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Plans (187) /094) / 5 k 5 cgt36o /057;2_oio- cid /8'3 V illage at . . .x ,Y __ Y __x . Y T V SU mme1 Creek I 15.3' 15.1'1 15.0' I 15.0'1 15.2' I I, <:, � Vi:'•�� I 1 I 23.1' 23.1' 23.0' 23.0' Olik © © 1 I I 1 I I I 3 .5'1 ...J_ _____ __,_ _i__. 1 ______,____ ___Li...L.._ ... ■ : 3 Building Plan: 9 34 35 36 37 Lots 34, 35, 36 & 37 I FF/TOW 193.50 1 FF /TOW 194.50 FF /TOW 194.50 FF /TOW 194.50 Units A -B -C-A 1 GS 192.80 I GS 193.30 GS 193.80 � GS 193.80 TOP 192.96 1 TOP 193.96 TOP 193.96 1 TOP 193.96 SITE PLAN , , , . Scale: 1 " -10' ti ..& 7- -;" . - :c7,,--;_ , - . _ •. . - 1 - . ---, - 1 \ t y = ____ _ [..._ .... i.:..::. r 3.5 • C :� 182 ® : �, ::2'1:2.: — © I © : 1 17. r' ; 20 2 L 1 : : : : 1 i�� .. . 1 19 - © I - .• • :1 K :: e -:i e e e N N • � :ilMv � .�FNV- ' I r .......................... 4 , F.- • ;:i k.:i:;1::::ti,:::'•'/,• . ::;::::::', ::::::::::::::::::::::: ENGINEERING ASSOCIATES CORPORATION SW SAGE TERRACE _ 8" SS 17757 Kelok Road Lake Oswego, OR 97034 Tel. (503) 636 -4005 Fax (503) 636 -4015 CITY OF VEGA D S T1� �ILki �VWW BUILDING PERMIT NO.: ." ." aO 1 O '0 l PLANNING DIVISION: F;nal S;-k- Piety. '1/4/oB Sua oaf -WOO oc1uired Setbacks: 0 Approved 0 Not A. Rgia. am 4 - iouo �;tir Street Side: Garage: Re:'• Front. .�_. Clearance: NM Approved _ 0 Not Ail - fax *imm; Building Height feet • Serv:c:: Provider Letter Required: 0 Yes 0 Recc . Date: 60 - - ! • •NiGiN E IN DEPARTMENT: Acrd Slope: % Approved 0 Not Approved n: Approved of Approved Site B / . Date: U lD L p Notes: • "TY O' Tfl R J@LDING PIERIi� -s P Street Frees: y , ® A ®Alter -A 0 4 ® AlP�ed >s: ioj t7 i p- AP. . yr. Do not cut or alter floor trusses • adjust layout for plumbing drains 19 -11 -8 15-11-0 I 15-11-0 I 19-11-8 All beams per plan • specified and supplied by others II I II 11 I � W �!. I I I' �� Rim Joists per plan r� N II FT-? .. - LL LL I i — — II II II I I �i II — LL LL FT ? L" s pecified and supplied LL` 11 II I I �` ✓ ✓ ✓/✓ ✓/ ✓ ✓r✓ ✓ ✓ ✓✓.e': -- - - 0 LL ; I N by others LL .I !I it I I � , -- .- _ .- ...___ - - - - I - -- i _:veind - FT=5DR' - == 145 /7 - a ) I gI II 'I I� OB +TOP� I I LL IL' •O1 /— '— �II7ii ~ ITO � T aMs /p r S I QC O ID — VV ( / p � � . i_ i' . am . I I I I ' , _ m 01 eo _. O '0/®//0egraro/�� e 3 -10.0I tl II I I I 'II II iI it I a . / =' 1 3 & e II 1 1 II �A041 r L _ o 11 II . I I A .. m re ` -- -- IFTu� d - o r • -0-0 0 9 v I 12 -0 -0 I 7.11.8 I 4-11 -8 I 10 -11 -8 I 7 -1-0 I 7 -8-0 ICI 7 -11-6 I 12-0 -0 I Z° j � lite 0 v --' G ' coR G ..G; c:::: a/ E, 8101120 -FT2 Centex 36 6 0 MUS -26 I FroBanW Wca ti3PROBVild Summercreek Bid 9 Floor 2 ■ 0 HU46 0 HUS -26 TIWSS61UfSIOH Tigard, Oregon T T ii. z, 0 THA422 0 HHUS -26 15877 SE 98th Ave Clackamas, OR 97015 14" Deep Floor Trusses .0 C 4 HHUS26 -2 0 HGUS -26 O: (503) 557 -8404 CE�IEDPLINC F: (503) 557 -8428 40/10/0/5 Loading w/ Defl - TL/D = 360 ; LLJD = 480 8 - 25 - 2010 RT ,, 0 SUS -26 0 HGUS -26 -2 MI I MiTek° POWER To PERPORM. MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: B 101 120 - 1 Fax 9161676 -1909 Centex - summercreek - Bld 9 Floor I 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: R32093638 thru R32093652 My license renewal date for the state of Oregon is June 30, 2012. Important Notice: If visually graded lumber is used for the trusses covered by these designs, see "SPIB Important Notice, Dated July 28, 2010" (reprinted at www.mii.com) before use. MiTek does not warrant third -party lumber design values. �, ? ,0 PR 0F6• 0 NG IN e , >c, 16890PE 9 r - - -%; 7 /47._,„ I ty EXPIRATION 16/30/12 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. i Job Truss Truss Type Qty Ply Centex - summercreek - Bld 9 Floor 1 . R32093638 B101120-FT1 1 -FT FLOOR 2 1 .lob Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 14 06 24 2010 Page 1 ID sMdrHDbMmOnehNP700z61 pykFgl- sMdrHDbMmOnehNP700z61p7LOF3XTpstjdPX3PykFg1 l 2 -0.0 1 I - 1-0x- 1.7.17 1 1 1.4 -0 I I 1.6.4 I 1 97n i Scale . 1 58 8 7. 2.4 II 354 II 4.8 = 254 II 3,10 = 254 II 2.4 II h10 = 356 FP = 458 = 3.4 II 4,5 = 2.4 II 558 = 254 II 4.4 = 254 II 5510 = 354 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 9I ii %\ j� l \ _.. ii i i of emu tit - - fir• -.dl 3t 30 29 28 27 26 25 24 23 22 21 20 418 = 418 = 3.4 = 456 = 4512 = 3.8 FP = 502 = 254 II 4.4 = 458 = 5.8= 4512 = I 17-10-4 I • 33-7-0 • 17 -10-4 140.17 1 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]. [22:0- 1- 8.Edge]. [23 0-1r-8 Edgel_[24.0- 5- 8.Edge]. [27:0- 4- 12.Edge]. [28:0 -1 -8 Edge]. [29.0- 1- 8.Edge]. [31.Edge.0 -1 -8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (roc) 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 lb FT = 0 %F, 0 %E LUMBER • BRACING • TOP CHORD 4 X 2 DF 2400F 2 OE TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No 18Btr G - end verticals WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. REACTIONS (lb /size) 31= 797/0 -5 -8 (min. 0-1-8), 20= 653/0 -5 -8 (min. 0 -1 -8), 25= 2224/0 -3 -8 (min. 0-1 -8) Max Grav31= 849(LC 2), 20= 744(LC 3), 25= 2224(LC 1) FORCES (Ib) - Max Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2- 3=- 2472/0, 3-4 =- 2494/0, 4 -5 =- 3043/0, 5 -6= 3044/0, 6-7 =- 3036/0, 7- 8=- 1325/496, 8- 9=- 1325/496, 9 -10 =1297/503, 10- 11= 0/2982, 11- 12= 0/2982, 12- 13=- 1204/946, _ • 13- 14=- 1223/947, 14 -15 =- 2223/329, 15 -16 =- 2225/325, 16 -17 =- 2106/0, 17 -18 =- 2106/0 + BOT CHORD 30- 31= 0/1526, 29- 30= 0/3049, 28- 29= 0/3044, 27 -28= 76/2413, 26- 27=- 1069/0, 25 -26 =- 1069/0, 24- 25=- 1471/57, 23 -24 =- 332/2220, 22 -23 =- 329/2223, 21 -22 =- 34/2408, 20-21= 0/1309 WEBS 2- 31= 1699/0, 10 -25 =- 2304/0, 2 -30= 0/1075, 10 -27= 0/1738, 4 -30 =- 614/4, 7 -27 =- 1325/0, 4 -29 =- 452/212, 7- 28= 0/1040, 6 -28 =- 401/0, 18 -20 =- 1458/0, 12- 25=- 2088/0, 18- 21= 0/892, 12 -24= 0/1480, 16 -21 =- 338/183, 14-24=-1459/0, 16- 22= -638/0 • NOTES 1) Unbalanced floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members 3) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/FPI 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 '�(�PE) P R ()Fe LOAD CASE(S) Standard � ..0 oAGI e6-, / 2 9 0 01K ORE F R S. EXPIRATION DATE: 06/30/12 August 25,2010 .t •• - .....�v':.R... .� +: r:. -. ., _.('. t. ..: •F N.'Sr + - )_ - ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11 -7473 rev. 10 '08 BEFORE USE. `� t parameters valid far use only with MiTek connectors This designs based only upon paraeters shown, ands for an individual budding component - . Applicability of design paramenters and proper incorporation of component is responsibility of budding designer - not Truss designer Bracing shown is for lateral support of individual web members only Additional temporary bracing to Insure stability during construction's the responsibillily of the MiTek' erector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding fabrication, quality control, storage. delivery. erection and bracing. consult ANSI /TPII Quality Criteria, 008.89 and BCSI Binding Component 7777 Greenback Lane Sort 109 Safety Information avaiable from Truss Plate Institute, 281 11 Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights. CA, 95610 Job Truss Truss Type Oty Ply Centex - summercreek - Bld 9 Floor 1 R32093639 B101120 -FT1 2 -FT FLOOR 10 1 .lob Reference (optional) Pro -Build Clackamas Truss, Claekamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 14 06 26 2010 Page 1 ID oklavcd71MxhYOVp0aoEykFgh- oklcivcc1 I 9-6 -0 I WEj.ii 14 -0 1 F .-- -- I Scale .1 602 ■ 354 II 254 II 254 6P = 3:4 II 4,10 = 254 II 456 = 456 = 254 It 4510 = 356 FP= 4510 = 254 II 458 = 3,6 = 254 II 4510 = 354 II 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 1 ii % \111111= \� \.M. j i \ice ` \ii 29 4 28 27 26 25 24 23 22 21 20 19 e I B 456 = 458 = 458 = 254 II 4,12 = 3,8 FP = 4512 = 5512 = 254 II 2,4 II 458 = 458 = I 12 - 9 - 17 I 17 I 35 I 12412 5 -1 -6 17 -7.12 Plate Offsets (X,Y) (1 Edge,0 -1 -81, 15 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 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.Edgej, f28:0- 3- 8.Edge]. [29:Edge.0 -1 -8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (roc) 1 /deft Lid PLATES GRIP TCLL 40 0 Plates Increase 1 00 TC 0 80 Vert(LL) -0 23 19-20 >920 480 MT20 220/195 TCDL 10 0 Lumber Increase 1.00 BC 0 63 Vert(TL) -0 39 19-20 >541 360 BCLL 0 0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.07 18 n/a n/a BCDL 5.0 Code IBC2006/TP12002 (Matrix) Weight: 193 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No 18.Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purllns, except BOT CHORD 4 X 2 DF 2400F 2.0E end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except 6-0-0 oc bracing: 23- 25,22 -23 REACTIONS (lb /size) 29= 784/0 -5 -8 (min. 0 -1 -8), 18= 765/0 -5-8 (min. 0 -1 -8), 23= 2338/0 -5-8 (min 0-1 -8) Max Grav29= 853(LC 2), 18= 839(LC 3), 23= 2338(LC 1) FORCES (lb) - Max. Comp /Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 2 -3 =- 2829/0, 3-4 =- 2868/0, 4 -5 =- 3036/0, 5 -6= 3027/0, 6 -7 =- 1964/531, 7 -8 =- 1964/531, 8- 9= 0/3223, 9- 10= 0/3223, 10- 11= 0/3223, 11 -12 =- 1839/635, 12 -13 =- 1875/631, .. - 13 -14 =- 2981/0, 14 -15 =- 2826/0, 15 -16 =- 2780/0 L. BOT CHORD 28- 29= 0/1830, 27- 28= 0/3184, 26- 27= 0/3027, 25- 26= 0/3027, 24- 25=- 1214/308, 23 -24 =- 1214/308, 22- 23=- 1276/327, 21 -22= 0/2979, 20-21= 0/2981, 19- 20= 0/2982, 18 -19= 0/1792 WEBS 9 -23 =- 280/0, 2 -29 =- 1969/0, 8 -23 =- 2712/0, 2 -28= 0/1089, 8 -25= 0/1968, 3-28 =- 252/0, 7 -25 =- 263/16, 4 -28 =- 338/186, 6- 25=- 1478/0, 4 -27 =- 657/28, 5-27 =- 13/409, 16- 18=- 1928/0, 11 -23 =- 2676/0, 16- 19= 0/1077, 11 -22= 0/1827, 15 -19 =- 342/0, 12-22=-261/28, 14-19=-208/503, 13- 22=- 1584/0 NOTES 1) Unbalanced floor live loads have been considered for this design 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 4) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means e ) PR R OF F 6 ) CAUTION, Do not erect truss backwards �(, k s �� 9 , .0 LNG(' E6.-/c, LOAD CASE(S) Standard 9 ). � Ft 2.' 4 C, , c y1 S. \NCI' • . ( EXPIRATION DATE: 06/30/12 ) August 25,2010 9 • . ® WARNING - Verk/// design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1411 -7473 rev. 10 '08 BEFORE USE. : .1 . Design valid for use only with Mlffek connectors this design is based only upon parameters shown. and Is for an individual budding component "' Apph nl cabdkly of design parnenters and proper incorporation of component is resporlsiblrty of building designer - not truss designer. Bracing shown � is for lateral support of individual web members only. Additional temporary bracrig to Insure stability during constructions the responsiblliry of the MiTek" erector Additional permanent bracing of the overall structure is the responsibility of the bulding designer. For general guidance regarding fabrication. quality control. storage, detrvery. erection and bracing. consult ANSI/1P11 quality Criteria, 058 -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Solely Information ovoiabte from Truss Plate Institute. 281 N Lee Street, Suite 312. Alexandria, VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply Centex - summeraeek - Bld 9 Floor 1 R32093640 8101120 -FT1 2 -FTGE GABLE 2 1 .lob Reference (optional) Pro -Budd Clackamas Truss, Clackamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 14 06 27 2010 Page 1 ID GxJ_ VFdF3J9DYr7a3XXpKSykFgg- GxJ_ VFdF3J9DYr7a3XXpKSI _9TEXgILJPbdBglykFgg Scale .1 602 • 354 II are FP = 3.4 11 1 2 3 4 5 6 7 B e 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 291 I1 I 1 I I 1 ( 1 ! i i ] 1 � I �I 4 �� ■ °i:ii:�'i i is [� 57 56 55 54 53 52 51 50 49 48 47 46 45 M U 42 41 40 39 38 37 38 35 34 33 32 31 30 354 II 354 = 354 II 3r6 FP = 17.11.4 F 1 1 - 4 - 0 2.6.0 4.00 5-40 00-0 8-00- 91.4.0 10-8-0 12.0-0 13-4-0 14 -8.0 1 1e -043 140 1 17.4-0 1Bet� 20 -0u 21�o 2 24ao 1 2154-0 1 2e-Bn 1 280-0 29-4-0 1 30-8-0 1 32.0.0 33-40 1 34.0.0 �.s70 -40 1-4-0 1 91-0 1 -4-0 1d-0 1-40 1-4-0 1 .4.0 1 .0-0 1 -4.0 1-4-0 1-4-0 7.4 140 1-40 1-4-0 140 1-40 1<0 1 -4-0 1-4-0 1 0-0 t so 1<a 11-0 0-8-13 Plate Offsets (X.Y1 (1.Edge.0 -1 -8). (16.Fdge.0 -1 -0). (57.Edge 0 -1 -8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (roc) I /deft Lid 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/TPI2002 (Matrix) Weight 130 lb FT = 0%F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No 18B1r G TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purtins, except BOT CHORD 4 X 2 DF 2400F 2 OE end verticals. WEBS 4 X 2 OF Std G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. OTHERS 4 X 2 HF Stud /Std REACTIONS All beanngs 35-7 -0 (Ib) - Max Gray All reactions 250 lb or less at joint(s) 57, 30, 56, 55, 54, 53, 52, 51, 50, 49, 48, 47, 46, 45, 44, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31 FORCES (Ib) - Max Comp. /Max. Ten - All forces 250 (Ib) or less except when shown NOTES • 1) All plates are 2x4 MT20 unless otherwise Indicated 2) Gable requires continuous bottom chord beanng 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 °:1 -PR ‘ r l ► EF kvo 1" I�F � S . \ EXPIRATION DATE: 06/30/12 - August 25,2010 MAfei' 11C�1tlNFi .I��Y'r�M'1:I�,L.'�SiiV- ... , . • - >�M�.ie"•' 4,iS+d.�i: •.- °—tea- •— •1rS...•>�.1NQ•„*>.3L -iifi DR'✓f'T.i�i@'+s7t7C:9p" A WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED bBTEK REFERENCE PAGE 1411.7473 res. 10 '08 BEFORE USE. Design valid for use only with MiTek connectors This design 6 based only upon parameters shown, and is for an individual budding component - Applicability of design Foram enters and proper incorporation of component is responsibility of budding designer - not truss designer Bracing shown B for lateral support of individual web members only Additional temporary bracing to nsule stability cluing construction h the responsbiliiy of the MiTek' erector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance segard,ng fabrication, quality conh,* storage. delivery. erection and bracing, consult ANSI /TPI1 Quality Criteria, 059.89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from truss Plate Institute. 281 N Lee Sheet. Suite 312. Alexandria, VA 22314 Cirrus Heiyhls, CA, 95610 Job Truss Truss Type Qty Ply Centex - summeraeek - Bld 9 Floor 1 R32093641 B101120-FT1 4 -FT FLOOR 6 1 .lob Reference (optional) Pro-Build Clackamas Truss, Cladiamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 14 06.28 2010 Page 1 ID 17tM6betgcH3A7indE22tfykFgf-I 7tM6betgcH3A "indE22tf111sQ2PgbTeFNkCAykFgf I 2 ' e -0 I I -II 1.4 -0 Me Sub • 1 300 3.4 II 4.10 = 2.4 II 456 = 2r4 II 294 II 4110 = 3.4 II — 1 2 3 4 5 6 7 4.6 B 9 10 �� 6� IS 14 13 12 0:3 459 = 4510 = 4.4 = 2.4 II 4.10 = 4.9= I 8-8-0 I B -2 -o 10100 i 17 -10-8 I 9-9 -n 0.0.0 0.6 -0 e-n-N Plate Offsets (X.Y): (1.Edge.0 -1 -8]. [4:0- 2- 9.Edge], [5'0- 1- 8.Edge] (6.0.1- 8.Edge]. [11:Edge.0 -1 -8]. [13 :0- 1- 8.0 -0-0], [14:0- 1- 8.Edge], (16:Edge.0 -1 -8) LOADING (psi) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Lid PLATES GRIP , TCLL 40 0 Plates Increase 1 00 TC 0.54 Vert(LL) -0.27 14 >791 480 MT20 220/195 TCDL 10 0 Lumber Increase 1.00 BC 0 69 Vert(TL) -0.47 13-14 >451 360 BCLL 0 0 Rep Stress Ina YES WB 0.35 Horz(TL) 0.08 11 n/a n/a BCDL 5 0 Code IBC2006/TPI2002 (Matrix) Weight: 97 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.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) 16= 972/0 -5 -8 (min 0 -1 -8), 11= 972/0 -5-8 (min. 0-1 -8) FORCES (lb) - Max. Comp /Max Ten. - All forces 250 (lb) or less except when shown • TOP CHORD 2 -3 =- 3396/0, 3-4 =- 3436/0, 4 -5 =- 4083/0, 5-6 =- 4082/0, 6-7 =- 4082/0, 7 -8 =- 3432/0, 8 -9 =- 3393/0 BOT CHORD 15- 16= 0/2123, 14 -15= 0/4081, 13- 14= 0/4082, 12- 13= 0/4082, 11- 12= 0/2123 WEBS 5-14 =- 353/292, 2-16=-2284/0, 2 -15= 0/1388, 3 -15 =- 260/0, 4 -15 =- 756/0, 4 -14 =- 390/482, 9 -11 =- 2284/0, 9 -12= 0/1384, 8 -12 =- 295/0, 7- 12= -937/0 NOTES 1) Unbalanced floor live loads have been considered for this design 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1. 4) "Fix heels only" Member end fixity model was used in the analysis and design of this truss 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means LOAD CASE(S) Standard 9 ct 16 r 11111:-..3 j 6 - GO ■ a 16. c�q ,1B E 2 6, F R s. -�\ I EXPIRATION DATE: 06/30/12 August 25,2010 43 .'/'. 4 _'<if7"'DP? ><r-WKLIPI �iR!FT1t := ilZ.1C117771 5F_:L CK' ". 1:_ R°'d Y!9±G'11>f�b:6LC `990:S - . ® WARNING . Veri fy design parameters and READ NOTESONTffIS AND INCLUDED NITER REFERENCE PAGE 1111.7473 10'08 BEFORE USE. �(A Design valid for use only with neck connectors. The design Is based only upon parameters shown, and Is for an rndrvrducl buiding component ��''ff Applicobi,ty of design param enters and proper incorporation of component is responsibdity of buidr.g designer - not truss designer. Bracing shown h for lateral support of individual web members only Additional temporary bracing to Ensure 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/1161 Quality Criteria, DS8 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safely information avalable from Truss Plate Institute. 281 N Lee Street. Suite 312. Alexandria, VA 22314 Carus Heights, CA, 95610 Job Truss Truss Type Qty Ply Centex - summeraeek - Bld 9 Floor 1 R32093642 B101120-FT1 5 -FT FLOOR 18 1 .lob Reference (notinnall Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industries, Inc Wed Aug 25 14 06 29 2010 Page 1 ID DJOkKweVbwPwo8HzByZHPtykFge- DJOkKweVbwPwo8Hz8yZHPtgOWG11880ctv6HlcykFge 1 2a 0 1 1 0.10-0 1 1 1 -4-0 I Scale • 1263 3.4 II 4.10= 2.411 4.4 = 2.4 II 4+10 = 3.4 II — 1 2 3 4 5 3.6 = 6 7 8 11 1 Y — A A iliii it � �� 1� .1 , . „ � ` li , ., . �� Y��■• Y 1 ice, 1 = ; 4+8— 13 12 11 10 gt' 4.10 = 2.4 I 2.411 4.10= 456 = 1 15-8-0 1-80 l Plate Offsets fX.Y): [1:Edge.0 -1 -8] [4 0- 1- 8.Edge], f5:0- 1- 8.Edge]. [9:Edge.0 -1 -8]. [11.0 -1 -8 0 -0-4 [12.0- 1- 8.Edgej [14 Edge.0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI ' DEFL in (roc) 1 /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0 18 10-11 >999 480 MT20 220/195 TCDL 10 0 Lumber Increase 1 00 BC 0.73 Vert(TL) -0 32 10-11 >581 360 BCLL 0.0 Rep Stress Incr YES WB 0 28 Horz(TL) 0.06 9 n/a n/a BCDL 5 0 Code IBC2006/TPI2002 (Matrix) Weight 88 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No 18Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0.0 oc purlins, except BOT CHORD 4 X 2 DF No 18Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (lb /size) 14= 848/0 -2 -0 (min 0 -1 -8), 9= 848/0 -2 -0 (mm. 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 Inlerriallonal 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 ?5: 0 q `s k , �9 r1 03 4 RS1% r. EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING Venfj design pa Wei( r ameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1481.7473 rev. 10'08 BEFORE USE. m � ' Design valid for use only witconnectors Tha di design 6 based only upon parameters shown. and B for an individual building component. - Apphcabiity of design paramenlers and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown a for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibility of the MiTek• erector Adduronal permanent bracing of the overall structure is the responsibility of the budding designer Far general guidance regarding fabrication. quality control. storage. delivery. erection and bracing. consult ANSI /TPI1 Quality Criteria, D5B -89 and BC51 Building Component 7777 Greenback Lane, Sulto 109 Safely information evadable from Truss Plate Institute. 281 N Lee Street. Suito 312, Alexandria, VA 22314. Citrus Heights CA, 95610 Job Truss Truss Type City Ply Centex - summercreek - Bld 9 Floor 1 R32093643 B101120 -FT1 5 -FTDS FLOOR 2 1 .Inh Rofernnca (optional) Pro -Build Clackamas Truss. Cladcamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 14 06'30 2010 Page 1 ID hW 7XGf7MEXnPIs9kf4Wy4ykFgd -hW 7XGf7MEXnPIs9kf4Wy4NIhg4FIXgm5ZsrH2ykFgd I '$ -0 I 1.3-6 I I 2 -0-B I I 1 - 4 - 0 I Seale • , 293 351 II ' 2.4 II 456 = 254 II 4510 = 354 II 1 2 1x6 = 3 4 5 156 = 6 7 9 16...V ll I� /� \`1A 01-1 �`�1�� `_11 I .! 12 11 0 9 254 II 214 11 1510 = ..8= 1.9= ne= I is &o 15-6 -0 l Plate Offsets (X.Y): [1:Edge,0 -1 -8]. [2.0- 3- 8.Edge]. [4.0- 1- 8.Edge]. [5.0- 1- 8.Edge]. [9:Edge.0.1 -8], [11.0- 1- 8.0 -0-0]. [12:0- 1- 8.Edge] [13,0 -3.12. Awl [14:Edge.0 -1 -8] LOADING (psi) SPACING 2 -0-0 CSI DEFL In (loc) I /deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1 00 TC 0.83 Vert(LL) -0.24 10-11 >579 480 MT20 220/195 TCDL 10 0 Lumber Increase 1 00 BC 0 77 Vert(TL) -0 35 10-11 >395 360 BCLL 0 0 Rep Stress Incr YES WB 0 51 Horz(TL) 0 04 9 n/a n/a BCDL 5 0 Code IBC2006/TPI2002 (Matrix) Weight 89 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 5 -6 -0 oc purlins, except BOT CHORD 4 X 2 DF No 18Btr G end verticals WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing 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), 13e1715(LC 2) FORCES (lb) - Max. Comp. /Max Ten - All forces 250 (lb) or less except when shown. TOP CHORD 1 -2 =- 970/970, 2 -3 =- 2885/3110, 3-4 =- 2349/2576, 4 -5e_ 3325/1772, 5 -6 =- 3822/1638, 6 -7 =- 2874/652, 7 -8 =- 998/998 BOT CHORD 13 -14=- 2809/3660, 12 -13 =- 1148/2701, 11 -12 =- 1148/2701, 10- 11=- 1146/2702, 9 -10 =- 138/1693 WEBS 7 -9 =- 1821/149, 2 -14 =- 2956/2659, 7 -10 =- 263/990, 2 -13 =- 2073/1591, 6-10 =- 363/0, 5- 10=- 525/1261,4 -13 =- 2114 /211,4 -12 =- 55/384,5 -11 =- 316/64 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members n _ 13 P R O FF 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9 '`'G ] N ss - 4) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 966 lb uplift at joint 14, 14 lb uplift at joint \� L E '.9 /O 2 9 and 418 lb uplift at joint 13 <Cr —7 5) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1. 1 • •" E r 6) This truss has been designed for a total drag load of 380 plf Lumber DOL =(1 33) Plate grip DOL= (1.33) Connect truss to resist drag /"..... loads along bottom chord from 0 -0 -0 to 4 -2 -0 for 1428 7 plf 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss 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 • • p5 to be attached to walls at their outer ends or restrained by other means A OR ;:b - u 9 T1 - . , / • \' < / LOAD CASE(S) Standard s M F R s. _\N EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Ver11/j deign parameters and READ NOTES ON THIS AND INCLUDED MITES' REFERENCE PAGE MR 7473 rev. 10'08 BEFORE USE. Mil Design valid for use only with MiTek connectors Thu designs based only upon parameters shown• and s for an indrvidual budding component C�7 t1 G1 Applicability of design param enters and proper Incorporation of component is responsibility of buiding designer - not truss designer Bracing shown C��VVVLLLY��II® s for lateral support of individual web members only A dditional temporary bracing to insure slabiity during construction u the responsibility of the MiTek' erector Additional permanent bracing of the overall structure is the responsibility of the buiding designer For general guidance regarding .e. 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 evadable from truss Plate Institute, 281 Ft Lee Street. Suite 312, Alexandria. VA 22314. Citrus Heights, CA. 95610 Job Truss Truss Type Oty Ply Centex - summercreek - Bld 9 Floor 1 R32093644 B101120-FT1 6 -FT FLOOR 6 1 Jnh Reference (retinal) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek lndustnes, Inc Wed Aug 25 14 06 31 2010 Page 1 ID 91YVIcgl7Xfe1SRMIMblVIykFgc-9iYVlcgl7Xf e1SRMIMbIVIwZO4RAc1WvKDbOpVykFgc I 743.0 I 1 0-10.0 1 1 1-4-0 I Scala • 1 26 3 354 II 4,10 = 2.4 II 454 = 254 II 4510 = 354 II 1 2 3 4 5 358 = 6 7 8 I I Jill ,?.. • o . orospoo_osira 11=1111.1 A 08. 45 = 1,1 13 12 11 10 9 1.1 4510 = 254 II 254 II 4510 = 458 = I 15-8 -0 1SM1n Plate Offsets (X Y): [1.Edge.0 -1 -8] [4 0- 1- 8.Edge]. [5:0- 1- 8:Edge]. [9.Edge.0 -1 -8]• [11.0- 1- 8.0 -0-0]. [12.0- 1- 8.Edge]. [14.Edge.0 -1 -8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) 1 /deft L/d PLATES GRIP TCLL 40 0 Plates Increase 1 00 TC 0 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 Inca YES WB 0 28 Horz(TL) 0 06 9 n/a n/a BCDL 5.0 Code IBC2006/TP12002 (Matrix) • Weight 88 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing REACTIONS (lb /size) 14= 848/0 -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, 5-6F-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 slrongbacks, 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 �� 1Gp PR OF6.. �/ < So /o2 6 ' r! ' "E r : I ch 9 iF ' B • •2 \ ' �, � FR s . \N 1 EXPIRATION DATE: 06/30/12 ) August 25,2010 4 .0 0. 311C' p .1Hffairomr.= _-_1;1 :'T rFx WS=?i 7F?1 ,L.311116=11515118•11!P.la.^.ik 1T± Q'a3TWRlE ?ir-4q3S. lQ_•17.461I+p 4pi .FJ ® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED GBTEK REFERENCE PAGE 1471 7473 ree. I0 '08 BEFORE USE. } S : 1 Design valid for use only with Mitch connectors. This design B based only upon parameters shown, and is for an individual budding component �.. I Applicabdily of design paremenfers and proper incorporation of component is responsibdlty of budding designer - not truss designer Bracing shown p a for 101010I support of indwdual web members only Additional temporary bracing to insure slabdily during construction is the responsdbdlity of the d YliTek• erector A dditional 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, consul! ANSI /IPtl Quality Criteria, 058 -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information evadable from Truss Plate Institute. 281 N Leo Street, Suite 312. Alexandria. VA 22314, Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply Centex - summera-eek - Bld 9 Floor 1 R32093645 B101120-FT1 7 -FT FLOOR 12 1 .lob Reference Optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7 240 s Jun 18 2010 MITek Industnes, Inc Wed Aug 25 14 06 31 2010 Page 1 I D.91YVIcgi 7Xfe1 SRM IMbiVIykFgc-91YVIcgi7Xte1 SRM IMbiVIwaS4WJcOgvKDbOpVykFgc 2£-0 2.4 -8 I I 1-4-0 Scale• 1 19 9 449 = 2.4 II 1 ].411 2 3 4 2x4 II 5 4.8 = 6 3.4 II 11.11111.1.0 II II . 1 . 1 . 1 � 11/111W111 `I! MOINIMEN 316 = 1. 9 6 7 " 346 = 4510 = 4.10 = 11 -11 -8 1 11 -11-1 Plate Offsets (X,Y) [1. Edge- 0 -1 -8j. (2 0-3-4. Edge]. (_3:0.1- 8.Edge], [4.0 1 -8.0 0 0]. (5.0- 2- 6.Edge). [7:Edge.0 -1 -8]. (8 0- 1- 8,Edge]. [9:0- 1- 8.Edge]. [10.Edge.0 -1 -8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (hoc) I /deft Lid 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 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purllns, except BOT CHORD 4 X 2 DF No.1 &Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing REACTIONS (lb/size) 10=644/0-5-8 (min 0 -1 -8), 7= 644/0 -2 -0 (min 0-1 -8) FORCES (lb) - Max. Comp. /Max Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2 -3 =- 1816/0, 3-4 =- 1819/0, 4 -5 =- 1816/0 BOT CHORD 9- 10= 0/1303, 8- 9= 0/1819, 7 -8= 0/1304 WEBS 5-7 =- 1403/0, 2 -10 =- 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/IPI 1. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss 6) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0 131" X 3 ") nails Strongbacks to be attached to walls at their outer ends or restrained by other means LOAD CASE(S) Standard ,D PR OFFS � � �\ LNG ( 6;9 /0, 1 e:•*PE. A l• S ORE .4N .•` 9� F M : ER 2 �1 2i F R S. "C � • ( EXPIRATION DATE: 06/30/12 August 25,2010 r ® WARNING - Verfsj design parameters and READ NOTES ON THIS AND INCLUDED MI TEK REFERENCE PAGE 0111.74 reu. 10-OS BEFORE USE. �ViN195' Design valid for use only with MTek connectors Ths design is based only upon parameters shown, ands for an individual building component App'icabdrty 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 responssbility of the M Frei(' erector Additional permanent bracing of the overall structure is the responsibility of the balding designer For general guidance regarding fabrication. quality control, storago, deirvery, erection and bracng, consult ANSI /TPI1 Quality Criteria, D58 -89 and BCSI Building Component 7777 Greenback Lane, Sucre 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 9 Floor 1 R32093646 8101120 -FT1 8 -FT FLOOR 1 1 .lob Reference (optinnall Pro -Build Clackamas Truss, Cladkamas,OR 97015-1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 14 06 32 2010 Page 1 ID du6tyyhNurnVfc0Ys47_ 1VykFgb- du6lyyhNumVfc0Ys47 _1VSnAUuRLVL3ZlLyLxykFgb 1 7 -3-0 I 1 1 -1.0 1 scab • 1 180 4,6 = n 3,4 I I 2 3 3 4= 4 h4 II 4,8 = 5 6 3>t4 11 11 WIlf Inc Ipp 11 II I II . —. ■11 303= O in ,. 9 8 7 G. 3,4= me = 4r8 = q2-q 10-10-0 t0-10-1:141 Plate Offsets (X.Y). [1:Edge.0 -1 -8]. [2.0- 2- 5.Edge]. [5 0- 3- 3.Edge]. [7:Edge.0 -1 -8y [8:0-24/Edge). [9.0- 1- 12.Edge]. (10:Edge.0 -1 -8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1 00 TC 0 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 W8 0.24 Horz(TL) 0 02 7 n/a n/a BCDL 5 0 Code IBC2006/TPI2002 (Matrix) Weight 52 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No 16Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.16Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing REACTIONS (lb /size) 10= 582/0 -5 -8 (min 0 -1 -8), 7= 582/0 -2-0 (min. 0-1 -8) FORCES (lb) - Max Comp /Max Ten - All forces 250 (lb) 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 beanng plate at joint(s) 7 3) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 4) "Fix heels only" Member end fixity model was used in the analysis and design of this truss 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0 131" X 3 ") nails Strongbacks to be attached to walls at their outer ends or restrained by other means LOAD CASE(S) Standard �� PR c �5 LNG[N.:,9 % plio r 9- �2` ti . MFR s.-\ 0. i. EXPIRATION DATE: 06/30/.12 August 25,2010 ® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1.11144 roe. 10 '08 BEFORE USE. p ;;1 .....• Design valid for use only with MiTek connectors This design is based only upon parameters shown, and Is for an indNiduai budding component . t ... ..4 , Applicability of design paramenlers and proper incorporation of component is responsibiity of budding designer - not truss designer. Bracing shown Is for lateral support of individual web members only Additional temporary bracing to ensure 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 gudance 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 - summerkreek - Bld 9 Floor 1 R32093647 8101120 -FT1 A01 FLOOR 2 n L .lob Reference (optional) Pro-Build Clackamas Truss, Cladcamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industries, Inc Wed Aug 25 14 06 32 2010 Page 1 ID du6tyyhNumVlc0Ys47_1 VykFqb- du6tyyhNumVfc0Ys47 _1VSptUvXLNO3ZtLyLxykFgb I 3.11.10 I 7 -9 -8 I 11.7 -8 I 15-7.0 I 3 11 -10 3 -9 -14 3 -9 -14 3.11 -10 Scale. l 264 ■ 254 0 356 = 3510 = i 3510 = 2 358 = 3 4 5 iwli11•1 w A w 1■11111144111' 11 1M1�, tom'■ ire y = / JU52429 8 7 , O 3510 = ', 3510= 3510 = O/ 254 11 he 11 I 3. 11.10 I 7 -9-8 1 11 -7 -9 I 15-7 -0 I 3.11 -10 9.914 1 -9.14 3 -11 -In Plate Offsets (X.Y): (1 0 -3- 0.0-1 -81 [5.0-3- 0.0 -1 -8). 17 -0.0-1- 8),19.0- 3- 0- 0-1 -8) LOADING (psf) SPACING 2 -0-0 CSI DEFT in (lac) I /defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.15 Vert(LL) -0 14 8 >999 480 MT20 220/195 TCDL 10 0 Lumber Increase 1.00 BC 0 21 Vert(TL) -0.26 8 >705 360 BCLL 0.0 Rep Stress Incr NO WB 0.75 Horz(TL) 0.02 6 n/a n/a BCDL 5 0 Code IBC2006/TPI2002 (Matrix) Weight: 131 lb FT = 10% LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1 7E TOP CHORD 2 -0 -0 oc purlins (6 -0 -0 max) 1 -5, except end verticals. BOT CHORD 2 X 4 DF 2400F 1 7E BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing WEBS 2 x 4 DF Std G REACTIONS (lb /size) 10= 869/0 -5 -8 (min 0 -1 -8), 6= 849/0 -5-8 (min. 0-1-8) • FORCES (lb) - Max. Comp /Max Ten - All forces 250 (lb) 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 slrongbacks, 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 8 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 "< � �Ep PR OFe LOAD CASE(S) Standard �,\� t, - ( N EF , 9 / �2 1) Floor Lumber Increased 00, Plate increased 00 '9 Uniform Loads (plf) Q i 67/". "E r Vert 6- 10 = -10, 1 -5= -100 / ,, A Concentrated Loads(Ib) /• Vert' 11= -35(B) � ,/ • 0 - •r G•' , > 9 1'6. B 2" <. CM 5 R s.1\ . ( EXPIRATION DATE: 06/30/12 ) August 25,2010 4 a.^,zm rSr191er +co>sCFzr24.1: II 1216 -, +, :ats,.7tu- .acr °acc�n r: esarr - stasmorss+aairss ® WARNING - Vcrlfy dcsryn pararrrcicra and READ NOTES ON THIS AND INCLUDED EIITEK REFERENCE PAGE 1811.7473 rev. 10 '08 BEFORE US& m� s Design valid for use only with Miilek connectors The design is based only upon parameters shown, and is for an individual budding component Applicability of design poram enters and proper incorporation of component is rosponsibdity of budding designer - not truss designer Bracing shown s for lateral support of individual web members only Additional temporary bracing to Insure stability during construction is the responsibdlity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding .o fabrication. quality control, storage. delivery. erection and bracing, consult ANSI /TP11 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Surto 109 Safely Information wadable from Truss Plate Institute, 281 N Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Centex - summercreek - Bld 9 Floor 1 R32093648 B101120-FT1 A02 FLOOR 2 Jab Referenra (notional) Pro -Build Clackamas Truss, Cladramas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc. Wed Aug 25 14 06 33 2010 Page 1 ID 54gFA117e9wMGmbkQneDalykFga- 54gFAI17e9wMGmbkaneDel7 _etFp4gwCnX4VuNykFga I 3 -11 -14 I 7-10-0 I 11-8-7 I 15-8 -0 I 3-11-14 3 -10.2 3.10.2 3 -11 -14 Scab +1265 2,4 II 3,6 = 3,10 = 1 3,10= 23,6= 3 4 5 r �'� y .. X i •- w =■ 11 Y OM y 6 3,10 = JIM 3,10 = 3,10 = 7 254 II 2.4 II I 3 -11 -14 I 7 -10-0 I 11 - 8.7 I 15.8-0 1 -11 -14 3-10.2 3 -10-2 3 -11.14 Plate Offsets (X. ): 11:0- 3- 4.0 -1 -8). 15:0 -3-4 0-1- 8117.0 -3- 4.0-1- 8),19.0-3- 4.0 -1 -8) LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /dell 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 !nor NO WB 0 73 Horz(TL) 0 02 6 n/a n/a BCDL 5 0 Code IBC2006/TPI2002 (Matrix) Weight 132 lb FT = 10% LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1 7E TOP CHORD 2 -0-0 oc purlins (6-0 -0 max ). 1 -5, except end verticals BOT CHORD 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing WEBS 2x4DFStdG REACTIONS (lb /size) 10=846/0-5-8 (min 0-1-8), 6= 846/0 -5-8 (min 0-1-8) FORCES (Ib) - Max Comp /Max Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -10= 810/0, 1 -2 =- 2803/0, 2 -3 =- 3670/0, 3 -4 =- 3670/0, 4 -5 =- 2803/0, 5-6= -810/0 BOT CHORD 8- 9= 0/2803, 7- 8= 0/2803 WEBS 2 -9 =- 615/0, 3 -8 =- 358/0, 4 -7 =- 615/0, 1 -9= 0/2875, 2 -8= 0/889, 4 -8= 0/889, 5 -7= 0/2875 NOTES 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows Top chords connected as follows 2 x 4 - 1 row at 0 -9 -0 oc Bottom chords connected as follows. 2 X 4 - 1 row at 0-9 -0 oc. Webs connected as follows 2 x 4 - 1 row at 0-9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) This truss is designed In accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. 7) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means LOAD CASE(S) Standard �� EO PR c;• LNG11, E s /o IC: • e • 9 .17 • ,0 2 \� R 1 ' C al FR S. S \� EXPIRATION DATE: 06/30/12 7. August 25,2010 t.. -.• .. r -r0- •... -. `....:• '. s -'S Vt c .- ,u. v, •. ......1., l.- . -> -r.w.. o : ® WARNING - Venfjy design panomere -a and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Pill 7973 rev 10 '08 BEFORE USE Design valid for use only with Mitch connectors The design k based only upon parameters shown, and is for an individual building component �� p L � TrrS . ' G] Applicability or design poramanters and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown 3 is for lateral support of individual web members only Additional temporary bracing to insure stability during construction Is the responsbillity of the MiTek' erector Additional permanent bracing of the overall strut tura is the responsibility of the building designer For general guidance regarding fabrication. quality control, storage, dolnery, erection and bracing. consult AN51 /1911 Quality Criteria- DSB -89 and BC51 Building Component 7777 Greenback Lane, Suite 109 Safely Information available from Truss Plate Institute. 281 N Lee Street. Suite 312. Alexandrio, VA 22314. Citrus Heights, CA, 95610 • Job Truss Truss Type Qty Ply Centex - summercreek - Bld 9 Floor 1 R32093649 B101120 -FT1 A03 ROOF TRUSS 2 Job Referenrw (pphnnell Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek lndustnes, Inc Wed Aug 25 14:06 33 2010 Page 1 I D:54gFAll'2e9wMGmbkoneDalyk Fqa- 54gFA11 E4tLCnX4VuNykFga 5 -2 -1 t 10.5-15 15.8 -0 5 -2.1 5-3.13 5 -2 -1 Scale • 126 5 34 II 412 = 2x4 II L = 2 3 7 6 5 412 = 2.4 II 2r4 II 3x6 = 5-2 -1 I 10.5-15 I 15-8.0 5-2 -1 5-1.11 5-2 -1 Plate Offsets (X.Y1: [1.0 -1- 12.0 -1- 8).[5:0 -2- 4.0.1 -8] LOADING (psf) SPACING 2 -0-0 CSI DEFL In (lac) I /dell L/d PLATES GRIP TCLL 25 0 Plates Increase 1.15 TC 0.14 Vert(LL) - 0.12 6-7 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1 15 BC 0 18 Vert(TL) -0 28 6-7 >670 180 BCLL 0 0 • Rep Stress Incr NO WB 0 58 Harz(TL) 0 03 5 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight: 131 lb FT = 10% LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1 7E TOP CHORD 2 -0-0 oc purlins (6-0 -0 max.) 1-4, except end verticals. BOT CHORD 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing WEBS 2 x 4 DF Std G JOINTS 1 Brace at JI(s): 1, 4 REACTIONS (lb /size) 8= 646/0 -2 -0 (min. 0 -1 -8), 5= 646/0 -2 -0 (min 0 -1 -8) Max Uplift8=- 136(LC 3), 5=- 136(LC 3) FORCES (Ib) - Max Comp. /Max. Ten - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -8 =- 590/157, 1- 2=- 2569/542, 2 -3 =- 2569/542 BOT CHORD 6-7 =- 542/2570, 5-6 =- 542/2570 WEBS 1 -7 =- 550/2608, 2 -7 =- 349/166, 3-5 =- 2608/550 NOTES 1) 2 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows: Top chords connected as follows: 2 x 4 - 1 row at 0-9 -0 oc Bottom chords connected as follows 2 X 4 - 1 row at 0-9 -0 oc. Webs connected as follows 2 x 4 - 1 row at 0-9-0 oc 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section Ply to ply connections have been provided to distnbute 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 gnp 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 beanng plate at joint(s) 8, 5. a PR OF 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 136 lb uplift at joint 8 and 136 lb uplift at ��( O G(N S' s / joint 5 � S N O 10) This truss is designed in accordance with the 2006 International Residential Code sections 8502.11.1 and R802 10 2 and 44/ 9 � ,9 referenced standard ANSI/TPI 1. CZ- 1 • r B . 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss 12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. LOAD CASE(S) Standard 1/ / M -0N EXPIRATION DATE: 06/30/12 August 25,2010 - Tn N -,-. aw •. - •, t. '...?,sl}z>�_�iE'e�=:➢r ls;x.r' - iraC: !IR�sR;alsn •� - :'- +r..ac n : �srh •- -:-.^ rF 4K9s:.9Q TY'S�r.. ..- a ^.t: - -• atlu•-r rZ7¢ -c+ �r. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 641- 7473 rev. 10 -'08 BEFORE USE. m ` a Design valid for use only with Mitch connectors The designs based only upon parameters shown, and is for on indrvidud budding component � 1 Applicabddy of design paramenters and proper Incorporation of component s responsibility of budding designer - not truss designer Bracing shown 1— "� ° is for lateral support of individual web members only Additional temporary bracing to ensure slabdity during construction b the responsibdlity of the p (Tek" erector Additional permanent bracing of inc overall structure is the responsibility of the budding designer For general guidance regarding fabrication. quality control, storage. deanery, erection and bracing. consult ANSI /PPI1 Qualify Criteria, DSB •89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N Lee Sheet. Suite 312. Alexandria. VA 22314 Citrus Heights. CA, 95610 Job Truss Truss Type Qty Ply Centex - summera'eek - Bld 9 Floor 1 R32093650 6101120 -FT1 A04 ROOF TRUSS 2 Job Refernnna (nnhnnall Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industries, Inc Wed Aug 25 14 06 34 2010 Page 1 ID ZHEdNelePS2DuwAwzV9S6wykFgZ- ZHEdNelePS2DuwAwzV9S6wYACHcOpP8LOBg2QpykFgZ I 4.1 -0 I 0.2 -0 I 4 -1 -0 4.1.0 Sub• 1156 3.6 = 2,4 II 3.6 = I 2 3 1- - I - ■ 6 7 16US26.2 5 4112 = 6 - 2.4 11 • 2.4 11 4 -1.0 I 7-8-6 I ea - I 4 -1-0 3 -7 -e 0.5- 6 Plate Offsets (X.YI. (1 0- 2- 0.0 -1 -81 (3:0- 2- 0.0 -1 -8) LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) I /deft L/d PLATES GRIP TCLL 25 0 Plates Increase 1 15 TC 0 10 Vert(LL) -0 02 5 >999 240 MT20 220/195 TCDL 7 0 Lumber Increase 1.15 BC 0 12 Vert(TL) -0 04 5 >999 180 BCLL 0 0 ' Rep Stress Incr NO WB 0 22 Horz(TL) -0.00 6 n/a n/a BCDL 10 0 Code IRC2006/TPI2002 (Matrix) Weight: 81 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No 1&Btr G TOP CHORD 2 -0-0 oc purlins (6 -0-0 max ): 1 -3, except end verticals BOT CHORD 2 X 6 DF No 2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2 x 4 DF Std G JOINTS 1 Brace at Jt(s) 1, 3 REACTIONS (lb /size) 6= 400/0 -5-8 (min. 0 -1 -8), 4= 385/0 -5-8 (min 0 -1 -8) Max Uplift6= -94(LC 3), 4= -88(LC 3) FORCES (lb) - Max Comp /Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -6 =- 306/95, 1 -2 =- 980/236, 2 -3 =- 980/236, 3 -4 =- 306/95 WEBS 1 -5 =- 240/1000, 2 -5 =- 283/138, 3 -5 =- 240/1000 NOTES 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows Top chords connected as follows 2 x 4 - 1 row at 0 -9 -0 oc Bottom chords connected as follows. 2 X 6 - 2 rows at 0-9 -0 oc Webs connected as follows 2 x 4 - 1 row at 0 -9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind ASCE 7 -05, 100mph; TCDL= 4.2psf, BCDL =6 Opsf; h =25ft; Cat 11, Exp B, enclosed, MWFRS (low -rise) gable end zone, cantilever left and right exposed ; Lumber DOL =1 33 plate gnp DOL =1.33 4) Provide adequate drainage to prevent water ponding 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members 7) A plate rating reduction of 20% has been applied for the green lumber members 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at Joint 6 and 88 lb uplift at Joint 4. �( <' . P R OFF 9) This truss is designed in accordance with the 2006 International Residential Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TPI 1 �Gj �p1GI ■ Et s/O i 10) "Fix heels only" Member end fixity model was used In the analysis and design of this truss ?i ce 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. Ct / C : • f • r 12) Use Simpson Strong-lie 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 to er face of bottom chord. 13) Fill all Hall l holes where is in ere hanger is in contact tact / with lumber. / M LOAD CASE(S) Standard � 5 AC) 1) Regular Lumber Increase =l 15, Plate Increase =1 15 . A is/ Uniform Loads (pit) 9 B 2 �� Vert 1- 3 = -64, 4 -6 = -20 M FR S. T \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 1 res. 10 '08 BEFORE USE. y • • Design void for use only with Mild( connectors This design 6 based only upon parameters shown ands for an indmduat budding component 3 F , Applicabtily of design pa'arnenlers and proper incorporation of component is responsibility of budding designer - not truss designer Bracing shown p GGG !!! 6 for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibdhty of the MiTek' erector Additional permanent bracing of the overall structure Is the responsibility of the bidding designer For general guidance regarding labrrcation, quality conhcl, storage. dohvery, erection and bracing, consul! ANSI /IP11 Quality Criteria, OSB -139 and BCSI Building Component 7777 Greenback Lane, Surto 109 Safety Information evadable from Truss Plate Institute, 28111 Lee Street. Suite 312 Alexandria, VA 22314 Citrus Heights. CA. 95610 Job Truss Truss Type Qty Ply Centex - summercreek - Bld 9 Floor 1 R32093650 B101120 -FT1 A04 ROOF TRUSS 2 lob Refprpnra (ootlonall Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc. Wed Aug 25 14 06 34 2010 Page 2 ID ZHEdNelePS2DuwAwzV9S6wykFgZ- ZHEdNetePS2DuwAwzV9S6wYACHcOpP8L0Bg2OpykFgZ LOAD CASE(S) Standard Concentrated Loads (lb) Vert 70- 123(F) • • • va WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PALS M77 -7473 rev. 10 '08 BEFORE USE. n.. Design valid tar use only with Welt connectors This design is based only upon parameters shown, and ss for an individual buiding component Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown p q s for lateral support of individual web members only. Additional temporary bracing to insure stability during constructions the responsibility of the IVIiTek• erector Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding .r, fabrication, quality control, storage, delivery. erection and bracing. consult ANSI /TPII Quailly Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 $alety Information available from Truss Plate Institute, 291 N Lee Street, Suite 312, Alexandria, VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type ply Ply Centex - summercreek - Bid 9 Floor 1 R32093651 B101120-FT1 A05 ROOF TRUSS 2 Job Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 14 06.34 2010 Page 1 ID ZHEdNetePS2DuwAwzV9S6wykFgZ- ZHEdNelePS2DuwAwzV9S6wYAJHdopSaLOBg2opykFgZ I 3-8-8 I 3.8.8 3r8 = 254 I I Scab • 1 10 6 2 � / 4 2.4 II t 3.8.8 3-8 -a Plate Offsets (X.Y): [1 0- 2- 8.0- 1- 8] .13.0- 2- 8.0 -2 -0] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lest) 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 lncr NO WB 0.00 Horz(TL) -0 00 3 n/a n/a BCDL 10 0 Code IRC2006/TP12002 (Matrix) Weight 37 lb 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 6 DF No 2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing WEBS 2 x 4 DF Std G JOINTS 1 Brace at Jt(s) 1, 2 REACTIONS (lb /size) 4= 143 /Mechanical, 3= 143/0 -2 -0 (mm 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 distnbule 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 nght exposed , Lumber DOL =1 33 plate gnp 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 10 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 lb uplift at joint 4 and 30 lb uplift at joint 3 International K Z. -' PRQF 11) This truss is designed in accordance with the 2006 International Residential Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TPI 1. •. 0 4GINE.. / 12) "Fix heels only" Member end fixity model was used In the analysis and design of this truss SD / Y— 13) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails 167."1/. LOAD CASE(S) Standard ►. ,�� 9 4 ORE %2 Ci M \ c, EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER PAGE MII-7473 r v. 10 '08 BEFORE USE. ty E7' Design valid for use only with MiTek connectors This design 6 based only upon parameters shown, and a for an indrwduat Budding component _. k ®q Applicability of design poramenters and proper Incorporation of component is responsibiily of balding designer - not truss designer Bracing shown is for lateral support of individual web members only Additional temporary bracng to insure stably during construction n the responsibility of the MiTek' erector Additional permanent bracing of the overall structure is the responsibility of the balding designer For general guidance regarding P �„ ,,, �, „, fabrication. quality control. storage, delivery. erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lone, Suite 109 Solely Inlormatlon 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 - summeraeek - Bld 9 Floor 1 R32093652 B101120 -FT1 A06 ROOF TRUSS 2 lob Reference (optional) Pro -Build Clackamas Truss. Clackamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 14 06 35 2010 Page 1 ID' 1 ToObJGAmA4 W3k7XC ghf8ykFgY -1 ToObJGAmA4 W3k7XCghf84MdizDYvgVFrZcyGykFgY 2.11.8 2 -11.8 h6 = 2.4 11 Scale • 110 I Z K h 3 2.4 11 4.6 = 2 -11.8 I 2.1 i.e LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deli L/d PLATES GRIP TCLL 25.0 Plates Increase 1 15 TC 0 05 Vert(LL) -0.00 4 >999 240 MT20 220/195 TCDL 7 0 Lumber Increase 1 15 BC 0.02 Vert(TL) -0.00 3-4 >999 180 BCLL 0.0, Rep Stress Inca' NO WB 0 00 Horz(TL) -0.00 3 n/a n/a BCDL 10 0 Code IRC2006/TPI2002 (Matrix) Weight 301b FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No 1■Btr G TOP CHORD 2 -0-0 oc purlins 1 -2, except end verticals. BOT CHORD 2 X 6 DF No 2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing WEBS 2 x 4 DF Std G JOINTS 1 Brace at Jt(s). 1, 2 REACTIONS (lb /size) 4= 112 /Mechanical, 3= 112/0 -5-8 (min. 0-1 -8) Max Uplift4= -24(LC 3), 3= -24(LC 3) _ FORCES (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 distnbute 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) Refer to girder(s) for truss to truss connections 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 24 lb uplift at joint 4 and 24 lb uplift at joint 3 10) This truss is designed in accordance with the 2006 International Residential Code sections R502.11 1 and R802.10.2 and referenced standard ANSI/TPI 1. � �� P ROFF 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. �- t5 12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails s �i 2 LOAD CASE(S) Standard f:: PE • r ra ve -o ORE MF S. -OA EXPIRATION DATE: 06/30/12 August 25,2010 i �L'-.. +:.r _: _. i -. tGr'i .... KJ`.@'.....11C....'�: ii.iClV'tCi't iT1P} 4�:..,,: i:a..w;,.. 4- '_°C.'.� -J::. % T.. ,: lr'1Fv-�f4.:w. � i'- :�itLDr3CK1•..;SZ_ - ® WARNING - Verify design parameters and READ NOTES ON 7711S AND INCLUDED MITER REFERENCE PAGE MIT 7473 rev. 10 '08 BEFORE USE. ®0 Design valid for use only with Mifek connectors Th6 design 6 based only upon parameters shown, and is for an individual budding component Applicabirty of design poramenters and proper incorporation of component is responsibility of budding designer - not truss designer Bracing shown q h for lateral support of Individual web members only Additional temporary bracing to insure stability during construction 6 the responsibility of the IYIiTek' erector. Additional permanent bracing of the overall structure is Iho responsibility of the budding designer. For general guidance regurdulg fabrication, quality control, storage, delivery. erection and bracing, consult ANSI /TPI1 Quality Criteria. DSB -89 and BCSI Building Component 7777 Greenback Lane, Suitu 109 Safety Information available from Truss Plate Institute. 281 N Lee Street. Suite 312. Alexandria. VA 22314 Citrus Heights, CA, 95610 C r . n r Symbols Numbering System ® GeneraD Safety Notes PLATE LOCATION AND ORIENTATION 3/a Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. 6 -4 -8 dimensions shown in ft -in- sixteenths Damage or Personal Injury Mi= Dimensions are in ft-in-sixteenths. I I (Drawings not to scale) • ii4k Apply fully plates embed to both sides teeth of truss 1 Additional stability bracing for truss system, e.g diagonal or X- bracing, is always required. See BCSI. 0 -1/162. Truss bracing must be designed by an engineer. For 1 2 3 wide truss spacing, individual lateral braces themselves Ilv TOP CHORDS may require bracing, or alternative T, I, or Eliminator Alirlillit bracing should be considered. 11.111,111p 4 3 Never exceed the design loading shown and never stack materials on inadequately braced trusses O p 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate = O designer, erecton supervisor, property owner and plates 0- 'na' from outside v all other interested parties. edge of truss. p 5 Cut members to bear tightly against each other. C7-8 C6-7 C5.6 BOTTOM CHORDS 6 Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI I Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. • Plate location details available in MiTek 20/20 software or upon request. JOINTS ARE GENERALLY NUMBERED /LETTERED CLOCKWISE 8 hal exc 19% at tm off fabricat on. lumber AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT N UMBERS /LETTERS. 10 Camber is a non - structural consideration and is the 4 x 4 width measured perpendicular responsibility of truss fabricator General practice is to to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS indicated are minimum plating requirements. ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that � (Indicated by symbol shown and /or ESR -131 1, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95 -43, 96 -31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER -487, NER - 561 spacing indicated on design. if indicated. 95110, 84 -32, 96 -67, ER -3907, 9432A 14 Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted I 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 MiTekO All Rights Reserved approval of an engineer. =d reaction section indicates joint IINIMM number where bearings occur. ■EIN a 17. Install and load vertically unless indicated otherwise. 18 Use of green or treated lumber may pose unacceptable project engineer before use. ii .--. environmental, health or performance risks. Consult with Industry Standards: ANSI /TPII : National Design Specification for Metal 19 Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. • p and pictures) before use Reviewing pictures alone DSB-89: Design Standard for Bracing. Ft/I I l ' e k is not sufficient. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.° ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII -7473 rev 10 -'08 . Do not cut or alter floor trusses adjust layout for plumbing drains 19 -11 -8 1 15 -11-0 15 -11 -0 19-11-8 li specified All beams and per suppl ied by others Rim Joists per plan u. ui ,_ 3 F7(3, NM (5 LL specified and supplied m N: 27FT(5 ' a by others 111 g_a • 380 plf &Mild ` an wind 5 -FTDS 1 rrs�� sr ITO:as h :II - Prs 2 C G err Q J1 , , • ' _ _ - -_ -.. 1 A '' M. A ,, GE 03 1.--..-..-- , -I ,6, 1 :6 , 3_6_. 0--mr,-- *, ,:. 1 j 05 's�� 'A05 - a ' c 1 6 -FT Q 6-FT L• ,8 2 - 0 - 0I USE LUS24 HANGERS U.N.O. a R- �cvaccas�sv:-xe^ 4E -__ a. 4 0 .- 2-11-8 ** *Elite tit 12 -0-0 I I 8 -7 -8 I 5 -7-0 I I 10 -11 -8 5 -11-8 I 9-11-8 I 8-74 I I 12-0 -0 I '4 \ „C�� e1 .8fa E. B 101120 -FT1 Centex 30 LUS46 vim wm I HIPRO3BIN Summercreek Townhomes Bld 9 Floor 1 0 HU46 TRUSS DIVISION Tigard, Oregon i :,. d 0 THA422 15877 SE 98th Ave Clackamas, OR 97015 14" Deep Floor Truss IITOC 4 HHUS26 -2 0: (503) 557 -8404 CERTIFIED PLANF F: (503) 557 -8428 40/10/0/5 Loading w/ Defl - TL/D = 360 ; LL/D = 480 8 -25 -2010 MI® MI I MuTek POWER ro PERFORM,'" MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676 -1900 Re: B101 1 20-FT2 Fax 916/676 -1909 Centex - summercreek bld 9 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: R32093653 thru R32093667 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. `cc �EO PR OF 6 - � 0N /�2 16890PE y r N 444r Air EXPIRATION f 06/30/12 August 25,2010 Tingey, Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility ofthe building designer, per ANSI /TPI -1995 Sec. 2. Job Truss Truss Type ply Ply Centex - summercreek bid 9 floor 2 R32093653 B101120-FT2 A01 FLAT 1 2 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc. Wed Aug 25 14.06 48 2010 Page 1 I D. 9z4wJQto6moEa3EdoRPkhtykFgL- 9z4wJQtQ6moEa3EdoRPkht7XOwLL5foPEM DowOykFqL 53 I 10-4 -12 158.0 53.4 51.8 I 55-3.4 I Scab • 1 26 5 1 3.8 = 2 3M = 2s4 II 358 = • 3 4 al U O 4 _ e L7 O c Y 358 = i.1z= e 254 II 5 2s4 11 53.4 1 10-4.12 15-80 5-3-4 51 -8 I 53.4 Plate Offsets (X.Y) 12 0- 2 -4,0 -1 -81,17 0-3-8.0-1-81 • LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25 0 Plates Increase 1 15 TC 0 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 Ina NO WB 0 58 Horz(TL) 0.01 5 n/a n/a BCDL 10 0 Code IRC2006/TPI2002 (Matrix) Weight 131 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 OF No 18Btr G TOP CHORD 2 -0-0 oc purlins (6-0-0 max.) 1 -4, except end verticals BOT CHORD 2 x 4 DF No 18Btr G BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing WEBS 2 x 4 DF Std G JOINTS 1 Brace at Jt(s)• 1, 4 REACTIONS (lb /size) 8= 646/0 -5 -8 (min. 0 -1 -8), 5= 646/0 -5-8 (min 0 -1 -8) Max Upiift8=- 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 distnbute 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 nght 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 beanng plate capable of withstanding 136 lb uplift at joint 8 and 136 lb uplift at �Ep PROF joint 5 GIN . � 9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802 10 2 and referenced _. N Q standard ANSI/7P1 1 /fj 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss t - 1... � • " r 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails _ i LOAD CASE(S) Standard / 1 �M =�'.1 -15 is MF R S. ��N EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING Vey design parameters and READ NOTES ON THIS AND fNCL UDED MITER REFERENCE PAGE MII1.7473 res. 10 '08 BEFORE USE s y Design valid for use only with MiTek connectors ihs design k based only upon parameters shown, ands for an rndmdual budding component j._• n ` Applicability of design param enters and proper incorporation of component is responsibility of budding designer - not truss designer Bracing shown s for lateral support of rnd,vidual web members only Additional temporary bracing to Insure slabirty during constructions 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 braving, consult ANSI/IPI1 Quality Criteria, DSB -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information avoiuble from Truss Hale Institute, 281 N Lee Street. Suite 312. Alexandria. VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Centex - summercreek bld 9 floor 2 R32093654 B101120-FT2 A02 FLAT 1 n L Job Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7.240 s Jun 18 2010 MITek Industnes, Inc. Wed Aug 25 14.06.49 2010 Page 1 ID d9elXmu2t3x5BDppM8wzD5ykFgK- d9elXmu2t3x5BDppMBwzD5fg7KaCg9NZTOyLSSykFgK 1 5-3.4 I 10.4.12 I 15-8.0 I 5 -3-4 5-1.8 5-3.4 scars .1 28 5 1 3410 = 2 3 = 214 II 3, 4 � V ®- . A =� IA I II O / Spam! 9 3410 = 4a12 S 5 2,4 8 2`4 0 1 5-3.4 I 10.4.12 I 158.0 I 5-3-4 5 -1 -8 5-3-4 Plate Offsets (X,Y): 12.0- 2 -4,0 -1 -81,14 0- 3- 0,0- 1- 81,16:0- 4 -0,0 -2 -01,17 0.3- 0,0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (hoc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1 15 TC 0 37 Vert(LL) -0.22 7 -8 >832 240 MT20 220/195 TCDL 7 0 Lumber Increase 1.15 BC 0.74 Vert(TL) -0.45 7 -8 >413 180 BCLL 0 0 • Rep Stress Incr NO WB 0.38 Horz(TL) 0 02 5 n/a n/a BCDL 10 0 Code IRC2006/TPI2002 (Matrix) Weight 131 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD 2 -0 -0 oc purlins (5 -8 -14 max ): 1-4, except end verticals. BOT CHORD 2 x 4 DF No 1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing WEBS 2 x 4 DF Std G 'Except' JOINTS 1 Brace at Jt(s)• 1, 4 1- 7,2- 6,4 -6: 2 x 4 DF No 1&Btr G REACTIONS (lb /size) 8= 1343/0 -5 -8 (min 0 -1 -8), 5= 869/0 -5-8 (min 0-1 -8) . Max Uplift8=- 191(LC 3), 5=- 154(LC 3) FORCES (Ib) - Max. Comp /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -8 =- 1096/197, 1 -2 =- 5417/768, 2 -3 =- 3800/641, 3 -4 =- 3800/641, 4 -5 =- 794/173 BOT CHORD 6-7 =- 768/5417 WEBS 3 -6 =- 373/166, 1 -7 =- 779/5495, 2- 6=- 1640/128, 4 -6 =- 651/3855 NOTES 1) 2 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows: Top chords connected as follows 2 x 4 - 1 row at 0 -9 -0 oc. Bottom chords connected as follows 2 x 4 - 1 row at 0 -4 -0 oc Webs connected as follows. 2 x 4 - 1 row at 0-9 -0 oc 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated 3) Wind ASCE 7 -05, 100mph, TCDL =4 2psf, BCDL=6 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 redangle 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,�D PR OFF 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 191 lb uplift at joint 8 and 154 lb uplift at <<" - I N S eS 1 j joint 5. Q." N 9 02 9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced 9 standard ANSI/TPI 1 1 /t :__ - r 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss /// 4 ' 11) Design assumes 4x2 (flat orientation) purtins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails if 12) Hanger(s) or other connection device(s) shall be provided suffiaent to support concentrated load(s) 921 lb down and 72 lb up at _ 3-10-8 on bottom chord The design /selection of such connection device(s) is the responsibility of others � -' `!- 0) A LOAD CASE(S) Standard A - - • N. 1) Regular: Lumber Increase =l 15, Plate Increase =l 15 9 �_ B . - Z � � Uniform Loads (plf) r' / C 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 TEl AND INCLUDED MITER REFERENCE PAGE P111-7473 res. 10 '08 BEFORE USE �� Design valid for use only with Mirek connectors This design is based only upon parameters shown, and is for an Individual budding component Applicability of design paramenlers and proper incorporation of component is responsibiity of buidng designer - not truss designer. Bracing shown is for lateral support of individual web members only Additional temporary bracing to Insure stabiity during construction is the responsibility of the MiTek' erector Addlrlonal permanent bracing of the overall structure is the responsibility of the buiding designer For general guidance regarding •� an< fabrication quality control, storage, delivery, erection and bracing, consult ANSI /TPIt Qualify Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lana, Suite 109 Safely Information avalablc Iron Truss Plate Institute. 281 14 Lee Street, Suite 312. Alexandria. VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Centex - summercreek bid 9 floor 2 R32093654 8101120 -FT2 A02 FLAT 1 e� L Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 14 06 49 2010 Page 2 I D.d9elXmu213x5BDppM8wzD5ykF qK- d9eIXmu2t3x58DppM8wzD5fg7 KaCg9NZT0y LS SykFgK LOAD CASE(S) Standard Concentrated Loads (lb) Vert 9=- 921(B) • WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1111.7473 rev. 10 08 BEFORE USE. rr gi7 Design valid for use only with Mgek connectors. The designs based only upon parameters shown, and rs for an individual building component. component. r E Applicability of design poromenters and proper incorporation of component is responsibility of budding designer - not truss designer Bracing shown _t is for lateral support of incrvldual web members only Additional temporay bracing to insure stability during constructions the responsibility of the MiTek' erector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general gudonce regarding ,. .o. labncatron. quality control, storage. delivery. erection and bracing consult ANSI /fP11 Quality Criteria, 058.89 and SCSI Building Component 7777 Greenback Lane. Suite 100 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 9 floor 2 R32093655 B101120 -FT2 A03 FLAT 2 2 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 14 06 49 2010 Page 1 ID d9etXmu2t3x5BDppM8wzD5ykFgK- d9elXmu2t3x5BDppM8wzD5fhQKlrgAfZTOyLSSykFgK 3-11 -0 i 7 -10.0 3.11 -0 3.11 -0 Seale •I 150 3.6 = 254 II 306 = 2 3 f 1 5 2x10 = V \ 6 4 254 II 244 u i 3-11 -0 t 7-10.0 3 -11 -0 3.11 -0 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (hoc) I /deft L/d PLATES GRIP TCLL 25 0 Plates Increase 1.15 TC 0.29 Vert(LL) -0.02 5 >999 240 MT20 220/195 TCDL 7 0 Lumber Increase 1.15 BC 0.06 Vert(TL) -0.05 5 >999 180 BCLL 0 0 • Rep Stress Ina NO WB 0 30 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight 66 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No 1 &Btr G TOP CHORD 2 -0-0 oc puriins (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 (lb) - Max Comp /Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -6 =- 413/118, 1- 2=- 1313/307, 2- 3=- 1313/307, 3-4 =- 413/118 WEBS 2 -5 =- 266/132, 1 -5 =- 316/1348, 3-5 =- 316/1348 NOTES 1) 2 -ply truss to be connected together with 10d (0 131 "x3 ") nails as follows. Top chords connected as follows 2 x 4 - 1 row at 0-9 -0 oc Bottom chords connected as follows. 2 x 4 -1 row at 0-9-0 oc Webs connected as follows. 2 x 4 - 1 row at 0-9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section Ply to ply connections have been provided to distnbute 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 gnp 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 beanng plate capable of withstanding 106 lb uplift at joint 6 and 106 lb uplift at joint 4. 9) This truss is designed in accordance with the 2006 international Residential Code sections R502 11 1 and R802 10 2 and referenced rv0 PR OFF standard ANSI/TPI 1 _ 5' 3 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss � �; � ,9 \vv) EF /O2 11) Design assumes 4x2 (flat orientation) puriins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails '9 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 294 lb down and 78 lb up at CC j �; • • % 3 -11 -0 on bottom chord The design /selection of such connection device(s) is the responsibility of others i LOAD CASE(S) Standard 1) Regular Lumber Increase =1 15, Plate Increase =1.15 Uniform Loads (plf) ORE . 4 Vert 4- 6 = -20, 1 -3 = -64 9 i4 ,1 VA • � Concentrated Loads (lb) � Vert 5 = -294 ` W E ' S.. % EXPIRATION DATE: 06/30/.12 August 25,2010 iJ t^�i:>'CCEQ ti ^ G GS =N2 _ • - -::-� .- ' : : : -: ^ CLL:�T'�7F_,M1Ari4r ..-. %J�. 1/"w: � LAil414SiG�,`.3-2 t .: �.• :� 'a'� ::CflYiS "L7L4CiF 3=Zv1yT:3 %TM.r.20 -�Y. As WARNING - Verfy deign parameters and RBBD NOTES ON MIS AND INCLUDED IIBIEK REFERENCE PAGE MKI-7473 rev. 10 '08 BEFORE USE. me•• Design valid for use only with Mffek connectors This design is based only upon parameters shown, and Is for an individual building component Applicabiily of design paiam enters and proper incorporation of component is responsibirty of building designer - not truss designer Bracing shown s for lateral support of individual web members only Additional temporary bracing to insure stability during construction Is the responsibility of the 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 /WPll 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 bid 9 floor 2 R32093656 B101120 -FT2 A04 FLAT 2 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 14 06 50 2010 Page 1 ID 5MCgk6vgeN3ypNO9 vsRCmlykFctJ- 5MCgk6vgeN3ypN0 2 vsRCmlCsLk3SZhYtlgiv_uykFgJ 3 -8 8 3 -8 -8 I 3x6 = 21(4 I I Scab • 1 106 1 Z ■ 4 3 244 11 3r6 = I 3.8.8 3 -8-8 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) I /dell L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0 28 Vert(LL) -0.01 3-4 >999 240 MT20 220/195 TCDL 7 0 Lumber Increase 1 15 BC 0.17 Vert(TL) -0 03 3 -4 >999 180 BCLL 0 0 • Rep Stress Incr NO WB 0.00 Horz(TL) -0 00 3 n/a n/a BCDL 10 0 Code IRC2006/TPI2002 (Matrix) Weight 32 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF 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= 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 distnbute 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 nght exposed ; Lumber DOL =1 33 plate gnp 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 beanng plate capable of withstanding 66 lb uplift at joint 4 and 66 lb uplift at joint 3 9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802 10.2 and referenced standard ANSI/TPI 1 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. co P R OFF 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails <(, \�� 0AG I N / 6) u si LOAD CASE(S) Standard 2 1) Regular Lumber Increased 15, Plate Increase =1 15 CC' 1 - -. ' ' E r' Uniform Loads (pif) / �. /' Vert 3- 4=- 120(F= -100), 1 -2 = -64 V 4, O - . e 0 3 ,, B - -2 • k,' i � FR s1\ CB EXPIRATION DATE: 06/30/12 August 25,2010 WARNING • Vey design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11 747J res. 10 '08 BEFORE USE. i— } �' .r Design valid for use only with Mnek connectors Ih6 design is based only upon parameters shown, and 6 for an individual budding component Applicability of design paramenters and proper incorporation of component is responsibility of budding designer - not buss designer. Bracing shown ' --' is for lateral support of individual web members only Additional temporary bracing to insure stabirly during construction 61he responsibdlity of the MITek• erector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding fabrication, quality control. storage. delivery. erection and bracing. consult ANSI /TPI1 Quality Criteria. 0S8 -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information evadable from Truss Plate Institute. 281 N Lee 5treet. Suite 312. Alexandria, VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Centex - summercreek bid 9 floor 2 R32093657 B101120 -FT2 A05 SPECIAL 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 14 06 51 2010 Page 1 ID ZYm3xSvIPhBpRXzCTZyRJWykFgl- ZYm3xSvIPhBpRXzCTZyRJW12u8K918nswKRSWKykFg1 1 3.4.8 1 3.4.8 h4 = h4 I I Scab • 1106 1 2 ■ =, 5 6 Special Special 3 4 3"4 = h4 1l 1 3-4-8 3-0 -8 Plate Offsets (X,Y)' 11'0 -1- 12,0 -1 -8), f3 0-1- 12,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (hoc) I/defl L/d PLATES GRIP TCLL 25 0 Plates Increase 1.15 TC 0 23 Vert(LL) - 0.03 3-4 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.46 Vert(TL) -0 06 3-4 >610 180 BCLL 0.0 • Rep Stress Incr NO WB 0 00 Horz(TL) -0 00 3 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight 29 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Blr G TOP CHORD 2 -0 -0 oc purlins: 1 -2, except end verticals. BOT CHORD 2 x 4 DF No 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing WEBS 2 x 4 DF Std G JOINTS 1 Brace at Jt(s): 1, 2 REACTIONS (lb /size) 4= 842/0 -5-8 (mm. 0 -1 -8), 3= 941 /Mechanical Max Uplift4= -60(LC 3), 3= -60(LC 3) • FORCES (Ib) - Max Comp /Max. Ten - All forces 250 (Ib) or less except when shown NOTES 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 x 4 - 1 row at 0-9 -0 oc Bottom chords connected as follows 2 x 4 - 1 row at 0-6-0 oc Webs connected as follows: 2 x 4 - 1 row at 0-9-0 oc 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section Ply to ply connections have been provided to distnbute 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 gnp 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 Tit between the bottom chord and any other members 8) A plate rating reduction of 20% has been applied for the green lumber members 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 60 lb uplift at Joint 4 and 60 lb uplift at Q ED PR OF Joint 3. International INE 9 11) This truss is designed in accordance with the 2006 Inteattonal Residential Code sections 8502.11.1 and R802 10 2 and � N F � referenced standard ANSI/TPI 1 12) "Fix heels only" Member end fixity model was used In the analysis and design of This truss / 6 • • • E r 13) Design assumes 4x2 (Oat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails / / 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 608 lb down at 0 -9 -12, and 608 lb down at 2 -9 -12 on bottom chord The design /selection of such connection device(s) is the responsibility of others 107/,/ LOAD CASE(S) Standard • 0- ci G.'1 s 1) Regular Lumber Increase =1.15, Plate Increase =1 15 '' 2Z‹. Uniform Loads (plf) 1 Veil 1- 2 = -64, 3- 4=- 120(F= -100) C' V' - R S. • Continued on page 2 ( EXPIRATION DATE: 06/30/12 August 25,2010 r d A WARNING ' Vert& design paramctera and READ NOTES ON 71115 AND INCLUDED hIITEK REFERBNCB PAGE lift 74 rcu. 10 '08 BEFORE USE. Dergn valid for use only with MiTek connectors This design's based only upon parameters shown, ands for an individual budding component Applicabdrly of design paramenters and proper incorporation of component is responsibility of budding designer - not Muss designer Bracing shown s for lateral support of individual web members only Additional temporary bracng to insure slablily during construction s the responsibilli,y 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. orection and bracing. consult ANSI /TPII Quality Criteria, D5B -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information evadable from Truss Plate Institute, 281 N Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95010 Job Truss Truss Type Qty Ply Centex - summercreek bid 9 floor 2 R32093657 B101120-FT2 A05 SPECIAL 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7 240 s Jun 18 2010 MITek Industries, Inc Wed Aug 25 14 06 51 2010 Page 2 ID ZYm3xSvlPhBpRXZCTZyRJWykFgl- ZYm3xSvIPhBpRXzCTZyRJW12u8K918nswKRSWKykFgl LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 5=-608(B) 6=-608(B) _ ac,xaiacs_•s_e.c��ir . <w „r:�.irr�.� - - .. ® WARNING - Vemfy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE £4117473 rev. 10 08 BEFORE USE. Design valid for use only with MTek connectors This design Is based only upon parameters shown. and is for an indrvidual budding component 75. 9 Applicability of design paramenters and proper incorporation of component is rosponsibiity of budding designer - not truss designer Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure sfablrty during construction a the responsibility of the MiTek' erector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guklance regarding POWSTRII, a fabrication. quality control, storage, delivery, erection and bracing, consult ANSI /IPI1 Qualify Criteria, D56.89 and BCSI Building Component 7777 Greenback Lane. Suite 189 Safety Information ovaloble from Truss Plate Institute, 281 11 Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply Centex - summercreek bid 9 floor 2 R32093658 B101120-FT2 A06 FLAT 1 e� L Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 14 06 51 2010 Page 1 ID ZYm3xSvlPhBpRXzCTZyRJWykFgl- ZYm3xSvlPhBpRXzCTZyRJWI _F8GWI1mswKRSWKykFgl 1 5-34 1 10-4-12 I 15-60 1 5-34 5-1.8 5-3-4 Scale • 1 26 5 3.10 = 2 3x6 = 3 274 II 3. = S i 1111111111111191111 i/, 9 7 6 3x10 7 4.12 = 2.4 11 6 a4 11 1 5-34 1 10-4 -12 1 15-60 1 5-3-4 5-1-8 5-34 Plate Offsets (X,V) 110-2-4,0-1-81,1211-2-4,0-1-81, f4 0-2- 12,0-1 -81,16 0- 3- 12,0 -2- 01,17.0-2- 4,0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1 15 TC 0.46 Vert(LL) -0.28 7 -8 >650 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0 75 Vert(TL) -0.57 7 -8 >325 180 BCLL 0 0 • Rep Stress Ina NO WB 0 45 Horz(TL) 0 03 5 n/a n/a BCDL 10.0 Code IRC2006/TP12002 (Matrix) Weight 131 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No 1 &Btr G TOP CHORD 2 -0-0 oc purlins (5 -1 -10 max.): 1-4, except end verticals. BOT CHORD 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2 x 4 DF Std G 'Except' JOINTS 1 Brace at Jt(s) 1, 4 1- 7,2- 6,4 -6: 2 x 4 DF No 1 &Btr G REACTIONS (lb /size) 8= 1603/0 -5 -8 (min 0 -1 -8), 5= 948/0 -5-8 (min 0-1 -8) Max Uplift8 =- 216(LC 3), 5=- 161(LC 3) FORCES (Ib) - Max. Comp /Max Ten. - All forces 250 (Ib) or less except when shown TOP CHORD 1- 8=- 1278/215, 1 -2 =- 6427/867, 2 -3 =- 4226/684, 3-4 =- 4226/684, 4 -5 =- 865/181 BOT CHORD 6-7 =- 867/6427 WEBS 3 -6 =- 385/168, 1 -7 =- 880/6520, 2 -6 =- 2233/187, 4 -6 =- 694/4287 NOTES 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows Top chords connected as follows 2 x 4 - 1 row at 0-9 -0 oc Bottom chords connected as follows 2 X 4 - 1 row at 0 -9-0 oc Webs connected as follows 2 x 4 - 1 row at 0-9 -0 oc 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind ASCE 7 -05; 100mph, TCDL =4 2psf; BCDL =6 Opsf; h =25ft; Cat II, Exp B, enclosed, MWFRS (low -rise) gable end zone, cantilever left and nght 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 nonconcurrenl 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 f1 between the bottom chord and any other members 7) A plate rating reduction of 20% has been applied for the green lumber members QE PR Op 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 216 Ib uplift at joint 8 and 161 lb uplift at K .- GI N E S u/ joint 5. C,i �N F9 2 9) This truss is designed in accordance with the 2006 International Residential Code sections R502 11.1 and R802.10.2 and referenced standard ANSI/TPI 1 z- J: 'II P E .- 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1259 lb down and 105 lb up at .. . 3 -10 -0 on bottom chord The design /selection of such connection device(s) is the responsibility of others ; P (C\ -0 ORE S LOAD CASE(S) Standard A T - 1) Regular Lumber Increase =1 15, Plate Increase =1 15 - , M j' B Uniform Loads (plf) ` �� C R s 1 \N � Vert. 5- 8 = -20, 1 -4 = -64 Continued on page 2 ( EXPIRATION DATE: 06/30/12 August 25,2010 1. ■ En ® WARNING - Verify design parameters and READ NOTES ON THIS MID INCLUDED MITEK REFERENCE PAGE 1411-7473 rev. 10 '08 BEFORE USE. ..5...1 p �'� D valid for use only with MiTek connectors This design Is based only upon parameters shown, and o for an individual building component = 1 ; � Applicability of design paramenters and proper incorporation of component is responsibiity of building designer - not truss designer Bracing shown for lateral support of individual web members only A dditional temporary bracing to insure stability durng construction k the responsibility of the MiTek' erector Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, 005.89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Inlormalion available from Truss Plate Institute, 281 N Lee Street. Suite 312. Alexandria. VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply Centex - summercreek bid 9 floor 2 832093658 B101120-FT2 A06 FLAT 1 2 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 14 06 2010 Page 2 ID ZYm ZYm3xSvIPhBpRXzCTZyRJWI _F8GWI1mswKRSWKykFg1 LOAD CASE(S) Standard Concentrated Loads (lb) Vert 9 = -1259 • MIMI A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE 1411 7473 nea. 10 '08 BEFORE USE. T w - • - T = Design valid for use only with MiTek connectors Ihrs design is based only upon parameters shown, and is for an individual building component Applrcabiily of design paramenters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction rs the responsbillrty of the MiTek' erector Additional permanent bracing of the overall structure is the responsrbiity of the building designer For general guidance regarding - fabricolion, quality control storage. delivery, erection and bracing, consult ANSI/1P11 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safely Inlormalion evadable from truss Plate Institute. 281 N Lee Street. Suite 312. Alexandria. VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type City Ply Centex - summeraeek bid 9 floor 2 R32093659 8101120 -FT2 A07 FLAT 1 2 Job Reference (optional) Pro -Build Clackamas Truss, Clachemas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 14 52 2010 Page 1 ID 2kJR9owwA _Jg2hY01HUgrjykFgH- 2kJR9owwA Jg2hY01HUgrjHFsYig1V _79_B73nykFgH 1 2 -6-8 I 5-1-0 I 2.6 -8 2.6 -8 Scala • 1 12 4 3s4 254 II 3s4 = 1 2 3 5 r Spaaai Special 2+10 = 6 214 11 ° 24 II Spam' 2A -8 5.1.0 26.8 2 - 6 - 8 Plate Offsets (X,Y): 11.0-1- 12.0-1 -81, 13:0-1 - 12,0-1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (roc) 1 /defi L/d PLATES GRIP TCLL 25 0 Plates Increase 1 15 TC 0.08 Vert(LL) -0.02 4 -5 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.30 Vert(TL) -0.03 4 -5 >999 180 BCLL 0 0 • Rep Stress Ina NO WB 0 39 Horz(TL) 0 00 4 n/a n/a BCDL 10 0 Code IRC2006/TP12002 (Matrix) Weight: 44 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.188tr G TOP CHORD 2 -0-0 oc purlins: 1 -3, except end verticals BOT CHORD 2 x 4 DF No 18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEBS 2 x 4 DF Std G JOINTS 1 Brace at Jt(s): 1, 3 REACTIONS (lb /size) 6= 1427/0-5 -8 (min. 0-1 -8), 4= 1279/0 -5-8 (min. 0-1 -8) Max Uplift6= -93(LC 3), 4= -93(LC 3) FORCES (Ib) - Max Comp /Max. Ten. - All forces 250 (Ib) or less except when shown TOP CHORD 1 -6 =- 702/81, 1 -2 =- 1647/139, 2- 3=- 1647/139, 3- 4=- 702/81 WEBS 1 -5 =- 148/1754, 3 -5 =- 148/1754 NOTES 1) 2 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows Top chords connected as follows 2 x 4 - 1 row at 0 -9 -0 oc Bottom chords connected as follows. 2 x 4 - 1 row at 0-6-0 oc Webs connected as follows 2 x 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section Ply to ply connections have been provided to distnbute 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 nght exposed ; Lumber DOL =1.33 plate gnp DOL =1.33 4) Provide adequate drainage to prevent water ponding. 5) Concentrated loads from layout are not present in Load Case(s): #2 IBC BC Live, #3 MWFRS Wind Left, #4 MWFRS Wind Right, #5 MWFRS 1st Wind Parallel, #6 MWFRS 2nd Wind Parallel, #7 MWFRS 3rd Wind Parallel, #8 MWFRS 4th Wind Parallel. 6) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chard and any other members. PR 8) A plate rating reduction of 20% has been applied for the green lumber members `G Q/- 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 lb uplift at joint 6 and 93 lb uplift at (- ) N s s S joint 4. � LNG E. vO � 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 Ct 16 • • i • - 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss / j 12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 608 lb down at 0 -1 -12, and 608 lb down at 2 -4 -4, and 608 lb down at 4 -4 -4 on bottom chord The design /selection of such connection device(s) is the responsibility of others A R GO ∎ � LOAD 1) R gular 15, Plate Increase = 'I 15 BE Continued on page 2 [ EXPIRATION DATE: 06/30/12 August 25,2010 , ,Arb" s.0mu-+Yr.�l•*- ` fiS- - - rf`•1L r isi8geos7d»Sf1r :' r-Z27. rir - i3lisal 4o Gil"."'-- :4M1,11, -- .s ^, "� -7[-' .; "-. - .zg7fr11021!•o ® WARNING Verify design paeameterm and READ NOTES ON MIS AND INCL UDED MITER REFERENCE PAGE MR 7473 res. 10 '08 BEFORE USE °= ' s Design valid for use only with MiTek connectors The design k based only upon pa•ameters shown, and a for an endrvidual budding component Appllcabiity of design parole enters and proper incorporation of component is responsrbdity 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 responsrbdlity pp of the MiTek. erector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding ,o fabrication, quality control, storage delivery, erection and bracing. consult ANSI /TPI1 Qualify Criteria. 058 -89 and BCSI Building Component 7777 Greenback Lane, Suits 109 Safely Inlormalion avalabie from Truss Plato Institute. 281 N Lee Street. Suite 312. Alexandria, VA 22314 Carus Heights, CA, 95610 Job Truss Truss Type Oly Ply Centex - summercreek bid 9 floor 2 R32093659 B101120 -FT2 A07 FLAT 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015-1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 14 06 52 2010 Page 2 ID 2 kJR 9 owwA_ Jg2hYO1HUgrrykFgH- 2kJR9owwA_ Jg2hY01HUgr )HFsY)g1V_79_B73nykFgH LOAD CASE(S) Standard Uniform Loads (plf) Vert 4- 6=- 120(F= -100), 1 -3 = -64 Concentrated Loads (lb) Vert 6=- 608(B)5w- 608(B)7 =- 608(8) • • • • • • rcaov�r n�weu+r. s;•a.::. .�.��rra�.r , r ..u<.resranuo •°_.__ .:_u:arms¢naritosax m.sraectean,rnctnmemnie ry ® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED AIITEK REFERENCE PAGE Mil- 7473 rev. 10'08 BEFORE USA. _ mot Design valid for use only with MiTek connectors Ths designs based only upon parameters shown, and is for an individual budding component 7 �, Applicability of design poramenters and proper incorporation of component is responsibdity of budding designer - not truss designer Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during constructions rho responsibility of the MiTek' erector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing. consult ANSI /TP11 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Larne, Suite 109 Safety Information avaiaole from Truss Plate Institute. 281 N Lae Street. Suite 312. Alexandria VA 22314 Citrus Heights, CA. 95610 Job Truss Truss Type Qty Ply Centex - summercreek bld 9 floor 2 R32093660 B101120 -FT2 FT -1 FLOOR 4 1 I 2590 Job Roforonco (oitionall Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industries, Inc Wed Aug 25 14 06 54 2010 Page 1 I 245-0 ID _7RBaUyAicZNI_hm8iW8w8yk �qF_ 7RBaUyAicZNI _hm81W8w8NQFLDNVLVIdIg67fykFgF I 2-6-0 I 1. _: i l 1 �� I 411.12 I Sc.i. • 1 570 • I 6x0 I 4.10 = • 354 II 4,10 = 2.4 8 354 = 254 II 358 FP = 3.4 11 4,10 = 214 II 5.6 = 10.10 = 2,4 II 4.10 = 3,4 II 1 2 3 4 5� - e 7 8 9 10 II 12 13 14 15 16 17 gl _ _ _ \ ! mil , i , 26 25 24 23 22 21 20 19 18 4.6 = 4.6 = 254 11 254 II 4,12 = 3.6 FP = 4512 = 5510 = 254 II 254 II 458 = 40 = I 17 10 4 25 I I 33 17-10-4 15.10-12 Plate Offsets (X,Y): [1 Edge,0 -1 -8], [4:0- 1- 8,Edge], [5 0- 1- 8,Edge], [12:0.1- 8,Edge], [14•0- 1- 8,Edge], [18 Edge,0.1 -8], [19•0- 3- 8,Edge], [20.0- 1- 8,0 -0-0], [21 1- 8,Edge], (22:0 -4 -8 ,Edge/, 125 4- 8,Edgel, 126 -1 -8,0 -0-01. 127.0- 1- 8,Edgel, (28 8,Edgel,129 Edge,0 -1 -8I LOADING (pat) SPACING 2 -0-0 CSI DEFL in (roc) I /deft Ud PLATES GRIP TCLL 40 0 Plates Increase 1.00 TC 0 73 Vert(LL) -0.27 27 -28 >795 480 MT20 220/195 TCDL 10 0 Lumber Increase 1 00 BC 1 00 Vert(TL) -0 45 27 -28 >469 360 BCLL 0 0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.07 18 n/a n/a BCDL 5 0 Code IBC2006/TPI2002 (Matrix) Weight: 182 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No 1 &Btr G end verticals WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 2 -2 -0 oc bracing. REACTIONS (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 =- 135/2436, 18- 19= 0/1597 WEBS 9 -23 =- 276/0, 2 -29 =- 1980/0, 7 -23 =- 2619/0, 2 -28= 0/1127, 7 -25= 0/1771, 3-28 =- 341/0, 6 -25 =- 266/32, 4- 28=- 364/341, 5-25 =- 1498/0, 16 -18 =- 1718/0, 10- 23=- 2376/0, 16- 19= 0/860, 10- 22= 0/1527, 15 -19 =- 257/0, 14 -19 =- 21/490, 12 -22 =- 1186/0, 12- 21= 0/365, 14 -20 =- 268/0, 13 -14 =- 2398/156 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members 3) This truss is designed In accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 4) "Fix heels only" Member end fixity model was used in the analysis and design of this truss 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3 -10d (0 131" X 3 ") nails. Strongbacks �� P R OF F to be attached to walls at their outer ends or restrained by other means �D 6) CAUTION, Do not erect truss backwards. � + LOAD CASE(S) Standard �� ,NGt ► E F, 9 1 0 29 ' Or a / .- 411 co Wks R s. T\ Nca . ( EXPIRATION DATE: 06/30/12 ) August 25,2010 ■ 4 • ® WARNING- Ver( fij design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mr 7473 rev. 10 '08 BEFORE USE _�, h Design valid for use only with Mitch connectors This design based only upon parameters shown, and rs for an individual building component - Applicability of design pararnenfers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 6 for lateral support of individual web members only Additional temporary bracing to insure stability during constructions the responsibility of the MiTel( 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 /TPII quality Criteria. DSB-89 and SCSI Building Component 7777 Greenback Lane. Suite 109 Safely Inlormatlon available from truss Plate Institute. 281 N Leo Street. Suite 312. Alexandria. VA 22314 Citnls Heights, CA, 95610 Job Truss Truss Type Oty Ply Centex - summercreek bid 9 floor 2 R32093661 B101120-FT2 FT -2 FLOOR 10 1 • Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 240 s Jun 18 2010 MITek Industnes, Inc Wed Aug 25 14.06 55 2010 Page 1 ID SJ7 ZnpzpTvhEv8GziP1NTMykFgE- SJ7ZnpzpTvhEv8Gz =P1NTMvdNIfiErNRryPgf6ykFgE 20-.0 I 1 -10-12 Scale-1604 354 11 254 6P= 254 11 354 I I 010 = 254 11 356 = 4510 = 254 I I 4510 = 358 FP = 4510 = 254 I I 458 = 456 = 254 II 4510 = 3,4 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 ii % \i \ii �� i iI i /�i b 29 28 27 2e 25 24 23 22 21 20 19 18 458 = 458 = 254 11 254 11 5.12 = 356 FP = 5512 = 204 II 4,6 = 4,6 = 08 = 4512 = 17.9.4 I 35.9-0 17 -5-4 17.11.12 Plate Offsets (X,Y) [1 Edge,0 -1 -8), [4 0- 1- 8,Edge), [5 0- 1- 8,Edge], [12 0- 1- 8,Edge], [13.0- 1- 8,0 -0 -0], (18•Edge,0 -1 -8), [19 0- 3- 8,Edge]; (20.0- 1- 8,Edge), (21.0- 1- 8,Edge], [22 0 -5-4 ,Edge), 125:0- 5- 0,Edge), 126 0- 1- 8,0-0- 01,127:0.1- 8,Edgel, 128 0- 3- 8,Edge1, 129 Edge,0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (roc) I /dell IA PLATES GRIP TCLL 40.0 Plates Increase 1 00 TC 0.58 Vert(LL) -0 23 27 -28 >919 480 MT20 220/195 TCDL 10.0 Lumber Increase 1 00 BC 0 63 Vert(TL) -0 39 27 -28 >540 360 BCLL 0 0 Rep Stress Incr YES WB 0.47 Horz(TL) 0 07 18 n/a n/a BCDL 5 0 Code IBC2006/TPI2002 (Matrix) Weight 189 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF 2400F 2 OE TOP CHORD Structural wood sheathing directly applied or 6 -0.0 oc purlins, except BOT CHORD 4 X 2 DF 2400F 2 OE 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 braang. 24- 25,22 -24 REACTIONS (lb /size) 29= 775/0 -4 -0 (min. 0 -1 -8), 18= 788/0 -4 -0 (min 0 -1 -8), 24= 2342/0 -4 -0 (min 0.1 -8) Max Grav29= 847(LC 2), 18= 858(LC 3), 24= 2342(LC 1) " FORCES (lb) - Max Comp /Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2- 3=- 2819/0, 3-4=- 2865/0, 4 -5 =- 3034/0, 5-6=-1904/606, 6-7=-1868/609, 7- 8= 0/3200, 8 -9 =0/ 3200, 9 -10 =0/ 3200, 10-11= -1897/ 568, 11 -12 =- 1934/563, 12 -13 =- 3054/0, - 13-14=-3062/0, 14-15=-2891/0, 15 -16 =- 2852/0 BOT CHORD 28- 29= 0/1811, 27- 28= 0/3035, 26- 27= 0/3034, 25- 26= 0/3032, 24- 25=- 1247/342, 23- 24=- 1212/338, 22- 23=- 1212/338, 21- 22= 0/3052, 20- 21= 0/3054, 19- 20= 0/3216, 18- 19= 0/1841 WEBS 9-24=-281/0, 2 -29 =- 1948/0, 7 -24 =- 2688/0, 2 -28= 0/1099, 7 -25= 0/1836, 3 -28 =- 350/0, 6 -25= 259/38,4 -28 =- 226/484, 5 -25 =- 1609/0, 16 -18 =- 1981/0, 10 -24 =- 2715/0, 16 -19 •/1102, 10- 22= 0/1870, 15 -19 =- 253/0, 11 -22 =- 267/16, 14 -19 =- 348/182, 12-22=-1541/0, 14 -20 =- 663/27, 13 -20 =- 13/411 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 ��D P R OFF 6) CAUTION, Do not erect truss backwards \ ej��C NG(N 9 .0 LOAD CASE(S) Standard � C7 2 V o . • co 0) 9� S Fr B 2 • �4 2� S.1\ EXPIRATION DATE: 06/30/12 August 25,2010 . 4AMENIIIz::s7-rira voli', A: . - 1F.u,FME- G xvs:e7f .167.ssi11114M 1 71,7- w•v 2 T"_,?:. 4':7 ee:•':T -iii - -. ® WARNING - Verify design parameters and READ NOTES ON This AND INCLUDED MITER REFERENCE PAGE MI1-7472 rev 10' 08 BEFORE USE. � Design valid for use only with MTek connectors The design a based only upon parameters shown, and is for an individual building component [��- Applicabilly of design paramenters and proper incorporation of component is responsibility of building designer - not inns designer Bracing shown is for lateral support of indvidual web members only Additional temporary bracing to insure stability during constructions 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 A NSI /TPI1 Quality Criteria, 058.89 and BCSI Building Component 7777 Greenback Lane, suite 109 Solely intormallon avaiable from truss Plate Institute. 281 N Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Tr uss Type Qty Ply Centex - summeraeek bid 9 floor 2 R32093662 B101120 -FT2 FT -2GE GABLE 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 14 06 57 2010 Page 1 ID 0i7KCV_ 37 Xxy9SQLgg3rYnykFgC- 017KCV_37Xxy9SQLgg3rYn 6EZUZisokJGumk_ykFgC S.. 1..1604 354 II 3s8 FP = 344 II I 2 u 22 23 24 25 r. �. �. �. �. �. �. Or. �. �. �. �. 41. �: �: �: �: �: �: 4Yr: �. �. �. �. ita :�:�l.�.� :a:�:Y:�:�.r.�.r.�.�r. �. �. �A1. �.L. �. �. �. �. �r.�.�.�.�.r.�.�.�.�.�.�.v►.�.� 58 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 30 354 II 316 FP = 354 II 17-9-4 1-4-0 1 24-0 1 4-0O I ii-0 I B4-0 t 8-00 t 9-4-0 1 1080 1 17-0-6 1 13-4-0 1 14.8-0 1 16-00 1 17.4-0 r 164 -0 200-0 l -4 1 2 0 7$0 1 24-0 1 -4 0 1 766-0 1 760-0 9-0 0-0-0 37-0-0 33-4-0 1 348-0 P59-0 1-40 1-40 1-60 1d0 1-40 1-40 1-40 1 -b0 1+0 1.40 1-4-0 1-4-0 1- 4-00:S/ 1+0 1 -40 1-40 t+ 1 1+0 12 54.8 1 4-a-0 13 1.4-0 1 t 1 1-4-0 t-40 1-4-0 1.1-0 910-12 Plate Offsets (X,Y): (1 Edge,0 -1 -81, 158 Edoe,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 0.04 Vert(LL) n/a - n/a 999 MT20 185/148 TCDL 10 0 Lumber Increase 1 00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0 0 Rep Stress Incr YES WB 0 03 Horz(TL) 0.00 30 n/a n/a BCDL 5 0 Code IBC2006/TPI2002 (Matrix) Weight: 130 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc puffins, except BOT CHORD 4 X 2 DF 2400F 2 OE 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 beanngs 35 -9 -0. (lb) - Max Gray All reactions 250 lb or less at joint(s) 58, 30, 57, 56, 55, 54, 53, 52, 51, 50, 49, 48, 47, 46, 45, 44, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31 FORCES (Ib) - Max Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown NOTES 1) All plates are 2x4 MT20 unless otherwise indicated 2) Gable requires continuous bottom chord beanng 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 <0 ,, t 4 G I N E . s % Ct" 16z ORE •• ■ 4 F C4/1 S. 1\ EXPIRATION DATE: 06/30/12 August 25,2010 is r - ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED OSTEKREFERENCE PAGE MU 7473 rev. 10 '08 BEFORE USE. ....A Design valid for use only with Wok connectors This design is based only upon parameters shown, and e for an indmclual buiding component Appllcabiity of design param enters and proper incorporation of component is responsibiity of bulding designer - not truss designer Bracing shown p g is for lateral support of individual web members only. Additional temporary bracing to insure stabiity during construction is the responsiniiity of the MiTekr erector Additional permanent bracing of the overall structure is the responsibility of the buiding designer For general guidance regarding POWER is fabrication, quality control. storage. delivery. erection and bracing. consult ANSI /IPII quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lano, Suite 109 Solely Information avaiablo from Truss Plate Institute, 281 N Lee Street, Suite 312, Alexandria. VA 22314 Cirrus Heights, CA, 95610 Job Truss Truss Type Oty Ply Centex - summercreek bld 9 floor 2 R32093663 B101120 -FT2 FT -4 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 14 06 57 2010 Page 1 ID 017KCV _3 ?Xxy9SOLgg3rYnykFqC- 017KCV 3? Xxy9SOLgg3rYn _zWZH5inikJGumk_ykFgC 26 -0 I I 1 -11.12 fl scab .1302 354 II 410 = 254 II 456 = 254 II 410 = 354 II - 1 2 3 • 5B 4513 = 7 6 9 r. lig 411��`I� lI_II -i - 111 Vei =, 14 13 12 11 Vill 44 = 440 = 254 II 254 II 440 = 458 = B- 18 -11 -14 19 -11 -1z I 18-0 -0 8 -0 -0 0.11 -14 0 -11 -14 8.0-4 Plate Offsets (X,Y): 11 - Edge,0 -1 -81, 14:0- 1- 8,Edee1. (5 0- 1- 8,Edgel, (10 Edge, 0 -1 -81, f11 :0- 4- 12,Edgel.112 1- 8,0 -0 -0), 113 0- 1- 8,Edgel, 114:0- 4- 12,Edgel,115 Edge,0 -1 -8) LOADING (psf) SPACING 2 -0-0 CSI DEFL in (roc) I /deft Lid PLATES GRIP TCLL 40 0 Plates Increase 1 00 TC 0 60 Vert(LL) -0 29 13-14 >740 480 MT20 220/195 TCDL 10.0 Lumber Increase 1 00 BC 0 87 Vert(TL) -0 49 12 -13 >438 360 BCLL 0 0 Rep Stress Incr YES WB 0 36 Horz(TL) 0.09 10 n/a n/a BCDL 5 0 Code IBC2006/TPI2002 (Matrix) Weight 96 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except BOT CHORD 4 X 2 DF No 18.Btr G end verticals WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing REACTIONS (lb /size) 15= 980/0 -4 -0 (min 0 -1 -8), 10= 980/0 -4 -0 (min 0-1 -8) FORCES (lb) - Max. Comp /Max Ten - All forces 250 (lb) 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 .\ � c k 0 PR �� S c . - i, J F R S. 1\ EXPIRATION DATE: 06/30/12 August 25,2010 ,,iL lr7a iCGGE... sr,S'1.6' .11,01 .. flF01 ,• -••� "` 51143r_T _ T:7 .:.,PICT:N1L 17 i.C. _ ® WARNING - Ver'f y dcsrgrt parameters and READ NOTES ON MS AND INCLUDED NITER REFERENCE PAGE 1111.747J rev. 10 'OA BEFORE USE. >z Design valid for use only with MiTek connectors This designs based only upon parameters shown. and a for an individual budding component "ti't r - Appircabirty of design paramentors and proper incorporation of component is responsibdlly of budding designer - not truss designer Bracing shown B5 s for lateral support of individual web members only Additional temporary bracing to insure stabdrty cluing constructions the responsibility of the Ni iTek' erector Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding ,o fabrication. quality contra!, storage. delivery. erection and bracing. consul! ANSI /TPI1 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Sidle 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 Oty Ply Centex - summera'eek bid 9 floor 2 R32093664 8101120 -FT2 FT -5 FLOOR 20 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladramas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 14 06 58 2010 Page 1 ID suhiPr7hmg3pmc ?YNXa45_ ykFqB- suhiPr' hmg3pmc ?YNXa45_XAByfURFBuXweKGOykFgB I 2-8-0 7.1. 0-10.0 1 -4-0 l R I Scale .1 26 3 3.4 II 4.10 = 2.4 II 4.4 = 2.4 II 4.10= 3.4 II 1 2 3 • 5 3M 6 7 I 111111 11 10 '4 4.10 = 2.4 II 2.4 II 410 = 08 = 4<6 = I 1S &0 1S &0 Plate Offsets (X,YI f1 Edge,0 -1 -81, 14:0- 1- 8,Edael. f5 0- 1- 8,Edgel, 19:Edge,0 -1 -81, 111 0 -1 -8,0- 0- 01,112 0- 1- 8,Edge1, 114:Edpe,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) 1 /deft Lid PLATES GRIP TCLL 40 0 Plates Increase 1.00 TC 0 48 Vert(LL) -0 18 10-11 >999 480 MT20 220/195 TCDL 10 0 Lumber Increase 1 00 BC 0 73 Vert(TL) -0 32 10-11 >581 360 BCLL 0.0 Rep Stress Ina YES WB 0.28 Horz(TL) 0 06 9 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight 88 lb FT = 0 %F, 0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No 18Btr G end verticals WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0.0 oc bracing REACTIONS (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 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) Thls 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 D RP �3 j'o E F � 444 1:' 9 w' - f• R GO) / . y TO M B E 2 % ,I"6 . M FR N S . T\'4 EXPIRATION DATE: 06/30/12 August 25,2010 • ® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED IIIITEK REFERENCE PAGE MII'7473 r cu. 10 '08 BEFORE USE ®� � Design valid for use only with Mick connectors This design is based only upon parameters shown, and 0 for an individual buiding component Appllcabirty of design peramenters and proper incorporation of component Is responsibiity of buidxng designer - not truss designer Bracing shown Is for lateral support of individual web members only Additional temporary bracing to Insure slabiity during construction is the responsibility of the MiTek• erector Additional permanent bracing of the overall structure is the responsibility of the buiding designer. for general guidance regarding +e fabrication. quality control. storage. delivery erection and bracing. consul! ANSI /IP11 Quality Criteria, DSB•139 and BCSI Building Component 7777 Greenback Lane, Suite 109 Solely Information avaiable from Truss Plate Institute. 281 N Lee Street. Suite 312. Alexandria. VA 22314 Citrus Heights, CA, 05610 • Job Truss Truss Type Qty Ply Centex - summercreek bid 9 floor 2 R32093665 B101120 -FT2 FT -5DR FLOOR 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 14 06 59 2010 Page 1 ID K5F4dBOJX8BgOlakxF6JdCykF0,A- K5F4dBOJX8BgOlakxF6JdC4E _MyeAgK1maNtptykFgA I 20-.0 I 1 0-10.0 I I 1-4-0 1 Scale • 1 26 3 3.4 II 4.10 = 2.4 II 4.4 = 24 II 4,10 = 3,4 II I 2 3 4 5 4x6 = 6 7 e II � I�/ I I � ,r �� 1 aim i II OS PIM WIN ► . . ❖. ❖. . 4,10 = 2.4 11 2.4 11 ,.R= 4,3= 4.8= l 15-8.0 15-8-0 Plate Offsets (X,Y)• I 1.Edae.0 -1 -81, 14.0- 1- 8,Edgel, 15 1- 8,Edge), I9 Edge,0 -1 -81, 111 0- 1- 8,0.0 -01, (12 0- 1- 8,Edgel, 113.0- 4- 0,Edgel, I14:Edge,0 -1 -81 LOADING (psi) SPACING 2 -0-0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 40 0 Plates Increase 1.00 TC 0.92 Vert(LL) -0 28 12 -13 >671 480 MT20 220/195 TCDL 10 0 Lumber Increase 1 00 BC 0 86 Vert(TL) -0.37 12 >497 360 BCLL 0 0 Rep Stress Incr YES WB 0.41 Horz(TL) 0 09 9 n/a n/a BCDL 5.0 Code IBC2006/TP12002 (Matrix) Weight 93 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2 -2 -0 oc puritns, except BOT CHORD 4 X 2 OF 2400F 2 OE end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. REACTIONS (lb /size) 14= 848/4 -0 -0 (min. 0 -1 -8), 9=848/0-5-8 (min 0-1 -8) Max Horz 14= -91(LC 2) QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT Max Uplift9= -15(LC 8) LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE Max Gray14= 1244(LC 3), 9= 1244(LC 2) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. FORCES (lb) - Max Comp. /Max Ten. - All forces 250 (lb) or less except when shown TOP CHORD 1- 2=- 998/998, 2 -3 =- 3693/0, 3 -4 =- 3268/0, 4 -5 =- 3437/0, 5-6 =- 3818/0, 6-7 =- 3804/0, 7- 8=- 998/998 BOT CHORD 14 -15 =- 1804/3989, 13 -15 =- 3815/6669, 12 -13 =- 1161/6275, 11 -12 =- 1161/6275, 10-11=-1161/6275, 9- 10=- 140/2803 WEBS 7 -9 =- 3016/151, 2 -14 =- 3038/0, 7 -10 =- 278/2158, 2 -13 =- 292/2027, 6 -10 =- 357/28, 3-13=-449/318, 5-10 =- 1878/1450, 4 -13 =- 1790/1188, 4 -12 =- 458/580, 5 -11 =- 383/303 NOTES 1) Unbalanced floor live loads have been considered for this design 2) A plate rating reduction of 20% has been applied for the green lumber members 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 15 lb uplift at joint 9 4) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1. 5) This truss has been designed for a total drag load of 380 plf. Lumber DOL =(1 33) Plate gnp DOL =(1 33) Connect truss to resist drag loads along bottom chord from 0 -0-0 to 4 -0 -0 for 1488 3 plf 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss 7) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0 131" X 3 ") nails Strongbacks to be attached to walls at their outer ends or restrained by other means p PR LOAD CASE(S) Standard �� Co �v\ _ ; 9 S ct „,,iff ....1; 4 2); r . r” 41R s. EXPIRATION DATE: 06/30/12 August 25,2010 �: •>`. •1. �....1� r .- . 1' Silt.- r -,. .. .-:'f..Y \F..-. s r. rw.. ..:�, 13.,Y•RC 4•C • T .. ._ .. ® WARNING . Vertjy design paramete and READ NOTES ON THIS AND INCLUDED MIME REFERENCE PAGE Nil 7473 rev 10 '08 BEFORE USE. ; S Design valid for use only with M7ek connectors the design h based only upon parameters shown, and a for an individual budding component 3 „ 1 • rs Applicability of design peramenters and proper incorporation of component is responsibiity of building designer - not truss designer Bracing shown W e for lateral support or individual web members only Additional temporary bracng to insure stability during construction s the responsibility of the MiTek erector Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance 'coercing ,. ," •, fabrication, quality control. storage, delivery, erection and bracing. consult ANSI /IPI1 Quality Criteria, 05B -89 and BCSI Building Component 7777 Greenback Lorne, Suite 109 Solely Intormallon avaiable from Truss Plate Institute, 281 14 Lee Street. Suite 312. Alexandria. VA 22314 Citrus Heights, CA, 95610 — Job Truss Truss Type Oty Pty Centex - summercreek bid 9 floor 2 R32093666 B101120 -FT2 FT-6 FLOOR 16 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7 240 5 Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 14 06 59 2010 Page 1 ID K5F4dBOJX8BgO1akxF6JdCykFgA- K5F4dBOJX8BgOiakxF6JdC41vMzsAislmaNtptykFkgA I 1-11-8 I I 14 -0 I I 20-0 I Scale • 1 19 4 5,9 = i 3a4 II 2 12 3 3.6 = 4 2164 0 5 69 = 9 3a4 II O O Y 9 • • a e i G .w i e1 r e f r e e 2.1 II 11 10 9 8 244 II 3,10 = sae= 4.8= • I 2-4-0 1 3 -o-0 1 ae-o I 11 -8-0 1 2 .4 -0 0-8.0 0-e -0 8 - Plate Offsets (X,Y): 11.Edge,0 -1 -81, 12:0- 1- 8,Edgel,13'0- 1- 8,Edgel, f5.0- 2- 10,Edoel. f7.Edcie,0 -1 -81, (9 0 -1 -8,0- 0- 01,110:0.1- 8,Edgel, 111.Edoe,0 -1 -81 . LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 40 0 Plates Increase 1 00 TC 0.67 Vert(LL) -0 17 8 -9 >794 480 MT20 220/195 TCDL 10 0 Lumber Increase 1.00 BC 0 79 Vert(TL) -0.28 8 -9 >482 360 BCLL 0.0 Rep Stress Incr YES WB 0 31 Horz(TL) 0 02 7 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight 551b 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 18Btr G ' end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (lb /size) 11= 628/Mechanical, 7= 628/0 -4 -0 (min 0-1 -8) _ FORCES (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown TOP CHORD 2 -12= 1301/0, 3-12 =- 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. Slrongbacks to be attached to walls at their outer ends or restrained by other means LOAD CASE(S) Standard . -`.. PR �� LNG' N 9 s/o �- 1 ,:T • - • r Ve ; /CI) Fib. ..��. 1 < �NC� R S.I - 1 EXPIRATION DATE: 06/30/12 August 25,2010 - ® WARNING- Vertfy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE P711 rev. 10 '08 BEFORE USB. - ,,� Design valid for use only with MNek connector This design h based only upon parameters shown, and s For an Individual bu.lding component q- r I , Appricabdily of design paramenters and proper incorporation of component Is respansrbdriy of budding designer - not truss designer Bracing shown e for Moral support of Individual web members only Additional temporary bracing Io insure slabdrty durIsg construction h the responsibility of the MiTek. erector Additional permanent bracing of the overall structure Is the responsibility of the budding designer For general guidance regarding fabrication. quality control, storage, delivery. erection and bracing. consult ANSI/SP11 Quality Criteria, 058 -139 and SCSI Building Component 7777 Greenback Lane, soma 109 Solely information avadabtc from Truss Plate institute, 281 N Leo Street, Surto 312. Alexandria, VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type City Ply Centex - summercreek bld 9 floor 2 R32093667 13101120 -FT2 FT -7 FLOOR 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek lndustnes, Inc Wed Aug 25 14 07 00 2010 Page 1 ID pHoSgX0xHSJX0v9wVydVAPykFg9- pHoSgXOxHSJXOv9wVydYAPrbAmSXv9vA ?E7OLJykFg9 I 2 -0.0 i I 1 -71 -8 Scale • 1 17 8 4.6 = I 3s4 11 2 3 354 = 42.4 11 5 4.6 = 63.4 11 II I. _ II iii mom �I - 1i =' 6 8 3.6 = �' 355 = Alb. 4.8 = 458 = 1P68 10.8-8 Plate Offsets (X,Y) (1 Edge,0 -1- 81,12 2- 9,Edgel, f5:0- 1- 7,Edge), 17 Edge,0 -1 -8), 18:0- 1- 12,Edge1, 110.Edge,0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) I /deft Ltd PLATES GRIP TCLL 40 0 Plates Increase 1 00 TC 0 19 Vert(LL) - 04 8 =9 >999 480 MT20 220/195 TCDL 10 0 Lumber Increase 1.00 BC 0.25 Vert(TL) - 09 7 -8 >999 360 BCLL 0 0 Rep Stress lncr YES WB 0 26 Horz(TL) 0 02 7 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight 52 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No 18Btr G end verticals WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing REACTIONS (lb /size) 10= 575/0 -4 -0 (min 0 -1 -8), 7= 575/0 -4 -0 (min. 0-1 -8) FORCES (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 2 -3 =- 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 =- 1068/0, 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. Slrongbacks to be attached to walls at their outer ends or restrained by other means LOAD CASE(S) Standard K ( P R OF 4 44 -37 ct 1..' "10— E w' • -o OR 20' ,.c6 - 9 / . - ' 2 <Ci� s4i R S. EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING Verrffl design parameter, and READ NOTES ON 17118 AND INCLUDED mimic REFERENCE PAGE ICI 7473 rev. 10 '08 BEFORE USE. a.....1 ° q Desig for use only with Mira connectors This design is based only upon parameters shown. and 61or an Indrviduai budding component i��tl Applicability of design commenters and proper incorporation of component is responsibility of budding designer - not truss designer Bracing shown ° ' "'° ss7 is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibility of the MiTek. erector Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding , fabrication. quality control. storage. delnery, erection and bracing. consult ANSI /iPll Quality Criteria. 058-89 and SCSI Building Component 7777 Greenback Lane, Surto 109 Solely IntermctIon available from Truss Plate Institute, 281 N. Lee Street. Suite 312. Alexandria, VA 22314 Citrus Heights, CA. 95610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 1 3 Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. 6 -4 -8 dimensions shown in ft -in- sixteenths Damage or Personal Injury MIE Dimensions are in ft -in- sixteenths. I I (Drawings not to scale) ii4oh, and Apply plates fully embed to both sides teeth. of truss I Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 0 -1/,1 e 2. 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 OMAN" 4 3. Never exceed the design loading shown and never p stack materials on inadequately braced trusses O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate designer, erection supernsor, property owner and plates 0- 'a' from outside o all other interested parties. edge of truss. C7-8 co- C5-6 O 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint o a d e rebes d f led by ANSI/TPI and a e at joint required direction of slots in 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. * Plate location details available in MiTek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED /LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non- structural consideration and is the 4 x 4 width measured perpendicular NUMBERS /LETTERS. responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead load deflection the length parallel to slots. 11. Plate type, size, orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS indicated are minimum plating requirements. ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that "r Indicated by symbol shown and /or ESR -131 1, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95 -43, 96 ,31, 9667A 13 Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER -487, NER -561 spacing indicated on design. if indicated. 95110, 84 -32, 96 -67, ER -3907, 9432A 14 Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted BEARING • I 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. *MN 0 reaction section indicates joint IMINII number where bearings occur. ■MllIl ® 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber mcy pose unacceptable —� environmental, health or performance risks. Consult with Industry Standards: ANSI /TPI1: 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. i I, and pictures) before use. Reviewing pictures alone DSB -89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, 20 . Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.'" ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII -7473 rev. 10-'08 6 .0 ."" mili,.._. 20 -0-0 16 -0-0 16 -0-0 20-0-0 Itt I I : n isma........■.r -ec......,ms as: le-- csr..---.1 r., _,.c___ura. ,.. 4S't■ _A=.1c—.. sr _ A a ,-31- ---, ■_-_- , c___m__t 1 ui N NI v a li- t a I - o 0 P I U Q 0] U I3 J f a ' g n 11 ,, ii m � g�. o I i 410A I� USE LUS24 HANGERS UNO_ i i _ H I h . iG ® V. �� 1 , � � �I � Ira ." ' L0 ! e ''- 02 � 1 oz - "! MM ***Elite*** COR� 12 -0-0 I 7-11-8 I 4-114 I 10-114 I 15-11-8 I 7-11-8 ! 12 -0-0 I ....f1/4/2„ " B101120 Centex 48 V -BLOCK 0 onus -26 I NoUeaA Wa I Ki niganildSummer Creek Townhomes Bld 9 48 S-BLOCK 15 HUS-26 TRUSS DIVISION igard, Oregon i ; . ' ' 1 08 H2.5A 0 HHUS -26 15877 SE 98th Ave ,, Clackamas, OR 97015 6/12 PITCH w/ 12" OH ; 8/12 PITCH w/ 12" QC 24 LUS -24 0 HGUS -26 O: (503) 557 -8404 CERTIFIED PLANT F_(503) 557 -8428 25/10/0/5 LOADING w/ 100 MPH WIND - EXP B 8 -25 -2010 0 LUS -26 0 HGUS -26 -2 ®e® Mil MiTek® POWgR re PgRPORM.'" MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 9161676 -1900 Re: B101120 Fax 916/676 -1909 Centex - Summer Creek Build 9 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: R32093605 thru R32093637 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. PR Op si , 4 3 0AG EFR 16890PE 9 r `-o OR- /.• �II EXPIRATIO;ig �; 06/30/12 August 25,2010 Tingey, Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI /TP1 -1995 Sec. 2. Job Truss Truss Type Qty Ply Centex - Summer Creek Build 9 Roof R32093605 B101120 A01 GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 14 15 2010 Page 1 ID N4ymod140B5QvndlrPEwQGykFro- N4ymod140B5QvndlrPEwQGmZIRYnpiX )s0BN8uykFro I.o-0 19-6.0 39-0-0 98-8-0 .ao 19-8-0 I 19-8-0 5.0 -0' 5x5= 15 Id I\ 16 Scale • 1 71 8 13 7 12 1111 55 11 19 56 60012 i0 20 g 2f .. B 22 ] 27 24 5 25 4 28 • • 3 I I i 27 -I IIIIII 28 5.12 54 53 52 51 50 49 49 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 5.12 I 39-0-0 3900 I Plate Offsets (X,Y)• 12 0- 2- 2,Edge), 128 2- 2,Edge) LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (roc) , 1 /deft Ud PLATES GRIP TCLL 25 0 Plates Increase 1 15 TC 0.57 Vert( LL ) 0 00 29 n/r 180 MT20 220/195 (Roof Snow =25 0) Lumber Increase 1 15 BC 0 51 Vert(TL) 0 01 29 n/r 180 BC L{ 1 0 0 Rep Stress Incr NO WB 0.16 Horz(TL) 0.05 41 n/a n/a BCD{ 5 0 Code IBC2006/TPI2002 (Matrix) Wind(LL) 0.00 29 n/r 90 Weight 302 lb 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 1■Btr G BOT CHORD Rigid ceiling directly applied or 3 -4 -10 oc bracing. OTHERS 2 x 4 DF Std G WEBS 1 Row at mldpt , 15-42, 14 -43, 13 -44, 16 -41, 17 -40 WEDGE MiTek recommends that Stabilizers and required cross bracing Left 2 X 6 SYP No.2, Right 2 X 6 SYP No 2 be installed during truss erection, in accordance with Stabilizer Installation guide. QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT REACTIONS All beanngs 39 -0 0 LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE - 9 SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW (Ib) - Max Horz 2= 128(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 53, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31 except 2=-2034(LC 18), 28=- 2032(LC 25), 54=-144(LC 23),30=- 143(LC 24) Max Gray All reactions 250 lb or less at joint(s) 42, 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 53, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31 except 2= 2202(LC 15), 28= 2202(LC 16), 54= 307(LC 12), 30= 307(LC 13) FORCES (Ib) - Max Comp. /Max Ten - All forces 250 (Ib) or less except when shown TOP CHORD 2 -3 =- 4559/4413, 3 -4 =- 3691/3629, 4 -5 =- 3374/3308, 5 -6 =- 3047/3052, 6 -7 =- 2732/2773, 7-8=-2416/2495, 8-9=-2118/2217, 9-10=-1820/1938, 10-55=-1524/1660, 11 -55 =- 1297/1396, 11- 12=- 1235/1382, 12 -13 =- 938/1103, 13- 14=- 641/829, 14 -15 =- 347 /515, 15-16=-347/511, 16-17=-641/816, 17 -18 =- 938/1082, 18 -19 =- 1235/1351, 19-56=-1256/1357, 20-56=-1524/1621, 20-21=-1820/1891, 21-22=-2118/2164, 22- 23=- 2416/2442, 23 -24 =- 2715/2720, 24 -25 =- 3013/3001, 25- 26=- 3321/3261, 26 -27 =- 3638/3582, 27 -28 =- 4506/4365 BOT CHORD 2 -54= 3868/4064, 53 -54 =- 3191/3338, 52 -53 =- 2898/3098, 51 -52 =- 2658/2831, 50 -51 =- 2391/2564, 49 -50 =- 2125/2298, 48- 49=- 1858/2031, 47 -48 =- 1591/1764, 46- 47=- 1325/1498, 45- 46=- 1058/1231, 44 -45 =- 791/964, 43- 44=- 525/698, 42 -43 =- 258/431, 41 -42 =- 258/431, 40- 41=- 525/698, 39 -40 =- 791/964, 38- 39=- 1058/1231, „ PR 37 -38 =- 1325/1498, 36- 37=- 1591/1764, 35 -36 =- 1858/2031, 34- 35=- 2125/2298, t 5 ' 33 -34 =- 2391/2564,32 -33 =- 2658/2831,31 -32 =- 2898/3098,30 -31 =- 3191/3338, �N G�N i - 9 r s/ c2 28- 30=- 3844/4064 CV / - Cr NOTES (/'/, 4 At 1) Wind. ASCE 7 -05, 100mph, TCDL =4 2psf, BCDL =3 Opsf; h =25f1, 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 a- Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002 i„, 3) TCLL ASCE 7 -05, Pf =25 0 psf (flat roof snow), Category II, Exp B, Fully Exp , C1 =1 1 ` - • n. � S. 4) Unbalanced snow loads have been considered for this design �f 5) This truss has been designed for greater of min roof live load of 18 0 psf or 2 00 times flat roof load of 25.0 psf on overhangs ,`,,F S 1 \ N non- concurrent with other live loads 6) All plates are 2x4 MT20 unless otherwise indicated Continued on page 2 ( EXPIRATION DATE: 06/30/12 August 25,2010 A WARNING Verily design parameters and RED NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE hIII -74 T3 rev. 10 '08 BEFORE USE. a a °�'� Design valid for use only with MiTek connectors This design based only upon parameters shown and Is for an individual budding component Applicability of design parum enters and propel incorporation of component is rosponsibitty of budding designer - not truss designer Bracing shown Is for lateral support of individual web members only Additional temporary bracing to insure siubilty during conshuction is the responsibility of the MiTek' elector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding lahricahon. quality control, storage delivery, erection and bracing, consult ANSI /TPII Quality Criteria, DS8.89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 28 i Lee Street. Suite 312. Alexandria. VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Centex - Summer Creek Build 9 Roof R32093605 8101120 A01 GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 240 s Jun 18 2010 MITek lndustnes, Inc Wed Aug 25 14.05 15 2010 Page 2 ID N4ymod140B5QvndlrPEwQGykFro- N4ymod140B5QvndlrPEwQGmZIRYnpiX )sOBN8uykFro NOTES 7) Gable requires continuous bottom chord beanng 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 beanng plate capable of withstanding 100 lb uplift at joint(s) 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 53, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31 except (jt =lb) 2 =2034, 28 =2032, 54 =144, 30 =143 • 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 • • • t • A WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED PETER" RBFERBNCB PAGE MIT 7473 rev. 10 '08 BEFORE USE ®� Design valid for use only with Mild( connectors. The design's based only upon parameters shown, and a for an individual budding component Applicability of design poram en tors and proper incorporation cf component is responsibirty of budding designer - not truss designer Bracing shown s for lateral support of individual web members only. Additional temporary bracing to insure stabiity during construction is the responsibility of the MiTek erector Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding POWER 713 Pila fabrication. quality control. storage. delivery. erection and bracing. consult ANSI /TPIN Quality Criteria, OSB•89 and BCSI Building Component 7777 Greenback Lana. Solo 109 Safety information avadabie from Truss Plate Institute. 281 N lee Street. Suite 312. Alexandria. VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Centex - Summer Creek Build 9 Roof R32093606 6101120 A02 DBL FINK 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industries, Inc Wed Aug 25 14 05 17 2010 Page 1 ID KT4WDJnKYoL894n7zgHOVhykFrm- KT4WDJnKYoL894n7zgHOVhrgVF8zHSROJigUDnykFrm 11 .0. .0- 6 -10-3 13-2-2 I 1 & &0 250.14 I 32.1 -13 1 39-0-0 4069 1.0.0 6 -10.3 ■ 6 -3 -14 6-3-14 8.3 -14 6.3.14 6-10.3 1-0.0 Sw4- 1 74 2 546 = 5 344 9 21 344 - 60012 4". fi 244 \\ \ 4/ .111.r/ 3 7 2 B ar " 13 14 15 12 18 77 11 IB 79 10 . 4x10 = 344 = 414 = 444 = 344 = 4410 = 8-1-6 1 15-8.7 1 23-}9 I 30.10 -10 I 39-0.0 8 -143 7-7.1 7-7.1 7.7 -1 8 -141 Plate Offsets (X,Y)• 12.0-0- 7,Edoe1,18 0- 7,Edgel, 111.0-1-8.0-1-121,112 0- 1 -8,0 -1 -121 LOADING (psf) 5 0 SPACING 2 -0-0 CSI DEFL in (lac) 1 /deft Lid PLATES GRIP (Roof Snow =25 0) Plates Increase 1 15 TC 0.87 Vert(LL) -0 55 11 -12 >843 240 MT20 220/195 TCDL 10.0 Lumber Increase 1 15 BC 0 85 Vert(TL) -0.98 11 -12 >473 180 BCLL 0.0 Rep Stress Incr NO WB 0 71 Horz(TL) 0.20 8 n/a n/a BCDL 5.0 Code IBC2006/TP12002 (Matrix) Weight 193 lb FT = 10% LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1 7E TOP CHORD Structural wood sheathing directly applied or 2 -9 -3 oc purlins BOT CHORD 2 X 4 DF 2400F 1 7E BOT CHORD Rigid ceiling directly applied or 8 -9-0 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= 2105/0 -5 -8 (min 0-2-4), 8=2105/0-5-8 (min. 0-2 -4) Max Horz 2= 128(LC 7) Max Uplift2=- 497(LC 7), 8=- 497(LC 8) FORCES (lb) - Max Comp /Max Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2 -3 =- 3928/819, 3-4 =- 3751/866, 4 -20= 3160/731, 5-20 =- 3147/752, 5 -21 =- 3147/752, 6-21= 3160/731, 6-7=-3751/866, 7 -8 =- 3928/819 BOT CHORD 2-13=-754/3391, 13- 14=- 564/2959, 14- 15=- 564/2959, 12- 15=- 564/2959, 12 -16 =- 318/2262, 16 -17 =- 318/2262, 11 -17 =- 318/2262, 11 -18 =- 466/2959, 18 -19 =- 466 / 2959,10 -19 =- 466/2959,8 -10 =- 626/3391 WEBS 3 -13 =- 341/214, 4 -13 =- 188/511, 4-12=-799/334, 5 -12 =- 352/1393, 5 -11 =- 352/1393, 6- 11=- 799/334, 6 -10 =- 188/511, 7 -10 =- 341/214 NOTES 1) Wind. ASCE 7 -05, 100mph, TCDL= 4.2psf; BCDL =3 Opsf; h =25ft; Cal. II, Exp B, enclosed, MWFRS (low -rise) gable end zone, cantilever left and nght exposed , Lumber DOL =1 33 plate grip DOL =1 33 2) TCLL' ASCE 7 -05, Pf =25.0 psf (flat roof snow), Category II; Exp B, Fully Exp , Ct =1 1 3) Unbalanced snow loads have been considered for this design 4) This truss has been designed for greater of min roof live load of 18 0 psf or 2 00 times fiat roof load of 25 0 psf on overhangs non - concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. P O ts F 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 F will fit between the bottom chord and any other members, with BCDL = 5 Opsf Co N GIN . or 7) A plate rating reduction of 20% has been applied for the green lumber members. ,. , 9 2_ 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt =tb) � ,j - -9 2 =497, 8 =497 1 - r 9) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1. /� 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 275 lb down and 54 lb up at ,. 17 -6 -0, and 275 lb down and 54 lb up at 21 -6 -0 on bottom chord. The design /selection of such connection device(s) is the `/ C7 ch responsibility of others A OR - • , 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) 9 _ - , • 2 � • cS. M F RS 1 \ N Continued on page 2 EXPIRATION DATE: 06/30/12 August 25,2010 ... .... . ....- ,k':LYr . ^: , ..7 IMIZatwac CiPt`r ".-1,...1,3e1r1WM∎ tiusS∎T ,:.:.?T T =.1.u. -._ri Si `.iiRie nrIz A1�Yi'�ppo()T zaisii.W� ® WARNING - Pertly design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII -74 rs 73 -u. 10 1)8 BEFORE USE. y_ • - Design valid for use only with M1ek connectors The design is based only upon parameters shown, and is for on individual budding component =• or design paramenters and proper Incorporation of component is responsibility of budding designer - not truss designer Bracing shown �\ ' ' e for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsbllhiy 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, consul ANSI /TPIl Quality Criteria. DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate institute, 281 N Lee Street. Suite 312. Alexandria. VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Centex - Summer Creek Build 9 Roof R32093606 0101120 A02 DBL FINK 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladtamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 14 05 17 2010 Page 2 ID.KT4W DJnKYoL894n7zgHOVhykFrm -KT4 WDJn KYoL894n7zgH0 VhrgVF8z HSROJIgU DnykFrm LOAD CASE(S) Standard 1) Snow: Lumber Increase =1 15, Plate Increase =1 15 Uniform Loads (plf) • Vert. 2- 14 =10, 14- 15 = -50, 15- 16 =10, 16- 17 = -50, 17- 18 = -10, 18- 19 = -50, 8- 19 = -10, 1- 5 = -70, 5 -9 = -70 Concentrated Loads (lb) Vert 16=-275(F) 17=-275(F) 4 1 ® WARNING Vcrsfy design parameters and READ NOTES ON THIS AND INCLUDED Mr7EK REFERENCE PAGE 147(7473 rev. 10'08 BEFORE USE. nee Design valid for use only with MiTek connectors The design h based only upon parameters shown, and a for an individual budding component Applicability of design paramenters and proper incorporation of component is responsibdily of budding designer - not truss designer Bracing shown a for lateral support of individual web members only Additional temporary bracing to insure stablity during construction is the responsibility of the MiTek erector. Additional permanent bracing of the overall structure Is the responsibility of the budding designer For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /IPII Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information evadable from Truss Plate Institute, 281 N Leo Street, Suite 312, Alexandria, VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Centex - Summer Creek Build 9 Roof R32093607 B101120 A03 DBL FINK 5 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industries, Inc Wed Aug 25 14 05 18 2010 Page 1 ID ofevQfnzJ6T7nEMKWXodlvykFrl- ofevQfnzJ6T7nEMKWXod1v07DfUBOvdAYMP11DykFd i 8.10-3 1 13-2 -2 t 19.6 -0 25 -9.14 l 32 -1-13 I 3400 0 -0 8.103 6 -3.14 6 -3 -14 8 -3-14 6 -3 -14 910-3 Scab • 1 74 2 5.6 = 600117 6 Il ].4 4 3,4 3.6 i 5 22 23 3r6 4 8 T 2■4 \\ \ / iiiiiika // 3 2 10 15 16 17 14 113 13 19 12 20 21 11 r. d 5.12 5.12 3,4 = 4r4 = 5,12 MT209 = 4,4 = 354 = 8.1-6 1 15-9-7 1 23-3.9 l 30-10.10 I 39.00 8 -16 7 -7 -1 7 -7 -1 7 -7 -1 8.16 Plate Offsets (X,Y) (2 0- 2- 2,Edgel, 18.0 -0-0.0 -0-01, f10 2- 2,Edgel, (12.0- 1 -8,0 -1 -121, (14 0- 1 -8,0 -1 -121 LOADING (psf) 5 0 SPACING 2 -0-0 CSI DEFL in (loc) I /deft Lid PLATES GRIP (Roof Snow=25 0) Plates Increase 1 15 TC 0 87 Vert(LL) -0 54 12 -14 >855 240 MT20 220/195 TCDL 10.0 Lumber Increase 1 15 BC 0 85 Vert(TL) -0 96 12 -14 >480 180 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/fP12002 (Matrix) Weight: 191 lb FT = 10% LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1 7E 'Except' TOP CHORD Structural wood sheathing directly applied or 2 -8 -14 oc purlins. 1- 4,8 -10: 2 x 4 DF No 18Btr G BOT CHORD Rigid ceiling directly applied or 8 -8 -5 oc bracing BOT CHORD 2 X 4 DF 2400F 1.7E MiTek recommends that Stabilizers and required cross bracing WEBS 2 x 4 DF Std G 'Except' be installed during truss erection, in accordance with Stabilizer 6- 14,6 -12:2 x 4 DF No 18Btr G Installation guide. REACTIONS (lb /size) 2= 2106/0 -5 -8 (min 0 -2-4), 10=2017/0-5-8 (min 0-2 -2) Max 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 =- 3931/820, 3-4 =- 3754/845, 4 -5 =- 3575/867, 5-22 =- 3163/734, 6 -22 =- 3044/753, 6 -23= 3151/755,7 -23 =- 3164/734, 7-8=-3587/878, 8-9=-3767/856, 9 -10 =- 3943/830 BOT CHORD 2 -15= 764/3394, 15- 16=- 574/2962, 16- 17=- 574/2962, 14 -17 =- 574/2962, 14-18=-328/2264, 13-18=-328/2264, 13-19=-328/2264, 12-19=-328/2264, 12- 20= -477/2965, 20 -21 =- 477/2965, 11 -21 =- 477/2965, 10 -11 =- 662/3407 WEBS 3 -15 =- 341/214, 5-15=-188/510, 5-14 =- 786/334, 6-14 =- 352/1381, 6-12 =- 354/1397, 7 -12= 803/337, 7 -11= 198/524, 9 -11= 347/218 NOTES 1) Wind ASCE 7 -05, 100mph, TCDL =4 2psf; BCDL =3 Opsf, h =25ft; Cat. II, Exp B, enclosed, MWFRS (low -rise) gable end zone; cantilever left and nght exposed ; Lumber DOL =1 33 plate gnp 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 t5 PR . 6) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads s 7) • This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide '. �N NE. ' . S Co v0 will fit between the bottom chord and any other members, with BCDL = 5.0psf � 8) A plate rating reduction of 20% has been applied for the green lumber members �- 16 r • 9 r 9) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 lb uplift at Joint(s) except (lt =lb) , 2 =497, 10 =441 10) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1. ' 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 275 lb down and 54 lb up at A ' G R G ∎. 17 -6 -0, and 275 lb down and 54 lb up at 21 -6 -0 on bottom chord The design /selection of such connection device(s) is the A )"6. - r of others 1 ' ti1 2» C?� A. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) ,wi ii s -`\` Continued on page 2 ( EXPIRATION DATE: 06/30/12 August 25,2010 4fa. Jul'6:MT6<!GX_IICE i�f3iSiKL @.=;:SiR ^___-IK l[_ 7Y.CSt„ ® WARNING - Vcrt& design rra ign paramcte and READ NOTES ON THIS AND INCLUDED MITER" REPERENCE PADS WI 7473 I0 '08 BEFORE USE. �'' Design valid for use only with MiTek ek connectors This design based only upon parameters shown. and k for an individual budding component Applicability of design par and en ters and proper Incorporation of component is responsibdily of buddelg designer - not truss designer Bracing shown p b p ' d is for lateral support of individual web members only. Additional lompoicry bracing to insure stubbly during conslrucbon is the responsibility of the I VIiTek• erector Additional permanent bracing of the overall structure Is the responsibility of the budding designer For general guidance regarding fabrication, quality control- storage, delivery. erection and bracing, consult ANSI/N.11 Quality Criteria, D5B -69 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information evadable frorn Truss Plate Institute, 281 N Lee Street. Suite 312, Alexandria, VA 22314 Citrus Heiphis, CA. 95610 Job Truss Truss Type Qty Ply Centex - Summer Creek Build 9 Roof R32093607 8101120 A03 DBL FINK 5 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek lndustnes, Inc Wed Aug 25 14 05 18 2010 Page 2 I D: ofevQfnzJ6T ?nEMKWXod 1 vyk Fd -0fevafnzJ6T ?n EM KINK od1 v07DfUBOvdAYM P11 DykFrl 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) Veil 18=- 275(F) 19=- 275(F) • • -.~ -_' . .:.- •nK-; '.v•741r — �: ---- -rR'._ t , ar •,.. `t"''. `. •=e17.. ann,ee� lec - raer.> ® WARNING Verify design parn nets s and READ NOTES ON IRIS AND INCLUDED MITER' REFERENCE PAGE 11117-74 73 res. 10 '08 BEFORE USE. Design valid for use only with MiTek connectors Ths design is based only upon parameters shown. and for an individual building component 2 - .�.,_ - Applicability of design commenters and proper incorporation of component is responsibility of buldng designer - not truss designer Bracing shown MiTek' YYY Is for lateral support of Individual web members only Additional temporary bracing to insure stability during construction s the responsibTidly of the MiTek' erector Additional permanent bracing of the overall structure Is the responsibility of the balding designer. For general guidance regarding POwlin .., to fabrcotion, qualify control. storage, delivery. erection and bracing, consult ANSI /TPI1 Quality Criteria, 001.89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information avalable Irons Truss Plate Institute. 281 N Lee Street. Suite 312. Alexandria. VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Centex - Summer Creek Build 9 Roof R32093608 B101120 A04 GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 14 05 25 2010 Page 1 ID 5? ZYu2tMfFL06JOgRVQGpNykFre- 5? ZYu2tMfFLO6JOgRVOGpNBGBTyu8D0B9ycvVJykFre 0.01 19-6-0 39-0-0 I I 1.ao 19-6-0 19-8-0 Seer. - 175 3 5.6 = 600 12 15 14 +6 13 17 2 16 5w6 G 5511 1956 _ 10 20 5w6 J g 21 e '0414,04:44444,0444..404%.,44444.144,000444400..... 7 23 e 24 5 29- 26 3 27 2 26 5.12 54 53 52 51 50 49 46 47 46 45 M 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 5.12 = 316 = I 39-0.0 39-60 Plate Offsets (X,Y). 12 0- 2- 2,Edgel, 19 0-3-0,0-3-01121'0-3-0,0-3-01,128 0- 2- 2,Edgel LOADING (psi) TCLL 25 0 SPACING 2 -0-0 CSI DEFL in (roc) I /deft Ud PLATES GRIP (Roof Snow =25 0) Plates Increase 1.15 TC 0.57 Vert(LL) -0.00 1 n/r 180 MT20 220/195 TCDL 10 0 Lumber Increase 1 15 BC 0 53 Vert(TL) 0 00 1 n/r 180 BCLL 0 0 • Rep Stress Ina NO WB 0.16 Horz(TL) 0.05 40 n/a n/a BCDL 5 0 Code IBC2006/TPI2002 (Matrix) Wind(LL) -0.00 1 n/r 90 Weight: 301 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No 1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3 -1 -1 oc purlins. BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 3 -3 -15 oc bracing. OTHERS 2 x 4 DF Std G WEBS 1 Row at mldpt 15-41, 14 -43, 13-44, 16 -40, 17 -39 WEDGE Let 2 X 6 SYP No 2, Right 2 X 6 SYP No.2 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE REACTIONS All beanngs 39 -0 -0. SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. (Ib) - Max Harz 2= 138(LC 23) Max Uplift All uplift 100 lb or less at joint(s) 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 53, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30 except 2=-2032(LC 18), 54=- 144(LC 23),29=- 164(LC 24),28=- 1987(LC 23) Max Gray All reactions 250 lb or less at joInt(s) 41, 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 53, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30 except 2= 2202(LC 15), 54= 307(LC 12), 29= 333(LC 13), 28= 2119(LC 16) FORCES (Ib) - Max. Comp /Max Ten - All forces 250 (Ib) or less except when shown TOP CHORD 2 -3 =- 4561/4408, 3 -4 =- 3694/3625, 4 -5 =- 3376/3303, 5 -6 =- 3051/3044, 6-7 =- 2736/2763, 7- 8=- 2416/2481, 8 -9 =- 2126/2215, 9- 10=- 1810/1932, 10 -55 =- 1525/1652, 11- 55=- 1261/1389, 11- 12=- 1234/1371, 12 -13 =- 936/1093, 13 -14 =- 640/818, 14 -15 =- 346/505, 15 -16 =- 346/501, 16 -17 =- 640/806, 17 -18 =- 937/1071, 18- 19=- 1235/1341, 19 -56 =- 1264/1396, 20 -56 =- 1526/1614, 20 -21 =- 1803/1887, 21- 22=- 2126/2168, 22-23=-2414/2434, 23-24=-2715/2716, 24-25=-3014/2995, 25-26=-3318/3254, 26-27=-3645/3577, 27-28=-4516/4344 BOT CHORD 2 -54 =- 3875/4048, 53 -54 =- 3190/3321, 52 -53 =- 2896/3081, 51 -52 =- 2656/2815, 50 -51 =- 2390/2548, 49- 50=- 2123/2281, 48- 49=- 1856/2015, 47- 48=- 1592/1749, 46- 47=- 1325/1483, 45- 46=- 1059/1216, 44 -45 =- 792/949, 43- 44=- 525/683, 42 -43 =- 259/416, 40 -41 =- 259/416, 39- 40=- 525/683, 38 -39 =- 792/949, 37- 38=- 1059/1216, ci , , OO PR OFF 36 -37 =- 1325/1483, 35 -36 =- 1592/1749, 34 -35 =- 1856/2014, 33- 34=- 2123/2281, I 9 -s 32 -33 =- 2390/2548, 31 -32 =- 2656/2814, 30- 31=- 2923/3081, 29- 30=- 3190/3348, �<0 G k �' ' /O 2 28 -29 =- 3889/4048 9 WEBS 27- 29=- 261/159 �- / i : • • w' NOTES • 2 _/. 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, �l M cantilever left and right exposed , Lumber DOL =1 33 plate grip DOL =1 33 -/' 2) Truss designed for wind loads 111 the plane of the truss only For studs exposed to wind (normal to the face), see Standard Industry 'O • - +� -k Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002 - • A 1 • 3) TCLL ASCE 7-05, PI =25 0 psi (flat roof snow), Category II, Exp B, Fully Exp , Ct =1.1 9 �^ - \ Cj. 4) Unbalanced snow loads have been considered for this design F R S . I.\ 5) This truss has been designed for greater of min roof live load of 18 0 psi or 2 00 times flat roof load of 25 0 psf on overhangs non - concurrent with other live loads Continued on page 2 1 EXPIRATION DATE: 06/30/12 August 25,2010 A WARNING - Venfu design Parameters and READ NOTES ON THIS AND INCLUDED MITES" REFERENCE PAGE PEI 7473 rev. 10'08 BEFORE USE. •. 5 : 7 � ' Design valid for use only with Ml ek connectors Thrs desrgn a based only upon parameters shown. and a for an Individual building component ; Applicability of design paiannenters and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown a for lateral support of indrvrdual web members only Additional temporary bracing to unsure stability during constructwn is the responsibility of the I VIiTek' erector Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding .o fabrication. quality control, storage. doirvery erection and bracing, consr.11 ANSI /TP11 Quality Crilerta, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safely Inlormallon available from Truss Plate Institute. 281 N Lee Street Sude312. Alexandria, VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Centex - Summer Creek Build 9 Roof R32093608 B101120 A04 GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek lndustnes, Inc Wed Aug 25 14 05 26 2010 Page 2 ID ZC7w6Ou_QZTskTzs DxVMbykFrd- ZC7w6Ou QZTskTzs _DxVMb)Rwtl7tgGLNcMSImykFrd 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 beanng plate capable of withstanding 100 lb uplift at joint(s) 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 53, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30 except (jt =lb) 2= 2032, 54 =144, 29 =164, 28 =1987. 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 • • • ' .nr...ntrEotnabrovr rzacarrarammutmas, 74'.:1fR' roll em , •Bakcj. , ....Aariiimmosseritimactosletalet M. ® WARNING Verify design prnxaneters and READ NOTES ON MIS AND INCLUDED 111178K REFERENCE PAGE GIIr -7473 rev. 10 '08 BEFORE USE. N Design valid for use only with MiTek connectors Thh design a based only upon parameters shown. and is for an individual budding component Applicabiity of design paramenters and proper Incorporation of component is responsibility of budding designer - not truss designer &acing shown ;7 e for lateral support of individual web members only Additional temporary bracing to insure stobility during construction a the responsibility of the MiTek' erector Additional permanent bracing of the overall structure Is the responsibility of the budding designer For general guidance regarding n CCC o fabr Ica lion. quality control. storage. delivery. erection and bracing. consult AN51 /1 P11 Quality Criteria, DSB.89 and BC51 Building Component 7777 Greenback Lane, Stine 109 Safety information evadable from Truss Plate institute, 281 N Lee Sheet, Suite 312. Alexandria, VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Centex - Summer Creek Build 9 Roof R32093609 B101120 B01 GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Cledcamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 14 05 32 2010 Page 1 ID NLUBMRyIOPEOSOQOLT2vcsykFrX- NLUBMRyIOPE0S000LT2vcszT4IMPHPNDmXpmFPykFrX . 18-0-0 I 36-0.5 7 - 111:00:001 18.0.0 180-0 � 1 -0-0 Scab . 1 69 7 5r6 = 800 12 14 13 j IS 1z - 56 1., 5r6 9 zl 6 11111 22 5 23 4 24 /11 _ `� 5r12 = 50 t9 48 47 48 45 44 43 42 41 40 39 38 37 38 35 34 33 32 31 30 29 28 5,12 36-0-0 38-0-0 Plate Offsets (X,Y) (2 0- 2- 2,Edge1,19 0 -3-0,0 -3-01, (19 0 -3-0,0 -3-01, (26 0- 2- 2,Edgel, (39 0- 3- 0,0 -3 -01 LOADING (psf) 5,0 2 SPACING 2 -0-0 CSI DEFL in (lac) I /deft Lid PLATES GRIP (Roof Snow =25 0) Plates Increase 1 15 TC 0 53 Vert(LL) 0.00 27 n/r 180 MT20 220/195 TCDL 10.0 Lumber Increase 1 15 BC 0 47 Vert(TL) 0.01 27 n/r 180 BCLL 0 0 • Rep Stress Incr NO WB 0 12 Horz(TL) 0.04 38 n/a n/a BCDL 5 0 Code IBC2006/TP12002 (Matrix) Wind(LL) 0 00 27 n/r 90 Weight' 266 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 OF 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 mldpt 14 -39, 13 -40, 15-38 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 MiTek recommends that Stabilizers and required cross bracing be installed dunng truss erection, in accordance with Stabilizer WEDGE Left 2 X 6 SYP No.2, Right' 2 X 6 SYP No.2 Installation guide. QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT REACTIONS All bearings 36-0-0. LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE (lb) - Max Horz 2=- 120(LC 8) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW Max Uplift All uplift 100 lb or less at joint(s) 40, 41, 42, 43, 44, 45, 46, 47, 48, - 49, 38, 37, 36, 35, 34, 33, 32, 31, 30, 29 except 2=- 1882(LC 18), 50=- 133(LC 23), 26=-1885(LC 25),28=- 133(LC 24) Max Gray All reactions 250 lb or less at joint(s) 39, 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 38, 37, 36, 35, 34, 33, 32, 31, 30, 29 except 2= 2043(LC 15), 50= 287(LC 12), 26= 2043(LC 16), 28= 287(LC 13) FORCES (Ib) - Max Comp /Max. Ten - All forces 250 (Ib) or less except when shown TOP CHORD 2 -3 =- 4203/4077, 3 -4 =- 3378/3331, 4 -5 =- 3059/3039, 5 -6 =- 2737/2759, 6 -7 =- 2422/2481, 7 -8 =- 2116/2203, 8 -9= 1815/1921, 9 -10 =- 1511/1639, 10 -11 =- 1232/1366, 11 -12 =- 935/1089, 12 -13 =- 638/814, 13 -14 =- 345/502, 14 -15 =- 345/498, 15 -16 =- 638/801, 16-17=-935/1067, 17-18=-1232/1336, 18-19=-1511/1600, 19-20=-1815/1874, 20- 21=- 2116/2153, 21 -22 =- 2413/2430, 22- 23=- 2712/2708, 23 -24 =- 3009/2995, 24 -25 =- 3327/3287, 25.26 =- 4152/4032 BOT CHORD 2 -50 =- 3571/3749, 49 -50 =- 2927/3055, 48 -49 =- 2633/2815, 47 -48 =- 2393/2549, 46 -47 =- 2127/2282, 45- 46=- 1860/2015, 44 -45 =- 1593/1749, 43- 44=- 1326/1482, 42 -43 =- 1059/1215, 41 -42 =- 793/948, 40 -41 =- 526/682, 39- 40=- 259/415, 38- 39=- 259/415, � ��1 p PR OFF S 37- 38=- 526/682, 36 -37 =- 793/948, 35- 36=- 1059/1215, 34 -35 =- 1326/1482, 33 -34 =- 1593/1749, 32- 33=- 1860/2015, 31 -32 =- 2127/2282, 30- 31=- 2393/2549, Gj NGIN. ; 9 0-/O 29 -30 =- 2633 /2815, 28 -29 =- 2927/3055, 26 -28 =- 3550/3749 ��? 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 gnp 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 Ve M Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002 •� • ' -� i' 03 3) TCLL ASCE 7 -05, Pf =25 0 psf (Oat roof snow), Category II, Exp B, Fully Exp , C1 =1 1 AO 4 / / r\ rN . 4) Unbalanced snow loads have been considered for this design '9 43 - 2 C?� 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 air- S ° non - concurrent with other live loads 6) All plates are 2x4 MT20 unless otherwise indicated. da bottom chord beanng. 1 EXPIRATION DATE: 06/30/12 August 25,2010 F .j....:' r - .. • . ..,0-r r., - .: =6' a. _ - .. ..1> - . . ,- • ... ... r , :.0-e.-• :,. � • •-,>•. > A WARNINIt • Ver.fy design parameter* and READ NOTES ON 17118 AND INCLUDED M MI ITEK REFERENCE PAGE I 74 7J reu. 10 '08 BEFORE USE. ...1_,11 MO= Design valid for use only with Milk connectors This design is based only upon parameters shown, and Is for an individual building component .r1 -42 , Applicability of design peramenlers and proper incorporation of component is responsibility of buldng designer - not Muss designer Bracing shown is for lateral support of Incrv,dual web members only Additional temporary bracing to insure stubbly during construction s the responsibility of the MiTek' erector Additional permanent bracing of the overall structure is the responsibility of the buiding designer. For general guidance regarding , fabrication. quality control, storage, delivery, erection and bracing. consult ANSI /TPII Quality Criteria, DSB.89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information evadable from Truss Plate Institute. 281 N Lee Sireel. Suite 312. Alexandria. VA 223 10- Citrus Heights. CA, 95610 Job Truss Truss Type Qty Ply Centex - Summer Creek Build 9 Roof R32093609 8101120 B01 GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 14 05 33 2010 Page 2 ID sY2aanzNn( Mt4Y? CvBZ883ykFrW- sY2aanzNn( Mt4Y ?CvBZ883Wegite0sdN_BYKnsykFrW NOTES 8) Gable studs spaced at 1 -4 -0 oc 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 10) • This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0 -0 wide will fit between the bottom chord and any • other members. 11) A plate rating reduction of 20% has been applied for the green lumber members 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 38, 37, 36, 35, 34, 33, 32, 31, 30, 29 except (jt =lb) 2 =1882, 50 =133, 26 =1885, 28 =133 . 13) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI(TPI 1 14) This truss has been designed for a total drag load of 200 plf Lumber DOL =(1 33) Plate gnp 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 e7 -� 2?$i. g-' - ?•}_:�i -. ,.E.T.1B9"_r - - RJ fir.•._. 7 ..ic- �� :.� ..�, .:,'.i�Y`]Ef`[S.T-7.RiO i 'IRrfni 1.!7 3'.}1J: ...: --- rile rAPUNiMan l.A0&:lr WARNING - Verify design parameters and READ NOTES ON THIS AND INCL UDED MITER REFERENCE PAGE 1411-74T3 E. 1-74T3 res. 10 '08 BEFORE USE �� sem Design valid for use only with Mitch 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 buildng designer - not truss designer Bracing shown a for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsbdhty 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 A11Si /TPll Quality Criteria, 0SB.B9 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 thy Ply Centex - Summer Creek Build 9 Roof R32093610 B101120 B02 DBL FINK 7 1 , Job Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industries, Inc Wed Aug 25 14 05:34 2010 Page 1 ID I04 ryn7_? YOUkhhaOSu4NhHykFrV- Kkcyn7_ ?YOUkhha0Su4NhH2115 clC2WDrItJlykFrV 1..0-°-0°I a -4-4 I 12.2.2 1 18-0.0 I 23914 I 20.7.12 I 38-0.0 �7 -o-0 -0.0 8-4.4 59.14 5-9.14 5.9.14 5-9.14 8-4.4 1-0-0 Scale . 1 69 2 5.6 = 600 F2 6 o 3.4 — 3.6 i 3.4 5 7 3.6 4 6 l d 2.4U \ / ,.;. 0.4 // 7 g 2 10 -- ``1 of 16 17 19 15 19 14 20 13 21 22 12 4.12 = 3,4 = 4.4 = 5.12 M72011 = 4.4 = 3,4 = 40.12 = 74dd I 14-8-1 t 21.5-15 I 26-5-12 I 38.0.0 7-8-4 6.11.14 6 -11 -14 6.11 -14 70..4 Plate Offsets (X,Y) f2 0- 0- 10,Edgel, (10 0- 0- 10,Edgel, 113 0-1- 12,0 -1 -121, (15 12,0 -1 -12( TCLL LOADING (psf) 5 0 SPACING 2 -0 -0 CSI DEFL in (roc) 1 /deft Lid PLATES GRIP (Roof Snow =25 0) Plates Increase 1 15 TC 0.97 Vert(LL) -0 43 13-15 >996 240 MT20 220/195 TCDL 10 0 Lumber Increase 1 15 BC 0 75 Vert(TL) -0 76 13-15 >563 180 MT2OH 165/146 BCLL 0 0 Rep Stress Incr NO WB 0 56 Horz(TL) 0 17 10 n/a n/a BCDL 5 0 Code IBC2006/TPI2002 (Matrix) Weight. 178 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No 18Btr G TOP CHORD Structural wood sheathing directly applied BOT CHORD 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 9 -1 -8 oc bracing WEBS 2 x 4 DF No.1&Btr G 'Except' MiTek recommends that Stabilizers and required cross bracing 3 -16,5- 15,7- 13,9 -12. 2 x 4 DF Std G be installed dunng 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 =- 3303/803, 5-6 =- 2944/702, 6-7 =- 2944/702, 7-8=-3304/804, 8-9=-3469/801, 9-10= 3633/760 BOT CHORD 2 -16= 698/3134, 16 -17 =- 525/2752, 17- 18=- 525/2752, 15- 18=- 525/2752, 15 - 19 = 298/2109,14 -19 =- 298/2109,14 -20 =- 298/2109,13 -20 =- 298/2109, 13 -21 =- 435/2752, 21 -22 =- 435/2752, 12 -22 =- 435/2752, 10 -12 =- 578/3134 WEBS 3 -16 =- 309/195, 5 -16= 170/449, 5-15 =- 735/306, 6-15 =- 328/1307, 6-13 =- 328/1307, 7- 13=- 735/307, 7- 12=- 170/449, 9 -12 =- 309/196 NOTES 1) Wind: ASCE 7 -05; 100mph, TCDL =4 2psf, BCDL =3 Opsf, h =25ft, Cat II; Exp B, enclosed; MWFRS (low -rise) gable end zone, cantilever left and right exposed ; Lumber DOL =1 33 plate grip DOL =1 33 2) TCLL ASCE 7 -05, Pf =25.0 psf (flat roof snow), Category II; Exp B, Fully Exp , Ct =1 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18 0 psf or 2 00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads 5) All plates are MT20 plates unless otherwise indicated 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� P R opp 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 '� , . well fit between the bottom chord and any other members, with BCDL = 5.Opsf ,C.,0 ( E i 9 �o 8) A plate rating reduction of 20% has been applied for the green lumber members CV 9) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 lb uplift at joint(s) except (/t =lb) i 9 r ' 2 =467, 10 =467. , � - :.;, 10) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 4 11 "Fix heels only" Member end fixity model was used in the analysis and design of this truss 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 275 lb down and 54 lb up at ■ / 16 -0 -0, and 275 lb down and 54 lb up at 20-0 -0 on bottom chord The design /selection of such connection device(s) is the , � • ,/ N °)0) responsibility of others I T /// � � . 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) � ' ( j MF R S 1\\ Continued on page 2 EXPIRATION DATE: 06/30/12 August 25,2010 .STA. L'0..:,; ,e,. ® WARNING - Verifij design par umetcra and READ NOTES ON THIS AND INCLUDED MITER' REFERENCE PAGE MII -7473 reu. 10 '08 BEFORE USE p ° Design yard for use only with MiTek connectors The designs based only upon parameters shown, and slur an i ndrvid —.,., ( e� ual budding component Appiicabdity of design palumenters and proper incorporation of component is responsibdily of budding designer - not truss designer Bracing shown A ' ^- a for lateral support of indrvldual web members only Additional temporary bracing to insure stability during construction a the responsibility of the MiTek' erector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding fabrication, qualify control. storage. delivery. erection and bracing. consult ANSI /7PI1 quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safely Intormatlon 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 - Summer Creek Build 9 Roof R32093610 6101120 802 DBL FINK 7 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7 240 S Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 14 05 35 2010 Page 2 ID owAK? T7dJKrbJr9b0cbcDUykFrU- owAK? T7dJKcbJr9b0cbcDUbsSVKrU fHgSVlRskykFrU LOAD CASE(S) Standard 1) Snow Lumber Increase =1 15, Plate Increased 15 Uniform Loads (plf) Veil 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) Veil 19=- 275(F) 20=- 275(F) M7142- ^mom: ,1M111111140 nvays+xemraa ,.. ' .vc111901 , ^.. ter �M. -+c z:11_ .VIW.rncirzca ICI ® WARNING Vertfij design parameters and READ NOTES ON 7711S AND INCLUDED MITEKREFERENCE PAGE MN 7473 r ea. 10 '08 BEFORE USE. m Design valid for use only with Wok connectors This design's based only upon parameters shown, and k for an individual building component • Applicablity of design paramenters and proper incorporation of component is responsibility of buid'ung designer - not truss designer Bracing shown n - v CCC888 is for lateral supporl 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 buidrng designer For general guidance regarding POWER .a fabrication. quality control. storage, delivery, erection and bracing, consult ANSI /IPI1 Quality Criteria, DSB -89 and SCSI Building Component 7777 Greenback Lone, Guile 109 Safety Information avaiable from Truss Plate Institute, 281 Li Lee Street. Suite 312. .Alexandria. VA 22314. Citrus Heights, CA, 65610 Job Truss Truss Type Qty Ply Centex - Summer Creek Build 9 Roof R32093611 B101120 803 GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 14 05:41 2010 Page 1 ID d4XbFW30uAMklmclNsiOTlykFrO- d4XbFW30uAMklmdNsiOTlr 1 -0 -0 18.00 ) 1 -0 -0 18-0.0 I 18.00 1 1.0.5 Seale • 1 69 7 5.6 = - 600 12 14 17 !:� 15 12 IB 5.9 4 ] 10 16 5.6 9 1 ,7 19 6 20 1 7 21 1 6 71 5 73 0 - 24 25 d � rr ��• ∎•∎ ∎ ∎ �. r4 - 41�4�- 4�4�- �4�4�- ' --' -'` 4�4�4�'4� ��,a� i 5.12 = 50 49 48 47 46 45 M U 42 41 40 39 38 37 36 35 34 33 32 31 30 29 29 5.12 = I 36-00 3800 1 Plate Offsets (X,Y)• 12'0- 2- 2,Edge1,19 -3 -0,0 -3-01, 119 0- 3.0,0 -3-01, 126.0- 2- 2,Edge1, 139 0- 3- 0,0 -3 -01 LOADING (psf) 5 0 SPACING 2 -0-0 CSI DEFL in (roc) I /deft Lid PLATES GRIP (Roof Snow =25 0) Plates Increase 1 15 TC 0 53 Vert(LL) 0 00 27 n/r 180 MT20 220/195 TCDL 10 0 Lumber Increase 1 15 BC 0 47 Vert(TL) 0 01 27 n/r 180 BCLL 0 0 • Rep Stress Ina NO WB 0 12 Horz(TL) 0.04 38 n/a n/a BCDL 5 0 Code IBC2006/TPI2002 (Matrix) Wind(LL) 0.00 27 n/r 90 Weight. 266 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3 -2 -13 oc purlins BOT CHORD 2 x 4 OF No 1 &Btr G BOT CHORD Rigid ceiling directly applied or 3 -6-8 oc bracing OTHERS 2 x 4 OF Std G *Except* WEBS 1 Row at midpt 14 -39, 13-40, 15-38 MiTek recommends that Stabilizers and required cross bracing 14- 39,13 - 40,12 - 41,11- 42,10 - 43,15- 38,16- 37,17- 36,18 -35 2 x 4 DF No 1 &Btr G be installed during truss erection, in accordance with Stabilizer WEDGE Installation guide, - Left: 2 X 6 SYP No 2, Right. 2 X 6 SYP No.2 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT REACTIONS All bearings 36-0-0 LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE (Ile) - Max Horz 2=- 120(LC 8) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW Max Uplift All uplift 100 lb or less at joint(s) 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 38, 37, 36, 35, 34, 33, 32, 31, 30, 29 except 2=- 1882(LC 18), 50= 133(LC 23),26=- 1885(LC 25),28=- 133(LC 24) Max Gray All reactions 250 lb or less at joint(s) 39, 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 38, 37, 36, 35, 34, 33, 32, 31, 30, 29 except 2= 2043(LC 15), 50= 287(LC 12), 26= 2043(LC 16), 28= 287(LC 13) FORCES (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 2 -3 =- 4203/4077, 3 -4 =- 3378/3331, 4 -5 =- 3059/3039, 5-6 =- 2737/2759, 6-7 =- 2422/2481, 7 -8 =- 2116/2203, 8 -9 =- 1815/1921, 9- 10=- 1511/1639, 10- 11=- 1232/1366, 11 - 12 = 935/ 1089,12 -13 =- 638 /814,13 -14 =- 345/502,14 -15 =- 345/498,15 -16 =- 638/801, 16 -17 =- 935/1067, 17- 18=- 1232/1336, 18 -19 =- 1511/1600, 19- 20=- 1815/1874, 20 -21 =- 2116/2153, 21 -22 =- 2413/2430, 22 -23 =- 2712/2708, 23 -24 =- 3009/2995, 24 -25 =- 3327/3287, 25 -26 =- 4152/4032 BOT CHORD 2 -50 =- 3571/3749, 49 -50 =- 2927/3055, 48 -49 =- 2633/2815, 47 -48 =- 2393/2549, 46- 47=- 2127/2282,45 -46 =- 1860 /2015,44 -45 =- 1593/1749,43 -44 =- 1326/1482, 37-38=-526/682, 36 -37 -793/948 93 9484 6 =- 1 1059I 6 1 / 2115, 34-35=-1326/1482, 8 R 39=- 259/415, � P O/Ces -34 =- 1593/1749, 32- 33=- 1860/2015, 31 -32 =- 2127/2282, 30 -31 =- 2393/2549, �J LNG( EF9 ‘-vo l' 29 -30 =- 2633/2815, 28 -29 =- 2927/3055, 26 -28 =- 3550/3749 �CD NOTES ��" • E 9 w' 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 gnp DOL =1 33 / 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry - 1 0" ; " Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. ,p p;,' G • . . 0 ) 3) - ICU' ASCE 7 -05, Pf =25.0 psf (flat roof snow), Category II, Exp B, Fully Exp , Ct =1 1 "0 i 4) Unbalanced snow loads have been considered for this design '9 A ' - ` <(.. 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'/ F N non - concurrent with other live loads R 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 parameters and READ NOTES ON THIS AND INCLUDED MITER" REFERENCE PAGE I4H -7473 rev. 10 '08 BEFORE USE Design valid for use only with MiTek connectors This design 1s based only upon parameters shown, and 6 for an individual building component l A pplicabiily of design commenters 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 slabdity during construction Is the responslbilhty of the MiTek erector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding lobncalion. quality control, storage deirvery. erection and bracing, consult ANSI/TPI1 Quallly Criteria, 05E1.89 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 - Summer Creek Build 9 Roof R32093611 B101120 003 GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 14 05 42 2010 Page 2 ID 5H5zTs40fUUbfwBxwaDFOzykFrN- 5H5zTs40fUUb fwBxwaDFOzOAZKnkdwr135ElbgykFrN NOTES 8) Gable studs spaced at 1-4 -0 oc 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) • This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3 -6-0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 11) A plate rating reduction of 20% has been applied for the green lumber members 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 38, 37, 36, 35, 34, 33, 32, 31, 30, 29 except (jt=lb) 2 =1882, 50 =133, 26 =1885, 28 =133. 13) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1. 14) This truss has been designed for a total drag load of 200 plf Lumber DOL =(1 33) Plate gnp 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 • ?t •':: - 'R7.lf 3S$aR'1mC'L�'S`YL_.'Hi ORTZIA]L4rH l6117SEA .1•1 L••••-.119 S' FiRS1.17=•+'s+LL.. .. • `!22'Ilie • WARMNG - Verify design paramct and READ NOTES ON 77IIS AND INCLUDED MURK REFERENCE PAGE 1111 -7473 rep. 10 '08 BEFORE US& ;; ., ie Design valid for use only with MiTek connectors. Ths design Is based only upon parameters shown. ands for an Individual budding component = Applicabtity of design param enters and proper incorporation of component Is responsiblily of budding designer - not truss designer Bracing shown " Is for lateral support of individual web members only Additional temporary bracing to insure stability during constructions the responsibility of the MiTek' erector Additional permanent bracing of the overall structure Is the responsibility of the balding designer For general guidance regardng +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 Solely Information available from Truss Plate Institute. 281 Pt Lee Street, Suite 312. Alexandria. VA 22314 Citrus Heights, CA. 95610 Job Truss Truss Type Qty Ply Centex - Summer Creek Build 9 Roof R32093612 B101120 CO1 GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek lndustnes, Inc Wed Aug 25 14 05 44 2010 Page 1 ID 1ICktY6GB5kJuELJ27G( 5OykFrL- 1fCktY6GB5kJuELJ2 7Gj50TcA7Zg5pq_WP(PgrykFrL 1.0.0 18.0-0 1 34-0-0 t -o0 16.0-0 18-0-0 454 = Scale •1710 900 li - 15 14 16 13 - 17 3.6 li I6 3x13 J 11 B u!� 20 21 a 4 7 23 a, y all 6 24 5 25 4 26 a 27 i lli iiiii... 28 53 52 51 50 49 49 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 3a-6 3x6 = 1 34.60 34-0-0 Plate Offsets (X,Y). 110 0- 2- 1,Edgel, 120 0- 2- 1,Edgel LOADING (psf) SPACING 2 -0-0 CSI DEFL In (roc) I /deft Lid PLATES GRIP TCLL 25 0 (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 Inc: YES WB 0 15 Horz(TL) 0 01 28 n/a n/a BCDL 5 0 Code IBC2006/TP12002 (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 purtlns, except BOT CHORD 2 x 4 DF No.1 &Btr G end verticals WEBS 2 x 4 OF Std G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing OTHERS 2 x 4 OF 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 - Installatlon guide. REACTIONS All beanngs 34 -0 -0 (Ib) - Max Horz 53=- 122(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 28, 41, 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30 except 53=- 120(LC 7), 29=- 117(LC 8) Max Gray All reactions 250 lb or less at joint(s) 28, 53, 41, 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30 except 40= 282(LC 7), 29= 277(LC 1) FORCES (Ib) - Max. Comp /Max. Ten - All forces 250 (Ib) or less except when shown. TOP CHORD 11 -12 =- 31/275, 12 -13 =- 32/303, 13 -14 =- 33/337, 14 -15 =- 37/356, 15 -16 =- 37/360, 16- 17=- 32/350, 17 -18 =- 31/325, 18 -19 =- 31/305, 19- 20= 0/286, 20- 21=- 21/283, 21 -22 =- 21/266 WEBS 15- 40= -274/0 NOTES 1) Wind ASCE 7 -05; 100mph, TCDL= 4.2psf, BCDL =3 Opsf, h =25ft; Cat. II; Exp B, enclosed, MWFRS (low -rise) gable end zone, cantilever left and nght exposed , Lumber DOL =1 33 plate gnp 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., CI =1 1 �Q: p PRO F F 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 � \ LNG I ■ E6- non - concurrent with other live loads 6) All plates are 2x4 MT20 unless otherwise indicated CV -9 7) Gable requires continuous bottom chord beanng / • 2 • ! • r 8) Gable studs spaced 1 oc t 9) This truss ss has been designed d far a 10 0 psi bottom chord live load nonconcurrent with any other live loads. 10) • This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members / - 11) A plate rating reduction of 20% has been applied for the green lumber members. '0 ," - '•' 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 28, 41, 43, 44, 45, �,� o\ • 46, 47, 48, 49, 50, 51, 52, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30 except (jt =lb) 53 =120, 29 =117 A _ R (? 13) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 'V/i"R 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 A WARMNG Verify design parameter s and READ NOTES ON THIS AND INCLUDED frIITEK REFERENCE PAGE 1 1 1 1 1 7473 roe. 10 '08 BEFORE U S E . . t in • Design valid for use only with MiTek connectors This designs based only upon parameters shown, and is for an Individual building component Z ' ^ � '• Applrcabdrly of design paramenters and proper incorporation of component is responsibiily of buddilg designer - not truss designer Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stabdily during construction is 1110 responsibility of the MiTek. erector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general gu.dance 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 Solely Inlormalion 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 - Summer Creek Build 9 Roof R32093613 B101120 CO1A GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clad(amas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 14 05.47 2010 Page 1 ID REusWZ89U07ulh4ul7p01 OykFrl- REusWZ89U07ulh4u 17p0j058wLbLIAVRCNx3H2ykFrl 1 0.0 17 -0.0 34-0.0 1 1.0.0 1 17-0-0 I 17 -0.0 358 = 5 u 5 1 . 1 6 8 3 600 FIT I6 17 I 19 14 19 3039 13 - 20 Sr6 21 11 10 41 12 ` i• 6 - y e r, x4 • 7 111126 6 - 5 27 346 = 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 ace = 358 = I 34 -0-0 34-0.0 Plate Offsets (X,Y) 116:0 -3 O,Edgel, (21:0-3 -0,0 -3-01 - LOADING (psf) SPACING 2 -0-0 CSI DEFL in (roc) I /deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.10 Vert(LL) -0 00 1 n/r 180 MT20 220/195 (Roof Snow =25 0) Lumber Increase 1 15 BC 0.06 Vert(TL) -0.01 1 n/r 180 TCDL 10.0 Rep Stress Ina YES WB 0 16 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 238 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 6 -0-0 oc purlins BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing OTHERS 2 x 4 DF Std G WEBS 1 Row at midpt 17 -39 MiTek recommends that Stabilizers and required cross bracing be installed dunng truss erection, in accordance with Stabilizer Installation guide, REACTIONS All bearings 34 -0-0. (Ib) - Max Horz 2= 123(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 2, 40, 41, 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 38, 37, 36, 35, 34, 33, 32, 31, 30 except 29=- 117(LC 8) Max Gray All reactions 250 lb or less at joint(s) 28, 2, 40, 41, 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30 except 29= 277(LC 3) 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 gnp 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) TCL• ASCE 7 -05, Pf =25.0 psf (flat roof snow), Category II, Exp B, Fully Exp , Ct =1 1 4) Unbalanced snow loads have been considered for this design 5) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated 7) Gable requires continuous bottom chord beanng �� D P R O�FS 8) Gable studs spaced at 1 -4 -0 oc. E 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads S NGI 1S j0 1o)• 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 2 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 1 P E . 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 40, 41, 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 38, 37, 36, 35, 34, 33, 32, 31, 30 except (jtolb) 29 =117 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 l• ORE eN u LOAD CASE(S) Standard 9 E N O��,� EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING • Vcr design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE/471.7473 rev. 10 -'08 BEFORE MB. rfrj Design valid for use only with Mire( connectors This design is based only upon parameters shown, and Is for an Individual budding component Applicability of design param enters and proper incorporation of component is responsibility of buldhg 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 rosponsibitity 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 brccing, consult ANSI/T181 Quality Criteria, 059.89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Solely information evadable from Truss Male Institute. 28 1 N Lee Street, Suite 312. Alexandria. VA 22214 Citrus Heights, CA. 95610 Job Truss Truss Type Qty Ply Centex - Summer Creek Budd 9 Roof R32093614 8101120 CO2 DBL FINK 5 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladramas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 14:05'48 2010 Page 1 ID vQSE1v9nFKFINrf5HrKf FEykFrH- vQSE1v9nFKFINrf5HrKfFEe7mkiT1 WTeR1hdpUykFrH 1 1.0-0 1 4 -4-3 l 10-2.2 I 16-0-0 l 21 -9.14 I 27.7 -13 I 34 -0-0 I .0-0 4 -4-3 5-9.14 5 -9 -14 5 -9.14 5-9.14 6 -4 -3 4x6 = Scab. 1692 60012 6 24 3,4 34,15 D 3,4 C - 7 3x6 e 1 • 3x6 4 2,4 8 3 9 214 II n 2 Y1 = rs I m . :4 m r r., -i i 1 8 15 17 14 1B 19 13 20 12 21 22 11 axe = 3.4 = 3,4 = 5.12 MT2OH = 4x4 = 3,4 = 5x10 = 5-6- I 12-6 I 193-15 I 26.5 -13 I 34 -0-0 I 5A -3 6 -11 -14 6 -11 -14 6.11 -14 73 -3 Plate Offsets (X,Y) 130-2- 12,0 -1 -81, 16 -3- 0,0.1 -41, 110 1- 15,Edgel, 112 0- 1 -8,0 -1- 121114 0- 1- 8,0 -1 -81 LOADING DING (Ps 25 0 SPACING 2 -0-0 CS1 DEFL in (loo) I /deft Ud PLATES GRIP (Roof Snow =25 0) Plates Increase 1 15 TC 0 87 Vert(LL) -0 36 12 -14 >999 240 MT20 220/195 TCDL 10 0 Lumber Increase 1 15 BC 0 96 Vert(TL) -0.62 12 -14 >648 180 MT2OH 165/146 BCLL 0.0 • Rep Stress Ina NO WB 0 62 Horz(TL) 0.13 10 n/a n/a BCDL 5 0 Code IBC2006/TPI2002 (Matrix) Weight 178 lb FT = 10% 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 OF 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 dunng truss erection, in accordance with Stabilizer - Installation guide REACTIONS (lb /size) 10= 1781/Mechanical, 16= 1862/0 -5-8 (min 0 -2 -0) Max Horz 16=- 106(LC 8) Max 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 =- 435/2303, 14 -18 =- 435/2303, 14-19=-252/1893, 13-19=-252/1893, 13-20=-252/1893, 12-20=-252/1893, 12-21=-394/2575, 21-22=-394/2575, 11 10 WEBS 3 -15= 0/263, 5-15 =- 279/36, 5 -14 =- 406/253, 6-14 =- 259/874, 6- 12=- 342/1410, 7- 12= 753/307, 7 -11 =- 185/477, 9 -11= 318/202, 3 -16= 2663/481 NOTES 1) Wind ASCE 7 -05; 100mph; TCDL =4 2psf, BCDL =3 Opsf; h =25f1, Cat II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and nght exposed ; Lumber DOL =1.33 plate gnp 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. _0U P R OFF 5) All plates are MT20 plates unless otherwise indicated. S,'s - I NE (.9,0, 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl with any other live loads �\ ' FR 0 ■ 7) *This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0-0 wide - will fit between the bottom chord and any other members, with BCDL = 5.Opsf � ' / 6 :A" : • E r 8) A plate rating reduction of 20% has been applied for the green lumber members / 9) Refer to girder(s) for truss to truss connections /- 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt =lb)'1 r'7 10= 384,16 =423 ' 11) This truss is designed in accordance with the 2006 International Building Code section 2306 I and referenced standard ANSI/TPI 1 ), ' GO•' w 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss �` • . A 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 275 lb down and 54 lb up at 9 ' AI • e 1 `Cj 15 -0 -0, and 275 lb down and 54 lb up at 19 -0 -0 on bottom chord The design /selection of such connection device(s) is the FR S • (\ 'u responsibility of others. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Continued on page 2 EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED PETER' 1811-7473 REPERENCB PAG1811-7473 rev. 10 '08 BEFORE USE. Design valid for use only with Mitch connectors The design is rV, based only upon parameters shown, and is for an individual budding component : ,. � , Applicability of design pararnenters and proper incorporation of component is responsibility of budding designer - not truss designer Bracing shown p /d ��VVV e for lateral support of individual web members only Additional temporary bracing to insure stability during construction k the responsibility of the IVIiTek' oreclor Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding fabrication. quality contrci, storage, detrvery, erection and bracing, consult ANSI /TPI1 quallly Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Inlormaflon 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 - Summer Creek Build 9 Roof R32093614 8101120 CO2 DBL FINK 5 1 Job Reference (optional) Pro-Build Clackamas Truss, Cladcamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek lndustnes, Inc. Wed Aug 25 14 05 48 2010 Page 2 ID vOSE) v9nFKFINrf5HrKfFEykFrFl- vQSE) v9nFKFINrf5HrKfFEe7mkiT1WTaRlhdpUykFrH 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) Ka- V. r4 xr<rvo..a sr• , -.,: 7 s•x_+w^ mar,. as" m.s:.��a;7. -�r�ss arm: r- .r-rrr.�::a. :na- u> era�rar. Wr��rr� ;r,.:;� rarazPrnr�ac:s�:_, �r - ., , aa�::±f:xarlus.�f>E_.- • ® WARNING Verrfy design pararnelers and READ NOISE ON T7lIS AND INCLUDED MITER REFERENCE PAGE Gllf -7473 rev 10'08 BEFORE USE. : �t Design valid for use only with Mira connectors The design is based only upon parameters shown, and Is for an individual building component App'icabllily of design commenters and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown ..;72: � " -1 is for lateral support of individual web members only Additional temporary bracing to insure stability during construction Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding +o fabrication. quality control, storage, delrvery, erection and bracing, consult ANSI /TPIF 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 Pty Ply Centex - Summer Creek Build 9 Roof R32093615 B101120 CO2A DBL FINK 5 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackemas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc Wed Aug 25 14 05 2010 Page 1 ID OdOdxF9P0dNc? 7DHrYruoRykFrG- OdOdxF9POdNc72DHrYruoRAJV811m tkghPALwykFrG 1 1 -0 -0 6 0.3 l 11.6-2 1 17 -0.0 1 22 -5-14 l 27.11 -13 1 34.0.0 l 1 0.0 6 0.3 5-5-14 5.5-14 5.5-14 5-5-14 5 -0-3 S=14.1 65 0 4,6 = 600 12 6 3r4 6 /314 31fi G 5 21 7 4 214 \\ 244 // 8 2 giii 9 14 15 16 13 17 12 I6 11 19 20 10 500= 314= 414= 516 we = 4,4 = 314= s110= 7 -1.6 I 13 &7 I 20-36 I 26 -10-10 l 34.0.0 l 7-1-6 67.1 6 -7 -1 6.7.1 7 -1.6 1 Plate Offsets (X,Y) 12 0- 1- 15,Edge1 16 0- 3- 0,0 -1 -81, 19 1- 15,Edge), 111 0-1-8,0-2-01,113.0-1-8,0-2-01 LOADING (psf) 5.0 2 SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Lid PLATES GRIP (Roof Snow =25.0) Plates Increase 1 15 TC 0 80 Vert(LL) -0 35 11 -13 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1 15 BC 0.96 Vert(TL) -0 63 11 -13 >643 180 BCLL 0 0 • Rep Stress Ina NO WB 0.55 Horz(TL) 0 15 9 n/a n/a BCDL 5 0 Code IBC2006/TPI2002 (Matrix) Weight 168 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No 1&Btr G TOP CHORD Structural wood sheathing directly applied or 2 -9 -5 oc purlins. BOT CHORD 2 x 4 OF No 1&Btr G BOT CHORD Rigid ceiling directly applied or 8 -1 -8 oc bracing WEBS 2 x 4 DF Std G MiTek recommends that Stabilizers and required cross bracing OTHERS 2 x 4 DF Std G be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 2= 1866/0 -5 -8 (min. 0 -2 -0), 9= 1777 /Mechanical Max Horz 2 =123(LC 7) Max Uplift2=- 447(LC 7), 9=- 390(LC 8) FORCES (Ib) - Max Comp /Max. Ten - All forces 250 (Ib) or less except when shown TOP CHORD 2- 3=- 3437/720, 3-4 =- 3281/743, 4 -5 =- 3125/761, 5 -21 =- 2802/650, 6-21 =- 2791/668, 6-7 =- 2803/671, 7 -8 =- 3295/774, 8- 9=- 3450/732 BOT CHORD 2 -14 =669/2962, 14- 15=- 509/2615, 15- 16=- 509/2615, 13- 16=- 509/2615, 13- 17=- 295/2008, 12- 17=- 295/2008, 12 -18 =- 295/2008, 11 -18 =- 295/2008, 11 -19 =- 426/2618, 19- 20=- 426/2618, 10- 20=- 426/2618, 9- 10=- 583/2976 WEBS 3 -14= 285/183, 5-14 =- 157/406, 5-13 =- 666/288, 6 -13 =- 312/1223, 6-11 =- 314/1241, 7-11=687/292, 7 -10 =- 169/421, 8-10=-291/187 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 nght exposed , Lumber DOL =1 33 plate gnp DOL =1 33 2) TCLL ASCE 7 -05, Pf =25.0 psf (flat roof snow), Category II, Exp B; Fully Exp , Ct =1 1 3) Unbalanced snow loads have been considered for this design 4) This truss has been designed for greater of min roof live load of 18 0 psf or 2 00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads 5) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. � � D P R O s 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 F e will fit between the bottom chord and any other members, with BCDL = 5 Opsf 'S .e 7) A plate rating reduction of 20% has been applied for the green lumber members. \ 0N�'I N / 9 /o 2 8) Refer to girder(s) for truss to truss connections (V 17 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt =lb) 1 - ' ; E r" 2 =447, 9 =390 //+ xi' � 10) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 /, 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss . ' 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 275 lb down and 54 lb up at '`/ O - . . 0 � 15 -0 -0, and 275 lb down and 54 lb up at 19 -0 -0 on bottom chord The design /selection of such connection device(s) is the responsibility of others. -v T " - , , � 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) M s. - \ Continued on page 2 EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING Verify design pad•ametern and READ NOTES ON TIES AND INCLUDED /III TEE REFERENCE PAGE MU 7473 sec. 10 '08 BEFORE USE. ®�'' Design vald for use only with MiTek connectors the designs based only upon parameters shown, and 6 for an individual buiding component - Appircabilily of design prom enters and proper incorporation of component is responsibility of buiding designer • not truss designer Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stabdily 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 fabrication. quality contrcl, storage. delivery. erection and bracing. consult ANSI /TPI1 Quality Criteria, DSB -89 and BC$1 Building Component 7777 Greenback Lane, Suite 109 Solely Inlormallon ovoiable from Truss Plate institute. 2131 ti Lee Street. Suite 312, A lexandria. VA 22314 Citrus Heights, CA, 95610 — Job Truss Truss Type Qty Ply Centex - Summer Creek Build 9 Roof R32093615 B101120 CO2A DBL FINK 5 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladsamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 14 05 49 2010 Page 2 ID OdOdxF9POdNc DHrYruoRykFrG- OdOdxF9P0dNc77DHrYruoRAJV811m _IkghQALwykFrG LOAD CASE(S) Standard 1) Snow. Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 2- 15 = -10, 15- 16 = -50, 16- 17 = -10, 17- 18 = -50, 18- 19 = -10, 19- 20 = -50, 9- 20 =10, 1- 6 = -70, 6 -9 = -70 Concentrated Loads (lb) Vert' 17=-275(F) 18=-275(F) • - ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED £01TEK REFERENCE PAGE £0117473 rev. 10 '08 BEFORE USE. :{g, y G Design valid for use only with MTek connoclors This designs based only upon parameters shown, and rs for an Individual building component .r, . 1711 Applicabiily of design poramenters and proper incorporation of component is responsibility of budding designer - not truss designer Bracing shown s for lateral support of individual web members only Additional temporary bracing to insure siabdily during construction is the responsdsdlily of the MiiTek' erector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding .o . .. tabricalion, quality control, storage. delivery. erection and bracing, consult ANSI /TPI1 Quality Criteria, D58.89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safely Inlormallon 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 - Summer Creek Build 9 Roof R32093616 B101120 CO3 DBL FINK 4 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 14 05 50 2010 Page 1 ID spa78bA1nxVTc9oTOFM7Kf ykFrF - spa7 8bA1nxVTc9oTOFM7Kf )SJYNuVO_ivLA1INykFrF 1.0-o I 4.4 -3 I 10-2 -2 I 16.0.0 I 21 -9-14 I 27 -7.13 I 34.0.0 15-90 ao 4 -4 -3 5-9-14 5 -9.14 5 -9 -14 5 -9-14 6 -4-3 1 -0-0 • Scale •1613 7 4.6 = 6 25 600 ITT 3x4 y 24 354 5 7 26 3,6 O 356 4 6 756 4 254 0 3 aliiiii. 25411 • ... \ 2 17 16 16 15 19 20 14 21 13 22 23 12 356 = 354 = 354 = 5512 MT2OH = 454 = 5,10 = 58-3 1 12 -6.1 I 195-15 I 26-5.13 I 34 0-0 5-6-3 6 -11 -14 6.11 -14 6 -11.14 7.4.3 Plate Offsets (X,Y) 13 0-2- 12,0 -1 -81, 16.0- 3- 0,0 -1 -41, f10:0- 1- 15,Edgef, 113:0- 1 -8,0 -1 -121, 115:0.1- 8,0 -1 -81 LOADING DING (Ps 25 0 SPACING 2 -0-0 CSI DEFL in (lac) 1 /deft lid PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0.86 Vert(LL) -0.36 13 -15 >999 240 MT20 220/195 TCDL 10 0 Lumber Increase 1 15 BC 0 97 Vert(TL) -0 62 13 -15 >650 180 MT2OH 165/146 BCLL 0.0 Rep Stress Incr NO WB 0 62 Horz(TL) 0 13 10 n/a n/a BCDL 5 0 Code IBC2006/TPI2002 (Matrix) Weight 180 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No 18Btr G TOP CHORD Structural wood sheathing directly applied or 2 -6 -14 oc purlins, except BOT CHORD 2 x 4 DF No 18BIr G end verticals WEBS 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 9 -1 -5 oc bracing WEBS 1 Row at midpt 3-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer - Installation guide REACTIONS (lb /size) 10= 1869/0 -5 -8 (min. 0-2-0), 17= 1861/0 -5 -8 (min 0-2 -0) Max Horz 17=- 130(LC 8) Max Uplifll0=- 440(LC 8), 17=- 423(LC 7) FORCES (lb) - Max Comp /Max. Ten. - All forces 250 (lb) 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 nghl 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 five load of 18 0 psf or 2 00 times flat roof load of 25 0 psf on overhangs � � E D 0R OFFS non - concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. t 6) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads ,. •:- N / 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 � y will fit between the bottom chord and any other members, with BCDL = 5 Opsf 1 • --:' : ' E t 8) A plate rating reduction of 20% has been applied for the green lumber members / 9) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 lb uplift at joint(s) except (lt =lb) 10 =440, 17 =423 `' M 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 / 'O O ' • , cb 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 275 lb down and 54 lb up at .. T ' ' • 1 -A, 15 -0 -0, and 275 lb down and 54 lb up at 19 -0 -0 on bottom chord The design /selection of such connection device(s) is the 9 � n- B 2 � responsibility of others. V, C R S. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) Continued on page 2 EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design paranrctcm and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MR 747J rem'. 10 BEFORE USE. Design ~ Design valid for use only with MiTek connectors Ohs designs based only upon parameters shown, and is for an individual Wilding component Applicability of design param enters and proper incorporation of component Is responsibdrty of balding designer - not truss designer Bracing shown a for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector Additional permanent bracing of the overall structure is the responsibility of the budding designer Far general guidance regarding fabrication, quality control, storage. delivery. erection and bracing, consult ANSI /TP11 Quality Criteria, DSe.89 and SCSI Building Component 7777 Greenback Lane, Surla 109 Safety Information nvolabie from truss Plate Institute. 281 N Lee Street. Suite 312. Alexandria VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Centex - Summer Creek Build 9 Roof R32093616 8101120 CO3 DBL FINK 4 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 240 s Jun 1B 2010 MiTek Industries, Inc. Wed Aug 25 14 05 50 2010 Page 2 ID spa98bA1nxVTc9oTOFM7Kf ykFrF - spa7 8bA1nxVTc9oTOFM7KfjSJYNuVQ _1vLA(tNykFrF LOAD CASE(S) Standard 1) Snow. Lumber Increase =1.15, Plate Increased 15 Uniform Loads (pit) 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) vet .;��r_i ?a. e:r. �.sp a>r�rr: x� -.azc Ttw^xs* ss�^ a . -s..r - w�.;,�•�n,aa� T,�w�.x•- mss -±« a.= — :sso�aast WARNING - Verify design par tznaders and REM) NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE rnI 74 73 rev. 10 '08 BEFORE USE. •; L LI MI Design valid for use only with MiTek connectors This design Is based only upon parameters shown, and Is for an Individual budding component � • .. Applicabirty of design commenters and proper incorporation of component is responsibility or buidng designer - not truss designer. Bracing shown ' ''�- • s for lateral support of individual web members only. Additional temporary bracing to insure stability during constructions the responsbdliry of the MiTek erector Additional permanent bracing of the overall structure Is the responsibility of the budding designer For general guidance regarding TO PEW Ont, fabrication. quality control, storage. delivery. erection and bracing. consult ANSI /TP11 Quality Criteria, D5B -89 and BCSt Building Component 7777 Greenback Lane, Suite 109 Safely Information available from Truss Plate Institute. 281 N Lee Street. Suite 312. Alexandria. VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply Centex - Summer Creek Build 9 Roof R32093617 B101120 CO3A 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 14 05 52 2010 Page 1 ID oChIZHCHIYLAsTysWgPbO4ykFrD- oChlZHCHtYLAsTysWgPbQ4opnM3RzLfAMHgyFykFrD too 6.0 -3 11.6-2 17.0-0 22-5.14 27 -11 -13 34 -0-0 I l I I 16-0.0 ti -0.0 l 6 -0.3 5.5.14 5-5 -14 5.5-14 5 -5 -14 6 -0 -3 1 -0-0 Scab • 1 65 5 4.6 = - 6 600 fir fai L• % 3d 5 7 3.BG .1\ 7.60 • B 2.4 \\ � �l 2■4 // 113 9 /&111111 2 10 i ll ... .6-U -I \ 11 l i 16 17 iB is IS 14 2D 13 21 22 12 ` 5x10 = 3.4 = 454 = 5.B WO = 454 = 3,4 = 5.10 = 7 -1-6 1 13-6-7 1 20.3.9 1 26-10-10 I 34.0.0 1 7 -1-6 6 -7 -1 6 -7.1 6 -7 -1 7 -1.6 Plate Offsets (X,Y)' 12.0- 1- 15,Edge1, 16:0 -3- 0,0-1- 81,110:0- 1- 15,Edgel, 113 0-1-8,0-2-01,115.0-1-8,0-2-01 LOADING DING (Ps 25 0 SPACING 2 -0-0 CSI DEFL in (loc) I /deft L/d PLATES GRIP (Roof Snow =25 0) Plates Increase 1 15 TC 0 80 Vert(LL) -0 35 13 -15 >999 240 MT20 220/195 TCDL 10 0 Lumber Increase 1.15 BC 0 96 Vert(TL) -0 62 13 -15 >645 180 BCLL 0 0 • Rep Stress Incr NO WB 0 55 Horz(TL) 0 15 10 n/a n/a BCDL 5 0 Code IBC2006/TPI2002 (Matrix) Weight 169 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No 1&Btr G TOP CHORD Structural wood sheathing directly applied or 2 -9-7 oc purlins BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 8 -2 -4 oc bracing. WEBS 2 x 4 OF Std G MiTek recommends that Stabilizers and required cross bracing OTHERS 2 x 4 DF Std G be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS (Ib /size) 2= 1864/0 -5 -8 (min 0 -2 -0). 10= 1864/0 -5-8 (min 0 -2 -0) - Max Horz2=114(LC 7) Max Uplift2=- 447(LC 7), 10=- 447(LC 8) FORCES (Ib) - Max Comp /Max Ten - All forces 250 (Ib) or less except when shown TOP CHORD 2- 3=- 3433/720, 3-4 =- 3278/742, 4 -5 =- 3122/761, 5-6 =- 2798/668, 6 -7 =- 2798/668, ' 7- 8=- 3122/761, 8- 9=- 3278/742, 9- 10=- 3433/720 BOT CHORD 2 -16 =- 659/2959, 16 -17 =- 499/2612, 17 -18 =- 499/2612, 15 -18 =- 499/2612, 15 -19 =- 285/2005, 14- 19=- 285/2005, 14- 20=- 285/2005, 13 -20 =- 285/2005, 13 -21 =- 415/2612, 21- 22=- 415/2612, 12 -22 =- 415/2612, 10- 12=- 546/2959 WEBS 3- 16= 285/183, 5-16= 157/406, 5-15= 682/288, 6 -15 =- 312/1238, 6- 13=- 312/1238, 7-13=-682/288, 7 -12 =- 157/406, 9 -12 =- 285/183 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 limes flat roof load of 25 0 psf on overhangs non - concurrent with other live loads 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads p P R p F 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 F will fit between the bottom chord and any other members, with BCDL = 5 Opsf �� I s i' 7) A plate rating reduction of 20% has been applied for the green lumber members \- 0 ; ' \ EFi9 / 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt =lb) 1 -44 -9 2 =447, 10 =447 Q / C : • I • 9) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 - - 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 275 lb down and 54 lb up at e/ 15 -0 -0, and 275 lb down and 54 lb up at 19 -0 -0 on bottom chord. The design /selection of such connection device(s) is the 0j3 responsibility of others / A ,� 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). -v T• R 21 "Ti, S.VA Continued on page 2 ( EXPIRATION DATE: 06/30/12 August 25,2010 A WARNING Verify design par and READ NOTES ON THIS AND INCLUDED MITE'S' REFERENCE PAGE NT! 7473 IVY. 10 '03 BEFORE USE. a ® Design valid for use only with Mirek connectors This designs based only upon parameters shown, and is for an individual building component. _ Applicability of des commenters and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown T .77- -ti • 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 is the responsibility of the buiding designer For general guidance regarding fabrication, quality control, storage delivery, erection and bracing, consul! ANSI /T PIl Duality Criteria. DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information nvaiable from truss Plate Institute, 281 N Lee Street, Suite 312 Alexandria, VA 22314 Citrus Heights, CA. 95610 Job Truss Truss Type Qty Ply Centex - Summer Creek Build 9 Roof R32093617 B101120 CO3A DBL FINK 4 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 14 05 52 2010 Page 2 ID oChIZHCHIYIAsTysWgPbQ4ykFrpoChlZHCHIYIAsTysWgPb(34opnM3RzLfAMffgyFykFrD LOAD CASE(S) Standard 1) Snow Lumber Inkrease =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) a:max.. �.,.accam+.err: .+r,,aw;. rrv, -'r. - 4+.rr+r• * -, -. • . ..,.. _ _ . _ As WARNING Vernfij deign paranretera and READ NOTES ON TINS AND INCLUDED MITER REFERENCE PAGE KR 7473 re. 10 '08 BEFORE USE • Deign valid for use only with Mifek connectors This design is based only upon parameters shown, and is for on individual budding component Applicabdiy of design gasmen tern and proper incorporation of component is responsibility of biddng designer - not buss designer Bracing shown -1 ?- e fa' lateral support of Individual web members only Additional temporary bracng to insure stability during construction n the responsbiilily of the MiTek, erector Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding To P.RIORIY. fabrication. quality control. storage. delivery. erection and bracing. consult ANS1 /TPII Quality Criteria, D50 -89 and BCSI Building Component 7777 Greenback Lana, suite 109 Safety Information avaiablo from Truss Plate Institute, 281 N Lee Street. Suite 312, Alexandria, VA 22314 Citrus Heights, CA. 95650 Job Truss `Truss Type Oty Ply Centex - Summer Creek Build 9 Roof R32093618 B101120 C04 GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015-1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 14 05 54 2010 Page 1 ID kaput zDYgA ?u5m6Ed5R3VVykFrB -kaput zDYgA _ORKITgz8x18ykFrB 1.00 16-00 1 34-0-0 1 -a o 16-00 18-0-0 4,4 = Scale v 1 71 0 6C0 FT 1s 14 16 73 17 3x6 11 1B 3.6 9 10 9 90. ,7l) X 21 B ?2 9 7 b 6 24 5 25 4 26 2 3� � I 27 zw___:__.........,_____.2.,_1......, 9 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 346 = 3x6 = 1 34-0-0 1 34.00 Plate Offsets (X,Y) f10 2- 1,Edgel. (20 0- 2- 1,Edgel 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) -0.01 1 n/r 180 MT20 220/195 (Roof Snow =25 0) Lumber Increase 1 15 BC 0 06 Vert(TL) -0 01 1 n/r 180 TCDL 10 0 Rep Stress Incr YES WB 0 15 Horz(TL) 0.01 28 n/a n/a BCLL 0 0 Code IBC2006/TPI2002 (Matrix) Wind(LL) 0 00 1 n/r 90 Weight 256 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 6 -0-0 oc purllns, except BOT CHORD 2 x 4 OF 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 beanngs 34 -0 -0 (lb) - Max Horz 53=- 122(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 28, 41, 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30 except 53=- 120(LC 7), 29=- 117(LC 8) Max Gray All reactions 250 lb or less at jolnt(s) 28, 53, 41, 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30 except 40= 282(LC 7), 29= 277(LC 1) FORCES (Ib) - Max Comp /Max Ten - All forces 250 (Ib) or less except when shown TOP CHORD 11 -12 =- 31/275, 12 -13 =- 32/303, 13 -14 =- 33/337, 14 -15 =- 37/356, 15 -16 =- 37/360, 16 -17 =- 32/350. 17 -18 =- 31/325, 18 -19 =- 31/305, 19 -20= 0/286, 20-21=-21/283, 21 -22 =- 21/266 WEBS 15 -40= -274/0 NOTES 1) Wind ASCE 7 -05, 100mph, TCDL =4 2psf, BCDL= 3.Opsf, h =25ft; Cat II, Exp B, enclosed, MWFRS (low -rise) gable end zone, cantilever left and nght exposed , Lumber DOL =1 33 plate gnp DOL =1 33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002 3) TCLL. ASCE 7 -05, Pf =25.0 psf (flat roof snow), Category II, Exp B, Fully Exp., Ct =1 1 <CQ. PR F S 4) Unbalanced snow loads have been considered for this design �') of 5) This truss has been designed for greater of min roof live load of 18.0 psf or 2 00 times Bat roof load of 25 0 psf on overhangs �\c L NG I N . 9 (S 'jO non - concurrent with other live loads 6) All plates are 2x4 MT20 unless otherwise indicated (v -9 7) Gable requires continuous bottom chord bearing 1 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. f y 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 I/ `•, 0) 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 OR • N QJ � 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 28, 41, 43, 44, 45, 9 T C- • , g • 2 • 1. 46, 47, 48, 49, 50, 51, 52, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30 except (jt =lb) 53 =120, 29 =117 (^ 13) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 F R 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 �- - , .. ...-x. , : . r .. .. , -- ... • . • ... . . . - - -. ,- -- v... • . . - ., . • . .. t - ..:A V ..... e� .. • . . . .) - ® WARNING Vcnfy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE PEI-7473 roc. 10 '08 BEFORE USE. Design valid for use only with Mitek connectors This design 1s based only upon parameters shown. and a for an individual budding component •' -. , Applicability of design paam en ters and proper incorporation of component is responsibility of budding designer - not truss designer Bracing shown ' z F31 is for lateral support of individual web members only Additional temporary bracing to insure stability during construction a the resporrslbiiity of the MiTek" erector Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabrication, quality con trol. storage. delivery. election and bracing. consult AN51 /TPi1 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Surto 109 Solely Information available from Truss Plate Institute. 281 N Lee Street, Suite 312, Alexandria, VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Centex - Summer Creek Build 9 Roof R32093619 8101120 C04A 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 14 05 57 2010 Page 1 ID 99Vec_GQ75NTyErpJD m67ykFr8- 99Vec_GQ75NTyErpJD m67VrPN7heh_vWwMbdTykFr8 1 1. 0 - 0 1 17 -0.0 34.0-0 1 -0 -0 17 -0.0 17 -0-0 356 = Scale • 1 683 600 3 16 17 15 18 14 356 13 10 556 12 In - 10 41 � 9 D 24 8 7 6 R 5 2 3 ' 4 I� _ - L�, '� - � �' ., q 3s6 = 356 = 52 51 50 49 48 47 48 45 44 43 42 41 40 39 38 37 38 35 34 33 32 31 30 29 356 = 34.0.0 34 -0-0 Plate Offsets(X,Y) 116.0- 3- 0,Edgel,121 0 -3 -0,0 -3-01 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (hoc) I /deft Ud PLATES GRIP TCLL 25 0 Plates Increase 1 15 TC 0 10 Vert(LL) -0 00 1 n/r 180 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0 06 Vert(TL) -0 01 1 n/r 180 TCDL 10.0 Rep Stress Incr YES WB 0 16 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 238 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 6 -0-0 oc purlins BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing OTHERS 2 x 4 DF Std G WEBS 1 Row at midpt 17 -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 2= 123(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 2, 40, 41, 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 38, 37, 36, 35, 34, 33, 32, 31, 30 except 29=- 117(LC 8) Max Gray All reactions 250 lb or less at joint(s) 28, 2, 40, 41, 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30 except 29= 277(LC 3) FORCES (lb) - Max Comp /Max. Ten - All forces 250 (Ib) or less except when shown NOTES 1) Wind ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.Opsf; h =25ft; Cat II, Exp B; enclosed, MWFRS (low -rise) gable end zone, cantilever left and nght exposed , Lumber DOL =1 33 plate gnp DOL =1 33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. 3) TCLL: ASCE 7 -05, Pf =25 0 psf (flat roof snow); Category II, Exp B; Fully Exp ; Ct =1 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 18 0 psf or 2 00 times flat roof load of 25 0 psf on overhangs non - concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing � rs PRO 8) Gable studs spaced at 1 -4 -0 oc F F 9) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads c ' N f� tSji0 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 c.■ 9 2 well fit between the bottom chord and any other members <'(r C y 11) A plate rating reduction of 20% has been applied for the green lumber members Ct' • :r e • E, 12) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 lb uplift at ) oint(s) 2, 40, 41, 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 38, 37, 36, 35, 34, 33, 32, 31, 30 except ()t =lb) 29 =117 13) This truss is designed In accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 r- 14) "Fix heels only" Member end fixity model was used in the analysis and design of this truss ' • LOAD CASE(S) Standard 9 . �r (,y RS. -0 4 EXPIRATION DATE: 06/30/12 August 25,2010 a"x7C- MMT-7111MiYTLIMINCOF T^5si. 1/S.Rae ` ::Sis87liLtYZR•11if 'A1S 111 r-.r <i. k7 Q' 2:5.:c °'�Tri' WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED I)IIlEK REFERENCE PAGE 75117473 rev. 10 '08 BEFORE USE. coma • Deven valid for use only with M7ek connectors The design is based only upon parameters shown, and is for on individual budding component Applicability of design paranlenters and proper incorporation of component is responsibility of budding designer - not truss designer Bracing shown e 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 tho responsibility of the building designer For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /1P11 Quality Criteria, 058.89 and BCSI Building Component 7777 Greenback Lone, Suite 109 Safely Information avalablo from Truss Plate Institute, 281 N Lee Street, Suite 312 Alexandria, VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Centex - Summer Creek Build 9 Roof R32093620 B101120 DO1 GABLE 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 14 05 58 2010 Page 1 ID dM3OgKG2uOVKaOPOsxW'> fLykFr7- dM3OgKG2u0VKa0POsxW ?fL2 ?BmKSNAk2ka68AvykFr7 I .11-40-00 I 4.1.10 I 7 -10.6 I 1240.0 1 13-0.0 I 1 -o-0 4-1.10 3 -6.12 4 -1 -10 1-0-0 4.6 = Scale . 1 261 5.6 b 2.4 II f 6 4 ii 5 _ w " T 2.4 11 80012 2.4 B , - Al ii J d 16 14 8 2 w w � � \ ii Y Y ■, e 3-.e II 13 12 n 10 2.4 II 2.4 II 2.4 II 3-4 II 3x6 II 4.1 -10 I 7 -10-6 1 12 -0-0 4 -1.10 3 -8-12 4.1.10 Plate Offsets (X,Y). 12 0- 3 -0,0 -0 -41,14 0-1-11,0-1-121,16 0- 3- 0,0.0 -81,18 0 -3-0,0 -0.41 LOADING DING (Ps 25 0 SPACING 2 -0-0 CSI DEFL in (lest) I /deft Lid PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0 17 Vert(LL) 0.01 9 n/r 180 MT20 220/195 TCDL 10 0 Lumber Increase 1 15 BC 0 09 Vert(TL) 0.01 9 n/r 180 BCLL 0 0 • Rep Stress Inc( NO WB 0 06 Horz(TL) 0 00 8 n/a n/a BCDL 5.0 Code IBC2006/TP12002 (Matrix) Wind(LL) -0 00 9 n/r 90 Weight 53 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No 188tr G TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except BOT CHORD 2 x 4 OF 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 dunng truss erection, in accordance with Stabilizer Installation guide • REACTIONS All beanngs 12 -0-0 (Ib) - Max Horz 2= -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 lb or less at )oint(s) 2, 12 except 8= 292(LC 17), 13= 327(LC 17), 11= 308(LC 16), 10= 458(LC 17) - FORCES (Ib) - Max Comp /Max Ten - All forces 250 (Ib) or less except when shown. WEBS 3 -13= 300/113, 5 -11= 296/92, 7 -10 =- 393/125 NOTES 1) Wind ASCE 7 -05; 100mph, TCDL =4 2psf; BCDL =3 Opsf, h =25ft, Cat II; Exp B, enclosed, MWFRS (low -rise) gable end zone; cantilever left and nght exposed ; Lumber DOL =1.33 plate gnp DOL =1 33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002 3) TCLL ASCE 7 -05, Pf =25 0 psf (flat roof snow), Category II, Exp B, Fully Exp , Ct =1 1, Lu= 50-0 -0 4) Unbalanced snow loads have been considered for this design 5) This truss has been designed for greater of min roof live load of 16 0 psf or 2 00 times flat roof load of 25 0 psf on overhangs non - concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding 7) Gable requires continuous bottom chord beanng 8) Gable studs spaced at 2 -0 -0 oc ED PROF 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. � '< <� F s s 10) • This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0-0 wide � 0NG E 9 / 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 � � 9 C - 12) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 lb uplift at joint(s) 2, 8, 12, 13, 11 • except (1t =lb) 10 =119 4 13) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 vir 14) "Fix heels only" Member end fixity model was used in the analysis and design of this truss M 15) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails / A O' •0''k ", 43 LOAD CASE(S) Standard 1/ IL � ' , M S . \\- EXPIRATION DATE: 06/30/12 August 25,2010 ..r.sz -._- . - -1s_ r_r r, s I:1z. , . .araz� 1.21. : -_ la�c-.w.�Mlf _ ® rl WARNING Verify design pm-nleteru and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE PEI-7473 rev. 10 '08 BEFORE USE. r� :; � Design valid for use only with MiTek connectors This design based only upon parameters shown, and s for an Individual budding component � s- y k Applrcabdrty of design paramenters and proper incorporation of component is in responsibiily of buiding designer - not truss designer Bracing shown s for lateral support of individual web members only Additional temporary bracing to insure stability during construction 6 the responsibility of the M iTek' erector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding .o ... fabrication. quality control, storage, delivery. erection and bracing. consult ANSI /TPII Quality Criteria, 006.89 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 - Summer Creek Build 9 Roof R32093621 8101120 002 COMMON 2 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industries, Inc Wed Aug 25 14 05 59 2010 Page 1 ID 5YcP1gHgfidBBX_ COe1ECYykFr6- 5YcP1gHgfidBBX _COe1ECYb5cAW56YSCzEnsLykFr6 . l 6-0-0 I 12 -0.0 6-0-0 6.0-2 4e I Scent" 1 33 7 ' 3 6 6 0317 1 11111 , 4 240,.. 111�111�11 1 1�111�111 9 10 11 � HUS26 HUS26 s,6 tl HUSH 4 a axe HU 626 6 -0-0 12.40 I e -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 (hoc) I /deft Lid 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 Inca' NO WB 0.35 Horz(TL) 0.02 4 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight 105 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No 18Btr G TOP CHORD Structural wood sheathing directly applied or 5 -9 -6 oc puffins BOT CHORD 2 X 6 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing WEBS 2 x 4 DF No.18Btr G REACTIONS (lb /size) 4=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 distnbute only loads noted as (F) or (B), unless otherwise indicated 3) Wind. ASCE 7 -05, 100mph, TCDL= 4.2psf, BCDL =3 Opsf, h =25ft, Cat II, Exp B, enclosed, MWFRS (low -rise) gable end zone, cantilever left and right exposed , Lumber DOL =1 33 plate gnp DOL =1.33 4) TCL• 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 ca PR OFe, 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 1 N e5' 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 CG 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 1 • % .: e r 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at loint(s) except (/t =lb) � 4=1366, i0 11) This truss ss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIliPI 1 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. • 13) Use Simpson Strong-lie HUS26 (14 -10d Girder, 4 -10d Truss, Single Ply Girder) or equivalent spaced at 2 -0 -0 oc max starting at A OR : 0 2 -0 -12 from the left end to 10- 0 -1210 connect truss(es) CO2 (1 ply 2 x 4 DF) to back face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber //1 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1530 lb down and 393 lb up at C 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 - Ver design parameters and READ NOTES ON 77115 AND INCLUDED MITER REFERENCE PAGE 7411 -747') rev. 10-'08 BEFORE USE. Design valid for use only with Mifek connectors The design is based only upon parameters shown, and Is for an individual budding component 1 • E11 Appicablily of design param enters and proper incorporation of component is responsibility of budding designer - not truss designer Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction a lire responsbllity of the MiTek' erector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding .e. fabrication. quality control. storage. delivery erection and bracing. consult ANSI /TPII Quality Criteria, 050.89 and BCSI Building Component 7777 Greenback Lane, Susie 109 Safety information evadable from Truss Plate institute. 281 N. Lee Street. Suite 312, Alexandria. VA 22314 Citrus Heights, CA, 95810 Job Truss Truss Type Qty Ply Centex - Summer Creek Build 9 Roof R32093621 B101120 D02 COMMON 2 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 14 05 59 2010 Page 2 ID 5YcP1gHgfidBBX_ CQe1ECYykFr6- 5YcP1gHgfidBBX _CQe1ECYb5cAW56YSCzEriiLykFr6 LOAD CASE(S) Standard 1) Snow Lumber Inrrease=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) As WARNING Verify design paramete,s and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE NH 7473 rev. 10'08 BEFORE USE. Design valid for use only with MiTek connectors This design is based only upon parameters shown. and s for an individual budding component 4—'7 _ Cf , Apphcabdity of design pours enters and proper Incorporation of component is responslbdity of budding designer - not truss designer Bracing shown MiTek' PJ is for lateral support of Individual web members only Additional temporary bracing to insure stability during constructions 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. delaery. erection and bracing. consult ANSI /TP11 Quality Criteria. DSB -89 and SCSI Building Component 7777 Greenback Lane. Suite 109 Safety Information evadable from Truss Plate Institute. 281 N Lee Street. Suite 312. Alexandria, VA 22314 Citrus Heights, CA, 95810 Job Truss Truss Type Qty Ply Centex - Summer Creek Build 9 Roof R32093622 8101120 E01 GABLE 1 1 Job Reference (optional) Pro-Build Clackamas Truss, Cladkamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek lndustnes, Inc Wed Aug 25 14 06 00 2010 Page 1 I D:ZkAn EOIJQ012phZ0_ MYTkmykFr5- ZkAnE0IJQ012phZ0_MYrkm 7Gta7Wr3W LCubF EoykFr5 t5o 5-5-12 10-11 -8 11.118 10-0 I 5-5-12 1 5-5-12 1 1 -0-o 454 = Seale .1399 - 3 8(e 12 III2 0- 18 4 II 214 II h4 II 274 II 30- 4 ` 374 Q 2 4 I r i p Y a r r I 11 7 IM 8 3x8 = 8 214 11 244 11 1 5.5-12 1 10-11 -8 1 5-5-12 5 -5-12 • Plate Offsets (x,Y)• 12:0-1-12,0-1-81,14 0-1- 12,0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) 1 /deft Lid PLATES GRIP TCLL 25 0 Plates Increase 1 15 TC 0.47 Vert(LL) -0.02 7 -8 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1 15 BC 0 18 Vert(TL) -0.04 7 -8 >999 180 TCDL 10 0 Rep Stress lncr NO WB 0.11 Horz(TL) 0.00 6 n/a n/a BCLL 0.0 • Code IBC2006/TP12002 a BCDL 5.0 (Matrix) Weight 70 lb FT =10� LUMBER BRACING TOP CHORD 2 x 4 DF No 18Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2 x 4 DF No.18Btr G end verticals. WEBS 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. OTHERS 2 x 4 DF Std G MiTek recommends that Stabilizers and required cross bracng be installed dunng truss erection, in accordance with Stabilizer Installation guide. . REACTIONS (lb /size) 8= 507/0 -5-8 (min. 0 -1 -8), 6= 507/0 -5-8 (min. 0 -1 -8) Max Horz8=- 105(LC 5) Max Uplift8=- 151(LC 7), 6=- 151(LC 8) FORCES (Ib) - Max. Comp /Max Ten. - All forces 250 (Ib) or less except when shown TOP CHORD 2-17=-366/92, 3 -17 =- 254/102, 3 -18 =- 254/102, 4 -18 =- 366/92, 2 -8 =- 486/162, 4 -6 =- 486/162 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 gnp DOL =1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002 ' 3) TCLL ASCE 7 -05, Pf =25.0 psf (flat roof snow), Category II; Exp B; Fully Exp , Ct =1 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads 6) Gable studs spaced at 2 -0 -0 oc 7) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 8) • This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide �� P R OFF 1S 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. c GIN s 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt =lb) � �N / 9 Q. 8 =151, 6 =151. 4 r / -9 11) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 1 ; • '. , l 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss ,..00:41; / LOAD CASE(S) Standard / • 1 i ' �� M FR s.�� EXPIRATION DATE: 06/30/12 August 25,2010 ■ ® WARNING Verfu deign paranicf MUSK and REM) NOTES ON THIS AND INCLUDED TEK REFERENCE PAGE' 7411.7473 rev. I0 -'08 BEFORE USE. � ' Design valid for use only with MiTek connectors The design is based only upon parameters shown. and is for an individual building component App mobility of design commenters and proper Incorporation of component is responsibility of budding designer - not truss designer Bracing shown c 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 /fPll Quality Criteria, 559.89 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, 95910 Job Truss Truss Type City Ply Centex - Summer Creek Build 9 Roof R32093623 B101120 E02 COMMON 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 14 06 02 2010 Page 1 ID V71XfiKZydOm27 1n5naxpBykFr3- V71XfiKZydOm2 71n5naxpBDb)OcZJnBefC4MJgykFr3 1 5.5.12 10.11 -8 1 11 -11 -8 I 5.5-12 5 -5 -12 1.0.0 4.6 = Stele. 1 389 2 SI 800 12 14 13 — 4xs % 4x8. 1 3 1 Er � �� 9 7 10 11 6 12 �4 8 Speed 600 = Special Speed 6.10 = Special 5 2v4 I 2.4 II Sp. i 1 3 -3 -9 I 7 -7 -15 I 10.11 -8 3-3 -9 4.4.8 3 -3.9 Plate Offsets(X,Y) 11 Edoe,0 -1 -121, f2 0- 3- 0,0.1- 41,13:0- 3- 0,0 -1- 121,(6 0- 5- 0,0- 4- 81,17.0- 5- 0,0 -4 -81 LOADING DING (psf s O SPACING 2 -0-0 CSI DEFL in (roc) I /deft L/d PLATES GRIP (Roof Snow =25 0) Plates Increase 1.15 TC 0.52 Vert(LL) -0 06 6 -7 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1 15 BC 0 40 Vert(TL) - 0.11 6-7 >999 180 BCLL 0 0 Rep Stress lncr NO WB 0.86 Harz(TL) 0 01 5 n/a n/a BCDL 5 0 Code IBC2006/TPI2002 (Matrix) Weight 135 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No 18Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2 X 6 DF 2400F 2.0E end verticals WEBS 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (lb /size) 8= 4926/0 -5 -8 (min. 0 -2 -7), 5= 6566/0 -5 -8 (min. 0 -3 -4) Max Horz8=- 117(LC 5) Max Uplift8=- 1151(LC 7), 5=- 3055(LC 8) FORCES (Ib) - Max Comp /Max Ten. - All forces 250 (Ib) or less except when shown TOP CHORD 1-13=-4440/1035, 2 -13 =- 4328/1045, 2- 14=- 4264/1037, 3-14 =- 4393/1028, 1 -8 =- 4053/956, 3 -5 =- 4095/995 _ BOT CHORD 7- 10=- 555/2534, 10 -11 =- 555/2534, 6-11 =- 555/2534 WEBS 2 -7 =- 602/2531, 2 -6 =- 584/2430, 1- 7=- 877/3904, 3-6 =- 852/3857 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 -5 -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 distnbute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind. ASCE 7 -05, 100mph, TCDL =4 2psf, BCDL =3 Opsf, h =251t, Cat. II, Exp B, enclosed; MWFRS (low -rise) gable end zone, cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 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 9 O PR OF 7) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads G( U. 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 '5 N F O will fit between the bottom chord and any other members C? 2 9 9) A plate rating reduction of 20% has been applied for the green lumber members - 1 ;S : • • P E . r 10) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=1151, 5=3055 11) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 _ 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss 4 ( if 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1688 lb down and 394 lb up at �� • ORE eN i 1 -1 -4, 1688 lb down and 394 lb up at 3 -1 -4, 1688 lb down and 394 lb up at 5 -1 -4, 1688 lb down and 394 lb up at 7 -1 -4, and 1688 lb ...3%,'' down and 394 lb up at 9 -1 -4, and 2120 lb down and 1986 lb up at '10 -9 -12 on bottom chord The design /selection of such "T M : ER'? C?� connection device(s) is the responsibility of others M FR s \ N Continued on page 2 EXPIRATION DATE: 06/30/12 August 25,2010 A WARNING Verify deign parameter and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII 7473 rig. 10 '0S BEFORE USE. Design valid for use only with Mae[ connectors This design a based only upon parameters shown, and is for an Individual budding component :1 Apphcabiity of design paromenters and proper Incorporation of component is responsibiily of budding designer - not truss designer &acing shown .d is for lateral support of individual web members only Additional tennporury bracing to insure stability during construchon 's the responsibility of tthe MiTek' erector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guiaance regarding fabrication, quality control. storage. delivery, erection and bracing, consult ANSI /fP11 Quality Criteria, 059.89 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 - Summer Creek Build 9 Roof R32093623 B101120 E02 COMMON 1 Job Reference (optional) Pro -Build Cladcamas Truss, Cladcamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 14 06 02 2010 Page 2 ID V7IXfiKZyd0m27dn5nexpBykFr3- V71XfiKZyd0m221n5naxpBDb(OcZJnBefC4MJgykFr3 LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1 15 Uniform Loads (plf) Vert: 5- 8 = -10, 1- 2 = -70, 2- 3 = -70, 3-4 =70 Concentrated Loads (lb) Vert: 5= -2120 7=- 1688( B) 9 =- 1688( B) 10=- 1688(B)11=- 1688(B)12=- 1688(B) • �- 3' b1 - :COPaz"l ?'T.rds�4t'�A[?iY+".t • IitGUIPib'.1.7.1 RLi "'L�''F sF 7fIILMPIIMMOIGi4AM. - SL`IPOS7ia llMIZIa ,Tt ;- ef,-*W' 'JA'k. �7'i"T.91WI6CA•r ."'Y'f:P.`.A1orr - ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE (0117473 rev. ICI '08 BEFORE USE Design valid for use only with Mitch connectors. This design b based only upon parameters shown, and is for an Indrviducl budding component - A pplicabdity 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 responsibility of the IVIiTek• erector Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding Pe W TO 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 - Summer Creek Build 9 Roof R32093624 B101120 F01 GABLE 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 14 06 02 2010 Page 1 ID V n5nexpBykFr3- V71Xf KZydom27 )n5naxpBDgVOinJ_fefC4MJgykFr3 -1 -0-0 1 1.0 1 -0.0 1 -0-0 Scala • 18 7 5513 p 3 • e 13 '. AKA". 354 = 1 -0-0 1 -0-0 Plate Offsets (X,Y) 13 0-2- 13,0 -2 -121 LOADING (psf) 5 0 SPACING 2 -0-0 CSI DEFL to (loc) I /deft Ud PLATES GRIP (Roof Snow =25 0) Plates Increase 1.15 TC 0.21 Vert(LL) -0 01 1 n/r 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.00 Vert(TL) -0.02 1 n/r 180 BCLL 0 0 • Rep Stress Ina NO WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code IBC2006/TP12002 (Matrix) Wind(LL) 0.00 1 n/r 90 Weight 5 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No 18Btr G TOP CHORD Structural wood sheathing directly applied or 1 -0 -0 oc purlins, except BOT CHORD 2 x 4 DF No 18Btr G end verticals WEBS 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS (lb /size) 4=- 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.Opsf, h =25ft; Cat. II, Exp B, enclosed, MWFRS (low-rise) gable end zone, )9 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 limes 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 20.0psf 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 ID R S 9) A plate rating reduction of 20% has been applied for the green lumber members �� °F F 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except ()t =lb) � �Nr7 I NE 9 s/ 4 =197, 2 =145 11) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 44 4 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss 1 •.% P E' r LOAD CASE(S) Standard C4 R N� S. \ EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING Venfy design panamdcrs and READ NOTES ON THIS AND INCLUDED MITER" REFERENCE PAGE [gI-7473 «o. 10 '08 BEFORE USE. Design valid for use only with M7ek connectors. Ths designs based only upon parameters shown, and is for an individual building component. °`• ^ A gi pplicobdity of design poramen tors and proper incorporation of component is responsiblity of budding designer - not truss designer Bracing shown l) 16 s for lateral support of individual web members only Additional temporary bracing to Insure stability during constructions 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 /IPI1 Quality Crlleda, DSB.039 and SCSI Building Component 7777 Greenback Lane, Suite 109 Solely Information evadable from Truss Plate Institute. 2B1 N Lee Street, Suite 312. Alexandria, VA 223 1 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Centex - Summer Creek Build 9 Roof R32093625 B101120 F02 MONO TRUSS 3 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 14 06 03 2010 Page 1 ID zJsvt2KBlx8cg9lzfU5AMOykFr2- zJsvt2Ke) x8cg9lz fU5AMOltkn2z2Rvnuspvr6ykF2 -1-0-0 1 - 0.0 1 - 1-0-0 Scab • 1 8 7 3 4 000.1 • � If I I I I I 4 31(4 = 1-0-0 1 -0-0 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) 1 /deft L/d PLATES GRIP TCLL 25 0 Plates Increase 1.15 TC 0 11 Vert(LL) -0.00 2 >999 240 MT20 220/195 (Roof Snow =25.0) TCDL 10.0 Lumber Increase 1.15 BC 0.00 Vert(TL) -0 00 2 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0 00 Horz(TL) -0 00 3 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight: 5 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No 1 &Btr G TOP CHORD Structural wood sheathing directly applied or 1 -0-0 oc purlins 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 quide. REACTIONS (lb/size) 3 = -10 /Mechanical, 2=152/0-5-8 (min. 0 -1 -8), 4= 5/0 -5 -8 (min. 0-1 -8) Max Horz 2=44(LC 5) Max Uplift3= -63(LC 9), 2= -85(LC 5) Max Gray 3 =14(LC 5), 2= 211(LC 9), 4 =14(LC 2) 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 Opsf, h =25ft; Cat. II; Exp B, enclosed, MWFRS (low -rise) gable end zone; cantilever left and nght exposed ; Lumber DOL =1.33 plate gnp 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 beanng plate capable of withstanding 100 lb 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 co � AG G IN s> ct- 1.A, ! y k. MF s. ��N EXPIRATION DATE: 06/30/12 August 25,2010 :r^_r.._. - tRS : >. ;. ' 3t;.- h ^ --,: r^r•- L.: ?.4LF'.:s•-c- nEK2Piir T. <3RG •,.: ; s,4-=. s.! ' iw:; - :t wRSrfte w x- .f: E - -:r s WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED DBIEK REFERENCE PAGE 1111 7473 nee. I0 -'08 BEFORE USE. fd1V� 1=11's �.e Design valid for use only with MiTek connectors. TM design c based only upon parameters shown, and o for an individual bidding component. Applicability of design param enters and proper Incorporation of component is responsibility of budding designer - not Truss designer Bracing shown is for lateral support of individual web members only Additional temporary bracing to Insure stability during construction s the responsibllity of the MiTek' erector Additional permanent bracing of the overall structure is the responsibility of tho building designer For general guidance regarding fabiicalron, quality control, storage. delivery, erection and brae rg. 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 2231 Citrus Heights, CA, 95610 Job Truss Truss Type ph/ Ply Centex - Summer Creek Build 9 Roof R32093626 8101120 GO1 GABLE 1 1 Job Reference (optional) Pro -Budd Cladcamas Truss, Cladcamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 14 06 03 2010 Page 1 ID zJsvt2K8) x8cg9lzfU5AMOykFr2- zJsvt2KB) x8cg9lz fU5AM01sin1p2R1nuspvr6ykF2 -1 -ao t 6 -0.0 I 1.0 0 6 -0.0 Scale • 1 24 B 4 h4 11 600 12 s 7 + TI 2 L II B 5 3s4 = 254 II B -0-0 6 -0.0 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /dell L/d PLATES GRIP TCLL 25 0 Plates Increase 1.15 TC 0 18 Vert(LL) -0 01 1 n/r 180 MT20 220/195 (Roof Snow =25 0) 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 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No 18Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins BOT CHORD 2 x 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 dunng truss erection, in accordance with Stabilizer Installation guide. REACTIONS All beanngs 6-0-0 (Ib) - Max Horz2=140(LC 7) • Max Uplift All uplift 100 lb or less at joint(s) 4, 2 except 6=- 124(LC 7) Max Gray All reactions 250 lb or less at joint(s) 4, 2, 5 except 6e338(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 =258, Cat. II, Exp B, enclosed, MWFRS (low -rise) gable end zone, cantilever left and nght exposed , Lumber DOL =1.33 plate grip DOL =1 33 2) TCLL: ASCE 7 -05, Pf =25.0 psf (flat roof snow), Category II, Exp B, Fully Exp , Ct =1 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18 0 psf or 2 00 times flat roof load of 25 0 psf on overhangs non - concurrent with other live loads 5) Gable requires continuous bottom chord bearing 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members 8) A plate rating reduction of 20% has been applied for the green lumber members 9) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 lb 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 9,0 PROpe 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. c, " NGI N . S LOAD CASE(S) Standard (V / "0- r, 4o ORE 'if 4/7&-- S. � EXPIRATION DATE: 06/30/12 August 25,2010 ® LVARNING Verrfy design parameters and READ NOTES ON THIS AND INCLUDED 6IITEK REFERENCE PAGE MIII- 7473 rev. 10 '08 BEFORE USE. MN NMI Design void for use only with MiTek connectors The design '¢ based only upon parameters shown and a for an individual budding component Applicabiity of design paramenters and proper incorporation of component is rosponsibdity 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 a the responsibilliiy 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, deirvery. erection and bracing, consult ANSI /TPIT Quality Criteria, DSB.89 and BCSI Building Component 7777 Greenback Lerre. 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 - Summer Creek Build 9 Roof R32093627 B101120 G02 MONO TRUSS 4 1 Job Reference (optional) Pro-Build Cladcamas Truss, Cladcamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 14 06 04 2010 Page 1 ID RVQI4NLpUEGTIJt9DCcPvcykFr1- RVQ14NLpUEGTIJt9DCcPvcIzPBN6nu9x7WZTNZykFr1 1 -0.0 1 8.0.0 I 1 -0.0 8.0.0 Sus 1rr -t• 3 900 12 - 9 I • 2 I" O / 4 I►, I♦/ 3ii4 = 5 4.2 -12 4 4-2-12 o-2 -t4 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1 /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) TCDL 10.0 Lumber Increase 1.15 BC 0 07 Vert(LL) -0.01 2 -5 >999 180 BCLL 0 0 • Rep Stress lncr YES WB 0 00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2006/fPI2002 (Matrix) • Weight' 19 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 purtins BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS (lb /size) 3= 184/Mechanical, 2= 306/0 -5-8 (min. 0-1-8), 5= 42/0 -5-8 (min. 0-1 -8) Max Horz 2= 136(LC 7) Max Upllfl3=- 105(LC 7), 2=- 106(LC 7) Max Grav3= 215(LC 2), 2= 314(LC 2), 5= 125(LC 4) 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.Opsf; h =25ft, Cat II; Exp B, enclosed, MWFRS (low -rise) gable end zone, cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 2) TCLL: ASCE 7 -05; Pf =25 0 psf (flat roof snow), Category II, Exp B, Fully Exp.; Ct =1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18 0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 5) This Truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20 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 beanng plate capable of withstanding 100 lb uplift at joint(s) except (/t =1b) 3 =105, 2 =106 10) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 PRp e° 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss � �G F LOAD CASE(S) Standard � � � N G(NE • 9 / 0 E rvJ -o OR 2O- � ' R s. \' EXPIRATION DATE: 06/30/12 August 25,2010 smormlrr:i.sac.rszarG - vs :wqw..Ta . Y=FYi JICi' ' . - .F71; 1.71 ?M7 • ® WARNING • Verify design parameters and READ NOME ON 77/IS AND INCLUDED MITEK REFERENCE PAGE 1411.7973 «e. 10 '08 BEFORE USE. g ®�� Design valid for use only with MiTek connectors Ills designs based only upon parameters shown, and s for an rndiwdual building component Applicability of design parom enters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown k for lateral support of Individual web members only Additional temporary bracing to insure stability during construction is the responsibility of the MiTele erector Additional permanent bracing of the overall structure a the responsibility of the building designer For general guidance regarding w ._ fabrication, quality control, storage. delivery. erection and bracing. consult ANSI /1PI1 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safely information available from Truss Plate institute, 281 N Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95810 Job Truss Truss Type thy Ply Centex - Summer Creek Build 9 Roof R32093628 B101120 G03 GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 240 5 Jun 18 2010 MiTek Induslnes, Inc Wed Aug 25 14 06 04 2010 Page 1 ID RV014NLpUEGTIJt9DCcPvcykFr1- RVOI4NLpUEGTIJt9DCcPvc1UBN 2nu9x7WZTNZykFr1 I -1 -0-0 I 4 -0-0 1-0 -0 4.0 -0 Scam. 1 161 600 IV 6 2 .11.:411 �/ L4 = 5 4-0-0 4-0-0 LOADING (psf) 5.0 2 SPACING 2 -0-0 CSI DEFL in (lac) I /deft Lid PLATES GRIP (Roof Snow =25 0) Plates Increase 1 15 TC 0.18 Vert(LL) -0 01 2 -5 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1 15 BC 0 08 Vert(TL) -0.01 2 -5 >999 180 BCLL 0 0 • Rep Stress Inc: NO WB 0 00 Horz(TL) -0 00 3 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight 13 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No 18Btr G TOP CHORD Structural wood sheathing directly applied or 4 -0.0 oc purilns. BOT CHORD 2 x 4 OF 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 dunng truss erection, in accordance with Stabilizer • Installation guide REACTIONS (lb /size) 2= 240/0 -5-8 (min. 0 -1 -8), 5= 18/0 -5-8 (min 0 -1 -8), 3= 128/0 -5-8 (min. 0-1 -8) Max Harz 2= 101(LC 7) Max Upllfl2= -85(LC 7), 3= -70(LC 7) Max Grav2= 242(LC 2), 5 =53(LC 4), 3= 143(LC 2) FORCES (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown NOTES 1) Wind ASCE 7 -05; 100mph, TCDL =4 2psf, BCDL =3 Opsf, h =25ft, Cat. II, Exp B, enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed , Lumber DOL =1.33 plate grip DOL =1 33 2) TCLL ASCE 7 -05, Pf =25 0 psf (flat roof snow), Category II, Exp B, Fully Exp., Ct =1.1 3) Unbalanced snow loads have been considered for this design 4) This Truss has been designed for greater of min roof live load of 18 0 psf or 2 00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 5) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members 7) A plate rating reduction of 20% has been applied for the green lumber members 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3. 9) Beveled plate or shim required to provide full beanng 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 ‘ - k Ep P R OFF LOAD CASE(S) Standard �� GIN, 6' 6> 9 -o OR- • c5 C A FR S. N C' EXPIRATION DATE: 06/30/12 J August 25,2010 C a .. - ...5..s- - -. 4qO e. ?ur'. •..Y2 t.,:e:. a nrfl . er.- s- . .... - ... - . . .•r.: s - , n r -, Jas . .t . '7¢Fa, . - w. - . _ ® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED IfIEK REFERENCE PAGE MI 74 rev. 10 '08 BEFORE USE. "swiid Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for on Individual building component _k . �q�77 1 G ' Applicability of design paramenters and proper incorporation or component is responsibility of building designer - not truss designer Bracing shown LSl n for lateral support of individual web members only Additional temporary bracing to insure Mobility during construction Is the responsibility of the MiTek• erector Additional permanent bracing of the overall structure is the responsibility of the building designer Far general guidance regarding fabrication, quality control storage, delivery. erection and bracing. consult ANSI /IPII Quality Criteria, 058.89 and BC51 Building Component 7777 Greenback Lane, Suite 109 Safely Information available Irons Truss Plate Institute, 281 N. Lee Street, Suite 312. Alexandria. VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Centex - Summer Creek Build 9 Roof R32093629 B101120 KO1 GABLE 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industries, Inc Wed Aug 25 14 06 04 2010 Page 1 ID RVQ14NLpUEGTIJl9DCcPvcykFr1- RVQ14NLpUEGTIJt9DCcPvc120BOsnu9x7WZTNZykFri 1.0 -0 1 2 -0-0 I 1 -0.0 2 -0 -0 Scale r•r 3 3 1 I ' s 603 i3 I 2 4 354 = 2-0-0 2 -0-0 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) I /deft L/d PLATES GRIP TCLL 25 0 Plates Increase 1 15 TC 0 12 Vert(LL) -0 01 1 n/r 180 MT20 220/195 (Roof Snow =25 0) TCDL 10 0 Lumber Increase 1 15 BC 0.03 Vert(TL) -0 01 1 n/r 180 BCLL 0.0 Rep Stress Incr NO WB 0 00 Horz(TL) -0 00 3 n/a n/a BCDL 5,0 Code IBC20061TP12002 (Matrix) Wind(LL) -0.00 1 n/r 90 Weight 7 lb 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 18.139 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. • MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS (lb /size) 3= 53/2 -0-0 (mm 0 -1 -8), 2= 168/2 -0 -0 (min. 0 -1 -8), 4= 10/2 -0-0 (mm 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 II, Exp B, enclosed; MWFRS (low -rise) gable end zone, cantilever left and nght exposed ; Lumber DOL =1.33 plate gnp DOL =1 33 2) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B, Fully Exp , Ct =1 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2 00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 5) Gable requires continuous bottom chord bearing 6) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3 -6 -0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members 9) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 lb 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 � Q.03 PR Ore LOAD CASE(S) Standard � LN G N 9 5,2 1 :• "E V A O • rs. 9 � M FR s . 1 \ EXPIRATION DATE: 06/30/12 August 25,2010 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 111.7473 rev. 10-'09 BEFORE USE. Design valid for use only with MITek connectors This design is based only upon parameters shown, and h for an individual budding component. Applicability of design parom enters and proper incorporation of component Is responsibiity of buddng designer - not truss designer. Bracing shown Is for iaferol support of individual wob members only Additional temporary bracing to insure slabdily during construction h the responsibility of the MiTek' erector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding ,o fabrication. quality control storage delivery. erection and bracing. consult ANSI /1P11 Quality Criteria, DSB.89 and BCSI Building Component 7777 Greenback Lana, Salle 109 Safety information avaiabio from Truss Plato institute, 281 N lee S feet. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply Centex - Summer Creek Build 9 Roof R32093630 B101120 K02 MONO TRUSS 10 1 Job Reference (optional) Pro -Build Cladcamas Truss, Cladramas,OR 97015 -1129 7 240 s Jun 18 2010 MITek Industries, Inc Wed Aug 25 14 06.05 2010 Page 1 ID wi_ gIIMREYOKvSSMnvBeRpykFrO- wi_ glJMREYOKvSSMnv8eRprDDbkAWLP4LAlov7ykFrO -1-0 -0 2.0-0 I 1-0-0 2.0-0 scar 1 3 5 600F 00 ��♦� /11111111111111111111 1111111111111111111111111 2 3a4 2 -0-0 I 2.0.0 LOADING DING (Psi) 0 SPACING 2 -0-0 CSI DEFL In (hoc) 1 /deft Lid PLATES GRIP (Roof Snow =25 0) Plates Increase 1 15 TC 0.11 Vert(LL) -0 00 2 >999 240 MT20 220/195 TCDL 10 0 Lumber Increase 1.15 BC 0 02 Vert(TL) -0 00 2 -4 >999 180 BCLL 0 0 • Rep Stress Incr YES WB 0 00 Horz(TL) -0.00 3 n/a n/a • BCDL 5 0 Code IBC2006/TPI2002 (Matrix) Weight: 7 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 2 -0 -0 oc purlins 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 dunng truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 2=170/0-5-8 (mm 0 -1 -8), 4= 10/0 -5-8 (min 0 -1 -8), 3 =47 /Mechanical Max Horz 2 =63(LC 7) Max Uplift2= -75(LC 7), 3= -23(LC 7) Max Grav2= 189(LC 11), 4 =29(LC 4), 3 =48(LC 2) FORCES (Ib) - Max. Comp /Max Ten - All forces 250 (Ib) or less except when shown NOTES 1) Wind ASCE 7 -05, 100mph; TCDL =4 2psf, BCDL =3 Opsf, h =25ft; Cat: II, Exp B, enclosed; MWFRS (low -rise) gable end zone, cantilever left and right exposed ; Lumber DOL =1 33 plate gnp DOL =1 33 2) TCLL• ASCE 7 -05; Pf =25 0 psf (flat roof snow); Category II, Exp B; Fully Exp , Ct =1.1 3) Unbalanced snow loads have been considered for this design 4) This truss has been designed for greater of min roof live load of 18 0 psf or 2 00 times flat roof load of 25 0 psf on overhangs non - concurrent with other live loads 5) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 6) • This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections 9) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 lb uplift at )oint(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 �Ep PRQFF LOAD CASE(S) Standard ��\ <' NGIN - '- Ct :. - 9r' �� , � ‘,k EXPIRATION DATE: 06/30/12 August 25,2010 AS WARNING Vrrfrj design paramctes and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1111.7473 roe. 10 '08 BEFORE USE. 11 :J a °�'' Design valid for use only with MiTek connectors This design is based only upon parameters shown, and is for an individual budding component Applicability or design commenters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown 1 71..; is for lateral support of individual web members only Additional temporary bracing to insure stability during construction a the responsibility or the MiTek• erector Additional permanent bracing of the overall structure is the responsibility or the budding designer For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI /TPII Quality Criteria, 0513439 and BCSI Building Component 7777 Greenback Lone, Suite 109 Safely Information evadable from Truss Plate Institute. 281 N. Lee Sheet. Suite 312. Alexandria, VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Centex - Summer Creek Build 9 Roof R32093631 B101120 L01 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 14 06 06 2010 Page 1 ID OuY2V3N4 sWBXclYKcfl_ 1ykFr7- OuY2V3N47sWBXc1YKcft _1NLt73rFoiEag2aSRykFr7 I .1 ao I 4 -3-12 I 8-7.8 I e 1.0 7 -8 0 I 1 -a o 4 -3 -12 4 -3 -12 - Seen • 1.267 4x6 = 3 e 00 iv 2.4 II „m 2.411 16. d 2 r r r ral 5 • 2.4 II 6 2 2.9 II .4 II - 3.4= 3.4 = l 4 -3 -12 I 8-7 -8 4 -3 -12 4.3.12 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (hoc) I /deft Lid PLATES GRIP TCLL 25 0 Plates Increase 1.15 TC 0 25 Vert(LL) -0 01 2 -6 >999 240 MT20 220/195 (Roof Snow =25 0) Lumber Increase 1.15 BC 0 12 Vert(TL) -0 01 2 -6 >999 180 TCDL 10.0 Rep Stress Ina' NO WB 0.06 Horz(TL) 0.00 4 n/a n/a BCLL 0 0 • Code IBC2006/TP12002 (Matrix) Weight 37 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 6 -0-0 oc purlins. BOT CHORD 2 x 4 DF No 18Btr G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing WEBS 2 x 4 DF Std G MiTek recommends that Stabilizers and required cross bracng OTHERS 2 x 4 DF Std G be installed dunng truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 2= 413/0 -5-8 (min 0 -1 -8), 4= 413/0 -5 -8 (min 0 -1 -8) Max Horz 2 =87(LC 6) Max Uplift2=- 138(LC 7), 4=- 138(LC 8) FORCES (Ib) - Max. Comp /Max. Ten. - All forces 250 (Ib) or less except when shown TOP CHORD 2 -11= 356/58, 4 -12 =- 356/58 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 nght exposed ; Lumber DOL =1 33 plate gnp 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/I 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 mm 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 lb uplift at joint(s) except (jt =lb) P R 2 =138, 4 =138 Co �1��) LJF� 11) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 N , I NEF 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss 9 2 LOAD CASE(S) Standard Q / 6 J- i • E 9 9 •B 2 � M F R S. I ca EXPIRATION DATE: 06/30/12 August 25,2010 V.�. - -,: *t rcz!lt: -... -L ,,.e3• =c - .:mac• . ±.-re r,-,. r yu;:r_-- •^_ra�3.: :.:.- •..r.>som:� - - .- .._. -c:z shnrnr. �:cs -c,; .e: - ® WARNING - Verify design parameters and READ NOTES ON 77118 AND INCLUDED MITER REFERENCE PAGE 1411 -7471 rev. 10 '08 BEFORE USE. Design valid for use only with MiTek connectors. This design B based only upon parameters shown, and is for an individual building component Applicability of design par= enters and proper incorporation of component Is responsibility of building designer - not truss designer Bracing shown 17. "1 s for lateral support of individual web members only A dditional temporary bracing to insure stablity during construction is the responsttlily of the MiTek' erector Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding .e fabrication. quality control. storage, delivery, erection and bracing. consult ANSI /fell Quality Criteria, DSB -a9 and BCSI Building Component 7777 Gi eonbeck Lone, Suite 109 Safety Informallon °voluble from Truss Plate institute, 281 N. Lee Street. Suite 312. Alexandria, VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type ply Ply Centex - Summer Creek Build 9 Roof R32093632 8101120 L02 COMMON 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 14 06.06 2010 Page 1 ID. OuY2V3N4? sWBXc1YKcft_ 1ykFr?- OuY2V3N4? sWBXc1YKcfl_1NL0 ?33FojEag2aSRykFr? 1 -ao 4312 8-7 -9 I s -7 -a I 1.0 -0 4312 4.3 -12 1 -0.0 Scale • 1 267 456 = 3 alt► 12, 0 4 2 90 • �� 2.4 II 354 = 354 = 4.3-72 8.7.9 4 -3 -12 4 -3-12 LOADING (psf) 5 0 SPACING 2 -0 -0 CSI DEFL in (lac) I /dell Lid PLATES GRIP (Roof Snow =25 0) Plates Increase 1 15 TC 0 22 Vert(LL) -0 01 2 -6 >999 240 MT20 220/195 TCDL 10 0 Lumber Increase 1.15 BC 0.11 Vert(TL) -0.01 2 -6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0 06 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight 33 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins BOT CHORD 2 x 4 OF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2 it 4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed dunng truss erection, in accordance with Stabilizer Installation guide REACTIONS (Ib /size) 2= 407/0 -5-8 (min. 0 -1 -8), 4= 417/0 -8 -0 (min 0 -1 -8) Max Horz2 =87(LC 6) Max Uplift2=- 137(LC 7), 4=- 142(LC 8) FORCES (Ib) - Max Comp /Max Ten - All forces 250 (Ib) or less except when shown. TOP CHORD 2- 7=- 346/55, 4 -8 =- 350/57 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 nght exposed , Lumber DOL =1 33 plate gnp DOL =1 33 2) TCLL. ASCE 7 -05, Pf =25 0 psf (flat roof snow); Category II; Exp B, Fully Exp , CI =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 lb uplift at joint(s) except (jt=lb) 2 =137, 4 =142 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 a`PR LOAD CASE(S) Standard �� \� ` N 1 � p GI/ � s� 1 1 i PE - 9 � • s' ORE /N .• EFt c ,� M F R S . �N EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED bIITEK REFERENCE PAGE MI 7473 rev. 10 '08 BEFORE USE, Design valid for use only with MiTek connectors The design is based only upon parameters shown, and Is for an rldivldual budding component M p+i , Applicability of design commenters and proper Incorporation of component is responsibility of building designer - not truss designer Bracing shown for lateral support of individual web members only Additional temporary bracing to Insure stubbly during construction's the responsibility of the MiTek' erector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding POWER ra fabrication, quality control. storage, delivery, erection and bracing consult ANSI /TPii quality Criteria, D5B -89 and BCSI Building Component 7777 Greenback Lano, Suito 109 Safely Information evadable Nom Truss Plate institute. 281 N Lee Street. Sole 312, Alexandria. VA 22314 Citrus Heights. CA. 95810 Job Truss Truss Type Qty Ply Centex - Summer Creek Build 9 Roof R32093633 8101120 L03 COMMON 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 14 06 07 2010 Page 1 ID s45OIPNIm9e29mdkuKA7WEykFr_ s45OiPNIm9e29mckuKA7WEwVHPPO _FXNpUn7_uykFr_ I 4 -3-12 I 7 -11.8 I 4.3 -12 3 -7 -12 4,6 = Scar . 1 267 2 PA 600 7 3 4r6 A 4 A I r : r 5 3.4 = 244 II 358 II I 4 -3-12 I 7.11 -8 I 4 -3-12 3 -7 -12 Plate Offsets (X,Y): 11:0- 0- 7,0- 0 -2),(4 0- 5- 1,0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Lid PLATES GRIP TCLL 25 0 (Roof Snow =25 0) Plates Increase 1 15 TC 0.27 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10 0 Lumber Increase 1 15 BC 0 10 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0 00 4 n/a n/a BM 5 0 Code IBC2006/TPI2002 (Matrix) Weight. 33 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No 18Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc puffins 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 bracng SLIDER Right 2 X 6 DF No 2 -G 2 -2 -6 be installed dunng truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 1= 283/7 -11 -8 (min 0 -1 -8), 4= 277/7 -11 -8 (min. 0-1-8), 5= 76/7 -11 -8 (min. 0-1 -8) Max Horz 1= -84(LC 5) Max Upllftl=- 119(LC 8), 4=- 140(LC 8), 5 = -31(LC 6) Max Grav1= 283(LC 1), 4= 277(LC 1), 5= 158(LC 4) FORCES (Ib) - Max Comp /Max. Ten - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -6 =- 274/161, 3 -4 =- 289/154 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 nght exposed , Lumber DOL =1 33 plate gnp 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) Gable requires continuous bottom chord bearing 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6-0 tall by 2 -0-0 wide will fit between the bottom chord and any other members 7) A plate rating reduction of 20% has been applied for the green lumber members 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) 5 except (It =lb) 1 =119, 4 =140 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANS1ITPI 1 <C D P R pFFS 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss LOAD CASE(S) Standard Co IG N G )N�' 9 v0� ct .....0,0‘,. r '. r We 4 1 R 1. \ N� . 1 EXPIRATION DATE: 06/30/12 August 25,2010 =.a:A.4L -7 4113MIPINIER....1.}P.. ^!... +5"33 21 . - •r . . - ... , nrAilliaiMr-CMCAMiliai"iL:inIii. -.. K'7►P41Q ill."NRM' A WARNING • Verjfij design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MG 7473 rev. 10'08 BEFORE USE. ' � 4 1 Design valid for use only with MiTek connectors This design is based only upon parameters shown, and is for on individual building component 7 • Appdcabdity of design paramenfers and proper incorporation of component is rosponsibdity of budding designer - not truss designer Bracing shown t IIIEEEIII 8 for lateral support of individual web members only. Additional temporary bracing to insure stobdity during construction is the responsibttity of the MiTele erector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding fabrication. quality control. storage. deliver /. erection and bracing. consult ANSI /TPI1 quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lano, Suite 109 Solely information avadabte from Truss Plate Institute, 281 N Lee Street. Suite 312, Alexandria, VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Centex - Summer Creek Build 9 Roof R32093634 B101120 MO1 GABLE 1 1 Job Reference (optional) Pro- Buitd'Clackamas Truss, Cladcamas,OR 97015-1129 7 240 s Jun 18 2010 Mi Tek Industnes, Inc Wed Aug 25 14 06 08 2010 Page 1 I D' KHfowlOKXTmvmwAxS 1 hM3Syk Fqz- KHfow10 KXTmvmwAxS 1 hM3STiRot Lji WX28XgVKykFgz 1 - 10.0 1 2.11.12 I 5-11.8 1 6 -11.e 1 -0-0 2.11.12 2.11 -12 1 -0 -0 448 = Scale • 1 21 2 3 aP ' 800 A ■ i 2 J • 1 ►t 62.4 II 11111411.. 5 ►t ►d 3.4= 3.4 = 1 2 -11 -12 5-11 -e I I 2.11.12 2 -11 -12 TCLL ADING (Psi) 0 SPACING 2-0-0 CSI DEFL in (lest) 1 /deft Ud PLATES GRIP (Roof Snow =25.0) Plates Increase 1 15 TC 0.18 Vert(LL) -0 00 6 >999 240 MT20 220/195 TCDL 10 0 Lumber Increase 1 15 BC 0.06 Vert(TL) -0.00 2 -6 >999 180 BCLL 0 0 • Rep Stress Incr NO WB 0 04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2006/TP12002 (Matrix) Weight 24 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No 18Btr G TOP CHORD Structural wood sheathing directly applied or 5 -11 -8 oc purlins BOT CHORD 2 x 4 DF No.18Btr G GOT CHORD Rigid ceiling directly applied or 10-0 -0 ac bracing. WEBS 2 x 4 OF Std G MiTek recommends that Stabilizers and required cross bracing be installed dunng 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 II, Exp B, enclosed, MWFRS (low -rise) gable end zone, cantilever left and right exposed ; Lumber DOL =1 33 plate grip DOL =1 33 2) Truss designed for wind loads in the plane of the truss only For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002 3) TCLL ASCE 7 -05; Pf =25 0 psf (flat roof snow), Category II, Exp B, Fully Exp , Ct =1 1 4) Unbalanced snow loads have been considered for this design 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2 00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 6) Gable studs spaced at 2 -0 -0 oc 7) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 8) • This truss has been designed for a live load of 20 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 beanng plate capable of withstanding 100 lb uplift at loint(s) except (lt =1b) 2 =114, 4 =114 p PR 11) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 � v� Fe c , 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss co c- 0„\ E6-,9 s 1O LOAD CASE(S) Standard 4 C7 2 ' 9 C C / is -,- 1' .,... . o %. ' � � /111 S. -\NCB EXPIRATION DATE: 06/30/12 ) - August 25,2010 C .. . -._. •...: . -.- t.•..., •w •'• .'.io_ . -=- -• j- .,�- w'�'R: s .. .... ..e,- Y " , S:+.RJ -A.... p . ^•_ . ,. - F - :'D Sis'`I - .rye • n . tiw•n L.O _ ® WARNING - Verrfrl design parameters and READ NOTES ON THIS AND INCLUDED 6IITEK REFERENCE PAGE MTI 7473 rev. 10 '08 BEFORE USE 7y m 2 Design valid for use only with MiTek connectors The design is based only upon parameters shown, and es for an individual budding component Apphcabdiiy of design paam enters and proper incorporation of component is responsibility of budding designer - not truss designer Bracing shown Lr 1 a for lateral support of individual web members only Additional temporary bracing to insure stability during construction h the responsibility of the MiTek' erector Additional permanent bracing of the overall structure Is the responsibility of the budding designer For general guidance regarding fabrication quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 quality Criteria, D58 -39 and SCSI Building Component 7777 Greenback Lane, Surto 109 Safely Inlorm orlon 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 - Summer Creek Build 9 Roof R32093635 B101120 MO2 COMMON 2 1 Job Reference (optional) Pro -Build Cladcamas Truss, Cladcamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 14 06 08 2010 Page 1 ID KHfowIOKXTmvmwAxSlhM3SykFgz- KHfowIOKXTmvmwAxS1hM3STioolOjiVX28XgVKykFgz 2 -11.12 5-11 -8 I 6 -11 -8 2 -11.12 2-11 -12 1 -0-0 4w8 = Scale • 121 2 - 2 801 1W ,-, 1 3 2.1 I I i♦/ 3a4 = 3v1 2 -11 -12 I 5-11 -8 2-11-12 2.11.12 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Lid 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 0.05 Vert(TL) -0 00 1 -5 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0 04 Horz(TL) 0 00 3 n/a n/a BCLL 0.0 • Code IBC2006/TP12002 (Matrix) Weight 22 lb FT = 10% BCDL 5 0 LUMBER BRACING TOP CHORD 2 x 4 DF No 1 &Btr G TOP CHORD Structural wood sheathing directly applied or 5 -11 -8 oc purtins. 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 dunng 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 Upllftl= -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 nght exposed ; Lumber DOL =1 33 plate gnp 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 beanng plate capable of withstanding 100 lb uplift at joint(s) 1 except (it = 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 . • P cc/ L NG$ EF 9 .. ►'J M • o -o ff• , \ MF R S. "C �'J EXPIRATION DATE: 06/30/12 August 25,2010 1 e ' ® {VdRMNG - Vert& design parameters and R&6D NOTES ON MIS AND INCLUDED AII /EX REFERENCE PAGE 1811 7473 rev. 10 BEFORE USE Design valid for use only Ig wiih MiTek connectors This design ¢based only upon parameters shown, and ¢for an ndividuol balding component r; , Applicability of design commenters and proper incorporation of component is responsibility of buddng designer - not truss designer. Bracing shown A T is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibdlily of the I vli lele 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 BCS1 Building Component 7777 Greenback Lane, Suite 109 Safely Inlormalion available from Truss Plate institute. 281I4 Lee Street. Suite 312- Alexandria. VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Centex - Summer Creek Build 9 Roof R32093636 B101120 NO1 GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7 240 S Jun 18 2010 MiTek lndustnes, Inc Wed Aug 25 14 06 09 2010 Page 1 ID oTDB75Pylnum041701CbcfykFgy- oTDB75Pylnum041701Cbd ?tBC5iS9pgGoGE1mykFgy I - - I 2-9-8 I 5-7 -0 I 6 I 1.0-0 2.9-8 2.9.8 1.0.0 46 = Scale 1 204 ■ 3 8W 12 4 2 A III r c 1 5 I ■, e2a4 II 3x4 = 3a4 = l 2-9-8 I 5-7-0 I 2.8.8 2-9-8 LOADING DING (l)5 b O SPACING 2 -0-0 CSI DEFL in (loc) I /deft Lid PLATES GRIP (Roof Snow =25 0) Plates Increase 1.15 TC 0.18 Vert(LL) -0.00 6 >999 240 MT20 220/195 . TCDL 10.0 Lumber Increase 1 15 BC 0 05 Vert(TL) -0 00 6 >999 180 BCLL 0.0 • Rep Stress Ina NO WB 0 04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2006/TP12002 (Matrix) Weight: 23 lb FT = 10% , LUMBER BRACING TOP CHORD 2 x 4 DF No 1&Btr G TOP CHORD Structural wood sheathing directly applied or 5 -7 -0 oc purtins 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 quide. REACTIONS (lb /size) 2= 291/0 -5 -8 (min. 0 -1 -8), 4= 291/0 -5 -8 (mm 0 -1 -8) Max Horz 2= -58(LC 5) Max Uplift2=- 110(LC 7), 4=- 110(LC 8) FORCES (Ib) - Max Comp /Max Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind. ASCE 7 -05, 100mph, TCDL =4 2psf, BCDL= 3.Opsf, h =25ft, Cat II, Exp B; enclosed, MWFRS (low -rise) gable end zone, cantilever left and nght exposed , Lumber DOL =1 33 plate gnp DOL =1 33 2) Truss designed for wind loads in the plane of the truss only For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002 3) TCLL ASCE 7 -05, Pf =25.0 psf (flat roof snow); Category II, Exp B; Fully Exp ; Ct =1.1 4) Unbalanced snow loads have been considered for this design 5) This truss has been designed for greater of min roof live load of 16 0 psf or 2.00 times flat roof load of 25 0 psf on overhangs non - concurrent with other live loads 6) Gable studs spaced at 2 -0 -0 oc 7) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members 9) A plate rating reduction of 20% has been applied for the green lumber members. ' 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (1t =lb) 2 =110, 4 =110. 11) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1. ��D PROFF 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss � \j\((''C‘ � NG)NF s/ LOAD CASE(S) Standard 16 r y • W ' GOr M F R S. \N EXPIRATION DATE: 06/30/12 August 25,2010 41L$ -,.. tee_ .p: ,�= r2.re4ASIG rrra nxris1tawwck:en - sv1111 iar.,t .a®czitr _ ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITSKREFERENCE PAOB M11 7473 res. 10 ITS BEFORE USE Design valid for use only with Mffek connectors ihk design's based only upon parameters shown, and for an Indrvklual building component Applrcabdity of design paramenters and proper Incorporation of component is responsibility of budding designer - not truss designer. Bracing shown Millet(' n for lateral support of individual web members only Additional temporary bracing to insure sfabdity during construction is the responsibility of the MiTek• erector Additional permanent bracing of rho 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 -B9 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information evadable from Truss Plate Institute, 28111 Leo Street, Suite 312. Alexandria, VA 22314. Citrus Heights. CA, 95610 1\ Job Truss Truss Type Qty Ply Centex - Summer Creek Build 9 Roof R32093637 8101120 NO2 COMMON 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 14 06 09 2010 Page 1 ID oTDa75Pylnum041701CbcfykFgyoTDB75Pylnum041701Cbd7tYC5mS9pgGoGElmykFgy 2-9-8 I 5 - 6 -7 -0 I 2.9.8 2.9-8 1 - - 416 = SuuIe • 120 4 2 eco 1 i` i-/ 5 244 II i-/ 344 = 3xe = 2 -9-8 5-7 -0 2 -9.8 2 -9-8 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) 1 /deft Lid 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 04 Vert(TL) -0 00 5 >999 180 BCLL 0.0 • Rep Stress Inc( YES WB 0 04 Horz(TL) 0 00 3 n/a n/a BCDL 5,0 Code IBC2006/TPI2002 (Matrix) Weight. 21 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 5 -7 -0 oc purlins BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing WEBS 2 x 4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS (Ib /size) 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 Uplift 1= -47(LC 7), 3=- 113(LC 8) FORCES (Ib) - Max. Comp /Max Ten - All forces 250 (Ib) or less except when shown NOTES 1) Wind. ASCE 7 -05, 100mph, TCDL= 4.2psf; BCDL =3 Opsf, h =25ft; Cat II, Exp B, enclosed, MWFRS (low -rise) gable end zone; cantilever left and right exposed , Lumber DOL =1.33 plate gnp DOL =1 33 2) TCLL' ASCE 7 -05, Pf =25 0 psf (flat roof snow); Category II; Exp B; Fully Exp., C1 =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 dtord 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 beanng plate capable of withstanding 100 lb uplift at joint(s) 1 except ()t =lb) 3 =113. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/I 1. 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �� D PR OFF� 'S � I N E�c / �2 1 TF • B L • (<7 C . A,, FR s . `NC' EXPIRATION DATE: 06/30/12 August 25,2010 4 • ® WARNING Vcr gfy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1811 -7473 rep. 10 '08 BEFORE USE. Design valid for use only with MiTek connectors Thk design k based only upon parameters shown. and k for an Indrviduni building component Appicabdity of design param enters and proper incorporation of component is responsibility of budding designer - not truss designer Bracing shown s for lateral support of individual web members only Additional temporary bracing to insure stability during construction 6 the responsibility of the MiTek' erector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding ra fabrication. quality conhol, storage. delivery. erection and bracing. consult ANSI /IPII Quality Criteria. 05B -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safely Inlormallon °voluble from truss Plate Institute. 281 N Lee Street. Suite 312, Alexandria. VA 22314 Citrus Heights, CA, 95610 .'• r Symbols Numbering System ® General] Si ety Notes PLATE LOCATION AND ORIENTATION 3 Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. 6 -4-8 dimensions shown in ft- in- sixteenths Damage or Personal Injury mriM Dimensions are in ft -in- sixteenths. I (Drawings not to scale) �� and Apply full py lates to embed both sides teeth of truss 1 Additional stability bracing for truss system, e.g diagonal or x- bracing, is always required See BCSI 0 _li, r 2. Truss bracing must be designed by an engineer. For 1 2 3 wide truss spacing, individual lateral braces themselves 4' TOP CHORDS may require bracing, or alternative T. I, or Eliminator Millrillit bracing should be considered. OMAN., 3. 4 _ Never exceed the design loading shown and never p stack materials on inadequately braced trusses. O c 4 Provide copies of this truss design to the building For 4 x 2 orientation, locate = O designer, erection supervisor, property owner and plates 0 -'ns' from outside U all other interested parties edge of truss. O 5. Cut members to bear tightly against each other .-- C7 C6 C5 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 NUMBERS/LETTERS. 10 Camber is a non - structural consideration and is the 4 x 4 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 cre minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects. equal to or better than that ? Indicated by symbol shown and /or ESR -1311, ESR -1352, ER -5243, 9604B, specified by text in the bracing section of the 95 -43, 96 -31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER -487, NER -561 spacing indicated on design. if indicated. 95110, 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 I 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 MiTekC� All Rights Reserved approval of an engineer. =10 reaction section indicates joint IMMO number where bearings occur. =Ism ® 17 Install and load vertically unless indicated otherwise ...-.::_ 18. Use g treated _� envu onmenta or l, health or lumber performance may pose risks Consult wiunacceptable th Industry Standards: project engineer before use. ANSI /TPII : National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. l E e O and pictures) before use Reviewing pictures alone DSB-89: Design Standard for Bracing. It/I IC 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