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Specifications (3) Do not cut or alter floor trusses adjust layout for plumbing drains All beams per plan 1 15-114 specified and supplied 0 by others d 2 m <6 �I Rim Joists per plan specified and supplied Ni (5; ► by others d it I I i _ _____ _ 6 1 380.8. . '' • . .. :ai 360•R..s. W11_∎ -120 1= wind 5-FTDS c s..■��■.'._ — _ —__ i 8i 402 2 _ 02 i o — Lt Q u �. 02 � - - A06 �i . ;, 1 it I i � ' 2 -11 'I 3 63 II■^ I 3{r8 J'-^ 1 -Ma= ■� 1 AO5 1� -1 �� I Mr 1 a .I 6-FT i y .�• II f i -FT 11M111111=111111. M NM I= T 12-0-0 8-7-8 5-11-8 1 9-11-8 i 57-0 1 15-11-0 541-8 1 9414 1 5-7-0 1 15-114 1 v o - 1 ' c if ) o * ** : Elite*i cic X101121 -FT1 Centex i ,�„ i 15 LUS46 — n [PiriaNagi Summercreek Townhomes BId 10 Floor 1 0 HU46 rnUss=swN Tigard, Oregon r i , . . d 0 THA422 15877 SE 98th Ave kj Clackamas, OR 97015 14" Deep Floor Truss INUIT QC 4 HHUS26 -2 0: (503) 557 -8404 CHR71F LED PiAN1 F: (503) 557 -8428 40/10/0/5 Loading w/ Defl - TL /D = 360 ; LL /D = 480 8 -25 -2010 1 ®® Mil MiTek° POWER TO PERFORM.' " MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676 -1900 Re: B101 121 - FT 1 Fax 916/676 - 1909 CENTEX - SUMMERCREEK BLD 10 FLOOR 1 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by ProBuild West - Clackamas,OR. Pages or sheets covered by this seal: R32094252 thru R32094266 My license renewal date for the state of Oregon is June 30, 2012. Important Notice: If visually graded lumber is used for the trusses covered by these designs, see "SPIB Important Notice, Dated July 28, 2010" (reprinted at www.mii.com) before use. MiTek does not warrant third -party lumber design values. �� _EO PROFe N `� /O2 16890PE 9r to - / 411,-a "S F/ .c1)(') ji g EXPI • 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 Qty Ply CENTEX - SUMMERCREEK BUD 10 FLOOR 1 R32094252 B101121 -FT1 1 -FT FLOOR 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MTek Industries, Inc. Wed Aug 25 15:10:33 2010 Page 1 I D:frix5KAiKJWyu91NFXiC VykEua- frix5KAiKJwyu9INFXiC V26fpj0objQoyHifpykEua I I 2-0-0 f 9-2.0 1 1±1,0 _11 11. 12 1 1 � -- I 1 �� - Seale •1:56.8 2,4 11 3,4 II 4,8 = 2,4 11 3,110 = 2,4 11 2,4 11 4,10 = 3,6 FP = 4,0 = 3,4 11 4,8 = 2,4 11 5x8 = 2,4 11 4,4 = 2,4 11 5,10 = 3,4 11 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 1 •t 1 31 30 29 28 27 26 25 24 23 22 21 20 4,8 = 4,8 = 30 = 4,6 = 4x12 = 3,6 FP = 5,12 = 2,4 11 4,4 = 4,8 = 5,8 = 4,12 = • 17-10-4 33-7-0 17 -104 - I 15-8-12 i Plate Offsets (X,Y): [1:Edge,0 -1 -8], [4:0- 3- 13,Edge], [5:0- 1- 8,Edge], [6:0- 1- 8,0 -0 -0], [7:0- 3- 10,Edge], [9:Edge,0 -1 -0], [14:0- 1- 8,Edge], [15:0- 1- 8,0 -0 -0], [16:0- 1- 10,Edge], [20:Edge . 0- 1- 8 ] , 1 22 : 0- 1- 8, Edgel, f 0- 1- 8 , Edgel, f 0 - 5- 8, Edgel, f27: 0- 4- 12, Edpel,[ 28: 0- 1- 8, Edgel, 129:0- 1- 8,Edgel,[31:Edge,0 -1 -8) LOADING(psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deb L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.53 Vert(LL) -0.22 29 -30 >948 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.40 29 -30 >538 360 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.06 20 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight: 171 Ib FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc 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. - AO forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 2472/0, 3 -4 =- 2494/0, 4-5 =- 3043/0, 5 -6 =- 3044/0, 6 -7 =- 3036/0, 7 -8 =- 1325/496, 8- 9=- 1325/496, 9- 10=- 1297/503, 10- 11= 0/2982, 11- 12= 0/2982, 12 -13 =- 1204/946, 13 -14 =- 1223/947, 14 -15 =- 2223/329, 15 -16 =- 2225/325, 16- 17=- 2106/0, 17- 18=- 2106/0 BOT CHORD 30- 31= 0/1526, 29- 30= 0/3049, 28- 29= 0/3044, 27 -28 =- 76/2413, 26 -27 =- 1069/0, 25- 26=- 1069/0, 24 -25 =- 1471/57, 23 -24 =- 332/2220, 22 -23 =- 329/2223, 21 -22 =- 34/2408, 20- 21= 0/1309 WEBS 2 -31 =- 1699/0, 10 -25 =- 2304/0, 2- 30= 0/1075, 10 -27= 0/1738, 4 -30 =- 614/4, 7- 27=- 1325/0, 4 -29 =- 452/212, 7- 28= 0/1040, 6 -28 =- 401/0, 18- 20=- 1458/0, 12 -25 =- 2088/0, 18- 21= 0/892, 12- 24= 0/1480, 16 -21 =- 338/183, 14-24=-1459/0, 16-22=-638/0 NOTES 1) Unbalanced floor live 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. 6) CAUTION, Do not erect truss backwards. ` o P R Qp . LOAD CASE(S) Standard �� 5 4� � 0 16: 9 r - II , oT 6 R GOB - � 9 FMBE'- 2 4, iL� EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev. 10 -'08 BEFORE USE. a...52 w / , Design valid for use only with Miiek connectors. This design is based only upon parameters shown. and is for an individual budding component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown M -77.; � is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the iTek" erector. Additional permanent bracing of the overall structure h the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/1111 Quality Criteria, 059 -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information avatable from Truss Plate Institute, 281 N. Lee street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty . Ply CENTEX - SUMMERCREEK BLD 10 FLOOR 1 R32094253 B101121-FT1 2 -FT FLOOR 5 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 2515:10:35 2010 Page 1 ID: cDphWOByrczDCBI8UgZAIwykEuY- cDphWOByrczDCB18UgZAIw7OwcQOGWf ]FGmokhykEuY 1 2-6-0 1 ag'a I 1 �4 1 1 -44 1 SqM - 1:602 3.4 II 2.4 11 2.4 SP = 3.4 I I 4,10 = 2.4 11 46 = 4,8 = 2.4 11 4.10 = 36 FP= 4.10 = 2.4 11 4.8 = 3,6 = 2.4 11 4.10 = 3.4 11 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 =1 ii/ :i/ li i i \i i � I� i % Ill IQ • 28 27 26 25 24 23 22 21 20 19 , 29 18 46 = 46 = 4ffi = 2,4 11 4.12 = 3.8 FP = 4.12 = 5.12 = 2.4 11 2.4 11 4,8 = 4,8 = 1 12 -9-12 I 17-11-4 I 357-0 1 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 -01, [27:0- 1- 8,Edgel, f28:0- 3- 8,Edge), f29:Edpe,0 -1 -81 LOADING (psf) SPACING 2 - - CSI DEFL in (loc) I /defl Ud PLATES GRIP • TCLL 40.0 Plates Increase 1.00 TC 0.80 Vert(LL) -0.23 19 -20 >920 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.63 Vert(TL) -0.39 19 -20 >541 360 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.07 18 n/a n/a BCDL 5.0 Code IBC2006/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 (Ib /size) 29= 784/0 -5 -8 (min. 0 -1 -8), 18= 765/0 -5-8 (min. 0 -1 -8), 23= 2338/0 -5-8 (min. 0 -1 -8) Max Grav29= 853(LC 2), 18= 839(LC 3), 23= 2338(LC 1) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 2829/0, 3 -4 =- 2868/0, 4-5 =- 3036/0, 5 -6 =- 3027/0, 6 -7 0- 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 0- 1214/308, 22 -23 0- 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 0- 252/0, 7 -25 0- 263/16, 4 -28 0- 338/186, 6 -25 =- 1478/0, 4 -27 0- 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 0- 261/28, 14 -19 =- 208/503,13 -22 =- 1584/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks be attached to walls at their outer ends or restrained by other means. 03 Qf 6) CAUTION, Do not erect truss backwards. �'S� 04G1/ F� ` . 0 LOAD CASE(S) Standard ,�\ 9 O 2 / / !4 E 9 r I%� . -o`. ORE - 9'�FR R S 1 EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design parametcns rend READ NOTES ON 1111S AND INCLUDED DBTEKREFERENCE PAGE 1411-7473 rev. 10.'08 BEFORE USE. ` dl s Design valid for use only with MiTek connectors. Thb design is based only upon parameters shown, and 8 for an individual budding component. Applicability of design paramenters and proper incorporation of component 8 responsibility of budding designer - not truss designer. Bracing shown ,r' m � is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsb dlity of the MiTek" erector. Additional permanent bracing of the overall sfnrcture 8 the responsibility of the building designer. For general guidance regarding .o - fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIT Quality Criteria, 059 -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 FLOOR 1 R32094254 B 101121 -FT 1 2 -FTGE GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:36 2010 Page 1 10:4Q N3k MC acv54p UK204Pg7yk EuX-4Q N3k MC acv54pUK204P g70K0v074C sUwV MG7yk EuX scab .1.60 2 3x4 11 386 FP= 3x4 II 1 2 3 4 5 8 7 e 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 41 i i i i 111.11. �1� � � .110.11�lM ��iNial .11111 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 30 384 11 384 = 384 II 3x8 FP = 17 -114 1 14-0 1 2-a-0 1 4.41-1 1 54-0 18A-0 1 811-0 1 9411 110 1 12-0-0 1 1 1480 1 18-00 1 174-0 20-11 -14 -0 1 22.- 1254 -0 1 2 1 29.4'V '!a4 1 34-9 -0 85-7 -0 14-0 14-0 14-0 14-0 14-0 14-0 14-0 14-0 14-0 14-0 4 -0 14-0 1 14-0 k7-t" 14-0 n 1 2 14-0 184-0 0 1 2:1:0) 14-0 14-0 14-00 1 214-44-6n 1 1 1 14-0 14-0 14-0 14-0 0.71 -0 0$12 Plate Offsets (X,Y): r1:Edge,0 -1 -81, f16:Edge,0 -1 -01 f57:Edge,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 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 purlins, except BOT CHORD 4 X 2 DF 2400F 2.0E end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. OTHERS 4 X 2 HF Stud /Std REACTIONS All bearings 35 -7 -0. (Ib) - Max Gray All reactions 250 Ib or less at joint(s) 57, 30, 56, 55, 54, 53, 52, 51, 50, 49, 48, 47, 46, 45, 44, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31 FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or 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 (i.e. diagonal web). 4) Gable studs spaced at 1 -4 -0 oc. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 8) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 9) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard „so PR OFF � NGINF• � � 16 0 9f �" -o R GO ∎= : E '' 2, & M FR S 1\ EXPIRATION DATE: 06/30/12 August 25,2010 WARNING - Verify y design parameters and READ NOTES ON THIS AND INCLUDED MJTEKREFERENCE PAGE NIII -7473 rev. 10'08 BEFORE USE ^ a $� $ Design valid for use only with MiTek connectors. Tha design is based only upon parameters shown, and a for an individual building component. k v Applicability of design paromenters and proper incorporation of component a responsibility of budding designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibdlity of the MiTek erector. Additional permanent bracing of the overall structure a the responsibility of the building designer. For general guidance regarding , fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/IPI1 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 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 Mifek Industries, Inc. Wed Aug 25 15:10:37 2010 Page 1 ID:YcxRxh DDNDDxRVS Wc5beNLyk EuW- YcxRxh D DNDDxRVS WcSbeNLCoNQ4XkSS7jaFvpaykEuW I 2-6-0 I o III 1-4-0 9 Sails. 1;30.0 314 11 4110 = 214 11 416 = 214 11 214 11 4510 = 314 11 1 2 3 4 5 e 7 4x6 = 8 9 10 IftIMI A ■AA 4 i0 " � / " iii i � _i ce " \ii 11 .. a. �� iii M 15 14 13 12 OM AE= 4110 = 454 = 254 11 4110 = 44 = I 8.6-0 9-2-0 1 9-10 -0 1 17 -10-8 I 8-6-0 0-8-0 0-8-0 8-0-8 Plate Offsets (X,Y): f1:Edne.0 -1 -81, 14:0- 2- 9,Ednel, f5:0- 1- 8,Edgel, 16:0- 1- 8,Edye1, 111:Edge,0 -1 -81, 113:0- 1- 8,0 -0 -01, 114:0- 1- 8,Edge1,116:Edge,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.54 Vert(TL) -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 puriins, except BOT CHORD 4 X 2 DF No.1 &Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (Ib /size) 16= 972/0 -5 -8 (min. 0 -1 -8), 11= 972/0 -5-8 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or Tess except when shown. TOP CHORD 2 -3 =- 3396/0, 3 -4 =- 3436/0, 4 -5 =- 4083/0, 5 -6 =- 4082/0, 6 -7 =- 4082/0, 7 -8 =- 3432/0, 8 -9 =- 3393/0 BOT CHORD 15- 16= 0/2123, 14- 15= 0/4081, 13- 14= 0/4082, 12- 13= 0/4082, 11- 12= 0/2123 WEBS 5 -14 =- 353/292, 2-16=-2284/0, 2 -15= 0/1388, 3-15 =- 260/0, 4 -15 =- 756/0, 4 -14 =- 390/482, 9-11=-2284/0, 9 -12= 0/1384, 8 -12 =- 295/0, 7- 12= -937/0 NOTES 1) Unbalanced floor live 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 Cz�� / 2 v 1 j' t — 11 c' 4, OR • 0 ) 41, 9 is. " 8 ,' 2 ' (, ,if S 1 \ NCB EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design parameters and READ NOTES ON 7111S AND INCLUDED hu EK REFERENCE PAGE MII -7473 refl. 10 -'08 BEFORE USE. -. - -`t �_ Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and s for an individual budding component. '° ' --� ' , Applicability of design poramenters and proper incorporation of component s responsbility of budding designer - not truss designer. Bracing shown MiTek is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbdlily of the M i 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/7911 Qualify Criteria, D58 -89 and SCSI Building Component 7777 Greenback Lana Suite 109 Safely Information evadable from Truss Plate Institute. 28 1 N. Lee Street, Suite 312, Alexandria, VA 22314, Citrus Heights, CA, 95610 Job Truss Truss Type Qty PIy 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: OoVg81Er8XLo3flj9p7NYykEuV- 0oVg81Er8XLo3f1j9p7tvYl AgPBTw19xE SLOykEuV 1 2-6-0 1 0 -10-0 i I 1 -4 -0 I Scale •126.3 3,14 II 400 = 2.4 II 44 = _ 2x4 11 4210 = 3z4 II 1 2 3 4 5 3%6 6 7 IIMI■eplmi "ti e �� 1'4W 13 12 11 10 9" 400 = 2,4 11 2.4 11 400 = 49 = 15-8-0 15-8-0 Plate Offsets (X,Y): fl:Edge,0 -1 -81. (4:0- 1- 8,Edgel, f5:0- 1- 8,Edgel, f9:Edge,0 -1 -81, (11:0- 1- 8,Edgel, f12:0- 1- 8,Edgel, f14:Edoe,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.18 10 -11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.73 Vert(TL) -0.32 10 -11 >581 360 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.06 9 n/a n/a BCDL 5.0 Code IBC2006/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 Toads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 14, 9. 4) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard co \AGIIN 2 4 k, ,,�. r. y r� • M 9 g / 2 .� <t. 4 %i s. EXPIRATION DATE: 06/30/12 August 25,2010 A WARNING Verify design pararnetees and READ NOTES ON 71113 AND INCLUDED MITEK REFERENCE PAGE MU-7473 rev. 10 -'08 BEFORE USE. ° 'f9 S , Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. ' 1 Applicability of design paramenters and proper incorporation of component 5 responsibility of budding designer - not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure k the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 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 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 MiTek Industries, Inc. Wed Aug 25 15:10:39 2010 Page 1 ID: U? 3CMNETvgTfhpcvJWe6SmykEuU- U ?3CMN ETvgTfhpcvjW e6SmH3KEkkC KXIAukOtSykEuU 260 I 1-38 I I 2-0-8 I I 1-4-0 6m4. 1:263 344 II 244 II ' 446 = 244 II 4410 = 344 II Ixe = 446 = 1 2 3 4 5 6 7 6 [ 1 J j - iMli II Wei Mill ■ 'r 2,4 a ' 2x4 n 4,10 9 = 1:1 4,9 = 446 = 4,9 = I 15-8-0 I 15-8-0 Plate Offsets (X,Y): 1 1:Edge,0 -1 -81, f2:0- 3- 8,Edge1, f4:0- 1- 8,Edpe1, 15:0- 1- 8,Edge), f 9:Edge,0 -1 -81, 111:0 -1 -8,0 -0-01, 112:0- 1- 8,Edge1, 113:0- 3- 12,Edgel. f14:Edge,0 -1-81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (Ioc) l /defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.83 Vert(LL) -0 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 IBC2006TTPI2002 .(Matrix) Weight: 89Ib FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5 -6-0 oc puffins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0 -0 oc bracing. QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (lb /size) 14= 195/4 -2 -0 (min. 0 -1 -8), 9= 617/0 -2 -0 (min. 0 -1 -8), 13= 884/4 -2 -0 (min. 0-1 -8) Max Horz 14= 110(LC 14) Max Uplift 14=- 966(LC 7), 9= -14(LC 8), 13=- 418(LC 8) , Max Gray 14= 1243(LC 15), 9= 800(LC 7), 13= 1715(LC 2) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or Tess except when shown. TOP CHORD 1 -2 =- 970/970, 2 -3 =- 2885/3110, 3-4 =- 2349/2576, 4 -5 =- 3325/1772, 5 -6 =- 3822/1638, 6 -7 =- 2874/652, 7 -8 =- 998/998 BOT CHORD 13- 14=- 2809/3660, 12 -13 =- 1148/2701, 11 -12 =- 1148/2701, 10- 11=- 1146/2702, 9 -10 =- 138/1693 WEBS 7 -9 =- 1821/149, 2 -14 =- 2956/2659, 7 -10 =- 263/990, 2 -13 =- 2073/1591, 6 -10 =- 363/0, 5-10=-525/1261, 4-13=-2114/211, 4-12=-55/384, 5-11=-316/64 NOTES 1) Unbalanced floor live loads have been considered for this design. r�Q� D PR OF ` r5- 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. � ' � ' GIN c 5- / 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 o 2 9 and 418 Ib uplift at joint 13. . CV 5) designed in accordance with the 2006 International Building s C ode section 2306.1 and referenced standard ANSI/TPI 1. This truss is desi ' . E 9 r 6) This truss has been designed for a total drag load of 380 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag r •rr /- 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. 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. / 'OT 0 ., . ,` LOAD CASE(S) Standard "9 8 -C \\C EXPIRATION DATE: 06/30/12 August 25,2010 A WARMNO - Verify design parameters and READ NOTES ON 77115 AND INCLUDED AMEN REFERENCE PAGE 1411-7473 rev. 10'08 BEFORE USE. . _ 0 Design valid for use only with MiTek connectors. The design is based only upon parameters shown, and a for an individual butding component Applicabiity of design paramenters and proper incorporation of component is responsibility of butding designer - not truss designer. Bracing shown p e for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbility of the MiTek` erector. Additional permanent bracing of the overall structure's the responsibiity of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPI1 Quality Criteria, 056.89 and BC51 Building Component 7777 Greenback Lane, Suite 109 Safety Information avaiable from Truss Plate Institute, 281 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 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 MTek Industries, Inc. Wed Aug 25 15:10:40 2010 Page 1 ID:yBdaZjF5g8bW IzB5HD9L? zykEuT- yBdaZjF5g8bWIzB5HD9L ?zgKfd5fxpNSPYTZPvykEuT 1 2£-0 I 1 0-10.0 41 1 -4-0 1 Scale • 126.3 30 11 400 = 20 1 4x4 = 2x4 11 400 = 3x4 II 2 3 4 5 3x8 6 7 a e ii %M 211 grogNe. III Al iii lidEl I 1111%." NUM Mil 1 13 12 11 10 g ,l 400 = 20 11 210 11 400 = 4x5 = 15.8.0 15-8-0 t Plate Offsets (X,Y): f1:Edge,0 -1 -81, f4:0- 1- 8,Edoe], f5:0- 1- 8,Edpel, f9:Edoe,0 -1 -81, f11:0- 1- 8,Edge], (12:0- 1- 8,Edge], f14:Edge,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.18 10 -11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.73 Vert(TL) -0.32 10 -11 >581 360 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.06 9 n/a n/a BCDL 5.0 Code IBC2006/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 o 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 �� REp P R oFFS ��5 �N R /O 2 . - •, E <� �R S 1 \ NCB EXPIRATION DATE: 06/30/12 August 25,2010 WARNING - Verify design parameters and READ N07ES ON THIS AND INCLUDED AIITEKREFERENCE PAGE KT 1-7473 rev. 10'08 BEFORE USE. ®r0-± - _t Yf . Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and k for an individual budding component. Applicability of design paramenters and proper incorporation of component k responsibility of budding designer - not Truss designer. Bracing shown W 7"- v3",� ` is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the IV IiTek" erector. Additional permanent bracing of the overall structure k the responsibility of the building designer. For general guidance regarding ro fabrication, quality control. storage, delivery, erection and bracing, consult ANSI /TPI 1 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 FLOOR 1 R32094259 8101121 -FT 1 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- ONByn3GjRSjNw7mlrxgaXB NWr1 W 1 gFmbeC D7yLykEuS 2-6-0 2 -4-8 I I 1 -4-0 Soo • 1:19.9 448 = 244 0 044 11 2 3 4 244 11 5 448 = e 344 11 111 I IMS �! CM MU 1= 9 8 346 7 346 = 4410 4410 = 11-11-8 11-11-8 Plate Offsets (X,Y): f1:Edge,0 -1 -81. 12:0- 3- 4,Edpe), f3:0- 1- 8,Edge), f4:0- 1- 8,Edne), 15:0- 2- 6,Edael, f7:Edge,0.1 -81, f8:0- 1- 8,Edge), f9:0- 1- 8,Edge), f10:Edpe,0 -1 -81 LOADING (ps() SPACING 2 -0 -0 CSI DEFL in (loc) 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/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 (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 loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. 4) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard - ��Ep P R QFFSs � NC (N F Jr' 9 f �. iy1,•E • r / 4., ORE 9< .7/ Ft � sr" FR S \� EXPIRATION DATE: 06/30/12 J August 25,2010 ® WARNING - Verify fy design parameters and READ NOTES ON 71113 AND INCLUDED MIEN REFERENCE PAGE M71 -7473 rev. 10 -'08 BEFORE USE. w i w. � ' Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and B for an individual budding component. �Z r Kd Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 5 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility �q lity of the IVIiTele erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding .4 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 Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 9 56 10 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 FLOOR 1 R32094260 B101121-FT1 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 Byn3Gj RSjNw7m IrxgaXBykEus- QNByn3GjRSJNw7mIrxgaXB NYg1 YwgHCbeC D7yLykEus I 2 -3 -0 I I 1-1-0 I Sob • 1:18.0 44 = 1 3a4 11 2 3 3a4 = 4 2•A 11 5 ere = 6 3.1 II ' w w wo �� w' �� I= ° f.. ICI �.�� 'lam I TIM �Mi � �ll = 9 7 '/ 8 3x8 = 10 , 3.1 = Ore = 4m = 2 10.10-0 2.d 10-8-0 I Plate Offsets (X,Y): f1:Edge,0 -1 -8], f2:0- 2- 5,Edge], (5:0- 3- 3,Edge], f7:Edge,0 -1 -81, f8:0- 2- 0,Edge], f9:0- 1- 12,Edge], f10:Edge,0 -1 -81 LOADING (psi) 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 Ib FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc puffins, except BOT CHORD 4 X 2 DF No.1 &Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (Ib /size) 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/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 (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 � � `' �� NGIN O g sj o k, i 2 - F,q g 1 \ EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING Verify design parameters wd READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1411 -7473 reo. 10'08 BEFORE USE. ®oa Design valid for use only with MiTek connectors. fha design is based only upon parameters shown, and is for an individual bulding component. Applicabiity of design paramenters and proper incorporation of component is responsibility of butding designer - not truss designer. Bracing shown Niel(' 1 �� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the n BTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information avafable from Truss Plate Institute, 2811J. 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 A Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:42 2010 Page 1 I D: VZIK_P HLCIrEYGL UOeBp4OykEuR- vZIK_ PHLCIrEYGLUOeBp4OvIHRVFPcVlssygUnykEu R 3-11 -10 7-9-8 11-7-6 15-7-0 3-11 -10 3-9-14 3-9-14 l 3-11 -10 sob • 1: 26.4 2x4 11 3x6 = 3,110 = 3x10 = 2 3x6 = 3 4 5 ice- = - -i JUS24-2 3x10 = ►, ■ 11 9 8 7 �� 3x10 = 300 = 2x4 11 2x4 11 3-11 -10 I 7 -9.8 11 -7-6 15 3-11 -10 3-9-14 3-9-14 3-11-10 Plate Offsets (X,Y): 11:0- 3- 0,0 -1 -81 ,15:0 -3- 0,0-1- 81,17:0- 3- 0,0 -1- 81,19:0- 3- 0,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /dell Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.15 Vert(LL) -0.14 8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.26 8 >705 360 BCLL 0.0 Rep Stress Ina' NO WB 0.75 Horz(TL) 0.02 6 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight: 131 Ib FT = 10% LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1.7E TOP CHORD 2 -0 -0 oc purlins (6-0 -0 max.): 1 -5, except end verticals. BOT CHORD 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2x4DFStdG REACTIONS (lb /size) 10= 869/0 -5 -8 (min. 0 -1 -8), 6=849/0-5-8 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -10 =- 830/0, 1 -2 =- 2873/0, 2 -3 =- 3696/0, 3 -4 =- 3696/0, 4 -5 =- 2806/0, 5 -6= -813/0 BOT CHORD 8- 9= 0/2873, 7- 8= 0/2806 WEBS 2- 9=- 602/0, 3-8=-357/0, 4 -7 =- 619/0, 1- 9= 0/2947, 2- 8= 0/844, 4-8= 0/913, 5-7= 0/2878 NOTES 1) 2 -ply truss to be connected together with 10d (0,131'x3 ") nails as follows: Top chords connected as follows: 2 x 4 - 1 row at 0 -9-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc. Webs connected as follows: 2 x 4 - 1 row at 0 -9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. 7) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) Use USP JUS24 -2 (With 16d nails into Girder & 16d nails into Truss) or equivalent at 3 -6 -8 from the left end to connect truss(es) A06 (2 ply 2 X 6 DF) to back face of bottom chord. 9) Fill all nail holes where hanger is in contact with lumber. c) ,0Q P R Ope„ LOADCASE(S) Standard ,Cso 0 AG)N i . ,4 i9 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 , 29 Uniform Loads (plf) : • ... Vert: 6- 10 = -10, 1 -5= -100 Concentrated Loads (Ib) Vert: 11= -35(B) 9 T F' • 2 4 " - l " R S NCI EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - V design parameters and READ NOTES ON THIS AND INCLUDED MIRK PAGE MII -7473 rev. 10.08 BEFORE USE. ^E Design Verify S P ((�� 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 - nol truss designer. Bracing shown MiTek' is for lateral support of ndividual web members only. Additional temporary bracing to insure stability during construction is the responsbility 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/IPI1 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information ovodable from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 FLOOR 1 R32094262 8101121 -FTI A02 FLOOR 4 2 Job Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:42 2010 Page 1 ID:VZIK PHLCIrEYGLUOeBp4OykEuR- VZIK_ PHLCIrEYGLUOeBp4OvIIRvIPcnIssygUnykEuR 3-11 -14 I 7-10-0 I 11 -8-2 l 15-8-0 3-11 -14 3.10.2 3-10-2 3 -11 -14 Sale • 1:26 2x4 11 axe = 3x10 = 1 3,00 = 2 3x6 = 3 4 5 ,i iIMMINNO w A w w g — 6 , - 0 a K 9 a 7 3x10 = 3x10 = 3x10 = 2x4 11 2x4 11 311 -14 l 7-10-0 I 11 -8-2 I 15-8-0 3-11 -14 3-10-2 3-10-2 3-11 -14 Plate Offsets (X,Y): f1: 3- 4, -1 -81 ,[5:0 -3- 4,0-1- 81,17:0- 3- 4,0 -1- 81,[9:0- 3- 4,0 -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 0.15 Vert(LL) -0.15 8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.26 8 >716 360 BCLL 0.0 Rep Stress Incr NO WB 0.73 Horz(TL) 0.02 6 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight: 132 Ib FT = 10% LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1.7E TOP CHORD 2 -0 -0 oc purlins (6-0 -0 max.): 1 -5, except end verticals. BOT CHORD 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2x4DFStdG REACTIONS (Ib /size) 10= 846/0 -5 -8 (min. 0 -1 -8), 6= 846/0 -5 -8 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -10 =- 810/0, 1 -2 =- 2803/0, 2 -3 =- 3670/0, 3 -4 =- 3670/0, 4 -5 =- 2803/0, 5-6= -810/0 BOT CHORD 8- 9= 0/2803, 7- 8= 0/2803 WEBS 2 -9 =- 615/0, 3 -8 =- 358/0, 4 -7 =- 615/0, 1 -9= 0/2875, 2 -8= 0/889, 4 -8= 0/889, 5-7= 0/2875 NOTES 1) 2 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows: Top chords connected as follows: 2 x 4 - 1 row at 0 -9 -0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc. Webs connected as follows: 2 x 4 - 1 row at 0 -9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSITTPI 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 OFes i i - gb �NG ' 4 s% 1 A; , TORE 4 • S EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Very design pal-ameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11 r 10-'08 BEFORE USE. m Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and for an individual budding component. "° is . u TR Applicabdify of design paramenfers 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 fhe responsibility of fhe building designer. For general guidance regarding fabrication, qualify control. storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DS8 -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 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 Mffek Industries, Inc. Wed Aug 25 15:10:43 2010 Page 1 I D:NmIjCI Hzz3z59QvgyMi2ccykEuQ- NmIjCIHzz3z59QvgyMi2ccSwBrFy86Su5Wi DODykEuQ 5-2 -1 1 10-5-15 1 15-8-0 5-2-1 5-3-13 5-2 -1 Scale •1:28.5 2x4 11 4 ./12 = 2.1 11 _ 1 3x6 2 3 4 5 7 6 5 4x12 = 2x4 11 8 = 2x1 II 3 6 5-2 -1 145-15 1560 5-2 -1 5-3-13 5-2 -1 Plate Offsets (X,Y): 11:0 -1- 12,0- 1- 81,f5:0- 2- 4,0 -1 -81 LOADING(psf) SPACING 2 - 0 - 0 CSI DEFL in (loc) I /deft Ud . PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.14 Vert(LL) -0.12 6 -7 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.18 Vert(TL) -0.28 6 -7 >670 180 BCLL 0.0 * Rep Stress Incr NO WB 0.58 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight: 131 Ib FT = 10% LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1.7E TOP CHORD 2 -0 -0 oc purlins (6.0 -0 max.): 1-4, except end verticals. BOT CHORD 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 x 4 DF Std G JOINTS 1 Brace at Jt(s): 1, 4 REACTIONS (Ib /size) 8= 646/0 -2 -0 (min. 0 -1 -8), 5= 646/0 -2 -0 (min. 0-1 -8) Max Uplift8=- 136(LC 3), 5=- 136(LC 3) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or Tess 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 (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.0psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 6) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 - - 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. a PROFF 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 136 Ib uplift at joint 8 and 136 Ib uplift at '`C Gj E stSj joint 5. �� N F,I5 0 10) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. C r . / 1 • • . 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. J / LOAD CASE(S) Standard EXPIRATION DATE: 06/30/12 J August 25,2010 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED 67I1EKREFERENCE PAGE MII -7473 rev. 10-'08 BEFORE USE. m �a Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and a for an individual budding component. Applicability of design paramenters and proper incorporation of component a responsbility of budding designer - not truss designer. Bracing shown � ~ ` - -' a for lateral support of hdividual 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 as fabrication, quality control, storage, delivery. erection and bracing, consult ANSI /TPI' Quality Criteria, DS8 -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312• Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 FLOOR 1 R32094264 B101121 -FT1 A04 ROOF TRUSS 1 2 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:44 2010 Page 1 ID: rys5P5IckN5ynaUtW3DH9pykEuP- ys5P5IckN5ynaUtW3DH9p ?8cFc6teF1KARnYgykEuP 4.1-0 8-2 -0 41-0 1 4-1-0 sole • 1:15.6 34 = 2x4 II 3x6 = 1 2 --3 I 4 e 31 7 HHU626 -2 5 4x12 = 6 2x4 11 4 244 II 4-1-0 7 -8-8 8-2 -0 I 4-1.0 I 3-7-8 I 0-5-8 I Plate Offsets (X,Y): 11:0- 2- 0,0 -1- 81,(3:0.2- 0,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud - PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.10 Vert(LL) -0.02 5 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.12 Vert(TL) -0.04 5 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0.22 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight: 81 Ib FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD 2 -0 -0 oc purlins (6-0 -0 max.): 1 -3, except end verticals. BOT CHORD 2 X 6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 x 4 DF Std G JOINTS 1 Brace at Jt(s): 1, 3 REACTIONS (Ib /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 Toads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf, BCDL= 6.Opsf; h =25ft; Cat. 11; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 4) Provide adequate drainage to prevent water ponding. 5) 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 wit fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 6 and 88 Ib uplift at joint 4. ao PR 9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced L) standard ANSI(fPI1. �� \AGIN : � 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. (kr 17 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. 41 ..: r 12) Use Simpson Strong -Tie HHUS26 -2 (14 -10d Girder, 4 -10d Truss) or equivalent at 3 -7 -0 from the left end to connect truss(es) A05 (2 _ ply 2 X 6 DF) to front face of bottom chord. -i 13) Fill all nail holes where hanger is in contact with lumber. / . 4# LOAD CASE(S) Standard Y -O ORE , : .� ' 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 „ J A Uniform Loads (p1f) 1 : A- � � � • - \ ((j Vert: 1- 3 = -64, 4 -6 = -20 , v/ S - ` v Continued on page z ( EXPIRATION DATE: 06/30/12 J August 25,2010 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCL UDED 6IITEK REFERENCE PAGE IVI-7473 rev. 10 -'08 BEFORE USE. ® ®a w Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual buiding component. .. — g Applicablily of design paramenters and proper incorporation of component k responsibility of bolding designer- not truss designer. Bracing shown 6 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' 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/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 FLOOR 1 R32094264 8101121 -FT1 A04 ROOF TRUSS 1 2 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:44 2010 Page 2 ID: rys5P5IckN5ynaUtW3DH9pykEuP- rys5P5IckN5ynaUtW3DH9p16cFc6teF1 KARnYgykEuP LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 7=- 123(F) • • C ® WARNING-- Verify design parameters and READ N07ES ON 771IS AND INCLUDED 11ITEKREFERENCE PAGE 1171 -7473 res. 10 -'08 BEFORE USE. it Design valid for use only with MT is MiTek connectors. This design based only upon parameters shown, and is for an individual budding component. -- Applicability of design paramenters and proper incorporation of component 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 responsibility of the IVIiTek+ erector. Additional permanent bracing of the overall structure k the responsibility of the building designer. For general guidance regarding POWER .o fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/1P11 Quality Criteria, DSB -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BUD 10 FLOOR 1 R32094265 B101121-FT1 A05 ROOF TRUSS 1 Z Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 2515:10:44 2010 Page 1 ID:rys5P5lckN5ynaUtW3DH9pykEuP rys5P5IckN5ynaUtW3DH9p ?6jFdWthh1 KARnYgykEuP 3-8-8 3-8-8 3x6 = 2x4 I1 Seals .1108 1 2 • V • 3 4x6 = 4 2x4 11 3-8-8 3-8-8 Plate Offsets (X,Y)• f1:0- 2- 8,0- 1- 81,13:0- 2- 8,0 -2 -01 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.09 Vert(LL) -0.00 4 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 3 -4 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IRC2006/TP12002 (Matrix) Weight: 37 Ib FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr TOP CHORD 2 -0 -0 oc purlins: 1 -2, except end verticals. BOT CHORD 2 X 6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 x 4 DF Std G JOINTS 1 Brace at Jt(s): 1, 2 REACTIONS (Ib /size) 4= 144 /Mechanical, 3= 144/0 -2 -0 (min. 0-1 -8) Max Uplift4= -30(LC 3), 3= -30(LC 3) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) 2 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows: Top chords connected as follows: 2 x 4 - 1 row at 0 -9 -0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0 -9 -0 oc. Webs connected as follows: 2 x 4 - 1 row at 0 -9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.0psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate 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 joint3. R E p PR opp 11) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and ss referenced standard ANSI/TPI 1. Gj NGI /O 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 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 . ►. \C5 ;�2 RS \ EXPIRATION DATE: 06/30/12 August 25,2010 1` n tom. - - .; - •:. v','. 1 4..;' .4. .. :2,. v: . - -. �- �... -.. ..,.. ....... ., n. - --... , J. ,s - . .. - . -, WARNING. - Vertfy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1 -7473 rca. 10'08 BEFORE USE. • x c � 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 responsibility of budding designer - not truss designer. Bracing shown p p is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibdlify of the MiTek• erector. Additional permanent bracing of the overall structure's the responsibility of the building designer. For general guidance regarding ,a fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee S treet. Suite 3 1 2, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 FLOOR 1 R32094266 8101121 -FT1 A06 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 15:10:45 2010 Page 1 ID: J8QTcRJEVgDpPk334nIWhlykEuOJ8QTcRJEVgDpPk334nIWh1X10ezxc8x8YgBK56ykEuO 2.11 -8 2 -11-8 3,t6 = 2z4 11 Sob • 110 1 2 9 • ■ 3 2•4 11 4 e = 2-11-8 2 -11-8 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.05 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 OF Std G JOINTS 1 Brace at Jt(s): 1, 2 REACTIONS (lb /size) 4= 112/Mechanical, 3= 112/0 -5 -8 (min. 0-1 -8) Max Uplift4= -24(LC 3), 3= -24(LC 3) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 x 4 - 1 row at 0 -9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0 -9 -0 oc. Webs connected as follows: 2 x 4 - 1 row at 0 -9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf, BCDL= 6.0psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide • will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate 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 ANSIITPI1. ��Q PRQ,C • 11) "Fix heels only' Member end fixity model was used in the analysis and design of this truss. "S� GIN S cSj 12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. C � N / R 0 LOAD CASE(S) Standard "-c" Z•cr • > . E 17_ / • / • 1�j v � 0-- . FR S .�� EXPIRATION DATE: 06/30/12 J August 25,2010 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED AIITEKREFERENCE PAGE Ml1.7473 rev. 10 -'08 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual budding component. Applicability of design paramenters and proper incorporation of component k responsibility of budding designer - not truss designer. Bracing shown Mask' k for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the IVIiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding .o fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria. DSB -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information avatable from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 1 3 Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. 6-4 -8 dimensions shown in ft-in-sixteenths Damage or Personal Injury raEr Dimensions are in ft -in- sixteenths. I I (Drawings not to scale) li Ilk Apply p fully lates em to bed both sides teeth of truss 1. Additional stability bracing for truss system, e.g. diagonal or X- bracing, is always required. See BCSI. O _Tj 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 3. Never exceed the design loading shown and never ilLilliiiiA sta ck materials on inadequately braced trusses. 6 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate designer, erection supervisor, property owner and 0 plates 'AE' from outside U all other interested parties. edge of truss. 5. Cut members to bear tightly against each other. C7-8 06.7 C3.6 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joinf 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 MiTek20 /20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED /LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular NUMBERS /LETTERS responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead load deflection. the length parallel to SIOtS. 11. Plate type, size, orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS indicated are minimum plating requirements. ICC - Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that • �i� 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 ff. 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. M�M reaction section indicates joint number where bearings occur. ME ME ® 17. Install and load vertically unless indicated otherwise. =� 18. Use of green or treated lumber may pose unacceptable .... envronmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPI l : National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. i p and pictures) before use. Reviewing pictures alone DSB - 89: Design Standard for Bracing. MiTek � 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 .41.8 15-11-0 1541-0 II 15- 114 I All beams per plan 4 specified and supplied by others III" LL III II �� Rim Joists per plan ii it specified and supplied • i1 1 l— by others g Nil Imi II ' No Nu Not i 1m I I Isimmo mu 1 Img■i ' — .. .w..i� 1 411 III -0-0 r - _ — I FT -7 1 12 -0-0 1 7 -114 1 7 -1-0 I 7 4-0 1 "1 4-11-8 i 10-11-8 I 7 -1-0 1 7 -8-0 1 =I 4-11.8 1 10-11.8 1 ra rooe x '- t� . **• *ElitetT- t� 1 011 21 -FT2 Centex 40 LUS46 [1 P� NHgll Summercreek Townhomes BId 10 Floor 2 0 HU46 rnUSS SIW Tigard, Oregon i fl ; . , 0 THA422 7 98th Ave Clackamas, MAARI0 C 5 HHUS26 -2 Clackamm as, OR 97015 14" Deep Floor Truss O: (503) 557 -8404 Chit R1114W PLAN! F: (503) 557 -8428 40/10/0/5 Loading w/ Defl - TL /D = 360 ; LL /D = 480 8 -25 -2010 == iatia ]kT®k PAWgR TO PgRPARM.'" MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676 -1900 Re: B1 01 1 21 -FT2 Fax 916/676 -1909 CENTEX - SUMMERCREEK BLD 10 FLOOR 2 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by ProBuild West - Clackamas,OR. Pages or sheets covered by this seal: R32094267 thru R32094282 My license renewal date for the state of Oregon is June 30, 2012. Important Notice: If visually graded lumber is used for the trusses covered by these designs, see "SPIB Important Notice, Dated July 28, 2010" (reprinted at www.mii.com) before use. MiTek does not warrant third -party lumber design values. G'<G P � `-619 z _ 2 16890PE 9r N ` .o *A. o, EXPI •. TION D Ar/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 Reference (optional) Pro -Build Clackamas Truss, Cladlamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:59 2010 Page 1 ID: vrGmZDUOC_p4u8Iuj ?pG_ykEuA- vrGmZDUOC_p4u8Iuj ?pG 6e91hluKNFn ?a4alykEuA 1 5-3-4 i 10-4 -12 15-8-0 5 -3-4 5-1 -8 1 5-3-4 1 Scale . 1:28.5 3x8 = 3x6 = 2x4 II 3x8 = 1 2 3 4 Y - 8 , 7 6 x1 P. = 42 = 2z4 11 5 2x4 11 1 5-34 1 10 -4-12 15-8-0 5-1-4 5-1 -8 t 5-1-4 { Plate Offsets (X.Yl: [2'0- 2- 4.0- 1- 8).[7:0- 3- 8.0 -1 -8) LOADING (psi) SPACING 2 -0-0 CSI DEFL in (loc) 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 Incr NO WB 0.58 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight: 131 Ib FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD 2 -0-0 oc purlins (6 -0-0 max.): 1-4, except end verticals. BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2 x 4 DF Std G JOINTS 1 Brace at Jt(s): 1, 4 REACTIONS (Ib /size) 8= 646/0 -5 -8 (min. 0-1-8), 5= 646/0 -5-8 (min. 0 -1 -8) Max Uplift8=- 136(LC 3), 5=- 136(LC 3) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -8 =- 588/157, 1 -2 =- 2582/544, 2 -3 =- 2581/544, 3 -4 =- 2581/544, 4 -5 =- 588/157 BOT CHORD 6- 7=- 544/2582 WEBS 2- 7=- 344/164, 3-6 =- 344/164, 1-7=-552/2619, 4-6=-552/2618 NOTES 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 x 4 - 1 row at 0-9 -0 oc. Bottom chords connected as follows: 2 x 4 - 1 row at 0 -9 -0 oc. Webs connected as follows: 2 x 4 - 1 row at 0-9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (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) Provid 5 e mechanical connection (by others) of truss to bearing plate capable of withstanding 136 Ib uplift at joint 8 and 136 Ib uplift at ��Q. PR OF ` - jo 9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced ' ■ - LNG) ► EF 9 � Q standard ANSI/TPI 1. 2 9 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. . Ct. / • . • • 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. LOAD CASE(S) Standard iir ./ • � A,'/ r L �Ci R 1, C � FR S . ''V EXPIRATION DATE: 06/30/12 August 25,2010 1. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MTI -7473 res. 10-'08 BEFORE USE. y4a ° , . U Design valid for use only with Milek connectors. Thk design 5 based only upon parameters shown. and is for an individual building component. 4 E A pplicability of design poramenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown � F 's^`- m is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 5 the responsibllity of the 1 VliTek erector. Additional permanent bracing of the overall structure is the responsibility of the bulding designer. For general guidance regarding fabrication, quality control. storage. delivery, erection and bracing. consult ANSI /TPI1 Quality Criterla, 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 R32094268 B101121 -FT2 A02 FLAT 6 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:59 2010 Page 1 ID: vrGmZDUOC_ p4u8luj ?pG_ykEuA- vrGmZDUOC _p4u81ujlpG 6cWlawuOUFn ?a4alykEuA 1 5-3-4 1 10.4 -12 1 15 - I 5 -3-4 5-1 -8 5 Scale • 1:26.5 1 3x10 = 2 3x6= 3 214 II 3x,= 4081M• ISBNIM Special 7 6 :Zillealu e 3810 = 4812 = 8 5 284 11 284 11 I 5.3-4 I 10-4-12 1 15-8-0 1 5-34 5-1 -8 5 Plate Offsets (X V). [2:0- 2- 4.0- 1- 81.(4'0.3- 0.0.1- 81.(6:0 -4- 0.0-2- 01.17:0- 3- 0.0 -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 0.37 Vert(LL) -0.22 7 -8 >832 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.74 Vert(TL) -0.45 7 -8 >413 180 BCLL 0.0 • Rep Stress Incr NO WB 0.38 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code IRC2006/TP12002 (Matrix) Weight: 131 Ib FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.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.1&Btr 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 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) 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. D P R Q 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 191 Ib uplift at joint 8 and 154 Ib uplift at �� F RS' s joint 5. 044, us /0 9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced � � §5 2 '9 standard ANSI/TPI 1. Q /....t," S 1• E, c 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 921 Ib down and 72 Ib up at / 3 -10 -8 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. ,o O.. GO,., > LOAD CASE(S) Standard • )/ 1 , -- 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 7 f it a� ' `. C?� Uniform Loads (p11) -.7 R S . \ ' Vert: 5- 8 = -20, 1 -4 = -64 Continued on page 2 ( EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED hIITEK REFERENCE PAGB 191 -74 rah 10'08 BBFORB USE + El Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and k for an individual binding component. '11 E 1 Applicability of design param enters and proper Incorporation of component is responsiblity of bulding designer - not Truss designer. Bracing shown p &� ' Hl is for lateral support of individual web members only. Additional temporary bracing to insure stablity during construction 6 the responsibility of the a q iTek. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding +_ fabrication, quality control. storage. delivery, erection and bracing, consult ANSI /TPI1 quality Crllerla, 058.89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information avalable from Truss Plate Institute, 281 N. Lee Street, Salle 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 FLOOR 2 R32094268 B101121-FT2 A02 FLAT 6 Job RAfnrpnna (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: vrGmZDUOC ,_p4u8Iuj ?pG_ykEuA- vrGmZDU0C p4u81uj7pG _6cwIawuOUFn?a4alykEuA LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 9=- 921(B) • • • • • • ...-, .-«. ..... .. . �. __. ... �. ,.. ... .. r. .... :_° wy -. °-. �.r -,•. . .. +:, ' -C +�.. ^. vim.. •.:' .+` - .-. .. _.. ..., ... .+n �':'..�..w, _+1� WARNING • Vcrify dcsign parameters and READ NOTES ON TIES AND INCLUDED MITER REFERENCE PAGE M11-7473 reo. 10'08 BEFORE USE w Design valid for use only with MiTek connectors. Tho design is based only upon parameters shown, and is for an individual building component. ,..e Applicability of design param enters and proper incorporation of component is responsibility of 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 responsbllity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding TO fabrication, quality control. storage, delivery, erection and bracing. consult ANSI /TPlt quality Criteria, D5B -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information evadable from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 FLOOR 2 R32094269 B101121 -FT2 A03 FLAT 5 .Inh l nfarence (optional) Pro -Build Clackamas Truss, Clac kamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:11:00 2010 Page 1 ID: N1 g8mZVezH6giljxSQ W2oBykEu9 -N1 g8mZVezH6gi1 jxSQ W2oBfoZh5ods00 ?fJd7kykEu9 I 3-11 -0 I 7-10-0 I 3 -11 -0 3 -11 -0 scale" 1150 3,8 = 2i4 11 3x8 = 2 3 e .. 5 R 300 = 6 4 2,4 11 2,4 11 I 3-11 -0 I 7 -10.0 I 341 -0 3 -11 -0 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.29 Vert(LL) -0.02 5 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.06 Vert(TL) -0.05 5 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0.30 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IRC2006/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 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 Toad nonconcurrent with any other live Toads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 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 OFF standard ANSI/TPI 1. � <° s s 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. ( F,9 /O 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. "� 2 '9 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 294 Ib down and 78 Ib up at / • .Tr e - C Y r 3 -11 -0 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1r� 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (p1f) .40 "-O O' GO r.. ,,� Vert: 4- 6 = -20, 1 -3 = -64 • � � . , ` �� rated _.s., ConcentVert:5o294(lb) 9 < /11 -• S. �\` EXPIRATION DATE: 06/30/12 August 25,2010 . -._ ® WARNING - Ver jy design parameters and READ NOTES ON THIS AND INCLUDED AIITEKREFERENCE PAGE MIT.7473 rev. 70 -'O8 BEFORE USE. o ,w x Design valid for use only with MiTek connectors. This design ' based only upon parameters shown, and is for an individual building component. — e Applicability of design poram en lets and proper incorporation of component is responslbdity of building designer - not truss designer. Bracing shown = s° -- is for lateral support of individual web members only. Additional temporary bracing to insure stabiity during construction is the responsbilily of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the budding designer. For general guidance regarding ." fabrication, quality control. storage. delivery, erection and bracing. consult ANSI /TPI1 Qualify Criteria, 055.89 and (SCSI Building Component 7777 Greenback Lane, Site 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 BID 10 FLOOR 2 R32094270 B101121 -FT2 A04 FLAT 2 .lob Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:11:01 2010 Page 1 ID:rDOWzvVGkbEXJBI8081 H LPykEu8 -rDO WzvVGkb EXJBI8081 H LPCzU5PPM NuYEJ3AfBykEu8 3-8-8 3-8-8 3z6 = 21,4 11 Scale • 1:10 1 2 4 3 21,4 11 3z6 = 3-8-8 3-6 -a 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 Ne.18Btr G TOP CHORD 2 -0-0 oc purlins: 1 -2, except end verticals. BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2 x 4 DF Std G JOINTS 1 Brace at Jt(s): 1, 2 REACTIONS (Ib /size) 4= 314/0 -5-8 (min. 0 -1 -8), 3= 314/0 -5-8 (min. 0 -1 -8) Max Uplift4= -66(LC 3), 3= -66(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 x 4 - 1 row at 0-9 -0 oc. Bottom chords connected as follows: 2 x 4 - 1 row at 0-9-0 oc. Webs connected as follows: 2 x 4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCOL= 6.0psf; h =25ft; Cat. 11; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6-0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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/7P11. 10) "Fix heels only" Member end fixity model was used in the analysis and design of this Truss. �� O PROP 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. N � NGI EF � � LOAD CASE(S) Standard C? 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Ct 1 • E 2 9 Uniform Loads (plf) Vert: 3- 4=- 120(F= -100), 1 -2 = -64 j y � CC 2'\ • � ( G M FR S. 1 \ N EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1411-7473 res. 10'08 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown MiTek* a is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the e erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing. consult ANSI/TP11 quality Criteria, MB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information evadable from Truss Plate Institute, 281 14. Lee Street. Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply CENTEX - SUMMERCREEK BLD 10 FLOOR 2 R32094271 B101121-FT2 A05 SPECIAL 3 lob Referenra (optional) Pro -Build Clackamas Truss, Clac kamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:11:01 2010 Page 1 ID: rDOWzvVGkbEXJBI8081HLPykEu8- rDOWzvVGkbEXJB18081HLPC H5KIMNuYEJ3AfBykEuB 3-4 -8 1 3-4 -8 3x4 = 2x4 11 Scale • 1:106 1 2 "4 ■ S Special Special Special 3 4 3x4 = 2x4 11 3-4-8 1 3-4 -8 Plate Offsets (X.Y): (1:0 -1- 12.0 -1- 8].(3:0 -1- 12.0.1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.23 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 lncr 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.18Btr G TOP CHORD 2 -0-0 oc purlins: 1 -2, except end verticals. BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2 x 4 DF Std G JOINTS 1 Brace at Jt(s): 1, 2 REACTIONS (lb /size) 4= 842/0 -5-8 (min. 0 -1 -8), 3= 941 /Mechanical Max Uplift4= -60(LC 3), 3= -60(LC 3) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) 2 -ply truss to be connected together with 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.Opsf; h =25fl; Cat. 11; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 4) Provide adequate drainage to prevent water ponding. 5) Concentrated loads from layout are not present in Load Case(s): #2 IBC BC Live; #3 MWFRS Wind Left; #4 MWFRS Wind Right; #5 MWFRS 1st Wind Parallel; #6 MWFRS 2nd Wind Parallel; #7 MWFRS 3rd Wind Parallel; #8 MWFRS 4th Wind Parallel. • 6) This truss has been designed for a 10.0 psf bottom chord live 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 ^ 1_D PR OFF joint 3. s 11) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and � �� L NG ] N E ✓ � Q 2 referenced standard ANSI/fPI 1. 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. � L 16 • . • r 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 toad(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. ■1"/� LOAD CASE(S) Standard . ORE , ►. co� 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 "O `' �j Uniform Loads (plf) 9�7t- . . _`C1 Vert: 1- 2 = -64, 3- 4=- 120(F = -100) R S \\ Continued on page 2 ( EXPIRATION DATE: 06/30/12 August 25,2010 �,. - ® WARNING • Verify design paramctcrs and « 0 READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE M11-7473 u. 1'08 BEFORE USE. e Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. rR Applicabdily of design param enters and proper incorporation of component is responsibility or budding designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction B the responsb MiTek' of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding POWCO to POMPOM., fabrication. quality control, storage. delivery. erection and bracing. consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Solely Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Pty CENTEX - SUMMERCREEK BLD 10 FLOOR 2 R32094271 B101121-FT2 A05 SPECIAL 3 .Inb Referenca (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 I D:rDO WzvVGkbEXJB18081 HLPykEu8- rDOWzvVGkb EXJBI8081 HLPC_H5KlM NuYEJ3AIBykEu8 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 5=- 608(B) 6=- 608(B) • • • • • F .. _ -r te ,. Yy+ ...- r �• <• .�: -.,:. ,.. ,, r r.. .....0 se^ ..- ..g,rv.�.. ...<<..r.r4..1 �::.. a `S'•- y; ,.. }a •o n: •6 _ .•. •s•�^- ::r -Al A WARNING - Verify design parrunctcra and READ NOTES ON 77118 AND INCLUDED MITER REFERENCE PAGE M71 -7473 res. 10'08 BEFORE USE. Design valid for use only with Mirek connectors. This design' based only upon parameters shown, and k for an individual building component. 0 A Applicability of design param enters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown i -� FFF333 k for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing. consult ANSI/TPI1 Quality Criteria, 056.89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Street, Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 • Job Truss Truss Type Qty Pty CENTEX - SUMMERCREEK BLD 10 FLOOR 2 R32094272 8101121 -FT2 A08 FLAT 3 lob Referents (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:11:02 2010 Page 1 ID: JQyuBFWuVvNOxLsKZrYWucykEu7- JQyuBFWuVvNOxLsKZrYWud(50 VbT5j7hTzokBdyk Eu7 I 5-3-4 I 10.4 -12 I 15-5-0 I 5-3-4 5-1 -8 5-3-4 Seals .126 5 1 3x10 = 2 3x8 = 3 2x4 II 3s 4_ 4 . - e 0 8 7 3410 = 412 = t/\ 5 2x4 II 244 II I 5-3-4 I 10-4-12 I 15-8-0 I 5-1-4 41 -11 43-4 Plate Offsets (X.Y) [1:0 -2- 4.0-1- 81.(2:0.2- 4.0.1- 81.[4:0 -2- 12.0 -1- 81.(6:0 -3- 12.0 -2- 01.[7:0 -2- 4.0.1 -8j LOADING (psi) SPACING 2 -0 -0 CSI DEFL in (loc) I /deb 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/TP12002 (Matrix) Weight: 131 Ib FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD 2 -0-0 oc purlins (5 -1 -10 max.): 1 -4, except end verticals. BOT CHORD 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 x 4 DF Std G *Except* JOINTS 1 Brace at Jt(s): 1, 4 1- 7,2- 6.4 -6: 2 x 4 DF No.18Btr G REACTIONS (lb /size) 8= 1603/0 -5 -8 (min. 0-1-8), 5= 948/0 -5-8 (min. 0-1 -8) Max Uplift8=- 216(LC 3), 5=- 161(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1- 8=- 1278/215, 1 -2 =- 6427/867, 2- 3=- 4226/684, 3.4 =- 4226/684, 4 -5 =- 865/181 BOT CHORD 6-7 =- 867/6427 WEBS 3-6 =- 385/168, 1 -7 =- 880/6520, 2 -6 =- 2233/187, 4 -6 =- 694/4287 NOTES 1) 2 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows: Top chords connected as follows: 2 x 4 - 1 row at 0 -9 -0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc. Webs connected as follows: 2 x 4 -1 row at 0-9-0 oc. 2) All 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. 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 psi bottom chord live Toad nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6-0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. Q PR 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 �( G(N F F - joint 5. �GJ N 9 Q 9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced �� / -37 standard ANSI/TPI 1. CC 1 ..i • / r 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 11) Design assumes 4x2 (fiat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -1 Od 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 e 3 -10 -0 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. � r t -.0 ORE LOAD CASE(S) Standard At) 1 ‘ / ! 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 1 ' 1 1. � Uniform Loads (p11) /� S . - \\ Vert: 5- 8 = -20, 1 -4 = -64 Continued on page 2 ( EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCL 1JDBD MITEK REFERENCE PAGE MTI.7473 rev. 10'08 BEFORE USE. m 7 81 Design valid for use only with MiTek ek connectors. This design based only upon parameters shown, and s rot an individual budding component. -.7 t7 ��ii Applicability of design commenters and proper Incorporation of component is responsibility of budding designer - not truss designer. Bracing shown MiTek' is for lateral support of individual web members only. Additional temporary bracing to insure stabiity during construction s the responsibility of the IVIi tek' erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding PCIWSN +ta Ill f1 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 quality Criteria, 008 -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 Qt y Pty CENTEX - SUMMERCREEK BLD 10 FLOOR 2 R32094272 • 8101121 -FT2 A06 FLAT 3 2 Jnb Referenra (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 . 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:11:02 2010 Page 2 • ID: JQyu BFWuVV NOxLsKZrYWucyk Eu7 -JQyu BFWuVVN0xLsKZrYWuc k5OVbT5j7hTzok9dykEu7 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 9= -1259 • • • .. _. t. .. ....... .. . �.• .. .. -•,. ... �a� -rv. � _, ., .. ... .. ,. �� ^J. -�,.. -. ,.- ,'r. - " "-.F 2 ';.f- ,F .. ....r - ' Y, "vim �.:tl ® WARNING Verify design parameters and READ NOTES ON THIS AM) INCLUDED MITER REFERENCE PAGE MII -7473 res. 10'08 BEFORE USE. ° Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design param enters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown 6 for lateral support of individual web members only. Additional temporary bracing to insure stablity 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 ,e prarown- fabrication, quality control, storage. delivery, erection and bracing, consult ANSI /TPII Quality Criteria, DSB -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information evadable from Truss Plate Institute, 281 N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply CENTEX - SUMMERCREEK BLD 10 FLOOR 2 R32094273 B101121 -FT2 A07 FLAT 2 e� L ,lob Reference (optional) Pro -Build Clackamas Truss, Clackemas,OR 97015 -1129 7.240 S Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:11:03 2010 Page 1 ID:ncWGOaX WFCVFZVR W7Z31QgykEu6- ncWGOaXWFCVFZVRW7Z31QgHMOv2ngBLqhdYHj3ykEu6 2-8-8 1 5-1-0 2-8-8 2-8-8 Scale *1:12.4 3x4 = 2.4 11 3,44 = 1 2 3 5 7 Special 1 Spacial 3x10 = 8 2411 4 2144 11 Special 1 2-8-8 1 5-1 -0 2.8 -8 26 -8 Plate Offsets (X.Y): (1:0 1- 12.0 1 -8], [3:0 -1- 12.0 -1 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1/deb Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.08 Vert(LL) -0.02 4 -5 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.30 Vert(TL) -0.03 4 -5 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0.39 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IRC2006/TP12002 (Matrix) Weight: 44 Ib FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD 2 -0-0 oc purlins: 1 -3, except end verticals. BOT CHORD 2 x 4 DF No.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.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 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 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. P R DFF 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 Ib uplift at joint 6 and 931b uplift at G(N ' • s> joint 4. 10) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and �? 2 referenced standard ANSI/TPI 1. <�� 4• ")" 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. ' 12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 608 Ib down at 0 -1 -12, and 608 Ib down at 2 -4 -4, and 608 Ib down at 4 -4 -4 on bottom chord. The design /selection of such connection device(s) is the responsibility r - � of others. ‘. • - :/ �,, b LOAD CASE(S) Standard - 96 , ' e/ / Z 1) Regular: Lumberincrease =1.15, Platelncrease =1.15 •V /€ R S . �\ v Continued on page 2 EXPIRATION DATE: 06/30/12 August 25,2010 WARNING Verify design parameters and READ NOTES ON 77115 AND INCLUDED MBTEK REFERENCE PAGE 1111 -7473 rep. IO'OS BEFORE USE Design valid for use only with MiTek connectors. th8 design Is based only upon parameters shown, and a for an Individual buiding component. - Applicability of design param enters and proper incorporation of component Is responsibiity of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stablity during construction a the responsibility of the IYI iTe�( erector. Additional permanent bracing of the overall structure is the responsibility of the buiding designer. For general guidance regarding fabrication, quality control. storage- delivery, erection and bracing, consult ANSI /TPII Quality Criteria, 058 -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information avaiable 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 FLOOR 2 R32094273 B101121 -FT2 A07 FLAT 2 e� L .Inb Rnferen •.e (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:11:03 2010 Page 2 ID:ncWGOaXWFC VFZV R W7Z31QgykEu6- ncWGOaX WFC VFZVRW7Z31QgHMov2ngBLqhdYHj3ykEu6 LOAD CASE(S) Standard Uniform Loads (plf) • Vert: 4-6=-120(F=-100), 1 -3 = -64 Concentrated Loads (lb) Vert: 6=-608(B) 5=-608(B) 7=-608(B) • ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE t411-7473 rev. 10'08 BEFORE USE, Pr=4c Design valid for use only with MiTek connectors. This design k based only upon parameters shown, and is for an individual budding component... - Applicability of design paramenters and proper incorporation of component is responsibiity of building designer - not truss designer. Bracing shown k for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibdlity of the MiTek' erector, Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding POW.. fabrication. quality control, storage, delivery, erection and bracing. consult ANSI/7P11 Quality Criteria, DSB -09 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information evadable from Truss Plate Institute, 281 N. Lee Street. Suite 312• Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Pty CENTEX - SUMMERCREEK BLD 10 FLOOR 2 R32094274 B101121-FT2 A08 FLAT 2 fob 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 1 ID:ncWGOaX WFCVFZVRW7Z31QgykEu6- ncWGOaX WFC VFZVRW7Z31QgHGbvvMgAyghdYHj3ykEu6 I 5 -3-4 I 10-4-12 I 150-0 I 5 -3-4 5-1.8 5-3-4 Scale • 1:26 i 3x6 = be II 3 13 3x10 = 2 4 .� �'� A i 8— Y Spx ®I Special 6 9 0 11 , 13 3x10 = 1x12 = 5 2x4 II b4 II Special I 5-3-4 I 10-4-12 1 158-0 I 5-3-4 0-1 -4 0-3-4 Plate Offsets (X.Y): [1:0- 1- 12.0 -1- 8).[2:0 -2- 4.0-1- 8].[4:0 -2- 8.0-1- 8].(.6:0- 6- 0.0 -1- 12],[7:0 -1- 12.0 -1 -8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (Ioc) 1 /dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.49 Vert(LL) -0.32 7 -8 >578 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.84 Vert(TL) -0.63 7 -8 >294 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.48 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code IRC2006/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.1 &Btr G REACTIONS (Ib /size) 8= 2620/0 -5 -8 (min. 0 -1 -8), 5= 974/0 -5-8 (min. 0 -1 -8) Max Up1ift8=- 221(LC 3), 5=- 152(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or Tess 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=- 64114424 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 (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only Toads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.0psf; h =25ft; Cat. 11; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 4) Provide adequate drainage to prevent water ponding. 5) Concentrated Toads from layout are not present In Load Case(s): #2 IBC BC Live; #3 MWFRS Wind Left; #4 MWFRS Wind Right; #5 MWFRS 1st Wind Parallel; #6 MWFRS 2nd Wind Parallel; #7 MWFRS 3rd Wind Parallel; #8 MWFRS 4th Wind Parallel. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 7) • This truss has been designed for a live Toad of 20.0psf on the bottom chord in all areas where a rectangle 3 -6-0 tall by 2 -0 -0 wide 0 \rO PR OFF will fit between the bottom chord and any other members. � C� ' OA e - ,Si S / �9 8) A plate rating reduction of 20% has been applied for the green lumber members. 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 joints. ss E (--* 10) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and .„.4:.4' referenced standard ANSI/TPI 1- � 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. / 12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. -, � j 13) Hanger(s) or other connection device(s) shall be provided suffident to support concentrated load(s) 608 Ib down at 0 -1 -12, and 608 A 0 G 0 • N o) 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 ( ��, 21 , � -� of others. <,Lj� S . -0' Continued on page 2 ( EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING • Verify design parameters and READ NOTES ON TBIS AND INCLUDED MJTEKREFERENCB PAGE MII-74T3 "CV. 10'09 BEFORE USE. 3., a 1 Design valid for use only with MiTek ek connectors. This design based only upon parameters shown, and k for an individual building component. •• 44 . �g Applicability of design paramenters and proper incorporation or component is responsibility of buiding designer - not truss designer. Bracing shown p Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the IYIiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the buiding designer. For general guidance regarding fabrication. quality control. storage, delivery. erection and bracing. consult ANSI /TPI1 Quality Criteria, 135B -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Pty CENTEX - SUMMERCREEK BLD 10 FLOOR 2 R32094274 B101121 -FT2 A08 FLAT 2 .lob Reference (optional) Pro -Build Clackamas Truss, Clack amas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 2515:11:03 2010 Page 2 ID:ncWGOaX WFC VFZV RW7Z31QgykEu6- ncWGOaX WFCVFZVRW7Z3 IQgHGbvvMgAyqhdyHj3ykEu6 LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 8 -11= -120(F = -100), 5- 11 = -20, 1 -4 = -64 Concentrated Loads (lb) Vert: 8=- 608(B) 9= 608(B) 10=- 608(B) • • • • • • • • • A, WARMING • Verify design parameters and READ NOTES ON IRIS AND INCLUDED MITER REFERENCE PAGE 1411.74 rev. 10.'08 BEFORE USE. , _ I .� Design valid for use only with Milk connectors. This design k based only upon parameters shown, ands for an individual building component. Applicablily of design param enters and proper incorporation of component is responsiblity of bulding designer - not truss designer. Bracing shown MiTek' B for lateral support of individual web members only. Additional temporary bracing to insure stab lity 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 POW,. To .o fabrication. quality control. storage, delivery, erection and bracing, consult ANSI/it'll Quality Criteria, D58 -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 R32094275 B101121-FT2 FT -1 FLOOR 2 1 I 25 .lob Rofrrcnrxt (national) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:11:05 2010 Page 1 I 245.0 ID:j ?d 1 pGZnnglzopbvFz6DVFykEu4 -j ?d 1 pGZnnglzopbvfz6OVFMX0iZKl1 s79x1 Ooyyk Eu4 1 2.6-0 1 1 -11 -12 1 11 -2.4 I 1-4 -0 1 I 9.11.12 1 Seal. = 1:57.0 1 Bf40 1 4210 = 324 11 4810 = 224 11 384 = 284 11 386 FP = 324 11 4210 = 284 11 586 = 10810 = 284 11 4810 = 384 11 1 2 3 4 5 488 — 6 7 8 9 10 11 12 13 14 15 16 17 8- 11.1428 u 1 28 25 24 2 22 21 20 19 ' is 426 = 428 = 224 11 284 11 4812 = 386 FP = 4812 = 5810 = 224 11 2,4 11 428 = 488 = 25-1-0 33( }0 • 17 -104 141(1 -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], 114:0-1-8,Edgel, [18:Edge,0 -1 -8], [19:0- 3- 8,Edge], [20:0 -1- 8,0-0-0], [21:0- 1- 8,Edgej, [22:0 -4 -8 .Edgej, [25:0 -4 -8 Fdgpj [26 1,6.0 -0-0]. [27:0 -1 -8 Edge]. [28:0 -3-8 Edge], [29:Edge.0 -1 -8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1 /deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.73 Vert(LL) -0.27 27 -28 >795 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 1.00 Vert(TL) -0.45 27 -28 >469 360 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.07 18 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight: 182 Ib FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc 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 2 -2 -0 oc bracing. REACTIONS (Ib /size) 29= 811/0 -5 -8 (min. 0 -1 -8), 18= 679/0 -5-8 (min. 0 -1 -8), 23= 2188/0 -3-8 (min. 0-1 -8) Max Grav29= 858(LC 2), 18= 759(LC 3), 23 =2188(LC 1) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 2874/0, 3-4 =- 2920/0, 4 -5 =- 3124 /0, 5-6=-2000/201, 6-7=-1965/205, 7- 8= 0/2682, 8- 9= 0/2682, 9-10= 0/2682, 10 -11 =- 1767/574, 11 -12 =- 1784/578, 12 -13 =- 2398/156, 14 -15 =- 2425/0, 15 -16 =- 2385/0 BOT CHORD 28- 29= 0/1840, 27- 28= 0/3125, 26- 27= 0/3124, 25- 26= 0/3123, 24- 25=- 774/446, 23 -24 =- 774/446, 22 -23 =- 1162/547, 21- 22=- 162/2391, 20-21=-156/2398, 19 -20 0- 135/2436, 18- 19= 0/1597 WEBS 9 -23= 276/0, 2 -29 =- 1980/0, 7 -23 =- 2619/0, 2 -28= 0/1127, 7 -25= 0/1771, 3 -28 =- 341/0, 6-25= 266/32, 4- 28=- 364/341, 5-25 0- 1498/0, 16 -18 0- 1718/0, 10 -23 =- 2376/0, 16 -19= 0/860, 10- 22= 0/1527, 15 -19 =- 257/0, 14-19=-21/490, 12 -22 =- 1186/0, 12- 21= 0/365, 14- 20=- 268/0, 13 -14 =- 2398/156 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) This truss Is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��Q P R OFF S 6) CAUTION, Do not erect truss backwards. �� N G [ N E . � t-v LOAD CASE(S) Standard / 16'1'y'- r • . ORE .- k. ',,�� • - FR s. IN EXPIRATION DATE: 06/30/12 August 25,2010 • �.. A WARN e ING- Verify design parawnds and READ NOTES ON THIS AND INCLUDED MIMIC REFERENCE PAGE 6171 -7473 rev, 10 BEFORE USE. ;�� ' Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and 's for on individual building component. . JE. �3S Applicability of design commenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 5 for lateral support of individual web members ony. Additional temporary bracing to Insure stability during construction a the responsibility of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery. erection and bracing, consult ANSI/D.11 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information avolable 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 .lob Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 5 Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:11:06 2010 Page 1 I D:C BBP 1 cZPY7tgQyA5ohdS2Syk Eu3 -C BBP1 cZPY7tgQyA5ohdS2Svl66_I1 ZpHObmxKOykEu3 I 2-6-0 I 1 0-11 -0 1 i 1-4-0 1 1 2 -0-0 I Scab • 1:29 8 314 11 4110 = 214 11 5x6 = 214 11 414 = 214 11 4110 = 314 11 1 2 3 4 5 6 7 8 9 0111.118M1 iii;■1,71 A 111111 ail crl 14 13 12 11 ail 418 = 5110 = 2,4 11 3x4 = 4110 = 418 = 1 6 -5-0 1 7 -1 -0 1 7 -9-0 1 17 -9-0 I 6 -5 -0 0-8-0 0-8-0 1(4(10 Plate Offsets (X.Y): (1:Edge.0 -1 -8]. [4:0- 1- 8.Edge]. (5:0-1-8.0-0-01 16'0- 1- 4.Edge]. [10:Edge.0 -1 -8J. [12:0- 1- 8.Edge]. (13:0- 1- 8.EdgeJ, Madge 0-1-81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1 /deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.54 Vert(LL) - 0.30 11 -12 >701 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.55 11 -12 >382 360 BC LL 0.0 Rep Stress lncr 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 (lb /size) 15= 963/0 -4 -0 (min. 0-1-8), 10= 963/0 -4 -0 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 3322/0, 3 -4 =- 3329/0, 4 -5 =- 3888/0, 5-6=-3887/0, 6-7 =- 3377/0, 7 -8 =- 3348/0 BOT CHORD 14- 15= 0/2104, 13- 14= 0/3880, 12- 13= 0/3888, 11 -12= 0/3946, 10- 11= 0/2112 WEBS 2 -15 =- 2263/0, 2 -14= 0/1325, 4 -14 =- 981/0, 8 -10 =- 2272/0, 8 -11= 0/1346, 6-12= 347/404, 6-11= -628/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced 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,E3 P R OFF S'1S ' c�scp L NG (, E-F9 /obi -44 1 _ 7 G • . F oci A. 1 EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE LIII 7473 'VP. 10.'08 BEFORE USE, fit...: R � ' 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 q ° �=� is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsbtlity of the M]Tek' 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, 009 -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 FLOOR 2 R32094277 B101121 -FT2 FT -2GE GABLE 1 1 Joh Referenrx, (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:11:06 2010 Page 1 ID:CBBP1 cZPY7tgQyA5ohdS2SykEu3 -CBBP1 cZPY7tgQyA5ohdS2SvsM68u1 edHObmxKOykEu3 Scale • 129.8 3x4 II 3x4 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 �1 Y' 1 1 1 i f r r 1 e o a°s n -' III 1 1 1 1 1 1 1 1 — I V V V . - V - V 64 9 • 29 28 27 26 25 24 23 22 21 20 19 18 17 16 3x4 II 356 = 7 -1-0 1-40 240 40-0 5-40 65-0 B�aq 7-90 9-40 9.0 0 1-40 I 1-4-0 I 1-40 I 1.4-0 1- 1 -1-0 03d 1 680 1 -40 I 1-40 10 I 110 12-0-0 I 1 13-4-0 -40 I 1-4.0 148-0 I 1 I 1-4-0 17 -4-0 7-9-0 0,sn Plate Offsets (X.YI; [1:Edge.0- 1- 8].129: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 0.08 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 Ib or less at joint(s) 29, 16, 28, 27, 26, 25, 24, 23, 22, 21, 20, 19, 18, 17 FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) All plates are 2x4 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4 -0 oc. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) "Fix heels only Member end fixity model was used in the analysis and design of this truss. 8) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard � ��EO P R OFF 5 � 9 `S'> 1); j; r -o -o OR:, • co -.3 9 FHB • • 2� ' �. < , 11 FR s 1\ EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCL UDED IIIITEK REFERENCE PAGE MTI.7473 rev. 10 -'08 BEFORE USE. ]F.. s= �' Design valid for use only with MiTek connectors. Thb design is based only upon parameters shown. and is for an individual building component. Applicability of design param enters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown s '' is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction o the responsibility Niel(' erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information evadable 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 2 R32094278 B101121 -FT2 • FT -4 FLOOR 2 1 .Inb Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:11:07 2010 Page 1 I D:gNIn Eya1 JR?h161HMO8hbgykEu2- gNInEya1 J R ?h 161HMO8hbgSwWHgmOoQ cFVVVsgykEu2 I 2-6-0 1 1 1 -11 -12 0r44 Scab • 1:30.2 334 0 4310 = 234 11 44 = 234 11 4310 = 334 II 1 2 3 4 56 436 = 7 8 9 if W.1 1 II ��`I I_I�- iii`II T. ii. I` ll. _ WIN A / 14 13 12 11 O. 438 = 4310 = 234 11 234 11 4310 = 438 = 1 8 -0-0 1 8 -11 -14 1 9 -11 -12 I 18 40 1 6 -0-0 11.11 -14 411 -14 -0-4 Plate Offsets (X.Y1: (1:Edge.0 -1 -8]. (4:0- 1- 8.Edge], [5:0- 1- 8.Edge]. [10:Edge.0 -1 -81. [11•0- 4- 12.Edge]. [12:0- 1- 8.0 -0 -0]. [13:0- 1- 8.Edge]. [14:0- 4- 12.Edge]. [15:Edge.0 -1 -8] LOADING (psf) SPACING 2 -0-0 CSI DEFL In (loc) I /deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.60 Vert(LL) -0.29 13-14 >740 480 MT20 220/195 TCOL 10.0 Lumber Increase 1.00 BC 0.87 Vert(TL) -0.49 12 -13 >438 360 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.09 10 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight: 96 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) 15= 980/0 -4 -0 (min. 0 -1 -8), 10= 980/0 -4 -0 (min. 0-1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2- 3=- 3434/0, 3-4 =- 3474/0, 4 -5 =- 4144/0, 5-6=-4144/0, 6-7 =- 3469/0, 7 -8 =- 3430/0 BOT CHORD 14 -15= 0/2143, 13- 14= 0/4144, 12- 13= 0/4144, 11- 12= 0/4144, 10- 11= 0/2143 WEBS 2 -15= 2305/0, 2 -14= 0/1407, 3 -14 =- 308/6, 4 -14 =- 1044/0, 8 -10 =- 2306/0, 8 -11= 0/1403, 7 -11 =- 306/20, 6 -11 =- 1041/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard ,(< O PROFF ��Co �N - ] N EF9 Wo 9 ' ) 6•, i ; - E w A If' , • 0'7GIP'1 �cb MFR S. -0 1 EXPIRATION DATE: 06/30/12 August 25,2010 1 I ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE 6171.7473 res. 10'08 BEFORE USE. ' ° ill Design valid for use only with MiTek connectors. This design b based only upon parameters shown, and is for an individual budding component. 1 - m ' Applicability of design param en ters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown p 0 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 0 the responsibility of the rVliTek• erector. Additional permanent bracing of the overall structure 0 the responsibility of the building designer. For general guidance regarding fabrication. quality control. storage, delivery, erection and bracing. consult ANSI/TPI1 Quality Criteria, 008 -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information 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 Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:11:08 2010 Page 1 ID: 8aJ9RIbf417YfGKUw6fw7tykEul- 8aJ9RIbf417YfGKUw6fw7t 6bwfDVUIZrvF2PHykEu1 I I 2-8-0 1 7-8-0 1 0-10-0 1 1 1 -4-0 1 Bub • 1:26.3 1 &`-0 1 334 11 4310 = 234 11 434 = 284 11 4810 = 334 11 1 2 3 4 5 336 = 6 7 8 e 111 %� II � 1 �� 111 iii II IC I�� II ._. 7-0-0 - - - - : : 11 10 4310 = 284 II 234 11 4310 = 438 = 438 = 1 15-8-0 1 15-8-0 Plate Offsets °X.Y.): [1 :Edge.0 -1 -8). [4:0- 1- 8.Edge). 15:0- 1- 8.Edge). [9 :Edge.0 -1 -8], [11:0- 1- 8.Edge], 112:0-1-8.Edgel, (14:Edge.0 -1 -8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (roc) I /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.18 10-11 >999 480 MT20 • 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.73 Vert(TL) -0.32 10 -11 >581 360 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.06 9 n/a n/a BCDL 5.0 Code IBC2006/TP12002 (Matrix) Weight. 88 Ib FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1 &Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (lb/size) 14= 848/0 -5 -8 (min. 0 -1 -8), 9= 848/0 -5-8 (min. 0-1 -8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or Tess except when shown. TOP CHORD 2 -3 =- 2782/0, 3-4 =- 2798/0, 4 -5 =- 3092/0, 5-6=-2858/0, 6-7 =- 2814/0 BOT CHORD 13-14= 0/1817, 12- 13= 0/3087, 11- 12= 0/3092, 10-11= 0/3092, 9- 10= 0/1813 WEBS 7 -9 =- 1950/0, 2-14=-1955/0,.7-10=0/1092, 2 -13= 0/1051, 6 -10 =- 300/0, 5-10 =- 557/94, 4 -13 =- 670/56 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3-10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard •( �o PR op � IN EF 9 R i o �� q cc- / r i • • O- rGS ,cb R S. 1 EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Vcrrfy design parameters and READ NOTES ON THIS AND INCLUDED DETER' PAGE bfII.7473 rem 10.'03 BEFORE USB. 21.(.., 's ....e. ....e. Design valid for use only with MiTek connectors. This design based only upon parameters shown. and is for an individual building component. Applicability of design param en ters and proper incorporation of component is responsiblity of building designer - not truss designer. Bracing shown MiTek' B for lateral support of individual web members only. Additional temporary bracing to insure stabllty during construction k the responsibility of the IYIiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing. consult ANSI /TPII Quality Criteria, 058.89 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 2 R32094280 B101121 -FT2 FT -5DR FLOOR 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7240 S Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:11:09 2010 Page 1 ID:cmtYfecHr2 FPHQvgUpA9g5ykEu0- cmlYfecH2 FPHQvgUpA9g5X BIKzuEvcj4Z ?bxjykEu0 I 7-6 -0 1 1 D -t0-0 11 1 1 5c:64=1:263 3x4 0 400 = 2x4 11 44 = 2.44 11 4x10 = 344 11 1 2 3 4 5 44 = 6 7 8 II rim � 1-[ JJ �_.;.- It ■ •••♦•••••♦♦♦♦ - 1 13 12 11 10 r7 • -♦-♦-•-• -------- �� ∎V � 4x10 = 2 4 0 1x4 11 1,11 = IM M = 4x8 = 15.6 -Q 140.0 ' Plate Offsets (X.Y): [1:Edge.0- 1- 8],14:0- 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 (roc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.89 Vert(LL) -0.27 12 -13 >691 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.83 Vert(TL) -0.36 12 >507 360 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.09 9 n/a n/a BCDL 5.0 Code IBC2006/TP12002 (Matrix) Weight: 93 Ib FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 2 -2 -0 oc purlins, except BOT CHORD 4 X 2 DF 2400F 2.0E end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (lb/size) 14= 848/4 -0 -0 (min. 0 -1 -8), 9= 848/0 -5-8 (min. 0 -1 -8) Max Horz 14 =86(LC 9) Max Grav14= 1223(LC 3), 9= 1223(LC 2) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -2 =- 945/945, 2 -3 =4646/0, 3-4 =- 3244/0, 4 -5 =4419/0, 5 -6 =- 3769/0, 6 -7 =- 3755/0, - 7 -8 =- 945/945 BOT CHORD 14 -15 =- 1637/3892, 13 -15 =- 3560/6413, 12 -13 =- 993/6107, 11- 12=- 993/6107, 10 -11 =- 993/6107, 9 -10 =- 88/2751 WEBS 7 -9 =- 2960/95, 2 -14 =- 2981/0, 7 -10 =- 225/2105, 2 -13 =- 241/1976, 6 -10 =- 353/24, 3 -13 =- 437/306, 5-10= 1807/1379, 4 -13 =- 1731/1129, 4 -12 =- 438/560, 5 -11 =- 369/289 NOTES 1) Unbalanced floor live 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) 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 ��E13 P R OF loads along bottom chord from 0 -0 -0 to 4 -0 -0 for 1410.0 plf. �\�j� N 9 ` � / 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 -9 to be attached to walls at their outer ends or restrained by other means. • • v E r LOAD CASE(S) Standard - 0) /A O' • ,� cb 9 ' B -•2 � . �tijFR S.1\ N C� EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design paranrcterw and READ NOTE H S ON THIS AND INCLUDED MITER PAGE MI1-7473 rev. 10-'08 BEFORE USE. d- T' � '� Design valid for use only with MiTek connectors. The design a based only upon parameters shown, and is for an individual building component.,: Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown MiTek' �`-' 4 for lateral support of individual web members only. Additional temporary bracing to insure stablity during construction 4 the responsibility of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding w ,e 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 Pty CENTEX - SUMMERCREEK BLD 10 FLOOR 2 R32094281 B101121 -FT2 FT -6 FLOOR 30 1 .lob Refernnne (optional) Pro -Build Clackamas Truss, Cladlamas,OR 97015 -1129 7.240 S Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:11:09 2010 Page 1 I D: antYfecH2FPHOvgUpA9g5ykEu0- antYfecH2FPHQvgUpA9g5X EJ KzbExzj4Z ?bxjykEuo 1 -11 -8 I I 1-4 -0 I I 2.6 -0 Sub 4119.4 548 = 1 3x4 11 2 3 306 = 4 2x4 11 5 4x8 = 63x4 11 • p 1iI 11 10 9 2x4 II 8 23(4 11 3x10 = 5x8 = 4x8 = 1 2.4 -0 3-0.0 I 3-8-0 I 11 -8-0 1 2-4-0 0 -n-0 5.6.0 6-0.0 Plate Ofsets'(X.Y): [1:Edge,0 -1 -8], [2:0- 1- 8.Edge]. [3:0- 1- 8.Edge]. [5:0- 2- 10.Edge]. [7:Edge,0-1 -8]. [9:0 1 -8,0 0 0]. [10:0- 1- 8.Edge].111:Edge.0 -1 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.67 Vert(LL) -0.17 8 -9 >794 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.28 8 -9 >482 360 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight: 55 Ib FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &BV 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) 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 PR 0F 1 1: si0* /11. N CB EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 741 .7473 rev. 10-'08 BEFORE USE. A x. h m Design valid for use only with MiTek connectors. ih6 design's based only upon parameters shown, end's for an individual building component. Applicability of design parent enters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown p ' S B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsbillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qualify control. storage. deltuery, 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 R32094282 6101121 -FT2 FT -7 FLOOR 2 1 Job Reference (nptinnah Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 2515:11:10 2010 Page 1 ID:4yRws_cvcMNGvaUs1 XhOC IykEu7 -4y Rws_cvcMNGvaUs1 XhOC I4XajSFz00sIDk9T9ykEu7 2.0.0 1 I 1-11-8 I scab= 1:1.8 406 = 1 3,4 11 2 3 304 = 204 11 0 5 406 = 6 3r4 11 O 111 plijil 111111 ' 11P rilli 111111111111111111111111111111111111 —111111111111111111111111111111111111111111100111 III 1 ;, ' 9 8 3xfi _ 308 = I' 408 = 408 = 1 • 10-8-8 10.1 -8 • Plate Offsets (X.YI [1:Edge.0 -1 -8]. [2:0- 2- 9,Edge]. [5:0- 1- 7.Edge]. [7:Edge.0 -1 -8]. [8:0- 1- 12,Ettgey [10: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 0.19 Vert(LL) -0.04 8 -9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.09 7 -8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.02 7 n/a n/a ' BCDL 5.0 Code IBC2006/TP12002 (Matrix) Weight: 52 Ib FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (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 < < -` P R OF k7p LN G [ . FF9 /o , -.c. /`rte•.- 9 r .., 9 � 2 � 41 FR S .1 \ NCB EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE 1411.7473 rev. 10'08 BEFORE USE. o l� o y q • 1 ' Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual budding component. - ey Applicability of design param enters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown MiTek* 6A is for lateral support of individual web members only. Additional temporary bracing to Insure stablity during construction is the responsbllity of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the budding designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /IPI1 Quality Crlted°, DSB -89 and BCS1 Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95810 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 1/4 Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. 6 -4-8 dimensions shown in ft-in- sixteenths Damage or Personal Injury == Dimensions are in ft-in-sixteenths. I (Drawings not to scale) � � Apply ful diagonal or X- bracing, is always required. See BCSI. 0 _h /16 2. Truss bracing must be designed by an engineer. For 1 2 3 wide truss spacing, individual lateral braces themselves TOP CHORDS may require bracing, or alternative T, I, or Eliminator bracing should be considered. ■ _� 4 Q 3. Never exceed the design loading shown and never p stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate designer, erection supervisor, property owner and = III O U all other interested parties. drA I a_ plates 0 nd' from outside a edge of truss. o c» C6 C5 O 5. Cut members to bear tightly against each other. 1 — BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. `Plate location details available in MiTek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED /LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9 Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and Is the 4 x 4 width measured e endicular NUMBERS /LETTERS responsibility p rp of truss fabricator. General practice is to to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS indicated are minimum plating requirements. ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and /or ESR -1311, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95 -43, 96 -31, 9667A 13. Top chords must be sheathed or puffins provided at output. Use T, I or Eliminator bracing NER -487, NER -561 spacing indicated on design. if indicated. 95110, 84-32, 96 -67, ER 3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING 15. Connections not shown are the responsibility of others. Indicates location where bearings 1 b. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but D 2006 MiTekC� All Rights Reserved approval of an engineer. ■ /.10 reaction section indicates joint ■ number where bearings occur. MI=1•11111 ® 17. Install and load vertically unless indicated otherwise. 18. Use of green or heated lumber may pose unacceptable —a environmental, health or performance risks. Consult with Industry Standards: project engineer betore use. ANSI /TPI1: National Design Specification for Metal 1 9. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. ■ p and p ctures) betore use. Reviewing pictures alone DSB -89: Design Standard for Bracing. M I 1 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 t* �..,,t� j j a i � O pv..y p c7 N N 1 u m $, °a pQ pa �'m $ - -$ � I , i: li 111111 1 ii 302(7 i 1 f l 1 a SOMME t, l A Filigiiii0 Naafi m Anon AdorAp2 ' Awl!' 9 Fil 1 11 4111 lik, _ a =WE1�16■ � IErtilV _I 1 :sl e = gi n 1 dFY 11 € a�� —�i� ji —� ��J Ifr 1 (`tI a w�� YlU• oil —i'aza ima x Id� ∎0-r _ 7 �� „�,.,._., _ iiiiiiiMiS. _ ,,,•'� r � � � ∎ " s -� USE LUS24 HANGERS U.N.O. 1 12 -0-0 I 7 -11-8 I 15-11-0 I 0-„s I 10-11-8 1 15-11-0 14 -11-8 I 10-11.8 ! o CC r 4 4gFii � . BI01121 Centex �Rm 58 V -BLOCK 0 MUS -26 n EID Gar,41R5 Summercreek Townhomes Building 10 58 S -BLOCK 15 HUS-26 TRUSSO U1SIO ( Tigard, Oregon ► 1 . z 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 ei' C 30 LUS-24 0 HGUS -26 O: (503) 557 -8404 CERTII'¢D PLATT F: (503) 557 -8428 25/7/0/5 LOADING w/ 100 MPH WIND - EXP B 845 4010 - 0 Lus -26 0 HGUS -26 -2 == ® Mffek POWER TD PERFORM."° MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676 -1900 Re: B1011 21 Fax 916/676 -1909 CENTEX - SUMMERCREEK BLD 10 ROOF _ The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by ProBuild West - Clackamas,OR. Pages or sheets covered by this seal: R32094226 thru R32094251 My license renewal date for the state of Oregon is June 30, 2012. Important Notice: If visually graded lumber is used for the trusses covered by these designs, see "SPIB Important Notice, Dated July 28, 2010" (reprinted at www.mii.com) before use. MiTek does not warrant third -party lumber design values. �� a0 s Ss PR 0 F Q � c.� � NGINF9 /p2 16890PE r 055 EXPIRATIOI/%ATj'6 /30/12 August 25,2010 Tingey, Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI /TPI -1995 Sec. 2. Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 ROOF R32094226 B101121 A01 GABLE 2 1 Job Reference (optional) • Pro -Build Cladcamas Truss, Ctackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:09:29 2010 Page 1 ID:XXgkgROZO KfbH2FSdp Nic ?ykEva- XXgkgROZOKfbH2 FSdpNic ?OA5ovSoIB ?47mJQWyk Eva )1 -0 -0 196-0 t 39-0-0 0- Y -0 -0 1960 19.6 -0 0 -0f 5x6 = Scale= 115.3 6.00 12 15 4 _1 fi 13 - 17 12 - I6 5x6 % 56 it 19 57 10 20 5x6 9 - 21 6 3 et 'a 22 7- 7 23 8 24 5 25 4 26 2 � � i 27 26 I P 5x12 = 55 54 53 52 51 50 49 46 47 46 45 44 4342 41 40 39 38 37 38 35 34 33 32 31 30 5812 = 39-0-0 39-0.0 Plate Offsets (X,Y): f2:0- 2- 2,Edge1, 19:0-3- 0,0-3 -01, 121:0 -3 -0,0 -3-01, [28:0- 2- 2,Edge1 TCLL ADING (psf) 5,0 2 SPACING 2 -0-0 CSI DEFL in (loc) I /deb Lid 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 puffins. BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 3 -4 -10 oc bracing. OTHERS 2 x 4 DF Std G 'Except' WEBS 1 Row at midpt 15-43, 14-44, 13-45, 16 -41, 17 -40 MiTek recommends that Stabilizers and required cross bracing 15- 43,14 - 44,13 - 45,12- 46,11 - 47,10 - 48,16- 41,17- 40,18- 39,19 - 38,20 -37: 2 x 4 DF No.1 &Btr G be installed during truss erection, in accordance with Stabilizer WEDGE Installation guide. Left: 2 X 6 SYP No.2, Right: 2 X 6 SYP No.2 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT REACTIONS All bearings 39-0-0. LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE (Ib) - Max Horz 2=- 128(LC 8) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Uplift All uplift 100 Ib or 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, �"O PROFF 43 -44 =- 2618427941-42=-261/427, 40-41=-528/694, 39- 40 /9608 39 =- 1061/1227, 'z; `S S, 37 -38 =1328/1494,36 -37 =1594/1760,35 -36 =- 1858/2025,34 35 =2125/2292, 9 O �9 33 -34 =2392/2558, 32 -33 =2658/2825, 31- 32=- 2898/3092, 30 31 =3192/3332, „ 28 -30 =- 3846/4058 s' 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; ' 1 cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 / ,0 0 - - I 4( 0) -" 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 is / '' Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. '9�,f" // 8 , G 1 w � ( Ci 3) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 V / �R S S ` 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 C- - -_. _x..0-_- -. -- .. -- - - -- -- - � -w > .a. ,,..,ti-- ...... -. . .,,.. :-' -. . -: �„ _ - -- -• .. ... ® WARNING - V.-rifjy design parameters and READ NOTES ON TN /S AND INCLUDED MITER REFERENCE PAGE Mft-74 nen. 10'08 BEFORE USE. F A . . '' Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and k for an individual budding component. ' . > ~' Applicability of design paramenters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown .�'.. ��11 s for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek• erec tor. 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 /rP11 Quality Criteria, DSB -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information evadable from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 ROOF R32094226 B101121 A01 GABLE 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:09:31 2010 Page 2 ID: Uvy V47QpwxvJ WM PrkEQAiQykEvY- UvyV47QpwxvJWMPrkEQAiQT WbpbwGfgIXJFQ 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 Ib uplift at joint(s) 44, 45, 46, 47, 48, 49, 50, 51, 52, 53, 54, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31 except (jt =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 pit. 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 PIITEKREFERENCE PAGE 1471.7473 rev. I0 -'09 BEFORE USE X5"' Design valid for use only with MiTek connectors. This design's 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 responsibtlily of the MiTek" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding POI. la ." fabrication. quality control. storage, delivery, erection and bracing. consult ANSI/TPI1 Qualify Criteria, DSB -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 ROOF R32094227 B101121 A02 DBL. FINK 4 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:09:32 2010 Page 1 ID: y6WIITQRhF1A8W _1IxxPEeykEvX- y6WtITQRhF1A8W 11xxPEe0cfDss ?ynRmz ?zlrykEvX -1 - -0 0.0 8 -10.4 1 13-2 -2 1 19-6.0 1 25-9-14 1 32 -1 -12 1 39-0-0 4,60. 1 4 - 8 -10-4 6-3 -14 6 -3-14 6-3-14 y 314 6 -3 -14 8 -10.4 0. Scale • 1:74.7 506 = 6.00 2 6 i.. 304 4 301 306 5 23 24 306 J . 4 9 as / f.4 be - h4 \\ /� 3 2 alliki 10 il1 ri' -. ` a 16 17 18 15 19 74 20 13 21 22 12 5012 = 304 = 444 = 5012 M1209 = 404 = 304 = 5412 I 8-1 -7 1 15-8-8 1 23-3.8 1 30-10 -9 1 3600 1 8-1 -7 7 -7 -1 7 -7 -1 7-7-1 8-1 -7 Plate Offsets (X,Y): 12:0- 2- 2,Edge), 110:0- 2- 2,Edoe), 113:0- 1 -8,0 -1 -121, 115:0- 1 -8,0 -1 -121 LOADING DING (psf5 0 SPACING 2 -0-0 CSI DEFL in (Ioc) I /dell Ud PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0.87 Vert(LL) - 0.54 13-15 >856 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.85 Vert(TL) -0.96 13-15 >481 180 MT2OH 165/146 BCLL 0.0 • Rep Stress 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.1&Btr G BOT CHORD Rigid ceiling directly applied or 8 -9-0 oc bracing. BOT CHORD 2 X 4 DF 2400F 1.7E MiTek recommends that Stabilizers and required cross bracing WEBS 2 x 4 DF Std G 'Except* be installed during truss erection, in accordance with Stabilizer 5- 16.6 - 15.6 - 13.7 -12:2 x 4 DF No.1 &Btr G Installation guide. REACTIONS (Ib /size) 2= 2104/0 -5 -8 (min. 0 -2 -4), 10= 2104/0 -5-8 (min. 0-2-4) Max Horz 2=- 128(LC 8) Max Uptift2=- 497(LC 7), 10=- 497(LC 8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or Tess except when shown. TOP CHORD 2 -3 =- 3930/820, 3-4 =- 3753/845, 4-5=-3573/867, 5-23=-3160/731, 6-23 =- 3147/752, 6-24 =- 3147/752, 7-24=-3160/731, 7-8=-3573/867, 8-9=-3753/845, 9 -10 =- 3930/820 BOT CHORD 2 -16 =- 754/3393, 16- 17=- 564/2960, 17- 18=- 564/2960, 15-18=-564/2960, 15-19=-318/2262, 14-19=-318/2262, 14-20=-318/2262, 13-20=-318/2262, 13 -21 =- 466/2960, 21 -22 =- 466/2960, 12 -22 =- 466/2960, 10 -12 =- 626/3393 WEBS 3 -16= 342/214, 5-16= 188/512, 5 -15= 799/334, 6-15= 352/1394, 6-13 =- 352/1394, 7 -13 =- 799/334, 7-12=-188/512, 9 -12 =- 342/214 NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 2) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct =1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live Toads. 5) All plates are MT20 plates unless otherwise indicated. ? _ P RQFF 6) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live Toads. S' 7) • This truss has been designed for a live Toad of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide \ co �CN 0/ 0 will fit between the bottom chord and any other members, with BCDL = 5.Opsf. � 8 � / 2 A plate rating reduction of 20% has been applied for the green lumber members. ' 16 ',1, - r 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =lb) 2 =497, 10 =497. 10) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �// 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 275 Ib down and 54 Ib up at (C‘ ORE -' ►. \ � 0) 17 -6 -0, and 275 Ib down and 54 Ib up at 21 -6 -0 on bottom chord. The design /selection of such connection device(s) is the - ' • -As responsibility of others. ^9 ,f �./ON - e(j 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ` '1'7 R 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 MITES REFERENCE PAGE MTI-T473 10.'08 BEFORE USE. � -, u F � '• Design valid for use only with Milk connec ton. This design is based only upon parameters shown, and is for an individual budding component. r°e Applicability of design param enters and proper incorporation of component S responsibility of budding designer - not truss designer. Bracing shown � 7T 4- ". 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 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 - SUMMERCREEK BLD 10 ROOF R32094227 8101121 A02 DBL. FINK 4 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:09:32 2010 Page 2 ID:y6WLITQRhF1A8W 1IxxPEeykEvX- y6WtITQRhF1A8W 11xxPEe0dDss?ynRmi ?z1rykEvX • 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) • c N > ® WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER - REFERENCE PAGE M11-74 73 rev. 10-D8 BEFORE USE. Design valid for use only with Mirek connectors. This design is based only upon parameters shown. and is for an individual building component. G7 Applicability of design param enters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown pq Applicability for lateral support of individual web members only. Additional temporary bracing to insure stability during construclion is the responsibility of the IVIiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1.01.A ro fabrication. quality control. storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information 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 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 1 I D:uUedj9ShDsHtNg8Q PMztJ2ykEvV- uUedj95h DsRtNg8Q PMztJ25y61 XJTsDkE H U45jykEvV - 4 1 -9-0 6 -10-4 I 13-2.2 I 19-6-0 I 25.9.14 I 32 -1 -12 t 39-0-0 0 -0 6 -10-4 6 -3 -14 6 -3 -14 8 -3 -14 6 -3 -14 6 -10.4 Scab • 1:74.2 5x6 = 6 ii 6.00 12 3x4 i 3x1 5 22 23 - 3z8 d 2x4 \\ 3x6 4 8 2x4 // 3 4 ' ' ..H... 44.4 9 ,..............44.04%,„%%.10 3 4x10 = 15 18 17 14 18 13 19 12 20 21 11 d 4x10 3x4 = 4x4 = 502 MT2OH = 414 = 7x4 = 1 8 -1 -7 l 15-8-8 1 23-3-8 1 30-10-9 I 39-0-0 8 -1 -7 7 -7 -1 7 -7 -1 7 -7 -1 8-1 -7 Plate Offsets (X,Y): 12:0.0- 7,Edge1. 110:0- 0- 7,Edgel,112:0- 1 -8,0 -1 -121, 114:0- 1 -8,0 -1 -121 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 0.87 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/TPI2002 (Matrix) Weight: 191 Ib FT = 10% LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1.7E TOP CHORD Structural wood sheathing directly applied or 2 -8 -14 oc purlins. BOT CHORD 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 8 -8 -3 oc bracing. WEBS 2 x 4 DF Std G 'Except' MiTek recommends that Stabilizers and required cross bracing 5- 15,6- 14,6 - 12,7 -11: 2 x 4 DF No.1 &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 =- 328/2265, 13 -18 =- 328/2265, 13 -19 =- 328/2265, 12 -19 =- 328/2265, 12 -20 =- 477/2965, 20- 21=- 477/2965, 11 -21 =- 477/2965, 10 -11 =- 662/3408 WEBS 3-15 =- 342/214, 5-15=-188/512, 5-14=-786/334, 6-14=-352/1381, 6-12 =- 354/1397, 7 -12= 803/337, 7 -11= 198/525, 9 -11= 347/218 NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.Opsf; h =25ft; Cat. 11; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 2) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct =1.1 3) Unbalanced snow 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 loads. 5) All plates are MT20 plates unless otherwise indicated. ��0 P R OFF 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with an y other live Toads. 7) • This truss has been designed for a live Toad of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide �� ( N S will fit between the bottom chord and any other members, with BCDL = 5.Opsf. C\ 0461;" ,9 02 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =1b) �.. = :- i 9 t' 2=497, se is designed This is truss truuss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. f 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 275 lb down and 54 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 1 ' e , . ,\ Cb responsibility of others. � _ 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). � � g' 2� G � MF R S 1\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 dill -7473 rev. 10-'09 BEFORE USE. Design valid For use only with MiTek ." ek connectors. This design B based only upon parameters shown, and is for an individual budding component. ; • `� A pplicability of design param enters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown MiTek' B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction's the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 14. Lee Sheet. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95810 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 ROOF R32094228 B101121 A03 DBL. FINK 10 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:09:34 2010 Page 2 ID:uUedj9Sh DsHtNg8Q PMztJ2ykEvV- uUedj9ShDsHtNg8QPMz1J25y61 XJTsDkEH U45jykEvV LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 2- 16 = -10, 16-17=-50, 17- 18 =10, 18- 19 = -50, 19- 20 = -10, 20- 21 = -50, 10- 21 = -10, 1- 6 = -70, 6- 10 = -70 Concentrated Loads (lb) Vert: 18=-275(F) 19=-275(F) • WARNING • Verjfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rev. 10 BEFORE USE. Design valid for use only with MiTek connectors. Thh design's based only upon parameters shown, and h for an individual budding component. Applicability of design paramenters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown 6611 h for lateral support of individual web members only. Additional temporary bracing to insure stability during construction h the responsbdlity of the MiTek* iTek' erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding POWM4 ._ MEN fORIY.' fabrication, quality control. storage. delivery, erection and bracing. consult ANSI /TPI1 Quality Criteria, 05B -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 B101121 A04 GABLE 2 1 R32094229 Job Reference (optional) Pro -Build Clackamas Truss, Cladtamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:09:41 2010 Page 1 ID :BgZGBYX4Z09ujuAmKKbWSXykE GBYX4Z09ujuAmKKbW5XuE3 r?OcB9mrsgxrpykEvO -1 -0-0 19-8-0 390-0 9 -0-0 1 -0 -0 19 &0 1 19-6 -0 54.1. • 1.753 5.6 = 6.00 12 15 14 �' IB 3 1.:.1 17 12 18 5r6 % 5511 1858 0 11.111111 g 6 ��' . 7 8 24 5 25 1 26 2 3 i I 27 26 i t 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 5r12 3.8 = 1 39-0-0 39-0-0 Plate Offsets (X,Y): 12:0- 2- 2,Edgel,f9:0- 3.0,0- 3.01,1 21:0 -3- 0,0-3- 01,(28:0- 2- 2,Edge1 LOADING DING (ps 25 0 SPACING 2 -0-0 CSI DEFL in (loc) I /defl 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/TP12002 (Matrix) Wind(LL) -0.00 1 n/r 90 Weight: 301 Ib FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3 -1 -2 oc purlins. BOT CHORD 2 x 4 DF No.18Btr 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- 46,1047,16- 40,17- 39,18- 38,19- 37,20 -36: 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 39-0-0. LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE (Ib) - Max Horz2= 138(LC 23) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Uplift All uplift 100 Ib or less at joint(s) 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 53, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30 except 2=-2032(LC 18), 54=- 142(LC 23), 28=-1987(LC 23), 29=-162(LC 24) Max Gray All reactions 250 Ib or less at joint(s) 42, 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 53, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30 except 2= 2199(LC 15), 54= 306(LC 12), 28= 2116(LC 16), 29= 331(LC 13) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or Tess except when shown. TOP CHORD 2 -3 =- 4557/4411, 3-4=-3690/3628, 4 -5 =- 3373/3306, 5-6 =- 3049/3047, 6- 7=- 2734/2768, 7 -8 =- 2415/2486, 8-9=-2124/2220, 9- 10=- 1808/1945, 10- 55=- 1523/1658, 11 -55 =- 1260/1394, 11 -12 =- 1232/1376, 12- 13=- 934/1097, 13 -14 =- 637/823, 14 -15 =- 344/510, 15 -16 =- 344/506, 16 -17 =- 637/810, 17 -18 =- 935/1076, 18 -19= 1232/1346, 19 -56 =- 1263/1399, 20 -56 =- 1524/1619, 20 -21 =- 1799/1897, 21 -22 =- 2124/2171, 22- 23=- 2412/2438, 23 -24 =- 2713/2720, 24- 25=- 3011/2998, 25 -26 =- 3315/3256, 26 -27 =- 3640/3579, 27 -28 =- 4511/4346 BOT CHORD 2 -54 =- 3877/4044, 53 -54 =- 3192/3317, 52 -53 =- 2898/3077, 51 -52 =- 2658/2810, 50 -51 =- 2392/2544, 49 -50 =- 2125/2277, 48- 49=- 1858/2010, 47- 48=- 1594/1745, PR Ep OF 445=-794945, 43-44=-527678, o 42- 43 =- 261/412, 40-41 2, 39-40=- 38-39=-794/945, / 8 39 -7 4/945!37 38= -1061 /1212, , G J �� {G �1G ) ) E s 36 -37 =- 1327/1478, 35 -36 =- 1594/1745, 34- 35=- 1858/2010, 33- 34=- 2125/2277, ,� 2 9 32- 33=- 2392/2543, 31 -32 =- 2658/2810, 30 -31 =- 2925/3077, 29 -30 =- 3192/3343, % 8 6 ,4 "- E 28 -29 =- 3891/4043 WEBS 27- 29=- 259/157 o f NOTES ,y 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; ORE h :• cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 .p ` / �, 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� M •, R , °' (Cr Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. 4 R S `\ ` 3) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category 11; Exp 8; Fully Exp.; Ct =1.1 4) Unbalanced snow Toads have been considered for this design. Continued on page 2 ( EXPIRATION DATE: 06/30/12 August 25,2010 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGB MJI-74 rev. 10.'08 BEFORE USB. ` Y. _ � �. Design valid for use on with MiTek connectors. This design is based only upon parameters shown, and is for on ctdividuel budding component. T. . , Applicability of design commenters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown .4-s s for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibdlily of the " MiTek* erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For generat guidance regarding fabrication, qualify control. storage. delivery. erection and bracing. consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information evadable from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 ROOF R32094229 8101121 A04 GABLE 2 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 15:09:42 2010 Page 2 ID:f17fOuY KKHIL2lyt26lekykEvN- f17fOuYjKKHIL2lyt261ekQ PpFLFLePv3W QVNGyk Ev N NOTES 5) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times fiat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4 -0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 53, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30 except (jt =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 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIER REFERENCE PAGE 6477 -74 rea, I0.'08 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and B for an individual building component. "1: a Cl Applicability of design param en ters and proper incorporation of component is responsibility of bulding designer - not truss designer. Bracing shown CCC111 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 he overall structure is the responsibility of the bulding designer. For general guidance regarding *" fabrication. qualify control. storage, delivery, erection and bracing, consult ANSI /TPII Quality Criteria, DS8 -89 and BCSI 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 ROOF R32094230 B101121 B01 GABLE 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 1509:48 2010 Page 1 ID: UBUwfxdUw92u3zC6EJD9u7ykEvH- UBUwfxdUw92u3zC6EJD9u ?gQzgPXILzoSStpbvykEvH 11 -0 -0 18-0-0 I 36-0 -0 7 -0-o Y -0 -0 16.0-0 18-0-0 �1 -0-0 • 5.1. s 1.69.7 5■6 = 6.00 12 14 3 id 15 12 - 16 17 546 4 - 0 18 546 9 Il 7 it 21 1 6 in 5 4 N 2 3I 1 I 26 5412 = 50 49 46 47 48 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 5412 I 36-0-0 36-0.0 Plate Offsets(X,Y): 12:0- 2- 2,Edge),19:0-3 -0,0 -3-01, 119: 0- 3- 0,0 -3 -01, 126 :0- 2- 2,Edge),139:0 -3 -0,0 -3-01 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.53 Vert(LL) 0.00 27 n/r 180 MT20 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.47 Vert TL 0.01 27 n/r 180 BC LL 10.0 • Rep Stress Incr NO WB 0.12 Horz(TL) 0.04 38 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Wind(LL) 0.00 27 n/r 90 Weight: 266 Ib FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3 -2 -13 oc purlins. BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 3 -6-8 oc bracing. OTHERS 2 x 4 DF Std G *Except' WEBS 1 Row at midpt 14 -39, 13-40, 15-38 MiTek recommends that Stabilizers and required cross bracing 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, ,VD P R OFF 8 33- 34=- 1593/1749, 32 -33 - 1860/2015, 31 2 2127/2282, 30-31=-2393/2549, ��< �NG (NEF9 �/� 29 -30 =- 2633/2815, 28- 29=- 2927/3055, 26 -28 =- 3550/3749 ��? �ji NOTES �i'�PE 9 r 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.0psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 �, .�/ 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Indust Y ry 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 T� 4) Unbalanced snow loads have been considered for this design. - 9 ,1 /LJ �% R •�((j 5) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs MFR S , \\ non - concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. d:legaledwitiirg bottom chord bearing. EXPIRATION DATE: 06/30/12 I August 25,2010 t . ,, ... z • - -- `n .. <- ...m rr. o a , •.- -z - - ,rot. -•. .. •.rte - -,p ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MUSK REFERENCE PAGE 1-111.7473 res. 10'08 BEFORE USE. `a �' Design valid for use only, with Mirek connectors. This design B based only upon parameters shown. and B for an individual building component. ; Applicablity of design param enters and proper incorporation of component is responsiblity of budding designer - not truss designer. Bracing shown p - q � T h for lateral support of individual web members only. Additional temporary bracing to insure stablity during construction k the responsibllily of the IVIi lek• 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 Qualify Criteria, 958 -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 ROOF R32094230 B101121 B01 GABLE 2 1 Job Reference (optional) Pro-Build Clackamas Truss, Clad(amas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:09:49 2010 Page 2 I D:yN2IsHe6hTAIh7n loOkOQ Dyk EvG -y N2lsHe6hTAlh7nloOk00DDbj4Im UoDxg6dM7MykEvG NOTES 8) Gable studs spaced at 1 -4 -0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 38, 37, 36, 35, 34, 33, 32, 31, 30, 29 except (jt =1b) 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 1411-7473 rev. 10-'08 BEFORE USE x...._a Design valid for use only with MiTek connectors. Thk design is based only upon parameters shown, and is for an individual building component. Applicablity of design parent enters and proper incorporation of component is responsiblify of budding designer - not truss designer. Bracing shown p p is for lateral support of individual web members only. Addtional temporary bracing to insure stab dity during construction h the responsbllity of the tYliTek 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, 056 -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information evadable from Truss Plate Institute. 281 N. Lee Street. Suite312. Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX- SUMMERCREEKBLD10 ROOF R32094231 8101121 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: QZbg4dekSn IcIHMU LjFdzOykEvF- QZbg4dekSn IcIHM ULjFdzQm(bT1 kD8d5vmMwtoykEvF 1.0 -0 6 -4-4 I 12 -2 -2 1 16.0-0 1 219.14 I 29-7-12 I 38-0.0 1 -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 = 6.00 r 6 it 3x4 i 3x6 i 3x4 6 7 3x6 4 t , 6 d 2x4 \\ 2 // 3 g 2 f t0 F, G; ` 11 /•'• _ 16 17 16 15 19 14 20 13 21 22 12 =' 4x12 3x4 = 4x4 = 5x12 M4201.1 = 4x4 = 3x4 = 4x12 = l 7-6-4 I 14-6-1 1 21 -5.15 I 28-5-12 I 36-0-0 7.8.4 8 -11 -14 6 -11 -14 6 -11 -14 7.8.4 Plate Offsets (X,Y): f2:0- CE= 10,Edge1, 110:0- 0- 10,Edgel, f13:0-1-12,0-1-121,115:0-1-12,0-1-121 LOADING (psf) 5.0 2 SPACING 2 -0-0 CSI DEFL in (loc) 1 /dell L/d PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0.97 Vert(LL) -0.43 13 -15 >996 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.75 Vert(TL) - 0.76 13-15 >563 180 MT2OH 165/146 BCLL 0.0 • Rep Stress Incr NO WB 0.56 Horz(TL) 0.17 10 n/a n/a BCDL 5.0 Code IBC2006/TP12002 (Matrix) Weight: 178 Ib FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 9 -1 -8 oc bracing. WEBS 2 x 4 DF No.1 &Btr G *Except* MiTek recommends that Stabilizers and required cross bracing 3-16,5 -15,7- 13,9 -12: 2 x 4 DF Std G be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /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 0- 2944/702, 6-7 =- 2944/702, 7 -8 =- 3304 / 804, 8 -9 =- 3469/801, 9 -10= 3633/760 BOT CHORD 2 -16= 698/3134, 16- 17=- 525/2752, 17- 18=- 525/2752, 15-18= 525/2752, 15 -19 =- 298/2109, 14 -19 =- 298/2109, 14 -20 =- 298/2109, 13 -20 =- 298/2109, 13 -21 =- 435 /2752,21 -22 =- 435/ 2752,12 -22 =- 435/2752,10 -12 =- 578/3134 WEBS 3 -16= 309/195, 5-16 =- 170/449, 5-15= 735/306, 6 -15 =- 328/1307, 6-13 =- 328/1307, 7 -13= 735/307, 7 -12 =- 170/449, 9 -12= 309/196 NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 2) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other Live loads. 5) All plates are MT20 plates unless otherwise indicated. ( c� D � P R OFF 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with an y other live loads. 3 -6 -0 tall b 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectan 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 5.Opsf. g y \� 0 .4 .. �NEF9 s/ "g::.. 8) A plate rating reduction of 20% has been applied for the green lumber members. (�/ 9) Provide mecha connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =lb) / 67,0 i ' E 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 r // 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 275 Ib down and 54 Ib up at 0 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 ` . "'GO' k A N. responsibility of others. F . Bx ,• 2 \ , (� � 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (6). M ('j F R s . 1 \ N Continued on page 2 ( EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED Mil REFERENCE PAGE /1121-7473 rev. 10'08 BEFORE USE, a eill ICI �- V Design valid for use only.with MiTek connectors. This design's based only upon parameters shown. and is for an individual building component. =' Applicablity of design parom enters and proper incorporation of component is responsiblity of building designer - not truss designer. Bracing shown 8-' :rn37 } Li 6 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 6 the responsbllity or the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage. delivery, erection and bracing, consult ANSI /TPI1 qualify Criteria, 050.89 and BC51 Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 14. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 ROOF R32094231 B101121 B02 DBL. FINK 14 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:09:50 2010 Page 2 ID:QZbg4dekSnIcIHMULj FdzQykEvF- QZbg4dekSnIcIHM U L(FdzQmfbT1 kD8d5vmMwfoykEvF LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Inaease =1.15 Uniform Loads (plf) Vert: 2- 17 = -10, 17- 18 = -50, 18- 19 =10, 19- 20 = -50, 20- 21 = -10, 21- 22 = -50, 10- 22 = -10, 1- 6 = -70, 6- 11 = -70 Concentrated Loads (lb) Vert: 19=- 275(F) 20=- 275(F) ® WARNING - Verify design parameters, and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 0111.74 rev. 10.'08 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design commenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 9lr 'z-~ 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 building designer. For general guidance regarding POWS,. ro P AK 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 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 1 I D:jvXKY0k7owAceMOgGhuGlvyk Ev8 -jvX KYOk7owAceMO gGhuGlvYzi IUdMQ B7 WMZoPuykEv8 � 1-0-0 1 16-0.0 36.0.0 7 -0 0-0 1 80.0 I 18-0-0 1 1 -0-0 Scab. 1:691 6x6 = 6.00 lir 14 13 � IS 12 f.1,1 16 5x6 G 7 10 - 16 6x6 9 111 9 6 �• 2l) Y 7 I 21 r J ' 6 i 11111 4 21 26 2 i/ 26 ill = �_._ „ _ _ - 7. 2.1 725 n 602 = 50 49 48 47 46 45 44 43 42 11 40 39 38 37 36 35 34 33 32 31 30 29 28 5,112 = 36-0-0 36-0-0 Plate Offsets (X,Y): 12:0- 2- 2,Edge1,19:0 -3-0,0 -3-01, 119:0 -3-0,0 -3-01, 126:0- 2- 2,Edgel, 139:0 -3 -0,0 -3-01 LOADING (psf) 5,0 2 SPACING 2 -0-0 CSI DEFL in (loc) I /dell 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 = 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 Horz 2=- 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 pp . 37- 38=- 526/682, 36- 37=- 793/948, 35 -36 =- 1059/1215, 34 -35 =- 1326/1482, . I N A9./ 33 -34 =- 1593/1749, 32 -33 =- 1860/2015, 31 -32 =- 2127/2282, 30 -31 =- 2393/2549, �Co N % 6- O 2 -30 =- 2633 /2815,28 -29 =- 2927/3055,26 -28 =- 3550/3749 �� 9 NOTES 6 r i d ; ' E 9 � , 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 � � M 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry , Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. • 0-;•G40•4 � cjb 3) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp 8; Fully Exp.; Ct =1.1 «O ) .-k 4) Unbalanced snow loads have been considered for this design. '9� � • 8 2\ ' (( 5) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times Flat roof load of 25.0 psf on overhangs R \N� non - concurrent with other live loads. .S . 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 parametcrs and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 8171 -7473 rev. 10-'08 BEFORE USE. * - °N -' Design valid for use only with Mirek connectors. Th4 design 4 based only upon parameters shown, and 4 for an individual building component. Applicability of design "paromen tern and proper incorporation of component 4 responsibility of building designer - not truss designer. Bracing shown p �'� 4 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 slructure is the responsibility of the bulding designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and brccing, 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 Pty CENTEX - SUMMERCREEK BLD 10 ROOF R32094232 B101121 B03 GABLE 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:09:57 2010 Page 2 ID:jvXKY0k7owAceMOgGhuGlvyk Ev8- jvXKYOk7owAceMOgGhuGlvYzi IUdMQB7WMZoPuykEv8 NOTES 8) Gable studs spaced at 1 -4 -0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 38, 37, 36, 35, 34, 33, 32, 31, 30, 29 except (jt =Ib) 2 =1882, 50 =133, 26 =1885, 28 =133. 13) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) This truss has been designed for a total drag load of 200 pif. 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 pit 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 ?HIS AND INCLUDED MITER' REFERENCE PAGE MTI -7473 rev. 10-'08 BEFORE USE. q„ it Nal Design valid for use only with MiTek connectors. Th's design is based only upon parameters shown. and 5 for an individual balding component. - 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 k the responsibility of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the balding designer. For general guidance regarding POW,. To fabrication, quality control. storage, delivery. erection and bracing. consult ANSI /TPIF quality Criteria, DS8-99 and BCSI Building Component 7777 Greenback Lane, Suite 109 Salety 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 R32094233 B101121 C01 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 15:10:00 2010 Page 1 ID: 7 UCSA2m? 5 rZBVp 7 PxgRzNXykEv5. 7UCSA2m? 5rZBVp7PxgRzNXAa2VcoZmQZCKnSODykEv5 1 -0-0 16-0-0 34-0 -0 1 1-o-o 16-0 -0 I 16-0 -0 4x4 = Scele = 1:71.0 6.00 12 IS 14 16 f3 17 3.6 12 18 3x6 10 9 9 le: ie'ft 20 21 8 - 72 40- 6 7 23 24 5 � 4 - 28 2 3 I 1 27 / _I _ 1 I 28 53 52 51 50 49 46 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 346 3x6 = I 34-0-0 I 34-0-0 Plate Offsets (X,Y): (10:0- 2- 1,Edge1, 120:0- 2- 1,Edge) 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 0.14 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 W8 0.15 Horz(TL) 0.01 28 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Wind(LL) 0.00 1 n/r 90 Weight: 256 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except BOT CHORD 2 x 4 DF No.1 &Btr G end verticals. WEBS 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. OTHERS 2 x 4 DF Std G WEBS 1 Row at midpt 15-40, 14-41, 16-39 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 34 -0-0. (Ib) - Max 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 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. 11; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. 3) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct =1.1 4) Unbalanced snow loads have been considered for this design. �t) PR 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 �\ � �� .oi N� S' ' non - concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. CV 7) Gable requires continuous bottom chord bearing. ,A i/ 'I P E • 9r 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 Toad 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. v �O ORE , ,/, 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 28, 41, 43, 44, 45, .-o. T � M � , A , 46, 47, 48, 49, 50, 51, 52, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30 except (jt =1b) 53 =120, 29 =117. / cj 13) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. FR .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 ® WARMING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MURK REFERENCE PAGE Mil-747) rev. 1008 BEFORE USE % s Design valid for use only with MiTek connectors. Th'6 design o based only upon parameters shown. and is for an individual budding component. a 1 , Applicability of design param enters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown LLL �� B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction u the responsbdlily of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication, qualify control. storage. delivery, erection and bracing. consult ANSI /TPI7 Quality Criteria, 050.89 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 R32094234 8101121 CO2 DBL. FINK 5 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 S Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:01 2010 Page 1 ID: bhmgNOnds9h27zicVXyCvlykEv4-bhmgNOnds9h27zicVXyCvIjZPvjul6KiR X ?YfykEv4 11.0 0 44 -3 I 10-2.2 I 18-130 I 21 -9.14 I 27 -7 -13 I 34-0- 0 { 1 -0 -0 44 -3 5 -9-14 5 -9 -14 5-9-14 5-9.14 6-4-3 Scale • 1118.2 4x8 = 800 f2 8 24 3x4 i 3x8 3x4 /..., 7 4 5 3x8 4 2x4 7/ 9 2•4 II „I 0 -p 2 � 4 18 15 17 14 18 19 13 20 12 21 22 11 axe = 3•4 = 3x4 = 5x12 8472011 = 4•4 = 3x4 = 5x10 5-6-3 I 12 -8.1 I 19.5.15 I 28 -5.13 I 34.04 541 -3 6 -11 -14 8 -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, 110:0- 1- 15,Edael, 112:0- 1 -8,0 -1 -121, 114:0- 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 0.87 Vert(LL) -0.36 12 -14 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.96 Vert(TL) - 0.62 12 -14 >648 180 MT2OH 165/146 TCDL 10.0 Rep Stress Ina NO WB 0.62 Horz(TL) 0.13 10 n/a n/a BCLL 0.0 • Code IBC2006/TPI2002 (Matrix) Weight: 178 lb FT = 10% BCDL 5.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr 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 (Ib /size) 10= 1781/Mechanical, 16= 1862/0 -5-8 (min. 0-2-0) Max Horz 16=- 106(LC 8) Max Uplift10=- 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 60- 435/2303, 14- 18=- 435/2303, 14 -19 =- 252/1893, 13 -19 =- 252/1893, 13 -20 =- 252/1893, 12 -20 60- 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 -1160- 185/477, 9 -11= 318/202, 3-1660.2663/481 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 II; Exp 8; Fully Exp.; Ct =1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs �� P R OFF non - concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. �< N 1 N e � ' 3> O 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r- 9 7) • This truss has been designed for a live Toad of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide y will fit between the bottom chord and any other members, with BCDL = S.Opsf. CC / 67/•: 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. /•• 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =1b) #t cO 10= 384, 16 =423. , 11) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. i'6,. O •'G0,'1 3\ 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 9 e - 2\ • 4 , 13) Hanger(s) or other connection device(s) shall be provided suffident to support concentrated load(s) 275 Ib down and 54 Ib up at �n I ` C? 15 -0 -0, and 275 Ib down and 54 Ib up at 19 -0 -0 on bottom chord. The design /selection of such connection device(s) is the MF R S -C " 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 (8). Continued on page 2 ( EXPIRATION DATE: 06/30/12 August 25,2010 n 1 L WARNING - Verify design parameteso and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 7411.7473 rev. 10 -'08 BEFORE USE. 080 6. IS say Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an indMdual building component. —1"2"'. • 5 Applicablity of design paramenters and proper incorporation of component is responsibility of bulding designer - not truss designer. Bracing shown ` A is for lateral support of individual web members only. Additional temporary bracing to insure stablity during construction a the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding • +o. • A fabricati, qality ctrol, storg, detery, recn baing, o ANI/TP qi Me D5B -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Solely Inlo ava fro e Truss P In 28 1 and tl. r Le Stree t , S uite 312, A ndria. ualty 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 b hmgNOnds9h27zicVXyCvIjZPvjuI6KiR _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) ( -- Q..,- ,.�y,.`. .; :: •. a -.LTC' .... . r . >.,.-.�.. -. -. ., . >,: t L ,r..... r' .. .. - .,... < ...,.: - ,. _ . ., „ ., r-.-.. ;.,.T WARNING - Vcr(Ty design parametera and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1411- 74 • 10 -'08 BEFORE USE. 7 :1 Design valid for use only with MiTek connectors. This design k based only upon parameters shown. and is for an individual building component. r — ° p Applicability of design param enters and proper incorporation of component k responsibility of building designer - not truss designer. Bracing shown p s p -'� hhhddd is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction k the responsibility of the a iTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing. consult ANSI /TPI1 Quality Criteria, DSB.89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information avafable from Truss Plate Institute, 281 N. Lee Street, Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type City Ply CENTEX - SUMMERCREEK BLD 10 ROOF R32094235 B101121 CO3 DBL. FINK 4 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015.1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:02 2010 Page 1 ID: 3tKDbjoGdTpvk7Ho2FTRSyykEv3- 3tKDbjoGdTpvk7Ho2FTRSyFkCJ341ZbsgeGZ46ykEv3 1 1 -0.01 4-4 -3 I 10-2 -2 1 16-0-0 1 21 -9-14 I 27 -7 -13 1 1 34 -0-0 15 -0.0 -0.0 4-4 -3 5 -9-14 5-9 -14 5 -9 -14 5 -9-14 6-4 -3 1 -0 -0 Seals " 1:68.7 46 = 8 25 6.00 12 3,14 5 24 31t4 7 5 26 313 :: 3x8 9 41 fy -. 3r6 4 2x4 // 3 J 2x4 II 3 I 2 i, X ,,, q 18 18 15 19 20 14 21 13 22 23 t2 17 5410 = 3x8 = 3x4 = 3x4 = 512 MT2OH = 44 = 3,14 = I 5-6 -3 1 12 -6-1 1 19-5-15 1 28-5-13 1 34-0-0 I 5.6 -3 6 -11 -14 6 -11 -14 6 -11 -14 7.6 -3 Plate Offsets ()C,Y): 13:0 -2- 12,0 -1 -81, f6:0- 3- 0,0 -1 -41, 110:0.1- 15,Edoej,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 IBC2006/TPI2002 (Matrix) Weight: 180 Ib FT = 10% BCDL 5.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 2 -6-14 oc purlins, except BOT CHORD 2 x 4 DF No.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 (Ib /size) 10= 1869/0 -5-8 (min. 0 -2 -0), 17= 1861/0 -5 -8 (min. 0 -2 -0) Max Horz 17=- 130(LC 8) Max Upliftl0=- 440(LC 8), 17=- 423(LC 7) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3-4=-2518/572, 4 -5 =- 2353/584, 5-24=-2549/582, 6-24 =- 2438/600, 6 -25 =- 2586/641, 7 -25= 2737/634, 7- 26=- 3108/747,8 -26 =- 3109/745, 8 -9 =- 3274/727, 9-10 =- 3438/703 BOT CHORD 16 -17 =- 474/2109, 16- 18=- 425/2301, 18 -19 =- 425/2301, 15 -19 =- 425/2301, 15 -20 =- 242/1891, 14 -20 =- 242/1891, 14 -21 =- 242/1891, 13 -21 =- 242/1891, 13 -22 =- 383/2569, 22 -23 =- 383/2569, 12 -23 =- 383/2569, 10 -12 =- 528/2960 WEBS 3-16= 0/263, 5 -16 =- 278/36, 5-15 =- 415/254, 6-15 =- 259/883, 6-13 =- 340/1408, 7- 13=- 749/304, 7 -12 =- 174/462, 9-12=-312/198, 3 -17 =- 2660/480 NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.Opsf; h =25ft; Cat. 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 I1; 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 ��D P R OFF non - concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. C - ‘....\ 0 EF SVt� 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. c� CG / 9 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 /� �, - '9 will fit between the bottom chord and any other members, with BCDL = 5.0psf. 4iir .j• E 8) A plate rating reduction of 20% has been applied for the green lumber members. 9 (Y others ) Provide mechanical connection b of truss to bearin 9p p able late ca of withstandin 9 100Ib u joints exce P t (i =tb t uplift at joint(s) ) 10= 440,17 =423. - 10) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. -� �r � � 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. A ,.- T ORE .0 , 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 �it'l R t (✓- 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 C' responsibility of others. 'Wt. ' A g -\ N 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII -7473 rev. 10-'08 BEFORE USE. per a Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual budding component. ii Applicability of design param enters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown g 6 ' 75 ` ' k for lateral support of individual web members only. Additional temporary bracing to insure stability during construction o the responsbdlity of the IVIiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication. quality control. storage. delivery. erection and bracing, consult ANSI /TPII Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information evadable from Truss Plate Institute, 281 N. Lee Street. Suite 312, Alexandria. VA 22314. Citrus Heights, CA. 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 ROOF R32094235 B101121 CO3 DBL. FINK 4 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:02 2010 Page 2 ID: 3 tKDbjoGdTpvk7Ho2FTRSyykEv3- 3tKDbjoGdTpvk7Ho2FTRSyFkCJ341ZbsgeGZ46ykEv3 LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 17- 18 = -10, 18- 19 = -50, 19- 20 = -10, 20- 21 = -50, 21- 22 = -10, 22- 23 = -50, 10- 23 = -10, 1- 2 = -70, 2- 6 = -70, 6- 11 = -70 Concentrated Loads (lb) Vert: 20=- 275(F) 21=- 275(F) ® WARNING - Verify design parameters and READ NOTES ON 77f1S AND INCLUDED MITER REFERENCE PAGE f TI-7473 rev. 10-'08 BEFORE USE. 11707 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. - - Applicablity of design paramenters and proper incorporation of component 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 responsibllily of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding POW.. ,o 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 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 ?LOIg8wOBUba0NkN 184bykEvO -US ?L DIgBwO BUba0NkN 184btQoWJzEOflMbVDhQykEvO 11 -0-01 16-0-0 l 34-0-0 l 5 -0-0 1840 18-0-0 4x4 = Scale • 1:71.0 8.00 fT 1s 1 16 I t t$I !1!1 1I I11I!I T II1 N1 $ tr : 53 52 51 50 49 48 47 48 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 3x6 = 3x6 = 34 -0-0 { 34-0-0 Plate Offsets (X,Y): f10:0- 2- 1,Edgel, f20:0- 2- 1,Edgel LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1 /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.14 Verl(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 !nor YES WB 0.15 Horz(TL) 0.01 28 n/a n/a BCLL 0.0 ' Code IBC2006/TPI2002 (Matrix) Wind(LL) 0.00 1 n/r 90 Weight: 256 Ib FT = 10% BCD- 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, 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 Horz 53=- 122(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 28, 41, 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30 except 53=- 120(LC 7), 29=- 117(LC 8) Max Gray All reactions 250 Ib or less at joint(s) 28, 53, 41, 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30 except 40= 282(LC 7), 29= 277(LC 1) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 11 -12 =- 31/275, 12 -13 =- 32/303, 13 -14 =- 33/337, 14 -15 =- 37/356, 15 -16 =- 37/360, 16 -17 =- 32/350, 17 -18 =- 31/325, 18 -19 =- 31/305, 19- 20= 0/286, 20 -21= 21/283, 21-22=-21/266 WEBS 15-40= -274/0 NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.0psf; 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. 3) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 �� p P R Ore S 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 - � NE - non - concurrent with other live loads. \ i 6) All plates are 2x4 MT20 unless otherwise indicated. -y 7) Gable requires continuous bottom chord bearing. Cr' fS Z. ' ' E" r 8) Gable studs spaced at 1 -4 -0 oc. / 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide ,- S y 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 ‘ .;0.,. /. 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, .9 F j, : " , R (` 46, 47, 48, 49, 50, 51, 52, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30 except (jt =lb) 53 =120, 29 =117. � �` C? 13) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. F R S -r \\ 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 4 _ _ - ® WARNING - Verify design parameters and READ NOTES ON MS AND INCLUDED hIIIEKREFERENCE PAGE 1411.74 rev, 10'08 BEFORE USE. it l Design valid for use oily with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. 3s Applicability of design param enters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown MiTek. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction's the responsbllity of the IVIiTek1 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 /TPI1 quality Criteria, 058 -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Inlormalfon 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 DO1 GABLE 1 1 R32094237 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: yeZjRSrmhhJLDkaZH4YNcoykEv7- y 12 0-0 mhhJLDkaZH4YNcoQb4weizVLRbFEmDtykEv7 -1-0.0 1 4 -1 -10 1 7 -10.6 1 12 -0.0 130-0 1 -0 -0 4 -1 -10 3 -8-12 4 -1 -10 1 -0 -0 Scale . 1:25.9 546 % 444 = 244 II 6 5 1 /. r 1j\ 7 244 11 PI 8 12 24411 3 PI .A 14 16 i 2 8 •• 1 Y Y 1111 6111111111101. � 0.11 III . 9 Id 348 I 13 12 11 10 244 11 2144 II 244 II 214 I1 346 11 1 4 -1 -10 1 7-10.6 1 12-0-0 1 4 -1 -10 '3-8.12 4 -1 -10 Plate Offsets (X,Y): 12:0 -3 -0,0- 0- 41,14:0 -1- 11.0 -1 -121, 16:0 -1- 9,0-1- 121,18:0- 3- 0.0 -0-41 LOADING (psf) 5.0 2 SPACING 2 -0-0 'CSI DEFL in (Ioc) 1 /deft Ud PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0.17 Vert(LL) 0.01 9 n/r 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.09 Vert(TL) 0.01 9 n/r 180 BCLL 0.0 • Rep Stress Incr NO WB 0.06 Horz(TL) 0.00 8 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Wind(LL) -0.00 9 n/r 90 Weight: 53 Ib FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except BOT CHORD 2 x 4 DF No.1 &Btr G 2 -0 -0 oc purlins (6-0 -0 max.): 4 -6. OTHERS 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left 2 x 4 DF Std, Right: 2 x 4 DF Std be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 12 -0-0. (Ib) - Max Horz2= -88(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 2, 8, 12, 13, 11 except 10=- 119(LC 8) Max Gray All reactions 250 Ib or less at joint(s) 2, 12 except 8= 292(LC 17), 13= 327(LC 17), 11= 308(LC 16), 10= 458(LC 17) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-13=-300/113, 5-11=-296/92, 7 -10 =- 393/125 NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.Opsf; h =25ft; Cat. 11; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. 3) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct =1.1, 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 fiat roof Toad of 25.0 psf on overhangs non - concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2 -0 -0 oc. � �-D PROFS , 9) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. '� !.� .c 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 \� 0 .4 GI ��9 /O2 will fit between the bottom chord and any other members. (V , � 11) A pl rating reduction of 20% has been applied for the green lumber members. / � _ . . ■ t 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8, 12, 13, 11 except (jt=lb) 10 =119. /'' 13) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. . 14) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. / ; 15) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. 'O �` ,\�� AO is LOAD CASE(S) Standard 9 R 21 CO. M S.1\ C EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design paramcta Mira s and READ NOTES ON THIS AND INCLUDED AIITEK REFERENCE PAGE MTI.74 rev. 10'08 BEFORE USE. 1. c; g ° 7 �'� Design valid for use only with M connectors. This design is based only upon parameters shown, and is for an individual building component. E:=7;""- Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown pq „ ' .7I 8 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the iTek4 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 Larne, 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 D02 COMMON 1 Z Job Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:09 2010 Page 1 ID: MDFs37tfzchw4CJ8zD54ERykEuy- MDFs37tfzchw4C J8zD54ER2108 WpAnYu H DTQpCykEuy -1 - 0-0 0 0 6-0-0 i 12 -0-0 1 1 - 6.0.0 6 -0-0 46 11 Scale • 1:3.7 , 6 6.00 17 4 2 � 111 1111 �111�111 9 6 10 11 ,, HU526 60526 1111026 152526 qx 3x8 11 qx,, HUS26 1 6 -0-0 1 12 -0.0 1 6 -0-0 6 -0-0 Plate Offsets (X,Y): 12:0-1- 6.0 -2- 01.14:0 -1- 6,0-2- 01,15:0- 5- 0.0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 (Roof Snow =25.0) Plates Increase 1.15 TC 0.51 Vert(LL) -0.08 4 -5 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.70 Vert(TL) -0.17 4 -5 >808 180 BCLL 0.0 Rep Stress Incr NO WB 0.35 Horz(TL) 0.02 4 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight: 105 Ib FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5 -9 -6 oc purlins. BOT CHORD 2 X 6 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2 x 4 DF No.1&Btr G REACTIONS (Ib /size) 4= 5600/0 -5 -8 (min. 0-2-13), 2= 4208/0 -5-8 (min. 0-2 -1) Max 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 less except when shown. TOP CHORD 2 -6 =- 4817/1147, 3-6= 4674/1157, 3- 7=- 4690/1150, 4 -7 =- 4815/1140 BOT CHORD 2 -8 =- 868/3846, 8 -9 =- 868/3846, 5-9 =- 868/3846, 5-10=-868/3846, 10 -11 =- 868/3846, 4 -11= 868/3846 WEBS 3-5 =- 1198/5076 NOTES 1) 2 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows: Top chords connected as follows: 2 x 4 - 1 row at 0 -9 -0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0 -6-0 oc. Webs connected as follows: 2 x 4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7 -05; 100mph; TCOL=4.2psf; BCDL= 3.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 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. <.`e P ROF FS Co N 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. � G%N 9 ` - 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 0 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. CC • ; . • 9 � 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) ' 4 =1366, 2 =1000. 11) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. / /(0) 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 13) Use Simpson Strong -Tie HUS26 (14 -10d Girder, 4 -10d Truss, Single Ply Girder) or equivalent spaced at 2 -0 -0 oc max. starting at ,!.O •ir ) 2 -0 -12 from the left end to 10 -0 -12 to connect truss(es) CO2 (1 ply 2 x 4 DF) to back face of bottom chord. 9 1k. � � 14) Fill all nail holes where hanger is in contact with lumber. �t- 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)1530Ib down and 393 Ib up at ` '" /F S \" 11 -9 -4 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. Continued on page 2 ( EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10 -'08 BEFORE USE. - g r Design valid for use only with MiTek connectors. Th design is based only upon parameters shown, and is for an individual budding component. G7 Applicability of design param enters and proper incorporation of component is responsibdily of budding designer - not truss designer. Bracing shown T �gdd is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction k the responslbdlity of the Mi lek• 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 AN51 /1PI1 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 ROOF R32094238 B101121 D02 COMMON 1 2 Job Reference (optional) Pro -Build Clackamas Truss, Claccamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:09 2010 Page 2 ID:MDFs37tfzchw4C J8zD54 ERy kEuy- MDFs37tfzchw4CJ8z D54ER2108WpAnYu H DTQpCykEuy 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) • • ® !YARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 14TI-7473 rev. 10'08 BEFORE USE. Aa .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 parom enters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown > e for lateral support of individual web members only. Additional temporary bracing to insure stability during construction '¢ the responsbdlity of the MiTek• erector. Additional permanent bracing of the overall structure 5 the responsibility of the budding designer. For general guidance regarding POWER ,o. fabrication, qualify control, storage, delivery. erection and bracing. consult ANSI/M1 quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information evadable from Truss Plate Institute, 281 N. Lee Street, Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply CENTEX - SUMMERCREEK BLD 10 ROOF R32094239 B101121 E01 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 2515:10:10 2010 Page 1 ID: gPpEGTuHkwpmiMuKWwcJneykEux-q PpEGTuHkwpmiMuKWwcJnebE1X_Mv101 VIC_LeykEux -1 -0-0 1 5-5 -12 1 10-11 -8 1 11 -11 -8 1 1.0-0 5.5 -12 5 -5-12 1 -0-0 444 = Soeb a 1:31.3 3 A 2x4 12 V AM 4 �t�t�t M MI, 24 II 6 24 II =, 4x6 11 2.4 11 4x8 11 1 S -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 -1-41 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (Ioc) 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(LL) -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 (Ib /size) 2= 506/0 -5-8 (min. 0 -1 -8), 4= 506/0 -5-8 (min. 0 -1 -8) Max Horz 2=- 113(LC 5) Max Uplift2=- 159(LC 7), 4=- 159(LC 8) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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 =3.0psf; 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 Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. 3) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live Toad of 16.0 psf or 2.00 limes 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 load nonconcurrent with any other live loads. � � P R F F tS ' 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. �� G r E 9 � 9) A plate rating reduction of 20% has been applied for the green lumber members. N Q 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =1b) // 2 =159, 4 =159. Cr . / r x• -% i . 9 11) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. l• 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. / LOAD CASE(S) Standard ' ' :• B ' 4 \ ' < <, R s• EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design parameters and READ NOTES ON TINS AND INCLUDED NITRIC REFERENCE PAGE 171.7473 rev. 10'08 BEFORE US& P ,.; x 0- °' Design valid for use only with MItek connectors. This design is based only upon parameters shown, and 4 for an individual budding component. Applicability of design param enters and proper incorporation of component 4 responsibility of budding designer - not truss designer. Bracing shown MiTek" r ``"" 6 for lateral support of individual web members only. Additional temporary bracing to insure stability dur'utg construction u the responsibillity of the a 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 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 BLO 10 ROOF B101121 E02 HOWE 2 R32094240 2 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:11 2010 Page 1 ID: JcNcUowVExdKVTX4e8YJsykEuw- JcNcUoVVVExdKVTX4e8YJs7R7aGueXAAkXyXu4ykEuw 2 -11 -7 l 5x12 I 8-0-1 1 10 -11 -8 I 11 -11 -8 2 -11 -7 2-6 -5 2-6 -5 2 -11 -7 1.0.0 4x8 11 Scale - 1:33.3 II 8 I 12 15 3x6 4 14 3x6 2 ', ` I 1 5 4i Iims.11i inemsliivin■■. 6 A ilNall 10 8 11 8 11 7 13 OM ►►►►►�� _ 4x12 HUS26 3x6 11 ►, 8x8 = MU326 h6 11 HU528 4112 Q HUS28 HUS26 2 -11 -7 1 5-5-12 1 8 -0-1 1 10-11 -8 2 2-6-5 2-6 -5 2 -11 -7 • Plate Offsets (X,Y): 11:0- 1 - 2,0 -1- 81,12:0 -2- 8,0-1- 81,14:0- 2- 8,0 -1- 8),15:0 -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 nla n/a BCDL 5.0 Code IBC2006/TPI2002 (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 purtins. BOT CHORD 2 X 6 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 x 4 DF 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 0- 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 (8), unless otherwise indicated. 3) 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 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 �EQ PR OFe6 -, non- concurrent with other live loads. G e 9 /� 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. GJ N 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 � � / / 9 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. � f 4 ' �r 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =1b) r 1=1161, 5=3056. /, 11) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ' M 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. / .p 0 " ' • k/ 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 "O i /� \ - end to 9 -1 -4 to connect truss(es) A03 (1 ply 2 X 4 DF) to back face of bottom chord. -. 9 / d Q -,- . ' � ( l j 14) Fill all nail holes where hanger is in contact with lumber. M FR S. - `\\ 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2120 Ib down and 1986 Ib up at 10 -8 -12 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. Continued on page 2 EXPIRATION DATE: 06/30/12 August 25,2010 (;�•,.-. -..., w t. n -. -• I . . - .4... ........ rl •, -, .n S ,� .. . - .... . ..S . ... . . -- .. r a ! p - . -.) A WARNING - Verifj design parameters and READ NOTES ON THIS AND INCL UDED FITTER PAGE 1417-74T3 rev. 10 -'08 BEFORE USE. *-3:72E '• »} Design valid for use only with MiTek connectors. This design design based only upon parameters shown, and k for an individual building component. Applicability of design parom enters and proper incorporation of component is responsibility of building designer - not Truss designer. Bracing shown � ° 'e• "I is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction • s the responsibility of the MiTek' iTek' erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing. consult ANSI /IP11 Quality Criteria. 008.89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Solely Information available from Truss Plate Institute, 281 14. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 • Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 ROOF R32094240 6101121 E02 HOWE 2 2 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:11 2010 Page 2 ID: JcNcUowVExdKVTX4e8YJsykEuw- JcNcUovvVExdKVTX4eBYJs7RxxGueXAAkXyXu4ykEuw LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 5 = -10, 1- 3 = -70, 3 -6 = -70 Concentrated Loads (lb) Vert: 5=-2120 9=-1688(8) 10=-1688(B) 11=-1688(B) 12=-1688(B) 13=-1688(B) • • ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 7411.7473 rev, 1O'O3 BEFORE USE. Design valid for use only with MiTek connectors. This design k based only upon parameters shown. and k for an individual building component. Applicability of design param enters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown MiTek' is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibiilify of the IVIiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding P ro a fabrication, quality control, storage, delivery. erection and bracing. consult ANSI /TPI1 Quality Criteria, DSB -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information evadable 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 R32094241 B101121 F01 GABLE 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 15:10:12 2010 Page 1 I D: nox? h8vXGX3Uxf2jeLfns3ykEuv- nox ?h8vXGX3Uxf2jeLfns3gcuLi VNDm Kz Bh4Q WykEuv -1 -0-0 1 -0 -0 1 -0 -0 1 -0-0 Scale • 1:6.7 Ore ti 3 6.(p 17/ d 00" 1 �r 4 3z4 = 1 -0-0 1 -0-0 Plate Offsets (X,Y): 13:0 -2- 13.0 -2 -121 LOADING DING (Ps 25 0 SPACING 2 -0-0 CSI DEFL in (loc) I /defl Ud PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0.21 Vert(LL) -0.01 1 n/r 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.00 Vert(TL) -0.02 1 n/r 180 BCLL 0.0 • Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Wtnd(LL) 0.00 1 n/r 90 Weight: 5 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 1 -0-0 oc purlins, except BOT CHORD 2 x 4 DF No.1 &Btr G end verticals. WEBS 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 4 =- 99/1 -0 -0 (min. 0 -1 -8), 2= 234/1 -0-0 (min. 0-1 -8) Max Horz 2 =42(LC 5) Max Uplift4=- 197(LC 9), 2=- 145(LC 5) Max Grav4 =73(LC 5), 2= 373(LC 9) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.0psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. 3) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof 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 load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. (` �E� P R �FF 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) '� 4h 2=145. s �� 9 11) This is truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/fPl 1. y 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. ;r r LOAD CASE(S) Standard -o O'; GO ,cb 9 � T ! / RS � EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Vrrilfii design parameters and READ NOTES ON 77118 AND INCLUDED MITEK REFERENCE PAGE 1411-7473 reu. W-'08 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual budding component. ,.�,g g ' Applicability of design param enters and proper incorporation of component Is responsibility of budding designer - not truss designer. Bracing shown n for lateral support of individual web members only. Additional temporary bracing to insure stabdily during construction a the responsibillify of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. for general guidance regarding fabrication. quality control. storage. delivery. erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Solety 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 R32094242 8101121 F02 MONO TRUSS 6 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:12 2010 Page 1 I D:nox ?h8vXGX3Uxf2jeLfns3yk Euv- nox?h8vXGX3Uxf2jeLfns3geNLiS N DmKzBh4Q WykEuv -1 -0-o 1 -0 -0 1 -0 -0 1 scab •187 3 000 ,2 •. 0. 1 4 384= 1-0-0 1 -0-0 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.11 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 Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Code IBC20061TP12002 (Matrix) Weight: 5 Ib FT = 10% • BCDL 5.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 1 -0-0 oc purlins. BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 3=- 10/Mechanical, 2= 152/0 -5-8 (min. 0 -1 -8), 4= 5/0 -5 -8 (min. 0 -1 -8) Max Horz 2 =44(LC 5) Max Uplift3= -63(LC 9), 2= -85(LC 5) Max Grav3 =14(LC 5), 2 =211(LC 9), 4 =14(LC 2) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.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 � �� D P R OF�c (4../ / - 2 9 1. ' r - O- ois ORE ,.� EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING • Verify design parameters and READ NOTES ON TINS AND INCLUDED 11IIT EK REFERENCE PAGE 747/7473 rev. 10'08 BEFORE USE. Design valid for use only with MiTek connectors. This design k based only upon parameters shown. and k for on individual budding component. Applicability of design paramenters and proper incorporation of component k responsibility of budding designer - not truss designer. Bracing shown g /� 4411 k for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsrbdlity of the IvliTek' erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding .a •_• A fabrication, quality control, storage, delivery. erection and bracing, consult ANSI /TPI1 quality Criteria, D5B -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information available from Truss Plate Institute. 281 N. Lee Street, Suite 312. Alexandria- VA 2231'4. Citrus Heights, CA, 95810 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 10 ROOF R32094243 8101121 GO1 GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:13 2010 Page 1 ID:F UNvUw91rBLZpdvC F_ UNvUw91rBLZpdvC3A0OHCo511X6g8TCrReyzykEuu -1 -ail I 5 -0-o 1 -ail 6 -0-0 Seale . 1,x4.8 a4 11 6.00 11 7 aI z 8 5 374 = b4 11 6-0-0 6-0-0 L (psf s 0 SPACING 2 -0-0 CSI DEFL in (loc) I /defl L/d PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0.18 Vert(LL) -0.01 1 n/r 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.08 Vert(TL) -0.01 1 n/r 180 BCLL 0.0 • Rep Stress Incr NO WB 0.06 Horz(TL) -0.00 4 n/a n/a BCDL 5.0 Code IBC2006/TP12002 (Matrix) Wind(LL) -0.01 1 n/r 90 Weight: 21 Ib FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc puffins. BOT CHORD 2 x 4 DF No.18Btr'G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. OTHERS 2 x 4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 6-0-0. (Ib) - Max Horz 2= 140(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 4, 2 except 6=- 124(LC 7) Max Gray All reactions 250 Ib or Tess 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 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 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. 01° PR OF�s 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. � �N �� t Sj� LOAD CASE(S) Standard • l ��R S EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED IIIITTK REFERENCE PAGE GIII.7473 rev. 10'08 BEFORE USB. mm. Design valid for use only with MiTek connectors. This design k based only upon parameters shown, and is for an individual budding component. Applicability of design param enters and proper incorporation of componenl is responsibility of budding designer - not truss designer. Bracing shown p S for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPIl Quality Criteria, D5B -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 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_ UNvUw91rBLZpdvC3A0OHCk211b6g0TCrReyzykEuu I -1-0.0 1 -0.0 8 -0-0 Scab: 1 ?.1' 3 600 ,2 6 • 2 I J , / , , 4 344= 5 4-2-12 4 4 -2 -12 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft 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 &Str G TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc puffins. 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= 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. 11; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 2) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct =1.1 3) Unbalanced snow Toads have been considered for this design. 4) This truss has been designed for greater of min roof live Toad of 18.0 psf or 2.00 times flat roof Toad of 25.0 psf on overhangs non - concurrent with other live Toads. 5) 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) except (jt =lb) 3 =105, 2 =106. 10) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. � PR QF�SS 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard � 0Air E6',9 �0�9 O' % GO > c5 - ss / ,:., MFR s . \N EXPIRATION DATE: 06/30/12 August 25,2010 WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED PIITEKREFERENCE PAGE 1411 -7473 rev. 10'08 BEFORE USE. ,e Design valid for use only with MiTek connectors. Tha design o based only upon parameters shown. and k for an individual budding component. @t Applicability of design param enters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown . B9 k for lateral support of Individual web members only. Additional temporary bracing to insure stabdily during construction 8 the responsibility of the MiTek" iTek+ erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication. quality control, storage. delivery. erection and bracing, consult ANSI /TPI1 quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information evadable 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 R32094245 B101121 G03 GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clad(amas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:14 2010 Page 1 ID:jB216gxno9JC BzC6lmhFxUykEut- j8216gxno9JC 8zC6ImhFxUlzl9Njr7GdQVABVPykEul 1 -1 -0 -0 1 4 -0-0 1 1 -0 -0 4 -0 -0 Scale • 1:16.1 - 4 3 6.00 13 6 Y X 1 _ 3x4 = 6 1 4.0.0 1 4 -0-0 LOADING DING (Ps 25 0 SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0.18 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 IBC2006fTPI2002 (Matrix) Weight: 13 Ib FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4 -0-0 oc purlins. BOT CHORD 2 x 4 DF No.18 tr 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 Horz2= 101(LC 7) Max Uplift2= -85(LC 7), 3= -70(LC 7) Max Grav2= 242(LC 2), 5 =53(LC 4), 3= 143(LC 2) FORCES (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 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 (fiat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6-0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 10) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. �� p R OFF S' LOAD CASE(S) Standard � \�� 0.0i; cc7 2 M C? F R s .1 \ EXPIRATION DATE: 06/30/12 August 25,2010 WARNING - Verify design parameters and READ NOTES ON TRIS AND INCLUDED 6ff TER 1 1E1-7473 res. 10'08 BEFORE USE, y�ly m t Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and a for an individual budding component. Applicability of design param enters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown p k for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction a the responsibility of the IVIiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/UM Quality Criteria, DS8 -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 R32094246 8101121 KO1 GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 2515:10:14 2010 Page 1 I D:jB216gxno9JC BzC6ImhFxUykEut- jB216gxno9JC BzC61mh FxUI_n9Oar7GdQVABVPykEut I 1 I 2 -0-0 1 -0-0 2 -0 -0 sib: r••r 3 8 800 12 2 4 3x4 = 2-0.0 2 -0-0 LOADING (psi) SPACING 2 -0-0 CSI DEFL in (loc) I /defl L/d 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/TPI2002 (Matrix) Wind(LL) -0.00 1 n/r 90 Weight: 7 Ib FT = 10% BCDL 5.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 2 -0-0 oc purlins. BOT CHORD 2 x 4 DF No.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= 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.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: ASCE7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 10) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) "Fix heels only Member end fixity model was used in the analysis and design of this truss. �� PR OFF S LOAD CASE(S) Standard co NGINE.:„ % 16 J- • <(`• ORE /4 -� M FR S .1\\ EXPIRATION DATE: 06/30/12 August 25,2010 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 7471 -7473 rev. 10-•08 BEFORE USE. Design valid for use only with MiTek connectors. This design N based only upon parameters shown, and is for an individual building component. t~f Applicablily of design para enters and proper incorporation of component is responsiblity of bulding designer - not truss designer. Bracing shown p q 4� m N for lateral support of individual web members only. Additional temporary bracing fo insure stability during construction k the responsibllity of the iTeke erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding POWt. To 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 avolable from Truss Plate Institute, 28I N. Lee Street, Suite312. Alexandria, VA 22314. Citrus Heights, CA, 95810 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, Clac kamas,OR 97015 -1129 7240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:15 2010 Page 1 I D: BNc7KAyPZSS3o7m IJTC UUiyk Eus- BNc7KAyPZSS3o7m IJTC U Ui I9dYkuaa Wmf9wl1 iykEus I -1 -0-0 1 2 -0-0 { 1 -0-0 2-0-0 Seale: 1 3 5 ♦ 6.00 12 4 ;41 1. : ./ 2 1 ■M. ■■ ■Mi CI 3a4 _ 1 2.0-0 I 2-0-0 LOADING (psf) TCLL 25.0 SPACING 2 -0-0 CSI DEFL in (lac) Udefl 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 purlins. BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 2= 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. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; • cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 r 2) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live 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 lb uplift at joint(s) 2, 3. 10) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) "Fix heels only Member end fixity model was used in the analysis and design of this truss. CEO PR OFF LOAD CASE(S) Standard \ ��G N E • S 's<O 9 4,0•70a- N. M RS. -ON EXPIRATION DATE: 06/30/12 August 25,2010 4 ® WARNING • Verify design parwmct errs and READ NOTES ON THIS AND INCLUDED h1fTEK REFERENCE PAGE 1411-74 73 rev. 10'08 BEFORE USE. c�-�_ti ° Is p®® V ` Design valid for use only with Weir connectors. Tha design is based only upon parameters shown, and is for an individual budding component. G7 Applicability of design param en ters and proper incorporation of component is responsibiity of budding designer - not truss designer. Bracing shown �1 a for lateral support of individual web members only. Additional temporary bracing to'insure stability during construction is the responsb MiTek' of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding .a PPPPP W.' fabrication. quality control, storage, delivery. erection and bracing, consult ANSI /TPII Quality Criteria, DSB -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information 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 R32094248 B101121 M01 GABLE 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:15 2010 Page 1 I D: BNc7KAyPZSS3o7m IJTC UUiyk Eus- BNc7KAyPZSS3o7mIJTC U Ui I8bYkMaaumf9wl l rykEus I -1 -0 -0 1 2 -11 -12 5-11 -8 1 8 -11 -8 1 1 -0-0 2 -11 -12 2 -11 -12 1 -0.0 Scats • 121.2 4.4 = 3 44 344 = 2 -11 -12 5-11 -8 1 2 -11 -12 2 -11 -12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I /deft LJd 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/TP12002 (Matrix) Weight: 24 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 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) 2= 306/0 -5-8 (min. 0 -1 -8), 4= 306/0 -5 -8 (min. 0 -1 -8) Max Horz 2= -61(LC 5) Max Uplift2=- 114(LC 7), 4=- 114(LC 8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.Opsf; h =25ft; Cat. 11; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. 3) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct =1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 6) Gable studs spaced at 2 -0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joinl(s) except (jt =1b) 2 =114, 4 =114. Q PR • 11) This truss is designed In accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �� FFt51 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. C<("71/4 • \AGt N 1 S j2 LOAD CASE(S) Standard � <4./ fi . PE � � -0 ORE is - 9 . F M / R 6' • M FR s . EXPIRATION DATE: 06/30/12 August 25,2010 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED 6BTEK REFERENCE PAGE MII-74 rev. I0 -'08 BEFORE USE. E� .at A Design valid for use only with MiTek connectors. This design k based only upon parameters shown, and is for an individual building component. r k! Applicability of design param enters and proper Incorporation of component is responsib8ily of budding designer - not truss designer. Bracing shown G1I h 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 Ole responsibility of the budding designer. For general guidance regarding +e fabrication. quality control. storage- delivery, erection and brockrg, consult ANSI /TPI1 Quality Criteria, DSB -89 and SCSI Building Component 7777 Greenback Lane, Suite 100 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 13101121 MO2 COMMON 4 1 . Job Reference (optional) Pro-Build Clackamas Truss, Clackamas,OR 97015-1129 7.240 $ Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:16 2010 Page 1 IDJZAVXVVz2KmawQHLUtBjjOvykEur-fZAVXVVz2Km8wOHLUtBjjOyeliy4eJ16wupflZlykEur 2-11-12 5-11-8 8-11-8 1 1 I 1 2-11-12 2-11-12 1-0-0 Sole • 1 21 1 444 = 2 Liool 6 II ,- 1 3 4 AIIIIhIIIIIh„„,... rd_ IMINIIMIMIIMMINIMIIMM L ra 4 a 5 2a4 11 0 g 3 I IM. 3x4 = 1(4 = 2-11-12 5-11-8 I 1 1 2-11-12 2-11-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/dell Ud 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 ' Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 3 n/a 'n/a 0.0 BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight: 22 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18.13tr G TOP CHORD Structural wood sheathing directly applied or 5-11-8 oc purlins. BOT CHORD 2 x4 DF No.1&BtrG 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=214/0-3-8 (min. 0-1-8), 3=319/0-5-8 (min. 0-1-8) Max Horz1=-70(LC 5) Max Uplit11=-52(LC 7), 3=-117(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=3.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) 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 thord 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 lb 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 PROpp, '\ (0..° c a NAGINE- ty/, c.. ... 1 , .,.. 9 - '..0.. kc A 7 ....1/ ra p , e, • 4, ORE / , ir . -As ,v ft 'fri ( EXPIRATION DATE: 06/30/12 ) August 25,2010 12907 A & WARNING - Verify design pc:ran:dem and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1411-7471 res. 10-0825701/5 USE. r......- ., Design valid for use only with MiTek connectors. This design S based only upon parameters shown, and is for an individual building component. • .-.....9 Applicability of design param en ters and proper incorporation of component S responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing lo insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structvre is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, 1906-69 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information available from Truss Plate Institute, 281 N. Lee S lreet. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Pty CENTEX - SUMMERCREEK BLD 10 ROOF R32094250 8101121 NO1 GABLE 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 15:10:17 2010 Page 1 I D: 7mktkszg54in2QwgRuEyZ7ykEuq- 7mktkszg54in2QwgRuEyZ7NT5MQy2 UQ 36TPr5kyk Euq 2 -9 -8 5-7 -0 e -7 -0 1-0-0 2 -9-8 2 -9 -8 1 -0-0 Scale • 1:20.4 4x4 3 r1 e e.a9 tz 2 1 8 204 II 1,4 = 3x4 = 2 -9 -8 1 5-7 -0 2 -9-8 2 -9-8 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1 /dell Ud PLATES GRIP TOLL 25.0 Plates Increase 1.15 TC 0.18 Vert(LL) -0.00 6 >999 240 MT20 220/195 (Roof Snow =25.0) TCDL 10.0 Lumber Increase • 1.15 BC 0.05 Vert(TL) -0.00 6 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight: 23 Ib FT = 10% LUMBER BRACING TOP CHORD 2 x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 5 -7 -0 oc purlins. BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2 x 4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 2= 291/0 -5-8 (min. 0 -1 -8), 4= 291/0 -5-8 (min. 0 -1 -8) Max Horz 2= -58(LC 5) Max Uplift2=- 110(LC 7), 4=- 110(LC 8) FORCES (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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. 3) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct =1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live Toad of 16.0 psf or 2.00 times flat roof Toad of 25.0 psf on overhangs non - concurrent with other live loads. 6) Gable studs spaced at 2 -0 -0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live Toad of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6-0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =lb) 2 =110, 4 =110. PRO 11) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 0 Fp 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. C ;\ NG� NE - (- r LOAD CASE(S) Standard kr / y �- 16 - - J - - 1 - °4 ORE - ■ ,/<, cc - 2. ' ,� 4i EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design paranrdns and READ NOTES ON 7111S AND INCLUDED DBTEKREFERENCB PAGE 6111.7473 res. 10 -'08 BEFORE USE Design valid for use only with MiTek connectors. This design a based only upon parameters shown, and is for on individual budding component.S r Cf A licabdit of design arum enters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown PP Y 9 P P P P P P Y 9 g 9 g a for lateral support of individual web members only. Additional temporary bracing to insure stabiity during construction a the respon<.bdlity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding POWEI719 fabrication. quality control. storage, delivery, erection and bracing. consult ANSI /IP11 Quality Criteria, 05B -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 R32094251 6101121 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- 7mktkszg54in2QwgRuEyZ7 NTSMQ 02UQ 36TPr5kykEuq I 2 -9 -8 I 5 -7-0 a -7 -0 2-9-8 2 -9-8 I 1 -0-0 1x4 = 8.14,1:204 . 2 600 12 I1 6 A 1 3 4 I" 5 2x4 II Old 3x4 = 3x4 = I 2 - &6 I 5 -7 -0 I 2-9-8 2 -9 -8 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.16 Vert(LL) -0.00 5 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 5 >999 180 TCDL 10.0 Vert ( ) 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 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) 1= 195/0 -5-8 (min. 0 -1 -8), 3= 301/0 -5-8 (min. 0 -1 -8) Max Horz 1= -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 loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6-0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except (jt =lb) 3 =113. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. • 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • �\�� s ki 4-c- f ��,I'E. 9 r y" 0 "0 ORE � P -� ' F RS1 1 EXPIRATION DATE: 06/30/12 August 25,2010 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1471 -7473 rev. 10 -'08 BEFORE USE. Y s» .3r S Design valid for use only with MTek connectors. This design is based only upon parameters shown, and k for an individual building component. "' Applicability of design poram enters and proper incorporation of component 5 responsibility of building designer - not truss designer. Bracing shown - 4 ° o for lateral support of individual web members only. Additional temporary bracing to insure stabdily during construction 5 the responsibility of the MiTek" erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, 058 -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 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3 Center plate on joint unless x, y Failure to Follow Could Cause Property 4 offsets are indicated. 6 -4 -8 dimensions shown in ft -in- sixteenths Damage or Personal Injury r ��= Dimensions are in ft-in-sixteenths. I I (Drawings not to scale) I4 and f Apply plates embed to both sides teeth of truss 1. Additional stability bracing for truss system, e.g. fully diagonal or X- bracing, is always required. See BCSI. 0 _7 /T � r 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 stack materials on inadequately braced trusses. o I p O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate designer, erection supervisor, properly owner and III u O= v all other interested parties. plates 0- nd' from outside a ® edge of truss. c7$ C6 c56 O 5. Cut members to bear tightly against each other. ,- BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the joint and embed Cully. Knots and wane at joint required direction of slots in 8 7 6 5 locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available in MiTek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED /LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9 Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the 4 x 4 NUMBERS /LETTERS. width measured perpendicular responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION 1 2. Lumber used shat) be of the s ICC -ES Reports: species and size, and in all respects, equal to or better than that 4, Indicated by symbol shown and /or ESR -1311, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95 -43, 96 -31, 9667A 13. Top chords must be sheathed or purrins 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 tt. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter buss member or plate without prior (supports) occur. Icons vary but © 2006 MiTek All Rights Reserved approval of an engineer. kUdl reaction section indicates joint ■ number where bearings occur. ®— ® 1 7. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable _� environmental, health or performance risks. Consult with Industry Standards: ANSI /TPII : National Design Specification for Metal project engineer before use. 1 9. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. ,,T � ® and pictures) before use. Reviewing pictures alone DSB -89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, 2 0. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.' ANSI/IP' 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII -7473 rev. 10-08