 19 -0 -0 on bottom chord. The design /selection of such connection device(s) is the F s. 1\ responsibility of others. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Continued on page 2 ( EXPIRATION DATE: 06/30/12 August 25,2010 ® {YARNING • Verify design parameters and READ NOTES ON 7NIS AND INCLUDED MITER REFERENCE PAGE MII-T4T3 rev. 10'08 BEFORE USE. Cal= s Design valid for use only with MiTek connectors. This design 6 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 p is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding f abrication, quality control, storage, delivery, erection and bracing. consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 ROOF 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 2 ID: bhmgNOnds9h27zicVXyCvlykEv4- bhmgNOnds9h27zicVXyCyljZPvjul6KiR X ?YfykEv4 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) A WARMING - Verify design parnmetcrs and READ NOTES ON THIS AND INCLUDED AIITEK REFERENCE PAGE AIII.7473 rev. 10 -'08 BEFORE USE. : .: R Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual budding component. 'Y9- 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 responsiblltty of the IVIiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding POWER TO as.r fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 quality Criteria, 12S9 -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Instilute, 261 N. Lee Street, Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 ROOF R32094235 8101121 CO3 DBL. FINK 4 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:02 2010 Page 1 ID: 3tKDbjoGdTpvk7Ho2FTRSyykEv3- 3tKDbjoGdTpvk7Ho2FTRSyFkCJ341ZbsgeGZ46ykEv3 } 1 -001 4 -4-3 1 10.2 -2 1 16.0.0 1 21 -9.14 1 27 -7 -13 1 34-0-0 35.0.0 1 -00 4 -4-3 5-9 -14 5-9 -14 5 -9 -14 5-9-14 6-4 -3 1 -0-0 Scale • 1:68.7 486 = 6 25 60 1Ti 384 i 24 384 5 7 26 388 388 C I 8 4� 4 9 386 4 281 I/ 3 6 284 II ••� 0 1 71 ' ille 2 18 18 15 19 20 14 21 13 22 23 12 17 5810 7. 388 = 384 7-7 384 = 5812 61720H = 4x4 = 384 = 1 543 -3 1 12 -6.1 1 19515 1 26 -5-13 I 34-0-0 1 5-6 -3 8 -11 -14 6 -11-14 6 -11 -14 7.8 -3 Plate Offsets (X,Y): 13:0 -2- 12,0.1- 81,16:0- 3- 0, 0- 1- 41,f10:0- 1- 15,Edgej,113:0 -1- 8,0-1- 121,115:0.1- 8,0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.86 Vert(LL) - 0.36 13-15 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.97 Vert(TL) - 0.62 13-15 >650 180 MT2OH 165/146 TCDL 10.0 Rep Stress Incr NO WB 0.62 Horz(TL) 0.13 10 n/a n/a BCLL 0.0 Code IBC2006ITP12002 (Matrix) Weight: 180 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 -6-14 oc puriins, 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 9 -1 -5 oc bracing. WEBS 1 Row at midpt 3-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 10= 1869/0 -5-8 (min. 0-2-0), 17= 1861/0 -5 -8 (min. 0-2 -0) Max Horz 17=- 130(LC 8) Max Upliftl0=- 440(LC 8), 17=- 423(LC 7) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3 -4 =- 2518/572, 4 -5 =- 2353/584, 5-24=-2549/582, 6-24 =- 2438/600, 6 -25 =- 2586/641, 7 -25= 2737/634,7 -26 =- 3108/747,8 -26 =- 3109/745,8 -9 =- 3274/727,9 -10 =- 3438/703 BOT CHORD 16 -17 =- 474/2109, 16 -18 =- 425/2301, 18 -19 =- 425/2301, 15- 19=- 425/2301, 15-20=-242/1891, 14-20=-242/1891, 14-21=-242/1891, 13-21=-242/1891, 13 -22 =- 383/2569, 22 -23 =- 383/2569, 12 -23 =- 383/2569, 10 -12 =- 528/2960 WEBS 3- 16= 0/263, 5 -16 =- 278/36, 5-15 =- 415/254, 6-15 =- 259/883, 6-13 =- 340/1408, 7- 13=- 749/304, 7- 12=- 174/462, 9-12=-312/198, 3-17=-2660/480 NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.Opsf; h =25ft; Cat. 11; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 2) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category 11; Exp 8; Fully Exp.; Ct =1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs ��D P R OF�c non - concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 5 NG( EF W,-1 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,\ / 9 2 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0-0 wide /� y will fit between the bottom chord and any other members, with BCDL = S.Opsf. /,.. {• E r 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb 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. ! 1 11) "Fix heels only" Member end fixity model was used in the analysis and design of this ORE !i • 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 275 Ib down and 54 Ib up at 9 Mt, R (` , 15 -0 -0, and 275 Ib down and 541b up at 19 -0 -0 on bottom chord. The design /selection of such connection device(s) is the �A \C? responsibility of others. MF/� S (\` 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 c ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED PETER REFERENCE PAGE DIIT-7473 rap. I0'08 BEFORE USE. 51_1' �' Design valid for use only with MTek connectors. This design h based only upon parameters shown, and is for an individual building component. - a Applicability of design paramenters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown 0.'.s ' is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsblllity 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 Cdteda. DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 ROOF R32094235 B101121 CO3 DBL. FINK 4 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:02 2010 Page 2 ID: 3tKDbjoGdTpvk7Ho2FTRSyykEv3- 3tKDbjoGdTpvk7Ho2FTRSyFkCJ341ZbsgeGZ46ykEv3 LOAD CASE(S) Standard 1) Snow: Lumber Inaease =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 parameter- and READ NOTES ON THIS AND INCLUDED BII7 PAGE 1411.74 rev. 10 -•08 BEFORE USE. • Design valid for use only with MiTek connectors. This design k based only upon parameters shown, and is for an individual building component. ° Applicabiity of design param enters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stablity during construction is the responsibility of the IVIi lek erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding POW.. , o fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, 058 -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA. 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 ROOF R32094236 8101121 C04 GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:05 2010 Page 1 ID: US? LDIg8w0BUbaONkN184bykEvO- US7LDIg8wOBUba0NkN184btQoWJzEOflMbVDhQykEvO ' -0-0 16.0-0 I 34-0 -0 1 -o-0 16-0-0 18 404 = 06. • 1:71.0 6 00 12 15 14 16 3 - 7 308 � 11 12 18 _ e, 19 10 11141 _:4 21 20 a 7 6 N 5 25 28 2, ._� 3I I I_ I Z/ 2. __ 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 308 306 = 34 -0-0 34-00 Plate Offsets (X,Y): 110:0- 2- 1,Edgel,120:0- 2- 1,Edge) LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.14 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 Ina YES WB 0.15 Horz(TL) 0.01 28 n/a n/a BCLL 0.0 • Code IBC2006/TP12002 BCDL 5.0 (Matrix) Wind(LL) 0.00 1 n/r 90 Weight: 2561b FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 x 4 DF No.1881r G end verticals. WEBS 2 x 4 DF Std G. BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. OTHERS 2 x 4 DF Std G WEBS 1 Row at midpt 15-40, 14-41, 16-39 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 34 -0-0. (Ib) - Max Horz53=-122(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 28, 41, 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 39, 38, 37, 36, • • 35, 34, 33, 32, 31, 30 except 53=- 120(LC 7), 29=- 117(LC 8) Max Gray All reactions 250 Ib or less at joint(s) 28, 53, 41, 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30 except 40= 282(LC 7), 29= 277(LC 1) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 11 -12 =- 31/275, 12 -13 =- 32/303, 13 -14 =- 33/337, 14 -15 =- 37/356, 15 -16 =- 37/360, 16.17 =- 32/350, 17 -18 =- 31/325, 18 -19 =- 31/305, 19- 20= 0/286, 20 -21 =- 21/283, 21 -22 =- 21/266 WEBS 15-40= -274/0 NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.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 PR 4) Unbalanced snow loads have been considered for this design. �� OF 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 �� N GI N E ts � / c \ non - concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. •r y 7) Gable requires continuous bottom chord bearing. fi t E • 8) Gable studs spaced at 1 -4 -0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live Toad 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 lire 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. A� ORE 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 28, 41, 43, 44, 45, 17 C A- F/14 , 13) This truss is designed in accordance with the 2006 International e Bulding Code section 1 and referenced standard ANSI/TPI 1. F/� /S.1\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 J August 25,2010 4 4 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREPERP.NCB PAGE 1411.74 rev. 10-D8 BEFORE USE. Design valid for use only with MIrek connectors. This design is based only upon parameters shown. and 6 for an Individual budding component. Applicabtity of design paramenters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during constructor 6 the responsb9ity of the MiTek' erector. Additional permanent bracing of tho overall structure is the responsibility of the budding designer. For general guidance regarding Fabrication. quality control, storage. delivery, erection and bracing, consult ANSI /TPI1 quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information wadable 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 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: yeZjR5rmhhJLDkaZH4YNcoykEv7- yeZjR5mlhhJLDkaZH4YNcoQb4weizVLRbFEmDtykEv7 -1A -0 + 4 -1 -10 I 7 -10-6 I 12 -0.0 I 110-0 1 1 -0 -0 4 -1 -10 3 -8-12 4 -1 -10 1 -0-0 Scab = 1:25.9 516 % 414 = 214 11 6 � 5 V 7 v 9 h4 II +5 M I a.ab ,2 2a4 11 3 PI ,A n5 14 16 9 i 2 • „ Y Y Y 1111116111111. !! of 9 1d. • 1 3a6 11 13 12 10 316 11 0-4 11 0-4 11 2x4 11 214 11 1 4-1-10 1 7-10-8 I 12 -0.0 1 4 -1 -10 '3-8-12 4 -1 -10 Plate Offsets (X,Y): 12: 0 ,0 -0- 41,14:0 -1- 11,0 -1- 121,16:0 -1- 9,0-1- 121,18:0 -3-0,0 -0-41 LOADING (psf) 5.0 2 SPACING 2 -0-0 'CSI DEFL in floc) I /deft Ud PLATES GRIP (Root 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 0.08 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.18Btr G 2 -0-0 oc purlins (6-0 -0 max.): 4 -6. OTHERS 2 x 4 DF Std G BOT CHORD Rigid ceiling diredly 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 Harz 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 Grav 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. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 2) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. 3) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1, Lu= 50 -0-0 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live Toads. 6) Provide adequate drainage to prevent water ponding. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2 -0 -0 oc. ��p PROtcFd' 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. � G E . 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 � ON ) F9 � � will fit between the bottom chord and any other members. C 11) A plate rating reduction of 20% has been applied for the green lumber members. ill • ;. f 9 � 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 8, 12, 13, 11 except (jt =1b) 10= 119. /, '' 13) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. � 14) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. CO 15) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. A A - 4 ,� LOAD CASE(S) Standard 9 % R 2 ' 1 < M F R s. N 0. . T \N i EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Ver (fij design parameters and READ NOTES ON THIS AND INCLUDED MI7£KRBFSRENCB PAGE M71 -7473 rev. 10 -'08 BEFORE USE. q 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 poramenters and proper Incorporation of component is responsibility of budding designer - not truss designer. Bracing shown pp 7 k for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 5 the responsibility of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the budding designer. For general guidance regarding fabrication. quality control. storage. delivery. erection and bracing, consult ANSI /1PI1 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 R32094238 8101121 002 COMMON 1 2 Job Reference (optional) Pro -Build Cladcamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:09 2010 Page 1 ID: MOFs37tfzchw4CJBzD54ERykEuy -M DFs37tfzchw4C J8zD54ER2108 WpAnYu H DTQpCykEuy -1 -0-0 6.0.0 12 -0-0 -11-.0.00 6.0 -0 1 6 -0-0 { I46 I Scale . 1.37.7 PI • 6 8. 00 ITT • 4 if 2 �111 III IIII III 111 11 ► 6 a 6 to 11 ►� 4 8 • 80026 80026 3a6 I I 1117528 60526 , • tr8O HUS26 1 6 -0-0 l 12 -0-0 1 6-0-0 6 -0-0 Plate Offsets (X,Y): f2:0- 1- 6,0- 2- 01,14:0 -1- 6,0-2- 0),15:0- 5- 0,0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1 /deft Lid 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 lncr NO WB 0.35 Horz(TL) 0.02 4 n/a n/a BCLL 0.0 • Code IBC2006/TPI2002 (Matrix) Weight: 105 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 -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 OF No.1 &Btr G REACTIONS (lb /size) 4= 5600/0 -5 -8 (min. 0- 2 -13), 2= 4208/0 -5-8 (min. 0-2 -1) Max Horz 2= 129(LC 6) Max Uplift4=- 1366(LC 8), 2=- 1000(LC 7) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or Tess 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 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=4.2pst 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 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 R . Qp 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� LNG) N , s /� 8) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a redangle 3 -6 -0 tall by 2 -0 -0 wide s. 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. tt - 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) f ; 4 =1366, 2 =1000. d iF 11) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSUfPI 1. / 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. i 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 .' err, r J 'r ,� 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. ' T� 14) Fill -41 all nail holes where hanger is in contact with lumber. . M 15) Hange or other connection device(s) shall be provided sufficient to support concentrated load(s)1530Ib down and 393 Ib up at C R S . 1 \ \ACI 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 4 1 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 8011.74 res. 10-'08 BEFORE USE. ®�' Design valid for use only with MiTek connectors. Tha design 8 based only upon parameters shown, end is for an individual building component. Applicability of design param enters and proper incorporation of component is responsibility of budding designer - not Truss designer. Bracing shown pp '6 for lateral support of individual web members only. Additional temporary bracing to insure stability dur8rg construction 6 the responsibility of the MiTekr erector. Additional permanent bracing of the overall structure 4 the responsibility of the budding designer. For general guidance regarding *_ fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Crlterla, D56 -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 R32094238 B101121 002 COMMON 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:09 2010 Page 2 I D:MDFs37tfzchw4C J8zD54 ERykEuy- MDFs37tfzchw4CJ8zD54ER2108WpAnYuHDTQpCykEuy LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 3 = -70, 3- 4 = -70, 2 -4 = -10 Concentrated Loads (lb) Vert: 4=-1530 2 = -105 5=-1433(B) 8=-1433(B) 9=-1433(B) 10=-1433(B) 11=-1433(B) • • • • ® WARNING Verify deign parameters and READ NOTES ON THIS AND INCLUDED MITER" REFERENCE PAGE MIJ 7473 rev. 10'08 BEFORE USE, a. Design valid for use only with MiTek connectors. This design rs based any upon parameters shown, and is for an individual budding component. z - Applicability of design param enters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown g r ' q ' B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction a the responsbdlity of the I MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information avaaoble from Truss Plate Institute, 281 N. Lee Street, Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 ROOF R32094239 B101121 E01 GABLE 2 1 Job Reference (optional) Pro -Build 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 Mv101VtC_LeykEux I -1 -0.0 1 5-5-12 1 10-11 -8 111 -11 -8 1 1 -0-0 5-5-12 5-5-12 1 -0 -0 4.4 = Soak =1:31.3 3 112 2f4 11 234 11 6.0-0 12 1 i 12 I I. Pla/1411 1111116111111h2.1.111 4 lr r r r `� s 234 11 6 h4 11 =; 4x6 11 2,14 11 436 11 1 5-5-12 1 10 -11 -8 1 5-5-12 5-5-12 Plate Offsets (X,Y): 12:0- 3- 0.0 -1- 41,14:0- 3- 0,0-1 -4) LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.36 Vert(LL) -0.02 2 -6 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 . BC 0.24 Vert(TL) -0.05 2 -6 >999 180 TCDL 10.0 Rep Stress 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.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins. BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Std G MiTek recommends that Stabilizers and required cross bracing OTHERS 2 x 4 DF Std G be installed during truss erection, in accordance with Stabilizer WEDGE Installation guide. Left: 2 x 4 DF Std, Right: 2 x 4 DF Std REACTIONS (lb /size) 2=506/0-5-8 (min. 0 -1 -8), 4= 506/0 -5-8 (min. 0 -1 -8) Max Horz2=- 113(LC 5) Max Uplift2=- 159(LC 7), 4=- 159(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or Tess except when shown. TOP CHORD 2- 11=- 491/102, 3-11= 353/110, 3-12= 353/110, 4 -12= 491/102 BOT CHORD 2- 6=- 12/294, 4 -6 =- 12/294 NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip 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 perANSI/TPI 1 -2002. 3) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct =1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live Toad of 16.0 psf or 2.00 times flat roof Toad of 25.0 psf on overhangs . non - concurrent with other live Toads. 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 Toads. • 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 P R Q/ce will fit between the bottom chord and any other members. G , z 9 dj 9) A plate rating reduction of 20% has been applied for the green lumber members. N 0 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt =1b) •4...-..:1 // � 2 =159, 4 =159. �`� l 11) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/7P! 1. / 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. /./ LOAD CASE(S) Standard M F R ' S . EXPIRATION DATE: 06/30/12 August 25,2010 ■ t ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIMIC MIMIC RBPERENCB PAGE FIIFT473 rev. 10.08 BEFORE USE. =AIMS . Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual budding component. Applicability of design param enters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown k for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbtlity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding ro fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 quality Criteria, 058 -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information evadable from Truss Plate Institute. 281 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 ROOF R32094240 B101121 E02 HOWE 2 2 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 8 Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:11 2010 Page 1 ID: JcNcUowVExdKVTX4e8YJsykEuw- JcNcUovvVExdKVTX4e8YJs7RlokGueXAAkXyXu4ykEuw 1 I 2 -11 -7 5 -5 -12 I 8-0-1 I 10.11 - I 11 -11 -6 2 -11 -7 2-6 -5 2.8 -5 2 -11 -7 1 -0 -0 446 11 Scab • 133.3 11 Boo 12 15 346 .' 14 a.6.. 2 ,41. �� "..A. mg 5 ..� 10 9 11 6 12 7 13 I�� ►� 1412 116526 3x8 11 6413= 116626 376 11 HU526 ► 8- 4412 116526 116526 2 -11 -7 I 5 -5-12 l 8-0-1 I 1011 -8 I 2 -11 -7 2.6 -5 26-5 2 -11 -7 Plate Offsets (X,Y): f 1- 2 1- 8 1,12:0 -2- 8,0-1- 81,14:0- 2- 8,o- 1- 81,f5:0 -1- 2,0-1- 81,18:0-4-0,0 -3-81 LOADING (psf) 5.0 2 SPACING 2 -0-0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0.22 Vert(LL) -0.04 7 -8 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.41 Vert(TL) -0.08 7 -8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.98 Horz(TL) 0.02 5 n/a n/a BCDL 5.0 Code IBC2006/TP12002 (Matrix) Weight: 121 Ib FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No,18Btr 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 DF Std G REACTIONS (Ib /size) 1= 4959/0 -5 -8 (min. 0 -2 -7), 5= 6525/0 -5-8 (min. 0-3-4) Max Horz1=- 119(LC 5) Max Uplift1=- 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; 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 4) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct =1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof Toad of 25.0 psf on overhangs ��p P R OFF sd' non - concurrent with other live loads. G 4 /9 , l 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. �� G J N 2 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. Q / _ c 9) A plate rating reduction of 20% has been applied for the green lumber members. ,.� +� �r 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =lb) / ' 1=1161, 5=3056. 11) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss, I A 0 - ,i •r ' 4' Cb cb 13) Use Simpson Strong -Tie HUS26 (14 -10d Girder, 4 -10d Truss) or equivalent spaced at 2 -0-0 oc max. starting at 1 -1 -4 from the left -.3 ' / -' end to 9 -1 -4 to connect truss(es) A03 (1 ply 2 X 4 DF) to back face of bottom chord. " (i ` L \ _ ' `� (j 14) Fill all nail holes where hanger is in contact with lumber. V/ - R S 1 \ \ 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 1 EXPIRATION DATE: 06/30/12 August 25,2010 A WARNING • Verify drsign parameters and READ NOTES ON THIS AND INCLUDED NITER' REFERENCE PAGE MTh 7473 rev. 70-'08 BEFORE USE. � s y CO= - A Design valid for use only with MiTek connectors. Thrs design k based only upon parameters shown. and k for an individual building component. �By Applicability of design paramenters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown d�' k� 6 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 6 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, DSB -99 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 ROOF R32094240 8101121 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- JcNcUovvVExdKVTX4e8YJs7RxxGueXAAkXyXu4ykEuw LOAD CASE(E) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 5 = -10, 1- 3 = -70, 3 -6 = -70 Concentrated Loads (lb) Vert: 5=-2120 9=- 1688( B) 10 =- 1688( B) 11=- 1688(B)12=- 1688(B)13=- 1688(B) • ® WARNING - Yerij design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.T473 rev. 10 -'08 BEFORE USE. .4_2 � ' Design valid for use only with MiTek connectors. This design B based only upon parameters shown. and for an individual budding component. =40 • Applicability of design paramenters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracig shown pq ' 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 budding designer. For general guidance regarding 1,71.14 +a P r.. fabrication, quality control, storage, delivery, erection and bracing. consult AN51 /TPI1 quality Criteria, D5B -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safely Inlormalion 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 F01 GABLE 4 1 R32094241 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 I D: nox? h8vXGX3Uxf2jeLfns3ykEuv- nox ?h8vXGX3Uxf2jeLfns3gcu Li VNDm KzBh4QVVykEuv -1 -0-0 I 1 -0-0 1.0 -0 1-0-0 Scab • 1:67 4x6 4 3 fi.00 0011/ 400 o r■■1■1111Prd a a 4 344 = I 1 -0-0 I 1 -0-0 Plate Offsets (X,Y): 13:0 -2- 13.0 -2 -121 LOADING (psf) 5.0 2 SPACING 2 -0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0.21 Vert(LL) -0.01 1 n/r 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.00 Vert(TL) -0.02 1 n/r 180 BCLL 0.0 • Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Wind(LL) 0.00 1 n/r 90 Weight: 5 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 1 -0-0 oc purlins, except BOT CHORD 2 x 4 DF No.1 &Btr G end verticals. WEBS 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 4 =- 99/1 -0.0 (min. 0 -1 -8), 2= 234/1 -0-0 (min. 0 -1 -8) Max Harz 2 =42(LC 5) Max Uplift4=- 197(LC 9), 2=- 145(LC 5) Max Grav4 =73(LC 5), 2= 373(LC 9) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.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 psi (flat roof snow); Category II; Exp 8; Fully Exp.; Ct =1.1 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2 -0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live toad 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. ��D PR 0E4-, 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 =1b) �\�'< N 6.- ,0 4his truss 2 =145. �9 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. Ct , ;r .1 • LOAD CASE(S) Standard A / Pr-AO { -o O . GO , ..,,c am' M R s.T\ EXPIRATION DATE: 06/30/12 j August 25,2010 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIRK REFERENCE PAGE 14H-7473 rev. 10 BEFORE USE. , °°" to =u 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 responsibdify of budding designer - not buss designer. Bracing shown p b for lateral support of individual web members only. Additional temporary bracing to insure stability during construction b the responsibility of the rvliTek, 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 /iril 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 8LD 10 ROOF R32094242 8101121 F02 MONO TRUSS 6 1 Job Reference (optional) Pro -Build Cladcamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:12 2010 Page 1 ID:nax7h8vXGX3Uxf2jeLfns3yk Euv- nox?h8vXGX3Uxf2jeLfns3geNLiSN DmKzBh4Q WykEuv -1 -0-o 1-0 -o 1 -0-0 1 -0-0 Scale .IA7 3 6.00 iZ r■-0-11M 4 3>r4 = 1-0-0 1 -0-0 LOADING (pet) SPACING 2-0-0 CSI DEFL in (loc) I /dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.11 Vert(LL) -0.00 2 >999 240 MT20 220/195 (Roof Snow =25.0) 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 n/a n/a BCLL 0.0 • Code IBC2006/TP12002 (Matrix) Weight: 5 Ib FT = 10 °h • 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 (Ib /size) 3 = -10 /Mechanical, 2= 152/0 -5-8 (min. 0 -1 -8), 4= 5/0 -5 -8 (min. 0 -1 -8) Max Horz2 =44(LC 5) Max Uplift3= -63(LC 9), 2= -85(LC 5) Max Gray 3 =14(LC 5), 2= 211(LC 9), 4 =14(LC 2) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or Tess except when shown. NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 2) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 3) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6-0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) This truss Is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ? O PR OFA. 5 NGIN o 1• :'�� 9 r i . � � A ORE '� MF \N EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify sign parameters and READ NOTES ON T7f1S AND INCLUDED MITER REFERENCE PAGE 1011 74 73 rev. 10'08 BEFORE USE. r . Design valid for use only with MiTek connectors. This designs based only upon parameters shown, and is for an individual budding component. Applicability of design pararn enters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown is for lateral support at individual web members only. Additional temporary bracing to insure stabdify during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the bolding designer. For general guidance regarding •o fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 quality Criteria, 056.89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information evalable from Truss Plate Institute. 281 14. Lee Street. Suite 312, Alexandria. VA 2231'4. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 ROOF R32094243 B101121 GO1 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 15:10:13 2010 Page 1 ID:F UNvUw91rBLZpdvC3A00HykEuu- F_ UNvUw91rBLZpdvC3A0OHCo511X6g8TCrReyzykEuu I -1.0.0 I 6 -a0 1 -o-0 6 -0-0 Scab = 1:24 8 4 2x4 600 12 2434 7 2 5 3 x 4 = 2x4 II 6-0-0 6 -0-0 LOADING (psf) 5 0 SPACING 2 -0-0 CSI DEFL in (loc) 1 /dell Ud PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0.18 Vert(LL) -0.01 1 n/r 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.08 Vert(TL) -0.01 1 n/r 180 BCLL 0.0 • Rep Stress Incr NO WB 0.06 Horz(TL) -0.00 4 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Wind(LL) -0.01 1 n/r 90 Weight: 21 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins. BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. OTHERS 2 x 4 DF Std G 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. 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) 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. 6 5, PR O FF S , 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. \<(-1 �NG EF .0 LOAD CASE(S) Standard cV 2"9 -E r FR S T \ c." EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design parameters and READ NOTES ON T HIS AND INCLUDED MITER REFERENCE PAGE ME T473 rev. 10-'08 BEFORE USE. ° � ° ]f e ." C] Design valid for use only with MiTek connectors. This design k based only upon parameters shown, and is for an individual building component. Applicability of design param enters and proper incorporation of component is responsibility of building designer - nol truss designer. Bracing shown pp n 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 ,op 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 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 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 ID:F UNvUw91rBLZpdvC3A00HykEuu- F_ UNvUw91r8LZpdvC3A0OHCk211b6g0TCrReyzykEuu 1 -0-0 6.0-0 Scale: 1/2 3 6.00 12 6 • 2 ►/ 1 4 IM 3r4 = 5 4212 45- 4 -2 -12 0- -1 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1 /dell Ud 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) Lumber Increase 1.15 BC 0.07 Vert(TL) -0.01 2 -5 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 • Code IBC2006/TPI2002 (Matrix) Weight: 19 Ib FT = 10% BCDL 5.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc puffins. BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 3= 184/Mechanical, 2= 306/0 -5-8 (min. 0 -1 -8), 5= 42/0 -5-8 (min. 0-1 -8) Max Horz2= 136(LC 7) Max Uplift3=- 105(LC 7), 2=- 106(LC 7) Max Grav3= 215(LC 2), 2= 314(LC 2), 5= 125(LC 4) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.0psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 2) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =1b) 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. P 17 OF�s 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. � E LOAD CASE(S) Standard 9 X17 • T M a, / 2 , M FR S . 1 \N EXPIRATION DATE: 06/30/12 August 25,2010 4 ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED DIITEK REFERENCE PAGE MII -7473 rev. 10'08 BEFORE USE. ®� � Design valid for use only with MiTek connectors. This design's based only upon parameters shown. and k for an individual building component. �} Applicablity of design param en ters 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 sfablity during construction k the responsibility of the rvriTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the budding designer. For general guidance regarding »• *" o r< fabrication. quality control. storage. delivery. erection and bracing. consult ANSI /TPI1 Qualify Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 ROOF 8101121 G03 GABLE 1 1 R32094245 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:14 2010 Page 1 ID:jB216gxno9JC BzC6lmhFxUykEut- jB216gxno9JC BzC61mh FxUIzt9Njr7GdQVABVPykEut -1-0-0 4 - I 1 -0 -0 1 4 -0 -0 I Scab • 1:18 4 3 6 51 ITT 6 3. 1 i 6 6 _ . . . . . . _ . . . . 3x4= S I 4 -0 -0 { 4 -0-0 LOADING (psf) TCLL 25.0 SPACING 2 -0-0 CSI DEFL in (lac) I /deft Ud 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 lb 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 (Ib /size) 2= 240/0 -5-8 (min. 0 -1 -8), 5= 18/0 -5-8 (min. 0 -1 -8), 3= 128/0 -5-8 (min. 0-1 -8) Max Horz 2= 101(LC 7) Max Uplift2= -85(LC 7), 3= -70(LC 7) Max Grav2= 242(LC 2), 5 =53(LC 4), 3= 143(LC 2) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 2) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp 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. 9• 0 PR LOAD CASE(S) Standard �� E ` z s- / 9 T, ' e \ < Ci � � & R • s . \ NC? 1 EXPIRATION DATE: 06/30/12 August 25,2010 .. ., ..- .- ,.,: ., ::., -T -•mot •. .- -.. -�.. -..,� . - ® WARNING - Verify design parameters NOTES eters and READ NOT ON THIS AND INCL UDED MITER w , REFERENCE PAGE MII -7473 rev. 10 BEFORE USE. > ` i �'� Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual budding component. Applicability of design param enters and proper incorporation 01 component is responsibility of budding designer - not truss designer. Bracing shown p -. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity or the IVIiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing. consult ANSI /TPI1 quality Criteria, DSB -69 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 R32094246 0101121 KO1 GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 2515:10:14 2010 Page 1 ID:jB216gxno9JC BzC6lmhFxUykEut- jB216gxno9JC BzC6lmhFxU1_n9Oar7G dQVABVPykEut 1 -1 -0-0 2 -0-0 1 -0-0 2 -0 -0 Scab: 1'"l' 3 116 bT yy 2 4 3a4 = 2-0-0 2 -0-0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (Ioc) 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 Incr NO WB 0.00 Horz(TL) , -0.00 3 n/a n/a BCLL 0.0 • Code IBC2006/ TP12002 (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.18Btr G TOP CHORD Structural wood sheathing directly applied or 2 -0-0 oc purlins. BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 3= 53/2 -0-0 (min. 0 -1 -8), 2= 168/2 -0-0 (min. 0 -1 -8), 4= 10/2 -0-0 (min. 0 -1 -8) Max Horz2 =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= 3.0psf; 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 (fiat roof snow); Category 11; Exp B; Fully Exp.; Ct =1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof Toad of 25.0 psf on overhangs • non - concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live Toads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6-0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 10) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) "Fix heels only Member end fixity model was used in the analysis and design of this truss. P R OFF LOAD CASE(S) Standard C NGINE. S /02 16 - 3 - / ORE i � � oi a F . ../2:\ • ( 41 0 R s. EXPIRATION DATE: 06/30/12 August 25,2010 4 ® WARNING Verify design parametera and READ NOTES ON THIS AND INCL UDED BIITBK REFERENCE PAGE 0011 -7473 rev. 10-'08 BEFORE USE. m � Design valid for use only with MTek connectors. This design is based only upon parameters shown, and B for an individual budding component. - Applicability of design paramenlers and proper incorporation of component Is responsibility of budding designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding Prnroa�.• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /1P11 Quality Criteria, 050 -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 Ply CENTEX - SUMMERCREEK BLD 10 ROOF R32094247 B101121 K02 MONO TRUSS 5 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:15 2010 Page 1 I D: BNc7KAyPZSS3o7m IJTC UUiykEus -BNc7 KAyPZSS3o7mIJTC UUi 19dYkuaaWmf9wlt rykEus -1-0 -0 I 2 -0.0 l 1 -0 -0 2 -0-0 Scab: 1'.i' 3 ii it ♦ I 6.00 12 10 • ' 2 g 1 344 = 4 I 2 -0.0 I 2-0-0 TCLL 25 LOADING (psf) O SPACING 2 -0 -0 CSI DEFL in (Ioc) I /deft Lid 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 Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a ' BCDL 5.0 Code IBC2006/TP12002 (Matrix) Weight: 7 Ib FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G • TOP CHORD Structural wood sheathing directly applied or 2 -0-0 oc 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 (lb /size) 2= 170/0 -5-8 (min. 0 -1 -8), 4= 10/0 -5-8 (min. 0 -1 -8), 3= 47/Mechanical Max Horz2 =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.Opsf; h =25ft; Cat. 11; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 r 2) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category 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 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. ' 6) • This truss has been designed for a live Toad of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib 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. nO PROFe LOAD CASE(S) Standard c �° N E-- SS, 1 A O .. GO;. '� cb 4 is 9 T vi g' N R S. 1 \ EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design paranlete,s and READ NOTES ON TIES AND INCLUDED MITER REFERENCE PAGE MTh 7473 res. 10'08 BEFORE USE. ..... � Design valid for use only with MiTek connectors. The design is based only upon parameters shown. and is for an individual building component. A. Applicabiity of design param enters and proper incorporation of component is responsibility of buiding designer - not truss designer. Bracing shown MiTek" a for lateral support of individual web members only. Additional temporary bracing to'insure stability during construction is the responsibility of the MiTek" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery. erection and bracing, consult ANSI /TPI1 Quality Criteria, 009 -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information wadable 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 R32094248 B101121 MO1 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 25 15:10:15 2010 Page 1 ID: BNc7KAyPZSS3o7m IJTC U Uiyk Eus- BNc7KAyPZSS3o7m IJTC U Ui I8bYkMaaumf9wl l rykEus -1 -0-0 2-11 -12 5-11 -8 8 -11 -8 1 -0-0 2-11 -12 2 -11 -12 1-0-0 S.I. c. 1:21.2 444 = 3 • r, e em 4 2 5 1 ► / 8 2.4 I I ►, ► � ►� 3.1= 3.1= 2 -11 -12 I 5 -11 -8 2 -11 -12 2 -11 -12 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 25.0 Plates 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 puffins. 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) 2= 306/0 -5-8 (min. 0 -1 -8), 4= 306/0 -5-8 (min. 0 -1 -8) Max Harz 2= -61(LC 5) Max Uplift2=- 114(LC 7), 4=- 114(LC 8) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.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 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 (Oat 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. OF6s 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. -CD NGI NE / LOAD CASE(S) Standard f:: ' i PE • Ct" • WI -o ORE ,e; lks FR s . \ EXPIRATION DATE: 06/30/12 August 25,2010 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITRE REFERENCE PAGE 141 -7473 rev. 10 -'08 BEFORE USE. r � } " 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 param enters and proper incorporation of component is responsibility of budding designer - not Truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stablify during construction is the responslbllity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the bulding designer. For general guidance regarding w +o fabrication, quality control. storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, 058.89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information 'available from Truss Plate Institute, 281 N. Lee Street, Suite312, Alexandria. VA 22314. Citrus Heights, CA, 95810 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 ROOF R32094249 8101121 MO2 COMMON 4 1 Job Reference (optional) Pro -Build Clackamas Truss, Clac kamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:16 2010 Page 1 ID:fZAVX Wz2KmawQHLUtBjjOvykEur -iZAVX Wz2 KmawQ H LUIBjjOvgliy4eJ16wupflZlykEur 1 2 -11 -12 1 5-11 -8 6 -11 -8 2 -11 -12 2-11 -12 I 1 -0 -0 1 444 = Scale • 1:21.2 2 Pii 6 1 7 4 Aldlkill■ ,___ fininiiiiiiimmiiiimmi , ii saw 5244 11 M. ■Ii 3x4 = 3x4 = 1 2 -11 -12 1 5-11 -8 1 2 -11 -12 2 -11 -12 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.16 Vert(LL) -0.00 5 >999 240 MT20 220/195 (Roof Snow =25.0) TCDL 10.0 Lumber Increase 1.15 BC 0.05 Vert(TL) -0.00 1 -5 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight: 22 Ib FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr 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 directly applied or 10-0 -0 oc bracing. WEBS 2 x 4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 1= 214/0 -3-8 (min. 0-1-8), 3= 319/0 -5-8 (min. 0 -1 -8) Max Horz 1= -70(LC 5) Max Uplift)= -52(LC 7), 3=- 117(LC 8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or Tess except when shown. NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.Opsf; h =25ft; Cat. 11; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 2) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except (jt =lb) 3 =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 �� - PROp- rave , .Y � -o T ORE � ' ■ FR g EXPIRATION DATE: 06/30/12 August 25,2010 ■ • ® WARJING - Verify design parameters and READ NOTES ON THIS AND INCLUDED JIITEK REFERENCE PAGE 8111-7473 rev. 10-'08 BEFORE USE, la-Z I rgp Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual butding component. 8'� ., , Applicability of design poramenfers and proper incorporation of component is responsibility of butding designer - not truss designer. Bracing shown � � - '--s' Iti1 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI /r P11 Quality Criteria, 008 -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 ROOF R32094250 B101121 NO1 GABLE 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:17 2010 Page 1 I D:7mktkszg54 in2Qwg Ru EyZ7yk E uq -7m klksz g54in2 QwgRu EyZ7 NT5M Qy2 UQ 36TPr5kyk Euq - - 2 -9 -8 5-7 -0 6 -7.0 1-0-0 2 -9-8 2 -9 -8 1 Scala • 120.4 4x4 = 3 r1 7 8.00 12 I 2 • 5 Ig !IA, 6 2144 II ►t 344 = 3144 = 2-9-8 5-7 -0 2-9-8 2 -9-8 • LOADING (psf) SPACING 2 -0-0 CSI - DEFL in (loc) 1 /dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.18 Vert(LL) -0.00 6 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.05 Vert(TL) -0.00 6 >999 180 TCDL 10.0 Rep Stress Inc[ NO WB 0.04 Horz(TL) . 0.00 4 n/a n/a BCLL 0.0 • Code IBC2006/TPI2002 BCDL 5,0 (Matrix) Weight: 23 Ib FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Bir 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) 2= 291/0 -5-8 (min. 0 -1 -8), 4= 291/0 -5 -8 (min. 0 -1 -8) Max Horz 2= -58(LC 5) Max Uplift2=- 110(LC 7), 4=- 110(LC 8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf, BCDL= 3.Opsf; h =25ft; Cat. 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 Toads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. 3) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct =1.1 4) 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 fiat 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 =1b) 2=110, 4=110. PR 11) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSITfPI 1. , c0' ° F es 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. \ G O • N A G11 NE . ; , k s ' LOAD CASE(S) Standard ( -C' s 16" f - (c% ORE z: ►. ,\°) EXPIRATION DATE: 06/30/12 August 25,2010 ® [YARNING - Verify designparamete, w and READ NOTES ON THIS AND INCLUDED MIEN REFERENCE PAGEbIITT473 rev. 10'08 BEFORE USE. =,./' M _ Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and k for an individual building component. Applicability of design param enters and proper Incorporation of component is responsibility of budding designer - not truss designer. Bracing shown °� 0 for lateral support of individual web members only. Additional temporary bracing to insure stablity during construction is the responsibility of the MiTele 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 /OP11 Quality Criteria, D5B -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information avalable from Truss Plate Institute, 281 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 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: 7mktkszg54in2QwgRuEyZ7ykEuq- 7mktkszg54in2QwgRu EyZ7 NTSMQ 02UQ 36TPr5kykEuq I 2 -9-8 I 5 -7-0 I 8 -7-0 I 2 -9-8 2 -9 -8 1 -0-0 1x4 = Sine • 1:20.4 2 6.00 12 I1 6 1 3 gl_IMIIMIMME III • 4 1 5 2x4 II 3x4 = 3x4 I 2-9-8 I 5-7-0 I 2 -9 -8 2 -9-9 LOADING (psf) 5.0 2 SPACING 2 -0-0 CSI DEFL in (loc) I /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 0.04 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 (lb /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= 3.0psf; 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 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except at =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 �� 0 r o PROFF`0S CC' , 'oPE" 9 -- Y � -o ORE �� 9A M, R \ ' j( ■ FR S• EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design par amctus GE and READ NOIRS ON THIS AND INCL UDED MITER REFERENCE PA ZII1 -7473 rev. 10'08 BEFORE USE p , Design valid for use only with MiTek connectors. Thh design is based only upon parameters shown, and is for an individual building component. T' 4 v I • Applicability of design parom enters and proper incorporation of component is responsibility of building designer - not Truss designer. Bracing shown MiTek' 6 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 6 the responsibility of the MiTek' erector. Additional permanent bracing of the overall stnrcture is the responsibility of the building designer. For general guidance regarding , fabrication, quality control. storage. delivery. erection and bracing. consult ANSI /TPI1 Quality Criteria, 05B -89 and 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 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 r �� Dimensions are in ft -in- sixteenths. I I (Drawings not to scale) 111� Apply ully plates embed to both sides teeth. of truss 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. U 1 „ 2. Truss bracing must be designed by an engineer. For - 1 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. 3. Never exceed the design loading shown and never ■-� p 4 stack materials on inadequately braced trusses. o! IlL\IIIIIIMIlik031 p O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate designer, erection supervisor, property owner and x O U = all other interested plates 0- na' from outside o U pa rties. edge of truss. C7 c6 cs s O 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint 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 late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT p 10. Camber is a non - structural consideration and is the 4 x 4 width measured perpendicular NUMBERS /LETTERS. responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS indicated are minimum plating requirements. ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that , 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, 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. II Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2006 MTe1 All Rights Reserved approval of an engineer. *MEMO reaction section indicates joint number where bearings occur. 11=1E11 0 17. Install and load vertically unless indicated otherwise. 18. Use of envron green or hhealth eated lumber may nacceptable P mental, or performance pose risks. u Consult with project engineer before use. Industry Standards: ANSI /TPII : National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. • T e k ® 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 r0 PERFORM.:' ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII -7473 rev. 10 -'08