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/0961 5W e_ er Zo�3Z .44.Si ov /8 V illage at - __ __ __ x X x t X x�X� -x x ., , ....,..‘ ,:.„,,...:,, ____ .._......_...., _...,_ --- x S ummer Creek x x 13.7' 15.6 I 15.6' I 15.6' I 15.6' 1 23.6 23.6' 23.6' 23.6' 3rJ:q_DM..Ci01' 21.0' \ I I ti I I '1 � � 13.5' \ 16.2' . I I Building Plan: 8 30 L FF/TOW 192.17 3 � 3 2 3 3 % Lots 30, 31, 32 & 3 3 / FF /TOW 192.17 FF/TOW 193.17 I GS 191.47 GS 191.47 / FF /TOW 193.17 Units A-B -C -A TOP 191.63 I GS 192.47 I GS 192.47 I TOP 191.63 TOP 192.63 TOP 192.63 SITE PLAN .. Scale: 1"-10' d • \ - \ - I � I \ I I d • • 5.4' .::': :: , r - - - - 11'. \ 1 :. : . : I : ' - --11 3. 5 I Pi , : • f C ": • -= 22:9' - - �� '.. � � 20.0' 1 �:�, ': ...1 I I 18. •' .... - 6� I 18.0' - I ' .9 . - .20:9H © Q - 1 CC C: 1 - A::::::.: L� i �i . 1 - u t' i L I� ■ ■ I r 1 --- \ \ ... . . .. .•: •..•.• .•'.- .. . . . : . .j' •t: . . ........... .......::... .........:.._ ........ ..........................._... ............... _...... ...... ............................... .............. ............................... ......... .............................._ .............................. .....:::.::.... .. ............................... _......... _ �.. SW SAGE TERRACE :.: ' ENGINEERING ASSOCIATES CORPORATION �. 17757 Kelok Road Lake Oswego, OR 97034 t \ © 8" SS Tel. (503) 636 -4005 Fax (503) 636 -4015 Gg'Ir�l ®� `Ifl(G�IIB�D - S�� IPLA 6tEVQIE� BUILDING PERMIT NO.: PLANNING DIVISION: Approved A Not Approve .•- Nuired Setbacks: 0 pp ^ ide Street Side: Rear. — Garage. roe iron . ■Not App � A , : ua►(leara .-: ' eet •,�n,um Building ` - ® 1 tuned. Ye • .'\ s Service Provider Lette- - < Received Date: _ _ ��t: �RT}VIENT: a:NGINEERING ®- ` E N ®t Ap �� , o � Actual :lope: % ® Appro j, Appro [] Approved Site Pln: Date: I CITY O F T GA D- )E PLA r REV!IIEW B Notes: BUILDING PERMIT NO.: AI(D (UI _ PLANNING DIVISION: See Sikp1a' 4 -3 -oa S� -N35 -r000 Required Setbacks: Approved ® Not Approved Side: Street Side: Front. Garage: Rear: Visual Clearance NSA-® Ap 0 Not Approve:: Maximum Building Height. feet ('WS Service Provider Letter Required: 0 Yes • 0 Received tZS: GI C PA t, �. ? Date: l0 - N I- /., ENNERTMT: Actual EE pe: ING D % App fl tot ppro Site PI r Approved ® N I App,: vex: r B Date: O /2- l Notes: CIITY OF TIGARD - Mg IMAM I VIIEW BUILDING PERMIT NO: Street Trees: �Ap ruived 0 Noit t�prrffv mod Protected Trees: (S App d 0 Not Approved 8: b, / Jo Do not cut or alter floor trusses adjust layout for plumbing drains 19 -114 i 15-11-0 16.114 I 19 -11-8 _ All beams per plan specified and supplied by others I I ' Rim Joists per plan 1 w ,---3 W specified and supplied I1 FT 3 . � LL s '+ I N by others jFT 7s - j (L FT(si —' /uO /D -o-0 I i co � /1ToZo /o— 0 8B' 330 pr ern wind _ 6-FTDS j .o .w=e 6-FTDS C () . Q�� • q — :ea by then$ --- ( !� -- - -- - - - A be ;nbd oth rs.'v q 1._-,./1") ^ SToZ0 /D_ U� • T Bb! I T.OB f� �'/G( r U _ q b i 1 i i q TO T 0/o o o 1? • � < � MEM o z A06 ` , A06 8.1 --..-1 _ ��l 1M _ a c) N �Q ( �-�I i. =' .. Q 0 W 3 -6 8 -_ � pr dJ A06 I, A03 A03 A06 iill v � I � � 1 Q sr Q i. I;„ ; I 6 -FT LL546 �� � ; � 6 -FT L UE46 _ USE LUS24 HANGERS U.N.O. 241 I 5 l - (It � II ***Elite*** 111 n I 12.0-0 L� 8 -7 -8 I 6-7-0 10-114 5-114 I 9-114 8-7-8 I I 124-0 I �C� \l 4 ° 3lar t�' B101119 -FT1 Centex 30 LUS46 PmpciNR . I t ` ®P O 110J Summercreek Townhomes Bld 8 Floor 1 0 HU46 MUSS DIVISION Tigard, Oregon (1 0 THA422 15877 SE 98th Ave Clackamas, OR 97015 14" Deep Floor Truss - r0 C 4 HHUS26 -2 0: (503) 557 -8404 CERTIFIED PLANT F: (503) 557 -8428 40/10/0/5 Loading w/ Defl - TL /D = 360 ; LL/D = 480 8 -25 -2010 ® Mli MiTek® POWER TO PERFORM." MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676 -1900 Re: 61011 19 - 1 Fax 916/676 1909 Centex - summercreek - BId 8 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: R32092848 thru R32092862 My license renewal date for the state of Oregon is June 30, 2012. Important Notice: If visually graded lumber is used for the trusses covered by these designs, see "SPIB Important Notice, Dated July 28, 2010" (reprinted at www.mii.com) before use. MiTek does not warrant third -party lumber design values. '` <- P R OFF � ��5 NGINE / 029 16890 r EX''RATIO;• IAT': 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 /TPI -1995 Sec. 2. Job Truss Truss Type Oty Ply Centex - summeraeek - Bld 8 Floor 1 R32092848 B101119-FT1 1 -FT FLOOR 2 1 .lob Rpfprpnrm (nntrnnall Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7 240 s Jun 18 2010 MITek Industnes, Inc Wed Aug 25 12 31 28 2010 Page 1 ID eXSXpZfSBH8gL1yHi8nNstykHDl- eXSXpZ( SBH8gL1yHr8nNsiDxT91xuhlUwRc79YykHD) 12 -0-0 I 42 l 1-4-0 II 1•712 I ..0_141_ 1 -6i I Scale • 1 56 8 2,4 II 3.4 II 4.8 = 2s4 II 3.10 = 2,4 II 2.4 11 4.10 = 3.6 FP = 4.8 = 3,4 II 4.8 = 2,4 II 5,8 = 2.4 11 .4 = 2,4 II 5.10 = 3.4 II 1 2 7 4 5 6 7 8 9 10 11 12 17 14 15 16 17 18 19 4 I , - - . 1.I� - I MI _� ,.1- \iii 4 31 30 29 28 27 26 25 24 23 22 21 20 4.8= 4.8= 3.4= 4.6= 4112= 3.6 FP= 5.12= 214 II 414= 4.8= 5.8= 4112 = I 17 -10-4 I 33-7 -0 I 17 -10-4 15-0-12 Plate Offsets (X,Y) [1 Edge,0 -1 -8], [4:0- 3- 13,Edge], [5 0- 1- 8,Edge], [6:0- 1- 8,0 -0-0], [7:0- 3- 10,Edge], [9 Edge,0 -1 -0], [14 1- 8,Edge], [15 0- 1- 8,0 -0 -0], [16 1- 10,Edge], [20 Edge 0-1 -8] [22.0- 1- 8.Edge]. [23.0 -1 -8 Edge]. [24.0- 5- 8.Edge]. [27:0- 4- 12.Edge]. [28 0 -1 -8 Edge]. [29 0- 1- 8.Edge]. [31:Edge.0 -1 -8] LOADING (ps() SPACING 2 -0-0 CSI DEFL In (lac) 1 /deft Ud PLATES GRIP TCLL 40 0 Plates Increase 1 00 TC 0 53 Vert(LL) -0 22 29-30 >948 480 MT20 220/195 TCDL 10 0 Lumber Increase 1 00 BC 0 67 Vert(TL) -0 40 29-30 >538 360 BCLL 0 0 Rep Stress 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 OF 2400F 2 OE TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purtins, 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 (mm 0 -1 -8), 20= 653/0 -5-8 (mm. 0 -1 -8), 25= 2224/0 -3 -8 (min 0-1-8) Max Grav31= 849(LC 2), 20= 744(LC 3), 25= 2224(LC 1) FORCES (Ib) - Max. Comp /Max Ten - All forces 250 (Ib) or less except when shown TOP CHORD 2- 3=- 2472/0, 3-4 =- 2494/0, 4 -5 =- 3043/0, 5-6=-3044/0, 6-7 =- 3036/0, 7- 8=- 1325/496, 8- 9=- 1325/496, 9 -10= 1297/503, 10- 11= 0/2982, 11- 12= 0/2982, 12- 13=- 1204/946, 13- 14=- 1223/947, 14 -15 =- 2223/329, 15 -16 =- 2225/325, 16.17 =- 2106/0, 17 -18 =- 2106/0 BOT CHORD 30- 31= 0/1526, 29- 30= 0/3049, 28- 29= 0/3044, 27-28=-76/2413, 26-27=-1069/0, 25- 26=- 1069/0, 24 -25 =- 1471/57, 23 -24 =- 332/2220, 22- 23=- 329/2223, 21-22=-34/2408, 20-21= 0/1309 WEBS 2 -31= 1699/0, 10-25= 2304/0, 2- 30= 0/1075, 10- 27= 0/1738, 4 -30 =- 614/4, 7- 27=- 1325/0, 4 -29 =- 452/212, 7- 28= 0/1040, 6-28=-401/0, 18-20=-1458/0, 12 -25 =- 2088/0, 18 -21= 0/892, 12- 24= 0/1480, 16 -21 =- 338/183, 14- 24=- 1459/0, 16-22= -638/0 NOTES 1) Unbalanced floor live loads have been considered for this design 2) A plate rating reduction of 20% has been applied for the green lumber members 3) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 4) "Fix heels only" Member end fixity model was used in the analysis and design of this truss 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3 -10d (0 131" X 3 ") nails Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards ���0 PR . LOAD CASE(S) Standard c J L NG ' E 9 �O 4 y 'F /', k MF A NC" R S . EXPIRATION DATE: 06/30/12 August 25,2010 4- ® WARNING Ver1/y design pamametess and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI! 74 rev !0'08 BEFORE USE Design valid for use cnly with Mlek connectors Ths designs based only upon parameters shown, and is for an individual budding component Applicabdity of design paramonters and proper incorporation of component is resporisibdily of budding designer - not truss designer Bracing shown El s for lateral support cf individual web members only Additional temporary bracing to unsure stability during constructions the responsbikty of the NliTek' erector Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding MMMMM , fabrication quality control, storage delivery, erection and bracing, consult ANSI /1P11 Qualify Criteria, DSB -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information evadable from truss Plate Institute, 281 N Lee Street Suite 312. Alexandria. VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Centex - summercreek - Bld 8 Floor 1 R32092849 B101119-FT1 2 -FT FLOOR 10 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 12 31 29 2010 Page 1 ID. 6k0v0vg5ybGhyAXTGrIcOsykHDl- 6kOvOvg5ybGhyAXTGrIcO sl2_Z Nid9Sd95Mgh_y kH DI I 24-0 I F es- i I Scale. 1602 • • 384 II 214 a 254 SP= 314 II 4s10 = 284 II 488 = 486 = 284 II 4810 = 3r6 FP = 4810 = 214 II 488 = 316 = 284 II 4810 = 384 II 1 2 3 • 5 8 7 8 9 10 11 12 13 14 15 16 17 29 28 27 28 25 24 23 22 21 20 19 8 18 488 = 488 = 486 = 284 II 4812 = 386 FP = 4812 = 5112 = 284 II 484 II 489 = 488 = • 17 -9.17 17 -11-4 I 35-7 -0 I 17417 5-1.6 17.7 -12 Plate Offsets (X,Y): [1:Edge,0 -1 -8], [5 0- 1- 8,Edge], [6 0-1-8,Edge], [130- 1- 8,Edge], [14 0- 1- 8,Edge], [18 Edge,0 -1 -8], (19.0- 3- 8,Edge], [20'0 -1- 8,0.0 -0], [21 0- 1- 8,Edge], [22:0 -5-0 , Edge]. [26:0- 1- 8,0 -0-01 [27:0- 1- 8,Edge] [28 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 18.138 G 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: 23- 25,22 -23. REACTIONS (lb /size) 29= 784/0-5 -8 (mm. 0-1 -8), 18= 765/0-5 -8 (min. 0-1 -8), 23= 2338/0-5 -8 (min. 0-1 -8) Max Grav29 =853(LC 2), 18 =839(LC 3). 23= 2338(LC 1) FORCES (Ib) - Max Comp. /Max. Ten - All forces 250 (Ib) or less except when shown TOP CHORD 2- 3=- 2829/0, 3-4 =- 2868/0, 4 -5 =- 3036 /0, 5-6= 3027/0, 6-7 =- 1964/531, 7 -8 =- 1964/531, 8- 9= 0/3223, 9-10= 0/3223, 10-11= 0/3223, 11- 12=- 1839/635, 12- 13=- 1875/631, 13 -14 =- 2981/0,14 -15 =- 2826/0, 15 -16 =- 2780/0 BOT CHORD 28- 29= 0/1830, 27- 28= 0/3184, 26- 27= 0/3027, 25-26=0/3027, 24- 25=- 1214/308, 23 -24 =- 1214/308, 22- 23=- 1276/327, 21- 22= 0/2979, 20-21= 0/2981, 19- 20= 0/2982, 18 -19= 0/1792 WEBS 9-23=-280/0, 2 -29 =- 1969/0, 8 -23 =- 2712/0, 2 -28= 0/1089, 8 -25= 0/1968, 3 -28 =- 252/0, 7-25=-263/16, 4 -28 =- 338/186, 6.25 =- 1478/0, 4 -27 =- 657/28, 5- 27=- 13/409, 16- 18=- 1928/0, 11 -23 =- 2676/0, 16.19= 0/1077, 11- 22= 0/1827, 15- 19=- 342/0, 12 -22 =- 261/28, 14 -19 =- 208/503, 13- 22=- 1584/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1. 4) "Fix heels only" Member end fixity model was used in the analysis and design of this truss 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means 9 PR OF 6) CAUTION, Do not erect truss backwards <(- 1S LOAD CASE(S) Standard C1� E NGINE s�0 C 16 iii T .I. ir ..-- .. ' . -o A � 41- GOb -> 1 99 F M B E - / M F R s . -` �N EXPIRATION DATE: 06/30/12 August 25,2010 I i A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE MTI.7473 res. 10'08 BEFORE USE, El Design valid for use only with Mir ek connectors The design n based only upon parameters shown, and is for an individual buiding component Apphcablity of design param enters and propel incorporation of component is responsibdiry of budding designer - not truss designer Bracing shown L is for lateral support of Individual web members only Additional temporary bracing to insure stability during construction is the responsibd ity 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. 055 -59 and SCSI Building Component 7777 Greenback Lane, Suite 109 Sdety Information ovaiable from Truss Prate Institute. 281 N Lee Street, Suite 312 Alexandria. VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type City Ply Centex - summera'eek - Bld 8 Floor 1 R32092850 B101119 -FT1 2 -FTGE GABLE 2 1 Jnb Reference Inohnnall Pro -Build Clackamas Truss, Clackamas,OR 97015-1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 12.31 31 2010 Page 1 ID 268fRahLTCWPCUhsOGL4UHykHDg- 268fRahLTCWPCUhsOGL4UHra8NCx5AFwcPmltykHDg 6ceb • 169 2 314 II 3a6 FP = 3.4 II 1 iUU 6 13 8 19 20 �1 I,1I 9 57 56 55 5 4 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 3.4 II 3.4 = 3a4 II 356 FP = 17.11.4 1 1.40 . 2-8-0 1 4.00 1 5-40 1 8-8.0 . 8-00 , 90 1 108-0 112-0-0 1,34.0 .14-8-0 1150-0 1 17.4-0 188.01 2000 I 21.4-0 1 22-8-0 1 240-0 1 25-4-0 1 268-0 t 280-0 1 29.4 -0 13-0 132-0-0 1 334 I d ,.40 1 4-0 140 140 140 1.40 1 4-0 4 140 140 140 1 4-0 140 140 0-74 140 140 140 1-4-0 140 140 140 14-0 08 f-40 140 140 0 140 btt-0 MF12 Plate Offsets lX Yl. [1 Edge.0 -1 -81. [16.Edge.0 -1 -OJ. (57:Edge.0 -1 -8J LOADING (psi) SPACING 2 -0-0 CSI DEFL in (roc) I /deft L/d PLATES GRIP TCLL 40 0 Plates Increase 1 00 TC 0 05 Vert(LL) n/a - n/a 999 MT20 185/148 TCDL 10.0 Lumber Increase 1 00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0 0 Rep Stress Incr YES WB 0 03 Horz(TL) 0 00 30 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight: 130 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 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 35-7 -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 .<(,4' O P R °FFS � L NG, I N ,9 s / � 2 � . ,4., � yr r S . Z %N EXPIRATION DATE: 06/30/12 August 25,2010 m ® WARNING Verify design parameters and READ NOTES ON 7711S AND INCLUDED MITER REFERENCE PAGE 7171.7473 res. 10 '08 BEFORE USE ' Design valid for use only with MiTek connectors Th8 design 8 based only upon parameters shown- ands for an ndividud building component INE Applicabdity of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown _ 5 for lateral support of individual web members only Additional temporary bracing to insure stability during construction 8 the responsbdlity of the MiTek' erector Additional permanent bracing of the overall structure is the responsibility of the budding designer, For general guidance regarding Paw.. , fabrication quality control. storage, delivery erection and bracing consult ANSI /TPII Qualify Criteria, DSB -e9 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safely Inlorrnation 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 - summers eek - Bld 8 Floor 1 R32092851 6101119 -Fri 4 -FT FLOOR 6 1 .Inb Refernncp (oottnnall Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek lndustnes, Inc Wed Aug 25 12 31 32 2010 Page 1 I D. WJh2fwizE WeGpeG2lasJOVykH Df- WJh2fwrzE WeG peG2xzsJOV NdBnOSgYU3r3aLIJyk HDI 7 I ;45.:4.1 i 14 0 $gie Scala • 1 30 0 • 354 II 4.10 = 2.4 II 4.6 = ha II ha II 1.10 = 3.4 II 1 2 3 4 5 67 6 9 15 15 14 13 12 y 4.13 = 4:0 = 4.4 = 2.4 II 4.10 = 4e = 8.6 -0 1 c7 -o ; DI 55 17-10-El 443-n r-ao n -s ' 6.n.e Plate Offsets (X.YI: [1:Edge.0 -1 -8]. (4.0- 2- 9.Edge], [5.0- 1- 8.Edge]. [6.0- 1- 8.Edgel f11 Edge.0.1 -8]. (13.0- 1- 8.0 -0-0]. [14.0- 1- 8.Edge], [16.Edge.0 -1 -8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1 /deft Lid PLATES GRIP TCLL 40 0 Plates Increase 1 00 TC 0 54 Vert(LL) -0 27 14 >791 480 MT20 220/195 TCDL 10 0 Lumber Increase 1.00 BC 0.69 Vert(TL) -047 13-14 >451 360 BCLL 0 0 Rep Stress Incr YES WB 0 35 Horz(TL) 0 08 11 n/a n/a BCDL 5 0 Code IBC2006/TPI2002 (Matrix) Weight 97 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 puffins, except BOT CHORD 4 X 2 DF No 1 &Btr G end verticals WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing REACTIONS (lb /size) 16= 972/0 -5 -8 (min 0 -1 -8), 11= 972/0 -5-8 (min 0-1 -8) FORCES (Ib) - Max Comp /Max. Ten - All forces 250 (Ib) or less except when shown TOP CHORD 2 -3 =- 3396/0, 3-4 =- 3436/0, 4 -5 =- 4083/0, 5-6=-4082/0, 6-7 =- 4082/0, 7 -8 =- 3432/0, 8 -9 =- 3393/0 BOT CHORD 15- 16= 0/2123, 14- 15= 0/4081, 13-14= 0/4082, 12- 13= 0/4082, 11- 12= 0/2123 WEBS 5-14 =- 353/292, 2- 16=- 2284/0, 2- 15= 0/1388, 3-15 =- 260/0, 4 -15 =- 756/0, 4- 14=- 390/482, 9-11 =- 2284/0, 9-12= 0/1384, 8 -12 =- 295/0, 7 -12= -937/0 NOTES 1) Unbalanced floor live 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 .NGII F N ,9 ` .0 44 ORE ! a • T '44:, 4. EXPIRATION DATE: 06/30/12 August 25,2010 A WARNING Venfy design parameters and READ NOTES ON 71118 AND INCLUDED METER REFERENCE PAGE MD 747J rev. 10')8 BEFORE USE. 1211 Design valid for use ony with MiTek connectors The design 5 based only upon parameters shown. and 5 for an indivrduel budding component Applicabirty of design param enters and proper incorporation of component is responsibiiiy of budding designer - not truss designer Bracing shown star lateral support of individual web members only Additional temporary bracing to insure stabiity during construction's the responsibility of the MiTek erector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding .... fabrication. quality control. storage. delivery. ereciron 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 Sheet. Suite 311 Alexandria, VA 22314 Cyrus Heights, CA, 95610 Job Truss Truss Type Oty Ply Centex - summera'eek - Bld 8 Floor 1 R32092852 B101119-FT1 5 -FT FLOOR 18 1 Jnb Referenrn (nptinnnll Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 12 31 33 2010 Page 1 ID_ VFOsGlb2gn7RorEVhNYZiykHDe- _VFOsGIb'7gn7RorEVhNYZiwp At6ZOvD4jKugmykHDe I 2-8-0 I 0-10.0 I I 1-9-0 I Seab•1263 3.4 II 4,10 = 2.4 II 4,4 = 2.4 II 4.10 = 3.4 II 1 2 3 4 5 3.6 = 6 7 6 L �T — Y , r — 13 12 11 10 9" 4.10 = 2.4 II 2.4 II 400 = 4.a = I 151-0 148-0 Plate Offsets (X.YI. [1 Edge.0 -1 -81. [4.0- 1- 8.Edge], [5:0- 1- 8.Edge[. [9 Edge.0 -1 -81, [11:0- 1- 8.0 -0-0). [12.0- 1- 8.Edgel. [14:Edge.0 -1 -8) LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) I /deft Ltd 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 (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) Provide mechanical connection (by others) of truss to beanng plate at joint(s) 14, 9 4) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3 -10d (0 131" X 3 ") nails Strongbacks to be attached to walls at their outer ends or restrained by other means LOAD CASE(S) Standard �� �EO PR co ��\ / LNG[ 6- cvo o : el* E r 0 00111K . 41. , o ) ,. 0 0,•• ,,c0 ... M F R S . \ 1 EXPIRATION DATE: 06/30/12 August 25,2010 4 I ® WARNING . Verify deign parameters and READ NOTES ON MIS AND INCLUDED AIITEK REFERENCE PAGE NII.7473 res. 10 '08 BEFORE USB. Design valid for use on'y with MITek connectors. Ths designs based only upon parameters shown. and 's for an eidrvidual budding component MI Applrcabdrty of design paramenters and proper incorporation of component is responsibiity of budding designer - not truss designer Bracing shown a is for lateral support of individual web members only Additional temporary bracing to insure stability during construction 6 the responsibility of the MiTek' erector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding fabrication, quality control. storage delivery. erection and bracing consult ANSI /TPI1 Quality Criteria, 009.89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information °vaiable from Truss Plate Institute. 281 N Lee Street Suite 312 Alexandria. VA 22314 Citrus Heights. CA, 95810 Job Truss Truss Type Qty Ply Centex - summercreek - Bld 8 Floor 1 R32092853 B101119-FT1 5 -FTDS FLOOR 2 1 Job Referencelootionnall Pro-Build Clackamas Truss, Cladkamas,OR 97015 -1129 7 240 5 Jun 18 2010 MtTek Industnes, Inc Wed Aug 25 12 31 34 2010 Page 1 ID Shpo4gDm7v_ 3yPR3Oun5wykHDd- Shpo4clDm7v _3yPR30un5wTu8a2ftQZMJN3RMCykHDd 2-6-0 I 1 -3 -8 I I 2-0-6 I I 1 Scent • 1 263 354 II 2.4 II 4.6 = 2.4 II 4.10 = 3.4 II 2 iie = 3 4 5 ii6 = 6 7 8 A w4■=1,A1■∎\ -A■ A ■A A r!I1 II `I� ►r.......... ...� ►; • 12 4x8= 4.8= 4.8= I 15- &0 1 5-an Plate Offsets IX.YI: (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.Edge]. [14.Edge.0 -1 -8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lest) 1 /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 1&Btr G TOP CHORD Structural wood sheathing directly applied or 5 -6-0 oc puilins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing REACTIONS (lb /size) 14= 195/4 -2 -0 (min 0 -1 -8), 9= 617/0 -2 -0 (min 0 -1 -8), 13= 884/4 -2 -0 (min 0-1 -8) Max Horz 14= 110(LC 14) Max Upliftl4=- 966(LC 7), 9= -14(LC 8), 13= 418(LC 8) QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT Max Gray 14= 1243(LC 15), 9= 800(LC 7), 13= 1715(LC 2) LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW FORCES (Ib) - Max Comp- /Max. Ten. - All forces 250 (Ib) or less except when shown TOP CHORD 1 -2 =- 970/970, 2 -3 =- 2885/3110, 3-4 =- 2349/2576, 4 -5= 3325/1772, 5 -6 =- 3822/1638, 6-7 =- 2874/652, 7 -8 =- 998/998 BOT CHORD 13 -14 =- 2809/3660, 12 -13 =- 1148/2701, 11 -12 =- 1148/2701, 10- 11=- 1146/2702, 9 -10= 138/1693 tt 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 3) Provide mechanical connection (by others) of truss to beanng plate at joint(s) 9 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 9 and 418 lb uplift at joint 13 5) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 6) 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 -2 -0 for 1428 7 plf 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss C EO P R OFF 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 �( s to be attached to walls at their outer ends or restrained by other means L (NE r 9 s/Q _ LOAD CASE(S) Standard 9C 7 R s . T ` N �� EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING Verify design parameters and READ NOTES ON TEIS AND INCLUDED MITER REFERENCE PAGE I91-7473 rev. 10 '08 BEFORE USE. Design valid for use only with Mlek connectors The designs based only upon parameters shown, and rs for an individual budding component Applicabdny of design paramonlers and proper incorporation of component is responsibility of budding designer - not Buss designer Bracing shown s for lateral support of individual web members only Additional temporary bracing to insure stability during constructions the responsibIlity or the MiTek' erector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance r egarding fabrication. quality control. storage. delivery, erection and bracing. consult ANSI /TPI1 Quality Criteria, D56 -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information avaiable Irom 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 - Bld 8 Floor 1 R32092854 B101119-FT1 6 -FT FLOOR 6 1 .lob Reference (optional] Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7 240 S Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 12 31 35 2010 Page 1 ID xuNAHykrXRlrg6_ dd6P0e7ykHDc-xuNAHykrXR1rg6 _dd6P0e7?9T Oa1wPVX1p2ueykHDc I 2-6-0 1 I 0-10.0 : I 14 -0 i Scab • 126 3 - 3.4 II 4.10 = 2.4 II 414 = 214 II 4,10 = 3s II 1 2 3 4 5 346 = 6 7 9 III �I-I I II = ill .■kr -• Y • C I 4B= 1'.1 lit ' 13 12 11 10 9 11 4.10 = 2.■ II 2.. II 4.10 = 488 = 15-8-0 I 15-u -s Plate Offsets fX.YI [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 (roc) I /deft Ud PLATES GRIP TCLL 40 0 Plates Increase 1 00 TC 0.48 Vert(LL) -0 18 10-11 >999 480 MT20 220/195 TCDL 10 0 Lumber Increase 1 00 BC 0.73 Vert(TL) -0 32 10-11 >581 360 BCLL 0 0 Rep Stress lncr 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 diredly 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, 5-6= 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 beanng plate at joint(s) 14, 9 4) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3-10d (0 131" X 3 ") nails Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 4 44 1 -o o T ORE 9 F M -' - 41 s.1' EXPIRATION DATE: 06/30/12 August 25,201Q ■ I ® WARNING - Verify design parcunetcrs and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGB MI 747J rco. 10 1 08 BEFORE USE. Design valid for use only with Mlel, connectors This designs based only upon parameters shown ands for on Individual buiding component El Applicability of design commenters and proper incorpora of component is responsibiity of buidmg designer • not truss designer. Bracing shown is for lateral support of individual web members only Additional temporary bracing to unsure 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 POW.. . .. fabrication, quality control. storage delivery. erection and broceg, consult ANSI /IP11 Quality Criteria, 058 -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information avaiable from Truss Plate Institute, 281 N Lee Sheet. Suite 312 Alexandria VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Centex - summeraeek - Bld 8 Floor 1 R32092855 B101119-FT1 7 -FT FLOOR 12 1 .Inb Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015-1129 7 240 s Jun 18 2010 MiTek Industries, Inc Wed Aug 25 12 31 35 2010 Page 1 ID xuNAHykrXRlrg6_ dd6P0e7ykHDc-xuNAHykrXR1rg6 _dd6P0e7'Av_TjlvZVX1p2ueykHDc 7 -8-0 9.4 -8 I I 1-4-0 Seel. . 1199 4.6 = 2.4 II • 1 3.4 II 2 3 4 b4 I I 5 48 = 6 3a4 II O 0 O O II P■ 1 . - ,1 111/ 9 7 ' 3■6 = 410 = A 410 = 11.11 -6 11 -11 -6 Plate Offsets (X.Y): [1 Edge.0 -1 -81 _[2 0- 3- 4.Edgej (3.0- 1- 8.Edge]. [4.0- 1- 8.0 -0-0]. [5.0- 2- 6.Edge]. [7.Edge.O.1 -8]. (8.0- 1- 8.Edgey [9.0- 1- 8.Edge]. (10.Edge 0-1 -8] LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) I /deft Ud PLATES GRIP TCLL 40 0 Plates Increase 1.00 TC 0 38 Vert(LL) -0 10 7 -8 >999 480 MT20 220/195 TCDL 10 0 Lumber Increase 1.00 BC 0.40 Vert(TL) -0 23 7 -8 >612 360 BCLL 0 0 Rep Stress Incr YES WB 0 33 Horz(TL) 0 03 7 n/a n/a BCDL 5 0 Code IBC2006ITPI2002 (Matrix) Weight. 55 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No 1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except BOT CHORD 4 X 2 DF No 1 &Btr G end verticals WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing REACTIONS (Ib /size) 10= 644/0 -5 -8 (min 0 -1 -8). 7= 644/0 -2 -0 (min. 0-1 -8) FORCES (Ib) - Max. Comp /Max Ten - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 1816/0, 3 -4 =- 1819/0, 4 -5 =- 1816/0 BOT CHORD 9- 10= 0/1303, 8- 9= 0/1819, 7- 8= 0/1304 WEBS 5-7 =- 1403/0, 2 -10 =- 1402/0, 5- 8= 0/647, 2 -9 =0/653 NOTES 1) Unbalanced floor live loads have been considered for this design 2) A plate rating reduction of 20% has been applied for the green lumber members 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7 4) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss 6) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0 131" X 3 ") nails Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard �� � ��NGI N E :,- "Vo 167 - v� ORE ► ,���' C/1/ EXPIRATION DATE: 06/30/12 August 25,2010 � r A WARNING - Vemfy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MR 7473 rm. 10 VS BEFORE USE. Design valid for use only with MITek connectors The design a based only upon parameters shown, and is for an individual balding component Appllcablity of design paramenlers and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown ., a for lateral support of individual web members only Additional temporary bracing to insure stability during construction Es the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding POWS .e • wti fabrication, quality control. storage. delivery. erection and bracing. consult ANSI /rPll Quality Criteria, D58 -89 and BC51 Building Component 7777 Greenback Lane. suite 109 Safety Information avaiabie 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 8 Floor 1 R32092856 B101119-FT1 8 -FT FLOOR 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 12 31 36 2010 Page 1 ID P4xYUI1U11911FZpApwFBLykHDb- P4xYUIIU1191IFZpApwFBLYNeOrrmOFfmhYYR4ykHDb 2-3-0 1-1-0 Scab a 1 160 4.6 = 13.a II 2 3 3s = a 2r4 I 5 b6 = a 3.4 0 P • O O 111 LW _ MUM MAIO 10 I /alb, 3. a = 3.8 = 7 / / 49— 4e= O 1010.0 n -2 -0 man Plate Offsets fX Y). [1.Edge.0 -1 -8J [2 0- 2- 5.Edge]. [5:0- 3- 3.Edge] [7 Edge.0 -1 -8], [8.0- 2- O.EdgeJ. [9.0- 1- 12.Edge]. [10 Edge.0 -1 -8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lest) I /deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1 00 TC 0 26 Vert(LL) -0 05 9 >999 480 MT20 220/195 TCDL 10 0 Lumber Increase 1 00 BC 0 28 Vert(TL) -0 12 7 -8 >999 360 BCLL 0 0 Rep Stress Incr YES WB 0 24 Horz(TL) 0 02 7 n/a n/a BCDL 5 0 Code IBC2006/TP12002 (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.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing REACTIONS (lb /size) 10= 582/0 -5 -8 (mm 0 -1 -8), 7= 582/0 -2 -0 (min 0-1 -8) FORCES (Ib) - Max. Comp /Max Ten. - All forces 250 (Ib) or less except when shown TOP CHORD 2 -3 =- 1486/0, 3-4 =- 1492/0, 4 -5 =- 1494/0 BOT CHORD 9-10= 0/1067, 8- 9= 0/1495, 7- 8= 0/1064 WEBS 2-10=-1165/0, 2- 9= 0/461, 5 -7 =- 1162/0, 5-8 =0/471 NOTES 1) A plate rating reduction of 20% has been applied for the green lumber members 2) Provide mechanical connection (by others) of truss to 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 <� �Eo P R OFec, c ‘ .4 N EF9 /02 Q -E /(� . o > 0., co 9 C Tcc / EXPIRATION DATE: 06/30/12 August 25,2010, ® WARNING - Verify design parameters and READ NOTES ON 1111S AND INCLUDED MITER REFERENCE PAGE Nrl 7473 rev. 10 'OS BEFORE USE. Design valid for use only with MiTek connectors The design is based only upon parameters shown. and a for an ndrvidual budding component g q Apphcabiity of 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 responsibility of the MiTek' erector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding ro escrow, fabrication. quality control. storage delivery. erection and bracing consult ANSI /TPib 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 - summeraeek - Bld 8 Floor 1 R32092857 B101119-FT1 A01 FLOOR 2 Job Reference (notional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 12 31 36 2010 Page 1 ID' P4xYU11U-11911FZpApwFBLykHDb- P4xYUIlU11911FZpApwFBLYPLOsxmGl fmhYYR4ykHDb 1 3.11.10 7 -9 -8 1 11 -7 -6 i 15-7.3 1 • 3-11.10 3 -9.14 341.14 3 -11.10 Scale • 1 204 we II 3.6 = 300 = t 3.10 = 2 3.6 = 3 4 5 (w w w ■1.1.57 ' MI �� — ■ �� I JU5743 r• 11 9 6 7 3.10= =; 3110 = 3.10 = 284 II h4 II 1 3 -11 -10 • 7.9.8 11 -7 -6 I 15-7 -0 1 • 3.11.10 3 -9 -14 3.9 -14 3.11-In Plate Offsets (X.Y). [1 0-3-0.0-1-8]. [5.0-3-0.0-1-8]. [7:0-3-0 0-1-8]. [9 0- 3- 0.0 -1 -8] LOADING (psi) SPACING 2 -0-0 CSI DEFL in (lac) 1 /deb L/d PLATES GRIP TCLL 40.0 Plates Increase 1 00 TC 0 15 Vert(LL) -0 14 8 >999 480 MT20 220/195 TCDL 10 0 Lumber Increase 1 00 BC 0 21 Vert(TL) -0.26 8 >705 360 BCLL 0 0 Rep Stress Incr NO WB 0 75 Horz(TL) 0.02 6 n/a n/a BCDL 5 0 Code IBC2006/TP12002 (Matrix) Weight 131 lb FT = 10% LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1 7E TOP CHORD 2 -0-0 oc purlms (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 (Ib) - Max Comp /Max Ten - All forces 250 (Ib) or less except when shown TOP CHORD 1 -10 =- 830/0, 1- 2=- 2873/0, 2 -3 =- 3696/0, 3-4=-3696/0, 4 -5 =- 2806/0, 5-6= -813/0 BOT CHORD 8- 9= 0/2873, 7 -8= 0/2806 WEBS 2 -9 =- 602/0, 3-8 =- 357/0, 4 -7= 619/0, 1 -9= 0/2947, 2 -8= 0/844, 4 -8= 0/913, 5 -7= 0/2878 NOTES 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows Top chords connected as follows 2 x 4 - 1 row at 0-9-0 oc - Bottom chords connected as follows 2 X 4 - 1 row at 0-9 -0 oc. Webs connected as follows 2 x 4 - 1 row at 0-9-0 oc 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section Ply to ply connections have been provided to distnbute 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) puffins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3-10d (0 131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means 8) Use USP JUS24 -2 (With 16d nails into Girder 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 OF) to back face of bottom chord 9) Fill all nail holes where hanger is in contact with lumber -\- 9,E3 PR O,c-k- So LOAD CASE(S) Standard � „ N G1I N ,9 X0 1) Floor Lumber Increase =l 00, Plate Increase =1.00 Uniform Loads (plf) Ct ' ,.. ;a• i e . 9 r Vert 6- 10 =10, 1- 5 = -100 ,/ - Concentrated Loads (Ib) Vert 11= -35(B) .0'..144, r`) M F R S.T‘ EXPIRATION DATE: 06/30/12 August 25,2010 4 ■ ® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE trill 7473 rev. 10'08 BEFORE USE. NH Design valid far use only with Mirek connectors Th6 design 6 based only upon parameters shown, and 6 for an endnldual building component r Applcabdity of design param enters and proper incorporation of component is responsibility of budding designer - not truss designer Bracing shown k for lateral support of individual web members only Additional temporary bracing to insure stubbly 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 is . •• fabrication, quality control. storage. delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria. 008 -89 and BCSI Building Component 7777 Greenback Lane. Suite 109 Safety information available from Truss Plate Institute. 281 N Lee Street. Suite 312. Alexandria, VA 22314 Citrus Heights CA. 95610 Job Truss Truss Type Qty Ply Centex - summercreek - Bld 8 Floor 1 R32092858 B101119 -FT1 A02 FLOOR 2 .lob Relprenrn (notional) Pro -Build Clackamas Truss. Cladkamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 12 31 37 2010 Page 1 ID tGVlaem632HZwP8OkXSUIYykHDa- tGVlaem632HZwP8OkXSU1Y5a6oCDVgo 'LI6zXykHDa 1 3.11.14 1 7 -10-0 1 11 -8-2 I 15.8-0 I 3_11 -14 3 -162 3.162 3 -11.14 Scab • 1 265 214 II axe = 3,10 = - I 3.10 = 2 3.8 = 3 4 5 M !! a r� O1 I� O: 2 y K . 9 B 7 300 = i 3110 = 3,10 = 2,4 II 2,4 II 1 3 -11 -14 1 7 160 I 11.87 1580 1 3 -11 -14 9- 102 3.162 3 -11 -14 Plate Offsets IX Y1 [1.0- 3 -4.0 -1 -81. 0- 3- 4.0-1- 81.[7.0- 3- 4.0 -1 -81 [9 0- 3- 4.0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (hoc) I /deft L/d PLATES GRIP TCLL 40 0 Plates Increase 1 00 TC 0 15 Vert(LL) -0.15 8 >999 480 MT20 220/195 TCDL 10 0 Lumber Increase 1.00 BC 0 21 Vert(TL) -0 26 8 >716 360 BCLL 0.0 Rep Stress Incr NO WB 0 73 Horz(TL) 0 02 6 n/a n/a BCDL 5 0 Code 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 2 x 4 DF Std G 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 distnbute 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 `,- \ AG'IIN0 q `v l� 2 9 r Vi 1 -o OR .- • ,�0) 9 T� , ' `MF s. � G EXPIRATION DATE: 06/30/12 August 25,2010, 4 ® WARNING - Verify deign parameters and READ NOTES ON THIS AND INCLUDED MITER' REFERENCE PAGE Mt/ 7473 res. 10'08 BEFORE USB. Design valid for use cnly with MBek connectors Th6 design is based only upon parameters shown and 6 for an individual budding component ��j Apphcabiity of design paramenters and proper incorporation of component is responsibility of buidvng designer - not truss designer Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construct -on 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. quality control. storage. delivery. erection and bracing. consult ANSI /TPIl Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane Surto 109 Safety Information available horn 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 8 Floor 1 R32092859 B101119-FT1 A03 ROOF TRUSS 2 .InILRpf tynr.lonhonalt Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 12 31.38 2010 Page 1 ID LT3Jv_nkgMPDXZJCIEzj GmykHDZ- LT3Jv_ nkgMPDXZJCIEz jGmdl'BZtECUyD2lfVzykHD2 I 5.2 -1 I 10.5-15 I 15.6-0 I 5-2 -1 5-113 5-2-1 Scale • 1265 TRUSS TO BE USED AS ROOF TRUSS ONLY! 1 316 = 2 h4 11 102 = ht II 31 Pi Ile=1 bi 4111111.11k. 111 RI NEOPIW iii Ip 2 6 s .1 4.12= ha II 11 e ha 11 3.6 = I 5-2.1 • 10.5.15 I 15-6-0 I • 5-2 -1 5-3 -1n 5-2 -1 Plate Offsets (X Y1 (1.0 -1 -12 0-1 -81 [5:0- 2- 4.0 -1 -8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25 0 Plates Increase 1 15 TC 0 14 Vert(LL) - 0.12 6-7 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1 15 BC 0 18 Vert(TL) -0 28 6-7 >670 180 BCLL 0 0 • Rep Stress Incr NO WB 0 58 Horz(TL) 0 03 5 n/a n/a BCDL 10 0 Code IRC2006/TPI2002 (Matrix) Weight 131 lb FT = 10% LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1 7E TOP CHORD 2 -0-0 oc purhns (6-0-0 max) 1-4, except end verticals BOT CHORD 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2 x 4 DF Std G JOINTS 1 Brace at Jt(s) 1, 4 REACTIONS (lb /size) 8=646/0-2-0 (min 0 -1 -8), 5= 646/0 -2 -0 (min 0 -1 -8) Max Uplift8=- 136(LC 3), 5=- 136(LC 3) FORCES (Ib) - Max Comp /Max Ten - All forces 250 (Ib) or less except when shown TOP CHORD 1- 8=- 590/157, 1- 2=- 2569/542, 2- 3=- 2569/542 BOT CHORD 6-7 =- 542/2570, 5-6 =- 542/2570 WEBS 1- 7=- 550/2608, 2 -7 =- 349/166, 3-5 =- 2608/550 NOTES 1) 2 -ply truss to be connected together with 10d (0 131"x3") nails as follows • Top chords connected as follows: 2 x 4 - 1 row at 0-9 -0 oc Bottom chords connected as follows 2 X 4 - 1 row at 0-9 -0 oc Webs connected as follows 2 x 4 - 1 row at 0-9 -0 oc 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section Ply to ply connections have been provided to 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 at joint(s) 8, 5 � E p P R O 9) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 136 lb uplift at Joint 8 and 136 lb uplift at �� ss joint 5 f � L I N ,/ 9 X O , 10) This truss is designed in accordance with the 2006 International Residential Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TPI 1 (t' 1 • •'• • %'�• E 9 i1) "F ix heels only" Member end fixity model was used in the analysis and design of this truss // Y 12) Design assumes 4x2 (flat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. LOAD CASE(S) Standard v `, s7 ��. - 8 - - 2 1 ' � ( . M F R s . -0 �N EXPIRATION DATE 06/30/12 August 25,2010 ■ ® WARNING - Veri(ry design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 ron. 10'08 BEFORE USE Mill ■ Design valid for use only with Mlek connectors Ths design 6 based only upon parameters shown and is for an individual balding component Ap of gn paopcporif om is responsibiity of buddg d - dg. ing sh A for ptcobdity lateral support desi or inardividual web menlers m and em rs on or Addi nal o te ponent brac'i1g to insure stability in during esigner construction not buss 6 the esi resp of the own 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 /TPtI Quality Criteria, DSB - 89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety intormation avalable from Truss Plate Institute. 281 N lee Street. Suite 312, Alexandria, VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply Centex - summeraeek - Bld 8 Floor 1 R32092860 B101119-FT1 A04 ROOF TRUSS 2 Job Reference (nptinnnl) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 12 31 38 2010 Page 1 ID LT3Jv_ nkgMPDX2lCIEzlGmykIIDZ- LT3Jv_ nkgMPDXZICIEzIGmdmgBaoEH1yD21NzykHDZ 4.1-0 I 8.7.0 1 4 -1 -0 4.1.0 Scale • 1 156 TRUSS TO BE USED AS ROOF TRUSS ONLY! 346 = 2.4 II 3,6 = 1 2 3 4 _ 8 ,--, 1 V' - 1 111111526.2 5 1+12 = 6 • 2.40 2.4 it 1 4-1-0 I 7.8.8 • 8.2.0 1 4 -1 -0 1.7 41 0.5.4 Plate Offsets (X Yl: 11.0- 2- 0.0 -1 -8). (3 0- 2- 0.0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) Udell Lid 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 18Btr 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 Upllft6= -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 c 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 4 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 94 lb uplift at joint 6 and 88 lb uplift at joint 4 <C" ,11 P 9) This truss is designed in accordance with the 2006 International Residential Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TPI 1 �� co �N EB9 v 10 "Fix heels only" Member end fixity model was used in the analysis and design of this truss 2 1' 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. /• • ■ .' r 12) Use Simpson Strong -Tie HHUS26 -2 (14 -10d Girder, 4 -10d Truss) or equivalent at 3 -7 -0 from the left end to connect truss(es) A05 (2 / ply 2 X 6 DF) to front face of bottom chord i 13) Fill all nail holes where hanger is in contact with lumber . rte / a LOAD CASE(S) Standard - ORE ,. • 1) Regular Lumber Increase =1 15, Plate Increase =1 15 AO A•)-� -. B Uniform Loads (plf) 9C V, R S 1\ � Vert 1 -3 =- 64,4 -6 = -20 Continued on page 2 EXPIRATION DATE: 06/30/12 August 25,2010, ■ h ® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED BITER REFERENCE PAGE 8]7/•7473 rev. 10 '08 BEFORE USE. aa_ Design valid for use only with MiTek connectors This designs based only upon parameters shown, ands for an individual budding component i� - Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not buss designer Bracing shown MI 0 is for lateral support ct 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 r egarding . ,. ,o •.o... fabrication. quality control, storage delivery erection and br acing, consult ANSI /TPI1 Quality Crlteda. DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Solely Inlormatlon 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 - summercxeek - Bld 8 Floor 1 R32092860 B101119-FT1 A04 ROOF TRUSS 2 Job Reference (optional) Pro -Build Clackamas Truss, Cladeamas,OR 97015 -1129 7 240 s Jun 18 2010 MITek Industnes, Inc Wed Aug 25 12 31 38 2010 Page 2 ID LT3Jv_ nkgMPQXZICIEzJGmykHDZ- LT3Jv_ nkgMPQXZICIEzjGmdmgBaoEH1yD 21fVzykHDZ LOAD CASE(S) Standard Concentrated Loads (lb) Vert 7=- 123(F) 1 i ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED ASTEK REFERENCE PAGE FII1.7473 rev. 10 '08 BEFORE USE. Design valid for use only with Mnek connectors The design a based only upon parameters shown. and s for an individual budding componen O A pp6cabiily of design paramenters and proper incorporation of cponent is responsibiity of budding designer - not truss designer Broong shown a for lateral s upport of rndivrdual web members only Additional temporary bracsrg to assure stabil during construction a the responsibdlity of the MiTek' erector Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication, quality control. storage delivery erection and bracing. consult ANSI /TPII Quality Criteria, DSB.89 and SCSI Building Component 7777 Greenback Lane. Suite 109 Safely Information evadable from Truss Plate Institute. 281 N Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights. CA, 95610 Job Truss Truss Type ply Ply Centex - summeraeek - Bld 8 Floor 1 R32092861 8101119 -FT1 A05 ROOF TRUSS 2 lob Rnferenrp fontinnall Pro -Build Clackamas Truss. Clackamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 12 31 39 2010 Page 1 ID pfdh7KnMbgXG9itOsxUyozykHDY- pfdh7KnMbgXG9110sxUyozAxXbxRznl5SfnC1PykHDY 1 3.8 -8 3 -8 -8 axe = 2,4 II Sul • 1 los 2 1 0i J P • a s 3 46 = TRUSS TO BE USED AS ROOF TRUSS ONLY' 2,4 II 3 -8 -8 I 3 -8-R Plate Offsets (X.Y1: (1.0- 2- 8.0 -1 -81. (3 0- 2- 8.0 -2 -01 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lest) I/defl Lid PLATES GRIP TCLL 25 0 Plates Increase 1 15 TC 0 09 Vert(LL) -0 00 4 >999 240 MT20 220/195 TCDL 7 0 Lumber Increase 1 15 BC 0 03 Vert(TL) -0.00 3 -4 >999 180 BCLL 0 0 • Rep Stress Incr NO WB 0 00 Horz(TL) -0 00 3 n/a n/a BCDL 10 0 Code IRC2006/TPI2002 (Matrix) Weight 37 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No 188tr G TOP CHORD 2 -0-0 oc purlins 1 -2, except end verticals. BOT CHORD 2 X 6 DF No 2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2 x 4 DF Std G JOINTS 1 Brace at Jt(s) 1, 2 REACTIONS (Ib /size) 4= 143 /Mechanical, 3= 143/0 -2 -0 (min 0-1 -8) Max Uplift4= -30(LC 3), 3= -30(LC 3) FORCES (Ib) - Max Comp /Max Ten. - All forces 250 (Ib) or less except when shown NOTES = 1) 2 -ply truss to be connected together with 10d (0 131"x3") nails as follows Top chords connected as follows. 2 x 4 - 1 row at 0-9 -0 oc Bottom Chords connected as follows 2 X 6 - 2 rows at 0-9-0 oc Webs connected as follows 2 x 4 - 1 row at 0-9-0 oc 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section Ply to ply connections have been provided to 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) Refer to girder(s) for truss to truss connections 9) Provide mechanical connection (by others) of truss to beanng plate at joint(s) 3 10) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 30 lb uplift at Joint 4 and 30 lb uplift at joint 3. �rp PR 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. .3 1 h GIN , ,9 / 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss ••14 / 2 13) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails 1 • .,! 9� LOAD CASE(S) Standard A .0 ORE '4, MF R S . EXPIRATION DATE: 06/30/12 August 25,2010, ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD 7473 ma. 10 '08 BEFORE USE. - Design valid for use only with Mitch connectors The design a based only upon parameters shown and a for an individual budding component Q Applicability of design paramenters and proper incorporation of comoonent 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 the responsibility of the budding designer For genera' guidance regarding '- fabrication. quality control. storage. delivery. erection and bracing, consult ANSI /TPII Quality Cdtnsia, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Solely information evadable from Truss Plate Institute. 281 N Lee Sheet. Suite 312, Alexandria VA 22314 Citrus Heights, CA 95610 Job Truss Truss Type Oty Ply Centex - summeraeek - Bld 8 Floor 1 R32092862 B101119-FT1 AC6 ROOF TRUSS 2 .lo RefRrPOr•A(nphnnall Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 12 31 39 2010 Page 1 ID pfdh7KnMbgXG9jlOsxUyozykHDY- pfdh7KnMbgXG91I0sxUyozAy4bxdznl5SfnC1PykHDY 2 -11 -8 I • 2-11 -8 I 3.6 = 2r4 II Scale • 1 106 2 • L TRUSS TO BE USED AS ROOF TRUSS ONLY! ' 2s4 II 4.6 = 7.11 -8 2.11 -8 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 05 Vert(LL) -0 00 4 >999 240 MT20 220/195 TCDL 7 0 Lumber Increase 1 15 BC 0 02 Vert(TL) -0 00 3-4 >999 180 BCLL 0 0 Rep Stress Incr NO WB 0 00 Horz(TL) -0 00 3 n/a n/a BCDL 10 0 Code IRC2006/TPI2002 (Matrix) Weight 30 lb 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 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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to beanng 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. 9, 0) PR . 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss 12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. \� �NG F9 s /O2 , ! LOAD CASE(S) Standard 1 :•• - i PE . * RE 'SN M. / 2 • �( -/ MF s. TA EXPIRATION DATE: 06/30/12 August 25,2010 ■ A WARNING - Ver tf y design parameters and READ NOTES ON 77115 AND INCLUDED MIMIC REFERENCE PAGE 1 11 7473 rev. 10 '08 BEFORE USE. Design valid for use only with Miiek connectors The design a based only upon parameters shown, and is for an individual budding component Applicability of design param enters and proper incorporation of component is responsibirty of budding designer - not truss designer Bracing shown e for lateral support of individual web members only Additional temporary bracing to insure stabiity during constructions the responsbilii of the MiTek• erector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI /TPIl Quality Criteria, 058 -89 and BCSI Building Component 7777 Greenback Lane Suite 109 Safety Information evadable from Truss Plate Institute. 281 N Lee Street. Suite 312, Alexandria. VA 22314 Citrus Heights. CA, 95610 f •1 1 1\ Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property - 1 3/4" Center plate on joint unless x, y offsets are indicated. 6 -4 -8 dimensions shown in ft- in- sixteenths Damage or Personal Injury ! Dimensions are in ft -in- sixteenths. I ( Drawings not to scale) •� Apply pfully lates embed to both sides teeth. of truss 1 Additional stability bracing for truss system, e.g diagonal or x- bracing, is always required. See BCSI. 0 1 2. Truss bracing must be designed by an engineer. For ' / 16 1 1 2 3 wide truss spacing, individual lateral braces themselves 1 TOP CHORDS may require bracing, or alternative T, I, or Eliminator CI - C2 - bracing should be considered _ III ■ _� 4 U 3 Never exceed the design loading shown and trusses never p stack materials on inadequately braced O 4 Provide copies of this truss design to the building For 4 x 2 orientation, locate plates 0- nd from outside o ® designer, erection supervisor, property owner and =O all other interested parties. ' edge of truss. C7 Ce7 C5 O 5 Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint 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 tire retardant, preservative treated, or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT P 10 Camber is a non - structural consideration and is the 4 x 4 NUMBERS /LETTERS. width measured perpendicular responsibility of truss fabricator General practice is to to slots. Second dimension is camber for dead load deflection. the length parallel to slots. I 1 Plate type, size, orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS indicated are minimum plating requirements ICC -ES Reports: 12 Lumber used shall be of the species and size, and in all respects, equal to or better than that , Indicated by symbol shown and /or ESR -1311, ESR -1352, ER -5243, 96048, specified by text in the bracing section of the 95 -43, 96 -31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER -487, NER -561 spacing indicated on design if indicated. 95110, 84 -32, 96 -67, ER -3907, 9432A 14 Bottom chords require lateral bracing at 10 ft spacing, or less, if no ceiling is installed, unless otherwise noted BEARING 15 Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2006 MiTek All Rights Reserved approval of an engineer. reaction section indicates joint ( number where bearings occur. MINN MINN 17. Install and load vertically unless indicated otherwise ® MII 18 Use of green or treated lumber may pose unacceptable environmental, health or performance risks Consult with Industry Standards: project engineer before use ANSI /TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. • p and pictures) before use Reviewing pictures alone DSB-89: Design Standard for Bracing. MI T 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 • r r . Do not cut or alter floor trusses adjust layout for plumbing drains L f 19-11-8 15-11-0 15-11-0 I 19-11-8 I All beams per plan specified and supplied by others W - - -- -- -- -- _ - -_ -- � — Rim Joists per plan .-t--2(5 / .'; s ecified and su lied .r r LLLL �s i � , LL P PP i A _ _ = # ._...... - ,�_ / _ -_ � by others / -im /��//� ; . O ILL � / -- 1 j dr �ndd FT =SfjR .....:_.: o q q : L, - b eam by alhar6 LL LL 0, -. . ... �' . _ _ t _ ._ _ _ .. LL . 11 o, TO9 :TOP I / i ; i / I — I m a / Imo i • r 3 -1 0 _ �--- - -..:: IL -_ =_ I LL - - li o A04 ----- - i of A04 . I A06 .. , N i:5 __;__, / 0 , I I _r— - - - - - 03- ri - _ r � --...0 FT'7_ — 12 -0 -0 7 -11 -8 I 4-11-8 I 10-114 I 7-1-0 7-8-0 ' TTT 7 -„-8 I 12-0.0 I # 1 # Elite*** I \ CORE/ \ " °I Jor k n ' M 1iP B101119 -FT2 Centex Rmomw I 36 LUS46 0 MUS -26 I PRQ$uild Summercreek Bld 8 Floor 2 ■ 0 HU46 0 HUS -26 TRUSS DIVISION Tigard, Oregon -r-11 l ' . -- � 0 THA422 0 HHUS -26 15877 SE 98th Ave — Clackamas, OR 97015 14" Deep Floor Trusses * Q C 4 HHUS26 -2 0 HGUS -26 O: (503) 557 -8404 CERTIFIED PLANT F: (503) 557 -8428 40/10/0/5 Loading w/ Defl - TL /D = 360 ; LL/D = 480 8 -25 -2010 0 SUS -26 0 HGUS -26 -2 -- ® Mil MiTek® POWER ro PERFORM.'" MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676 -1900 Re: B 101 1 19 - FT2 Fax 916/676 -1909 Centex - summercreek bld 8 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: R32092863 thru R32092877 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 16890PE r N EXPI RATI01/ %ATj"6 /30/12 August 25,2010 Tingey, Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI /TPI -1995 Sec. 2. • Job Truss Truss Type Oty Ply Centex - summercreek bid 8 floor 2 R32092863 B101119 -FT2 A01 FLAT 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek lndustnes, Inc Wed Aug 25 12 31 52 2010 Page 1 ID x9vbrmxWXfAODjou6AD x9vbrmxWXfAOD )ou6AD ?giC7UrJkWXv0RAQO'9ykHDL 5-3-4 I 10-4.12 I 15-8-0 1 I 5-3-0 5-1.8 5.3-0 Scab • 126 5 I 3.8= 2 3.6= 3 2.411 3.4= . o--, PI r-0- ! dw W Y T 6 , 1 3■8 = 4.12 = 8 5 21.4 II 214 II 5.3-0 10-4-12 15-8-0 5 -3-0 5-1-8 5 - 3.4 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 (hoc) I /deft L/d PLATES GRIP TCLL 25 0 Plates Increase 1 15 TC 0 20 Vert(LL) -0 11 6-7 >999 240 MT20 220/195 TCDL 7 0 Lumber Increase 1 15 BC 0 27 Vert(TL) -0 27 6-7 >689 180 BCLL 0 0 • Rep Stress Incr NO WB 0 58 Horz(TL) 0 01 5 n/a n/a BCDL 10 0 Code IRC2006/TPI2002 (Matrix) Weight. 131 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No 18Btr G TOP CHORD 2 -0-0 oc purlins (6-0 -0 max) 1 -4, except end verticals BOT CHORD 2 x 4 DF No 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing WEBS 2 x 4 DF Std G JOINTS 1 Brace at Jt(s) 1, 4 REACTIONS (lb /size) 8=646/0-5-8 (min 0 -1 -8), 5= 646/0 -5 -8 (min 0 -1 -8) Max Uplift8=- 136(LC 3), 5=- 136(LC 3) FORCES (Ib) - Max Comp /Max Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -8 =- 588/157, 1 -2 =- 2582/544, 2 -3 =- 2581/544, 3 -4 =- 2581/544, 4 -5 =- 588/157 BOT CHORD 6- 7=- 544/2582 7. 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 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 136 lb uplift at Joint 8 and 136 lb uplift at no) PROFF joint 5 G(► E 5 '227 International This truss is designed in accordance with the 2006 Inteatlonal Residential Code sections R502 11 1 and R802 10 2 and referenced _� ,.,\ F standard ANSI/TPI 1 , S 2 ' 9 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss in ; • a • r 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails / LOAD CASE(S) Standard . I/ co M S.1‘ EXPIRATION DATE: 06/30/12 August 25,2010, ® WARNING • Verify design parameters and READ NOTES ON77/IS AND INCLUDED VOTER - REFERENCE PAGE 0/II.7473 «a. 10'08 BEFORE USE. Design valid for use oriy with MBek connectors This design n based ony upon parameters shown, and is for an indrvrdual budding component mill. Applicability of design paramenters and proper incorporation of component is responsibdily of budding designer - not Muss designer Bracing shown _ n for lateral support of individual web members only Additional temporary bracing to insure slabirty during construction is the responsibility of the MiTek' erector Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding .. fabrication, quality control, storage. delivery. erection and bracing. consult ANSI /TPI1 Quality Crlterle, DSB -139 and SCSI Building Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Institute, 281 N Lee Street. Suite 312 Alexandria, VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply Centex - summercreek bid 8 floor 2 R32092864 B101119-FT2 A02 FLAT 1 2 Job Reference (optional) Pro -Build Clackamas Truss, Cladiamas,OR 97015 -1129 7 240 s Jun 18 2010 MITek Industnes, Inc Wed Aug 25 12 31 53 2010 Page 1 ID PLT 36y81zlHrtM4gukENwykHDK- PLT_ 36y81zIHrtM4gukENwIGbEYbF2G9ggAyXbykHDK 5-3-4 10.4-12 I 15-8.0 I ■ 5-3-4 5-1.8 5.3.4 Scale • 1 26 5 • 3. 1 3.10 = 2 3s6 = 3 2 .4 11 : _ MIIIi■I -- E v 4 N Ste ��� Y Spaou 7 6 9 3110 = 4.12 = �_ 6 5 244 II 2.4 II I 5.3.4 I 10 -4-12 I 15-8 -0 I 5-3.4 5.1 -8 5 - 3 - 4 Plate Offsets (X,Y) 12 2 -4,0 -1 -81,14 0- 3- 0,0- 1- 81,16:0 -4- 0,0-2- 0),17.0.3- 0,0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (hoc) I /deft Lid PLATES GRIP TCLL 25 0 Plates Increase 1 15 TC 0 37 Vert(LL) -0 22 7 -8 >832 240 MT20 220/195 TCDL 7 0 Lumber Increase 1 15 BC 0 74 Vert(TL) -0 45 7 -8 >413 180 BCLL 0 0 • Rep Stress Incr NO WB 0 38 Horz(TL) 0.02 5 n/a n/a BCDL 10 0 Code IRC2006/TPI2002 (Matrix) Weight 131 Ib FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No 18Btr G TOP CHORD 2 -0-0 oc purllns (5 -8 -14 max.) 1 -4, except end verticals BOT CHORD 2 x 4 DF No 18Btr G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing WEBS 2 x 4 DF Std G 'Except' JOINTS 1 Brace at Jt(s) 1, 4 1- 7,2- 6,4 -6: 2 x 4 DF No 18Btr G REACTIONS (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 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 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 �( G) , "96% s/ Joint 5. r " ' C. N Fig 02 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. 'if:: • • • 17 10) "Fix heels only Member end fixity model was used in the analysis and design of this truss 11) Design assumes 4x2 (flat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 921 lb down and 72 lb up at V/1 03 0 3 3-10 -8 on bottom chord The design /selection of such connection device(s) is the responsibility of others -� LOAD CAS Standard Al. ' 1 �� O -. 1) Regular Lumber Increase =1 15, Plate Increase =1.15 9C R 2 0 <<" Uniform Loads (plf) MF RS (%N Veil 5- 8 = -20, 1 -4 = -64 Continued on page 2 ( EXPIRATION DATE: 06/30/12 August 25,2010 e h ® WARNING - Venfy design parameters and READ NOTES ON 77115 AND INCLUDED MITES REFERENCE PAGE 617I 7473 rev. 10 '08 BEFORE USE I � Design valid for use only with Mitch connectors Ths design based only upon parameters shown, and s for an individual budding component Apphcabdily of design paramenters and proper incorporation cf component is responsibility of budding designer - not truss designer. Bracing shown s for lateral support of individual web members only Additional temporary bracing to unsure stability during constructions the responsibility of the MiTek' erector Additional permanent bracing of the overall structure a the responsibility of the budding designer For general guidance regarding •.. fabrication. quality control. storage. delivery, erection and bracing, consult ANSI /TPII Qualtiy 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 Ale xandria. VA 22314 CRUZ Heights, CA, 95610 Job Truss Truss Type Qty Ply Centex - summerkreek bid 8 floor 2 R32092864 B101119-FT2 A02 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 12 31 53 2010 Page 2 ID PLT_36y81z1HrtM4gukENwykHDK- PLT_ 36y81z1HOM4gukENw1GbEYbF2G9griAyXbykHDK LOAD CASE(S) Standard Concentrated Loads (lb) Vert 9=- 921(B) 4 t ® WARNING - Veryfsj design parameters and NBAD NOTES ON THIS AND INCLUDED MITER REPERENCE PAGE 1111-74 73 s-ce. ICI-V8 BEFORE USE. Design valid for use only with MiTek connectors Ths design is based Only upon parameters shown, and a for an undmdual budding component Applicability of design param enters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown is for lateral support of individual web members only Additional temporary bracing to ensure stability during constructions the responsbillity of the MiTek' erector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding n , fabrication, quality control. storage. delivery. erection and bracing consult ANSI /TPI1 Quality Criteria- 05B -89 and BCSI Building Component 7777 Greenback Lane Suite 109 Solely Information available Irons Truss Plate Institute 281 N tee Street Suite312 Alexandria. VA 22314 Citrus Heights, CA, 95810 Job Truss Truss Type Oty Ply Centex - summerrreek bid 8 floor 2 R32092865 B101119 -FT2 A03 FLAT 2 Job Reference (ootional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 12 31 54 2010 Page 1 ID tY1MGSzm3HO8SOxHEbFTv7ykHDJ- tY1MGSzm3HQ8SOxHEbFTv7ISde2T _WolvUvV32ykHDJ I 3.11 -0 7 -10-0 3 -11.0 3.11.0 Scale • 1 15 0 • 3r6 = 2.1 II 3.6 = 2 3 • • 3.10 = 6 • 2.• II 2.• II I 3.11 -0 I 7.10.0 3.11.0 3-11.0 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lest) I /deft Lid PLATES GRIP TCLL 25 0 Plates Increase 1 15 TC 0 29 Vert(TL) -0 02 5 >999 240 MT20 220/195 TCDL 7 0 Lumber Increase 1 15 BC 0 06 Vert(TL) -0 05 5 >999 180 BCLL 0 0 • Rep Stress Incr NO WB 0 30 Horz(TL) -0 00 4 n/a n/a BCDL 10 0 Code IRC2006/TP12002 (Matrix) Weight: 66 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No 18Btr G TOP CHORD 2 -0-0 oc purlins (6-0 -0 max.): 1 -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= 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 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 bearing 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 ck 0 PR 0 F standard ANSI/TP11 "<(' IN s 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss �� ri ' 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 294 lb down and 78 lb up at 16 f• 17� 3 -11 -0 on bottom chord. The design /selection of such connection device(s) is the responsibility of others LOAD CASE(S) Standard 1) Regular Lumber Increase =1 15, Plate Increase =1 15 Uniform Loads (plf) ORE ' 1 ,Cb Vert 4- 6 = -20, 1 -3 = -64 Concentrated Loads (lb) � . -k /21 < „ Vert 5= -294 MF S 1 \N EXPIRATION DATE: 06/30/12 August 25,2010 a ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1471.7473 res. 10 BEFORE USE. Design valid for use only with MOek connectors Ths design s bored only upon parameters shown. ands for an ondrviduol bulding component Applicability of design commenters 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 stabllly during construction s the responsibility of the MiTek' erector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding ._ fabrication, quality control. storage delivery. erection and bracing. consult ANSI /TPII Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane. Surte 109 Safely Information avaiabie from Truss Plate Institute. 28 1 N Lee Street, Suite 312. Alexandria. VA 22314 Citrus Heights. CA, 95610 Job Truss Truss Type thy Ply Centex - summercreek bid 8 floor 2 R32092866 8101119 -FT2 A04 FLAT 2 2 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 12 31 55 2010 Page 1 ID LkakUo_ OgaY' 4AWToJmiSLykHDI- LkakUo_ OgaY? 4AWToJmiSLgdY2M410hS88f3cUykHDI 3-8-8 i 3-8-8 36= 2.1 II Sue. • 1 10 6 1 2 ■ 4 3 2.e II 3.6 = 3-B -8 3-8-8 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (hoc) I /deft Ud PLATES GRIP TCLL 25 0 Plates Increase 1 15 TC 0.28 Vert(LL) -0 01 3-4 >999 240 MT20 220/195 TCDL 7 0 Lumber Increase 1 15 BC 0 17 Vert(TL) -0 03 3-4 >999 180 BCLL 0 0 ' Rep Stress Incr NO 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 1 &Btr G TOP CHORD 2 -0-0 oc purlins. 1 -2, except end verticals BOT CHORD 2 x 4 DF No 1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing WEBS 2 x 4 DF Std G JOINTS 1 Brace at Jt(s) 1, 2 REACTIONS (lb /size) 4= 314/0 -5-8 (mm 0 -1 -8), 3= 314/0 -5-8 (min 0 -1 -8) Max Uplift4= -66(LC 3), 3= -66(LC 3) FORCES (lb) - Max Comp /Max Ten. - All forces 250 (lb) 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 11, 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/TP1 1 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss �Ep PR 6 11) Design assumes 4x2 (flat orientation) purtfns at oc spacing indicated, fastened to truss TC w/ 2 -10d nails -1 F PE- s N v LOAD CASE(S) Standard , O2 9 1) Regular Lumber Increaseel 15, Plate Increase =1 15 c - i r e Uniform Loads (plf) �I Vert 3- 4=- 120(F =- 100),1 -2 = -64 40 1f' AT 0 - GO , c5 • M R S N EXPIRATION DATE: 06/30/12 August 25,2010, a , ® WARNING ' Very fy design parameters and READ NOTES ON TRIS AND INCLUDED MITER REFERENCE PAGE MD 7473 res. 10'08 BEFORE USE Design valid for use only with MiTek connectors Ohs designs based only upon parameters shown, and h for an individual budding component Applicability of design commenters and proper incorporation of component is responsibdity of budding designer - vol truss designer Bracing shown s for lateral support cf individual web members only Additional temporary bracing to unsure slabi.ly during construction s the rosponstaiiity of the MiTek' erector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding , fabrication, quality control storage. delivery. erection and bracing consult ANSI /TPI1 Quality Criteria, 058.89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Informatten 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 - summerkseek bid 8 floor 2 R32092867 B101119-FT2 A05 SPECIAL 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7 240 s Jun 18 2010 MITek Industnes, Inc Wed Aug 25 12 31 55 2010 Page 1 ID LkakUo OgaY24AWToJm1SLykHDI- LkakUo OgaY' 4AWToJmiSLgeL2HYiOhS88f3cUykHDI I 3-4-8 1 34 -8 3.4 = 2,411 Scale •1106 • 2 • ^ • I Specml 6 SpeonI 3 3.4 = 2.4 11 3-4-8 1 34.6 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 (loc) I /deft Ud PLATES GRIP TCLL 25 0 Plates Increase 1 15 TC 0 23 Vert(LL) -0 03 3-4 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1 15 BC 0.46 Vert(TL) -0 06 3-4 >610 180 BCLL 0.0 • Rep Stress Ina 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 1&Btr G TOP CHORD 2 -0-0 oc purlins 1 -2, except end verticals BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing WEBS 2 x 4 DF Std G JOINTS 1 Brace at Jt(s) 1, 2 REACTIONS (lb /size) 4= 842/0 -5-8 (min 0 -1 -8), 3= 941 /Mechanical Max Uplift4= -60(LC 3), 3= -60(LC 3) FORCES (Ib) - Max Comp. /Max Ten. - All forces 250 (Ib) or less except when shown . NOTES 1) 2 -ply truss to be connected together with 10d (0 131 "x3 ") nails as follows Top chords connected as follows 2 x 4 - 1 row at 0-9 -0 oc Bottom chords connected as follows. 2 x 4 - 1 row at 0-6-0 oc Webs connected as follows 2 x 4 - 1 row at 0-9-0 oc 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section Ply to ply connections have been provided to 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) Concentrated loads from layout are not present in Load Case(s)• #2 IBC BC Live; #3 MWFRS Wind Left, #4 MWFRS Wind Right, #5 MWFRS 1st Wind Parallel, #6 MWFRS 2nd Wind Parallel; #7 MWFRS 3rd Wind Parallel, #8 MWFRS 4th Wind Parallel 6) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3 -6-0 tall by 2 -0-0 wide will fit between the bottom chord and any other members 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 60 lb uplift at joint 4 and 60 lb uplift at QED P R O FF Joint 3 'S� G 6;9 0, 11) This truss is designed in accordance with the 2006 International Residential Code sections R502 11 1 and R802 10 2 and � ( Q� referenced standard ANSI/TPI 1 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss 1 • % • • P E . r 13) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated 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 LOAD CASE(S) Standard A ` • • ORE N 1) Regular Lumber Increase =1 15, Plate Increase =1.15 S' Uniform Loads (plf) 9 A : S '( - ` � Vert 1- 2 = -64, 3- 4=- 120(F= -100) '`7R "/ Continued on page 2 [ EXPIRATION DATE: 06/30/12 August 25,2010 9 i ® WARNING - Venfy design parameters and READ NOTES ON T7115 AND INCLUDED MITER REFERENCE PAGE MI1-7473 rev. 10'08 BEFORE USE. Design valid for use only with Miiek connectors t he design is based only upon parameters shown. and s for on ndvidual budding component Applicability of design poromenters 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 6 the responsibility of the MiTek erector Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding •e • .o... fabrication. quality control, storage. deirvery. ereciron and bracing. consult ANSI /TPi1 Qualify Criteria. 058.89 and SCSI Building Component 7777 Greenback Lane. Suite 109 Safely Information available horn Truss Plate Institute. 281 N. Lee Sheet. Suite 312. Alexandria, VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Centex - summeraeek bid 8 floor 2 R32092867 B101119-FT2 A05 SPECIAL 1 2 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 12 31 55 2010 Page 2 ID LkakUo_ OgaY LkakUo_ OgaY 4AWToJmiSLgeL2HY)0hS88f3cUykHDI LOAD CASE(S) Standard Concentrated Loads (lb) Vert 5=-608(B) 6=-608(B) ® WARNING - Vesffy design parameters and READ NOTES ON 171IS AND INCLUDED MITER REFERENCE PAGE MII.7473 nee. 10•'08 BEFORE USG Design valid for use only with Mlek connectors This design is based only upon parameters shown, and Is for an individual building component Applicability of design param enters and proper incorporation of component is responsibility of buildng designer - no: truss designer Bracing shown ¢ for lateral support of individual web members only Additional temporary bracing to insure stability during construction a the responsibility of the MiTek' erector Additional permanent bracing of the overall structure is the responsibility of the buiding designer For general guidance r egardng POMEO TO PERFORM' fabrication. quality control, storage. delivery, erection and bracing. consult ANSI /TPIl Quality Crlterla, OSB -89 and SCSI Building Component 7777 Greenback Lane. Surto 109 Safety Inlormallon 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 8 floor 2 R32092868 B101119-FT2 A06 FLAT 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 12 31 56 2010 Page 1 ID pw86h871bugsiK5fLOHx YykHDH-pw86h871bugsiK5fLOHx _YNISSZ8SMwbMoOc8wykHDH I 5-3-4 I 10 -4.12 I 15-80 I 5.3-4 5-1.8 5.3.4 Scab • 1 26 5 44 3410 = 2 3.6 = 3 2a4 II 348 4 LJ 9 7 3410 = 6 412= K B 5 244 II 244 II I 5-3-4 I 184 -12 I 188-0 I 5-3-4 5-1.8 5-3-4 Plate Offsets (X,Y). 11 0- 2 -4,0 -1 -81,12 0- 2- 4,0 -1 -81, 14.0 -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 (lest) I /deft Ud PLATES GRIP TCLL 25 0 Plates Increase 1 15 TC 0 46 Vert(LL) -0.28 7 -8 >650 240 MT20 220/195 TCDL 7 0 Lumber Increase 1 15 BC 0 75 Vert(TL) -0.57 7 -8 >325 180 BCLL 0 0 • Rep Stress Incr NO WB 0 45 Horz(TL) 0 03 5 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.18Btr G TOP CHORD 2 -0.0 oc purtins (5 -1 -10 max) 1-4, except end verticals BOT CHORD 2 X 4 DF 2400F 1 7E BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing WEBS 2 x 4 DF Std G 'Except' JOINTS 1 Brace at Jt(s) 1, 4 1- 7,2 -6.4 -6 2 x 4 DF No 18Btr G REACTIONS (lb /size) 8= 1603/0 -5 -8 (min. 0 -1 -8), 5= 948/0 -5-8 (min 0-1 -8) Max Uplift8=- 216(LC 3), 5=- 161(LC 3) FORCES (Ib) - Max. Comp /Max Ten - All forces 250 (Ib) or less except when shown . TOP CHORD 1 -8 =- 1278/215, 1 -2 =- 6427/867, 2 -3 =- 4226/684, 3 -4 =- 4226/684, 4 -5 =- 865/181 BOT CHORD 6-7 =- 867/6427 WEBS 36 =- 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 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. , P R OFF 8) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 216 lb uplift at joint 8 and 161 lb uplift at G ) ` loins s ,`..D 0 F9 , O'9 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 1 / PE . r 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss 11) Design assumes 4x2 (flat orientation) purllns at oc spacing indicated. fastened to truss TC w/ 2 -10d nails 12) Hanger(s) or other connection device(s) shall be provided suffiaent 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 4 ' 'r A " ' s ORE o N .• LOAD CASE(S) Standard �C ` 1) Regular. Lumber Increase =1 15, Plate Increase=1 15 '9 M % ES ' Uniform Loads (plf) M FR S . \ Vert Vert 5- 8 = -20, 1 -4 = -64 Continued on page 2 ( EXPIRATION DATE: 06/30/12 August 25,2010 1 ® WARNING - Vcryfjy design parametes and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 6411 -7973 fro. 10 Y78 BEFORE USE g��� il Design valid for use only with MiTek connectors Thu designs based only upon parameters shown, and s f or on mdrvidual budding component � 1� Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown s for lateral support of individual web members only Additional temporary bracing to insure stability during constructions the responsibBity of the MiTek' erector Additional permanent bracing of the overall structure is the responsibility of the balding designer For general guidance regarding fabrication, quality control, storage. delivery. erection and bracing consult ANSI/T911 Quality Criteria. DSB -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safely information evadable from Truss Plate Institute. 281 N Lee Street. Suite 312. Alexandria. VA 22314 Citrus Heights CA 95610 Job Truss Truss Type Oty Ply Centex - summercreek bid 8 floor 2 R32092868 8101119 -FT2 A06 FLAT 1 2 Job Reference (optional) Pro -Build Cladcamas Truss, Cladsamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 12 31 56 2010 Page 2 ID pw86h8'1bugs1K5fL0Hx YykHDH- pw86h8 _YNISSZ8SMwbMoOc8wykHDH LOAD CASE(S) Standard Concentrated Loads (lb) _ Vert. 9=-1259 ® WARNING - Venfy design parameters and READ NOTES ON 77IIS AND INCLUDED MITER REFER Wets connectors PAGE MI! 7073 rev. 70'08 BEFORE USE. �• Design valW for use only with this ns s design based only upon parameters shown, and is for an indvidual building component Applicabiny of design commenters and proper incorporation of component is responsibility at budding designer - not truss designer Bracing shown • is for lateral support of individual web members only Additional temporary bracing to Insure stabdrty 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 Pia -- y labncotron, quality control, storage, delivery, erection and bracing. consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information evadable from Truss Plate Institute. 28 1 N Lee Street. Suite 312, Alexandria. VA 22314 Citrus Hergltls, CA. 95610 Job Truss Truss Type Qty Ply Centex - summercreek bid 8 floor 2 R32092869 B101119 -FT2 A07 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 12 31 56 2010 Page 1 ID: pw86h8 bugsiK5f L0Hx_YykHDH- pw86h8'1 bugst K5f LOHx_YNrKSg DS NubMoOc8wyk H D H I 24.8 5-1 -1 I z4 -e 24 -8 Scale • 1 124 • 3.4 = 2.4 11 3,4 = 1 2 � 33 I 1 1 — ------------------------ -------\---------- -- --"-"--"--"-- — 5 T Specs& , 5pew1 hl0 = 6 244 II ° 2■4 II spew) I 24.8 5-1 -C I 2441 24 -8 Plate Offsets (X,Y) (1 0-1-12.0-1-81.13 0-1- 12.0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (hoc) I /deft Lid PLATES GRIP TCLL 25 0 Plates Increase 1 15 TC 0 08 Vert(LL) -0 02 4 -5 >999 240 MT20 220/195 TCDL 7 0 Lumber Increase 1 15 BC 0 30 Vert(TL) -0 03 4 -5 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0 39 Horz(TL) 0.00 4 n/a n/a BCDL 10 0 Code IRC2006/TPI2002 (Matrix) Weight 44 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No 1 &Btr G TOP CHORD 2 -0-0 oc purlins 1 -3, except end verticals BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing WEBS 2 x 4 DF Std G JOINTS 1 Brace at Jt(s) 1, 3 REACTIONS (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 (lb) - Max Comp /Max Ten - All forces 250 (lb) 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 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. y o PR OFF 9) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 93 lb uplift at Joint 6 and 93 lb uplift at ''S- ss � Joint 4 ` % 5 OA, EF9 O "G" 10) This truss is designed in accordance with the 2006 International Residential Code sections R502.11 1 and R802 10 2 and t referenced standard ANSI/TPI 1 Ct' , • e,#'. e • FI l 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss 12) Design assumes 4x2 (flat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails i 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 p, of others O O' % GO',• ,, � s LOAD CASE(S) Standard 16_ .i , / 21 k 1) Regular Lumber Increase =1.15, Plate Increase =1 15 ,v' R S '� \N Continued on page 2 ( EXPIRATION DATE: 06/30/12 August 25,2010 1 ■ ® WARNING Falb deign parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 94TI.7473 res. 10 n8 BEFORE USE • Design valid for use only with Mnek connectors This design 1s based only upon parameters shown and is for an individual budding component Appi cabdity of design paramenters and proper incorporation of component is responsibility of budding designer - not truss designer Bracing shown a for lateral support of individual web members only Additional temporary bracing to insure stability during construction a the responsbillity of the MiTele erecior Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding r4 4awiliZZ fabrication. quality control, storage. delivery. erection and bracing, consult ANSI /TPI1 Quality Criteria, D58 -39 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information avadabie from Truss Plate Institute. 281 N Lee Street. Suite 312. Alexandria, VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type thy Ply Centex - summercreek bid 8 floor 2 R32092869 B101119 -FT2 A07 FLAT 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladramas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 12 31 57 2010 Page 2 ID H6iUvT'IfMCo)JUgsvi pAXmykHDG- H61UvT?f MCojJUgsvipAXmw04sOSBgBIbS89gMykHDG LOAD CASE(S) Standard Uniform Loads (plf) Vert 4- 6=- 120(F =- 100),1 -3 = -64 Concentrated Loads (lb) Vert' 6=- 608(B)5=- 608(B)7=- 608(B) 7. ■ WARNING - Verjry design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1471.74 res 10 '08 BEFORE USE. ' Design valid for use only with Mnek connectors Thu design ¢based only upon parameters shown, and for an individual budding component Applicability of design poromenters and proper incorporation of component is responsiblity of bu -ldng designer - not truss designer Bracing shown ¢ for lateral support of individual web members only Additional temporary brow g to insure stabirly during construction ¢ the responsibility of the MiTek' erector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding Pawriffl ,n fabrication, quality control, storage delivery. erection and bracing, consult ANSI /TPI1 Guatify Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety information evadable from Truss Plate Institute. 281 N Lee Street Suite 312, Alexandria, VA 22314 Citrus Heights, CA. 95610 Job Truss Truss Type Oty Ply Centex - summercreek bid 8 floor 2 R32092870 8101119 -FT2 FT -1 FLOOR 4 1 I 25-40 Job Roforonco (optional) Pro -Build Cladcamas Truss, Cladcamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 12 31 58 2010 Page 1 i 24-5-0 ID mJGt6p0H7VwaxeF2TRKP4zykHDF- mJGt6pOH7VwaxeF2TRKP4zS0 )FBmwDOug6t)CpykHDF 2A -o I t -t� -1� i z i 1-a -o 5.11 -13 Scab • 1 57 0 8-0 0 I ' 4.10 = 314 I I 4110 = be I I he = 214 I I 3.6 FP = 3.4 I I 1.10 = 214 I I 5.6 = 10.10 = 2.4 I I 410 = 3.4 0 1 2 3 4 5 .9 = 6 7 8 9 10 11 12 13 14 15 16 17 • 8.11•14p 27 I 28 25 24 23 22 21 20 19 IB 48 = 48 = 254 I I 2.4 I I 412 = 3,6 FP = 4,12 = 5.10 = 2.4 I I 2.4 I I 4.8 = 48 = I 1710.4 25.1-0 I 1 33-9-0 I 17.10.4 15-10 -12 Plate Offsets (X,Y) [1 Edge,0 -1 -8], [4 0- 1- 8,Edge], (5 0- 1- 8,Edge], [12 0- 1- 8,Edge], [14 0- 1- 8,Edge], [18 Edge,0 -1 -8], [19 0- 3- 8,Edge], [20 0- 1- 8,0.0 -0], [21 0- 1- 8,Edge], [22 0-4 -8 ,Edge), [25 0- 4- 8,Edgel, [26 0 -1 -8.0 -0-01. [27 0- 1- 8,Edge1. [28 0- 3- 8,Edael, [29 Edae,0 -1 -81 LOADING (psi) SPACING 2-0-0 CSI DEFL in (roc) 1/deft Ud PLATES GRIP TCLL 40 0 Plates Increase 1 00 TC 0 73 Vert(LL) -0 27 27 -28 >795 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 1 00 Vert(TL) -0.45 27 -28 >469 360 BCLL 0 0 Rep Stress Incr YES WB 0 64 Horz(TL) 0 07 18 n/a n/a BCDL 5 0 Code IBC2006/TPI2002 (Matrix) Weight 182 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 purlins, except BOT CHORD 4 X 2 OF 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 (lb /size) 29= 811/0 -5 -8 (min. 0 -1 -8), 18=679/0-5-8 (min 0 -1 -8). 23=2188/0-3-8 (min 0-1 -8) Max Grav29= 858(LC 2), 18= 759(LC 3), 23= 2188(LC 1) FORCES (Ib) - Max Comp /Max Ten - All forces 250 (Ib) or less except when shown TOP CHORD 2- 3=- 2874/0, 3-4 =- 2920/0, 4 -5 =- 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 Slrongbacks to be attached to walls at their outer ends or restrained by other means � ck0D PR OFFS 6) CAUTION, Do not erect truss backwards ��� \' 6,0GI' E-6-d5 5- LOAD CASE(S) Standard / 4 : r V , M E R S. 1 EXPIRATION DATE: 06/30/12 August 25,2010 - r 1 ® WARNING - Verify design parameters READ NOTES ON THIS AND INCLUDED SDTEX REFERENCE PAGE Mir -7478 rev. 10 '08 BEFORE USE. Design valid for use only with MiTek connectors. Ths design 6 based only upon parameters shown, and is for an individual budding component Applicability of design paramenters and proper incorporation of component is responsibdily of budding designer - not truss designer Bracing shown El i 6 for lateral support of individual web members only Additional temporary bracing to insure stabdJy 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 in fabrication quality contloi, storage delrvery erection and bracing. consult AN51 /TPII Qualify Criteria, 058 -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information available from Truss Plate Institute. 281 N Lee Street Suite 312. Alexandria. VA 22314 Citrus Heights. CA. 95610 Job Truss Truss Type Qty Ply Centex - summera-eek bid 8 floor 2 R32092871 B101119-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 12 31 59 2010 Page 1 ID EVgFJ91vtp2RZogElBrecBykHDE- EVgFJ91vtp2RZogEl8recB7DrtdifjG22mdGIFykHDE 260 I 1 -10-12 I 14,1-CH ll Scale .1604 • 3.4 II 2.4 SP= 2.4 II 3.4 II 4.10 = 2.4 II 3.6 = 4.10= 2.4 II 4.10 = 3.6 FP = 4.10 = 2.4 II 48= 4.6 = 2.4 II 410= 3.4 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1.............- i % ,. % \ �. Ili moil. iii I. 29 28 27 26 n 24 23 22 21 20 19 , 9 48= 4.8 = 2.4 II 2.4 II 5.12= 3.6 FP = 5.12 = 2.4 II 4.6 = 4.8 = 4.8 = 4.12 = 17-9-4 I 35.9 -0 I 17 9-4 17.11.12 • Plate Offsets (X,Y) [1 Edge,0 -1 -8], [4 0- 1- 8,Edge], [5 0- 1- 8,Edge1, [12 0- 1- 8,Edge], [13.0.1- 8,0 -0 -0], [18 Edge,0 -1 -81, [19 0- 3- 8,Edge], (20.0- 1- 8,Edge], [21:0- 1- 8,Edge], (22 0-5-4 ,Edge/. 125 0- 5- 0,Edgel, 126 0 -1 -8,0 -0-01, 127.0- 1- 8,Edgel,128 0- 3- 8,Edgel. 129 Edge,0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (roc) I /deft Ud 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 Ina 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 (mm 0 -1 -8), 18= 788/0 -4 -0 (mm 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 (Ib) - Max Comp /Max. Ten - All forces 250 (Ib) 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= 0/1102, 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. co PR Qp . 6) CAUTION, Do not erect truss backwards LOAD CASE(S) Standard mac. � ' NCj I , ��4) s /0 y. C t - 1 . • r co 9 T'': Ft 2 4, ` M FR s . Z \ N ca EXPIRATION DATE: 06/30/12 August 25,2010 , c ® WARNING - Ver1/y design parameters and READ NOTES ON THIS AND INCLUDED 1161TEK REFERENCE PAGE AIII 7473 rre. 10 '08 BEFORE USE. Design valid for use only with MiTek connectors The designs based only upon parameters shown ands for an individual budding component MI l Apphcabiity of design paramonters and proper incorporation of component is responsibiity of budding designer - not truss designer Bracing shown s for lateral support of individual web members only Additional temporary bracing to unsure stabiity during construction s the responsbility of the MiTek* erector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding re fabrication quality control storage, delivery. erection and bracing, consult ANSI /IPII Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safely Inlormallon 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 8 floor 2 R32092872 B101119 -FT2 FT -2GE GABLE 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 240 $ Jun 18 2010 WO lndustnes, Inc Wed Aug 25 12 32 01 2010 Page 1 ID Auy"k29PQ19o5 d8Zt6hcykHDC- Auy' kr29PO19o5 _d8Zt6hc4ihTRz7khKW46Np8ykHDC Scab • 1 60 4 ft 3e4 II 3s6 FP= 3s4 II 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 :7. .• 11 " 11 t_j I [ 58 57 56 55 54 53 52 51 50 49 48 47 48 45 M 43 42 41 40 79 38 37 38 35 34 33 32 31 30 354 II 3s6 FP = 3s4 II 17-9-4 1.4-0 789 4-0-0 154-0 1 889 BOO 1 B4-0 t 109-0 f 1 1134-0 ling 11 g 8-0-0 117.40 98 -01 7 I "8-0 4-0 8.8-0 1 289 1 44-0 2-00 f 4 - 8 - 0 1 359-0 14-0 140 1 4-0 1 49 1 4-0 1 4-0 1 40 14-0 1J-0 I <O 1.49 1 40 14 -00. I 1 1 j0 71.4-0 i J-0 1 -40 74-0-0 25 1 2 4-0 14-0 1-40 -0 7 140 1 30-8 - 0 I3 140 1 4-0 334-0 1 3 1 -40 1 -I -0' 0-10-12 Plate Offsets (X,Y): 11 Edge,0 -1 -81, 158 Edge,0 -1 -81 LOADING (psi) SPACING 2 -0-0 CSI DEFL in (roc) 1 /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 Ina 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 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 OTHERS 4 X 2 HF Stud /Std REACTIONS All beanngs 35-9 -0 (Ib) - Max Gray All reactions 250 lb or less at toint(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 PR OFF 0A, E69 /02 E, .o O % GO • ���' MF s . IAN EXPIRATION DATE: 06/30/12 August 25,2010 � r ® WARNING - Pertly deign parameters and READ NOTES ON THIS AND INCLUDED NITER' REFERENCE PAGE 1111 -7478 rre. 10 Y)8 BEFORE USE. -- Design valid tot use only with Mira connectors The design 5 based only upon parameters shown, and a for an i ndtvidual budding component Applicabiity of design paramenlers and proper incorporation of component is responsibility of buiding designer - not truss designer Bracing shown e for lateral support of individual web members only Additional temporary bracing to insure stabiity during construction a the responsibility of the MiTe - 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 Duality Criteria. DSB -89 and BCSI Building Component 7777 Gieenback Lane, Suite 109 Safely Information available from Truss Plate Institute. 281 N Lee Street. Suite 312. Alexandria. VA 22314 Citrus Heights, CA 95610 Job Truss Truss Type Oty Ply Centex - summercreek bid 8 floor 2 R32092873 8101119 -FT2 FT -4 FLOOR 4 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladtamas,OR 97015-1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 12 32 02 2010 Page 1 ID e4VNyB3nAk000FYpiHOLEpykHDB- e4VNyB3nAk000FYpiHOLEpdklsaks6rUlkrwLaykHDB 2s -0 1 1.11 -12 49' • Scale • 1302 7 314 II 410= 214 II 416 = 214 II 410= 314 II 1 2 3 4 S6 '16= 7 8 9 0 1 �� ,J i 11 418 = 8.0 -o a -11 -14 a 11 -1z 1 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,Edge1, 15 1- 8,Edgel, 110 Edge,0 -1- 81,111 0- 4- 12,Edgel, 112 0- 1- 8,0 -0 -01, 113 1- 8,Edge1, 114 0- 4- 12,Edgel, f15:Edcie.0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (roc) 1 /def L/d 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.1&Btr G end verticals WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing REACTIONS (Ib /size) 15= 980/0 -4 -0 (mm 0 -1 -8), 10= 980/0 -4 -0 (min 0-1 -8) FORCES (Ib) - Max Comp /Max. Ten. - All forces 250 (Ib) or less except when shown TOP CHORD 2 -3 =- 3434/0, 3-4 =- 3474/0, 4 -5 =- 4144/0, 5-6=- 4144/0, 6- 7=- 3469/0, 7 -8 =- 3430/0 BOT CHORD 14- 15= 0/2143, 13-14= 0/4144, 12 -13= 0/4144, 11 -12= 0/4144, 10- 11= 0/2143 WEBS 2 -15= 2305/0, 2 -14= 0/1407, 3-14 =- 308/6, 4 -14 =- 1044/0, 8 -10 =- 2306/0, 8 -11= 0/1403, 7 -11 =- 306/20, 6 -11 =- 1041/0 NOTES 1) Unbalanced floor live loads have been considered for this design 2) A plate rating reduction of 20% has been applied for the green lumber members 3) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 4) "Fix heels only" Member end fixity model was used in the analysis and design of this truss 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard ,•,_ ,$) , .... ' 2 4 T �r , =r , ',..!<-7 C 7 R S. S \ NB EXPIRATION DATE: 06/30/12 August 25,2010 , AS WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MN 7473 reu. 10 -'08 BEFORE USE. Design valid for use only with MiTek connectors Ths design k based only upon parameters shown ands for an indrvidual budding component Applicability of design paramenters and proper incorporation of component is responsrbiily of budding designer - no; truss designer Bracing shown �� 4 s for lateral support of individual web members only Additional temporary bracing to insure stability during construcrion s the responsibility of the MiTek' erector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding fabrication, quality control storage. delivery. erection and bracing consult ANSI /TPil Guetity Criteria. DSB -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate institute 281 N Lee Street Suite 312, Alexandria VA 22314 Citrus Heights. CA, 95610 Job Truss Truss Type City Ply Centex - summercreek bid 8 floor 2 R32092874 B101119-FT2 FT -5 FLOOR 20 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 12 32 03 2010 Page 1 ID 6G3m9X40x2Yt1 P7 ?G_vanlykHDA -6G3m9X40x2Yt1 P7 I I 2.6.0 I Ton I 0-10-0 1.4.0 ■ 1 8-4-0 I Scab • 126 3 314 II 4.10= 2s4 II 4,4 = 2.4 II 4.10= 3.4 II 1 2 3 4 5 3r6 = 6 7 8 swim 4 II � I��I I �� I-' I1 10 I_ 4,10 = 2,4 11 2■4 11 4.10 = I 15-8.0 I 15-8-0 Plate Offsets (X,Y): It Edge,0 -1 -81, I4:0- 1- 8,Edge1, 15'0- 1- 8,Edge1, 19 Edge,0 -1 -81, 111 0-1-8,0-0-01,112 0- 1- 8,Edgel,114•Edge,0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lest) I /defl L/d PLATES GRIP TCLL 40 0 Plates Increase 1 00 TC 0 48 Vert(LL) -0 18 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1 00 BC 0 73 Vert(TL) -0 32 10-11 >581 360 BCLL 0 0 Rep Stress Incr YES WB 0 28 Horz(TL) 0 06 9 n/a n/a BCDL 5.0 Code IBC2006/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 -5 -8 (mm. 0 -1 -8), 9=848/0-5-8 (min 0-1 -8) FORCES (Ib) - Max Comp /Max Ten - All forces 250 (Ib) or less except when shown TOP CHORD 2- 3=- 2782/0, 3-4 =- 2798/0, 4 -5 =- 3092/0, 5-6=-2858/0, 6-7 =- 2814/0 BOT CHORD 13-14= 0/1817, 12- 13= 0/3087, 11- 12= 0/3092, 10- 11= 0/3092, 9- 10= 0/1813 WEBS 7 -9 =- 1950/0, 2 -14 =- 1955/0, 7 -10= 0/1092, 2 -13= 0/1051, 6-10 =- 300/0, 5-10 =- 557/94, 4 -13 =- 670/56 NOTES 1) Unbalanced floor live loads have been considered for this design 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 4) "Fix heels only" Member end fixity model was used in the analysis and design of this truss 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3-10d (0 131" X 3 ") nails Strongbacks to be attached to walls at their outer ends or restrained by other means LOAD CASE(S) Standard �� PR OFF S �� ,�5 LN G 1 N •,9 5-/ 1 03 -o OR .O ,- r �OJ O ' 9 / -2 ki 6 � FR S . S \ N c � EXPIRATION DATE: 06/30/12 August 25,2010 r 1 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED hIITWK REFERENCE PAGE 8111-74 73 rem 10 '08 BEFORE US& � Design veld for use only with Mitek connectors. The design is based only upon parameters shown, and is for an individual building component Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not boss designer Bracing shown A for lateral support of individual web members only Additional temporary bracing to insure stability during construction the responsibility of the MiTek' erector Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding r fabrication. quality control. storage. delnery. erection and braving consult ANSI /TPI1 qualify Criteria, DS8-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety information available from truss Plate Institute 281 N Lee Street Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Centex - summercreek bid 8 floor 2 R32092875 B101119 -FT2 FT -5DR FLOOR 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 12 32 04 2010 Page 1 ID aTd8Nt52iLhjfZICpiRpJEykHD9- aTd8Nt521Lh) tZICptRpJEt'7CgGHK7TnC2K1QTykHD9 2-6-0 l 0-10-0 I l 1.4.0 Scab " 126 3 3.4 11 4.10= 2.4 II 04 = 2.4 11 ISIS= 3.9 11 ..6 = 2 3 4 5 6 7 8 e a ° II_ _I 1_111 1 � �.� �� Mil 3 2 4e -.4,..,1 4.10 = 254 ll 2.4 11 10 = 4.9 = 4.6 = 15-60 15-60 Plate Offsets (X.Y) 11 Edge,0 -1 -81, (4 0- 1- 8,Edge1. f5 0- 1- 8,Edgel. 19.Edoe,0 -1 -81, 111 0 -1 -8,0- 0- 01,112 0- 1- 8,Edgel, 113 0- 4- O,Edge), f14: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 Ina YES WB 0 41 Horz(TL) 0 09 9 n/a n/a BCDL 5 0 Code IBC2006/TPI2002 (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 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 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 Uplifl9= -15(LC 8) LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE Max Grav14= 1244(LC 3), 9= 1244(LC 2) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW FORCES (Ib) - Max. Comp /Max Ten - All forces 250 (Ib) 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, (3-7 =- 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 beanng 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 `�C. P R OFer, LOAD CASE(S) Standard � 4 G N 9 / o Ct 1-:j5- 9 r . / / 4. O •' • ,�cb 9 T F �; .. 21 tG `M R s . - \ EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify design parameters and READ NOTES ON MRS AND INCLUDED MITER REFERENCE PAGE BB1.747.3 rev. 10 1 08 BEFORE USE. Design valid for use only with Mick connectors the design is based only upon parameters shown, and a for an ndnidual budding component NEE Applicobdity 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 bracng to insure stability cluing 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 regardng . _ 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 Inlormatlon 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 - summera-eek bid 8 floor 2 R32092876 B101119-FT2 FT -6 FLOOR 16 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7 240 s Jun 18 2010 MITek Industnes, Inc Wed Aug 25 12 32 04 2010 Page 1 ID aTd8Nt52iLh) fZICpiRpJEykHD9- aTd8Nt52iLh) fZICprRpJEt37gHVK1 /nC2K10TykHD9 1 1.11.8 I 1.4 -0 I I 2-6-0 Scab• 1 19 4 5s8 = 1 314 II 2 12 3 3s5 = 4 2s4 II 5 418 = 8 314 II o • o e a J I r le o1 ' e l ' o bbb e 2.4 II ' 0 9 8 2s4 II 3110 = 518 = 4s8= I 2.4 -0 1 3-80-00 1 3-88-00 t 11.8.0 1 2.4 -0 0-8 -0 0 -8 -0 8.0.0 Plate Offsets (X,Y)• 11 Edge,0 -1 -81,12 0- 1- 8,Edoe1, 13 0- 1- 8,Edgel, 15 0.2- 10,Edge1, 17•Edge,0 -1 -81, 19'0 -1- 8,0-0- 01,110 0.1- 8,Edge1,111 Edge,0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (roc) I /deft L/d PLATES GRIP TCLL 40 0 Plates Increase 1 00 TC 0.67 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 Ina YES WB 0 31 Horz(TL) 0 02 7 n/a n/a BCDL 5 0 Code IBC2006/TP12002 (Matnx) Weight 55 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except BOT CHORD 4 X 2 DF No 1&Btr G end verticals WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing REACTIONS (Ib /size) 11= 628/Mechanical, 7= 628/0 -4 -0 (min 0-1 -8) FORCES (Ib) - Max. Comp /Max Ten. - All forces 250 (Ib) or less except when shown TOP CHORD 2- 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 Strongbacks to be attached to walls at their outer ends or restrained by other means LOAD CASE(S) Standard � 9 P R ore <4., -9 LNG)N 9 S /c4 1r•- , r // /c • R S. EXPIRATION DATE: 06/30/12 August 25,2010 • ® WARNING - Verify design parameters and RD NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 15171-7473 1.7473 rev. 10'08 BEFORE USE. �, EA Design valid for use only with Mitch connectors The designs based only upon parameters shown and s for an undrridud building component Appicabtrty of design commenters and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown . is for lateral support of individual web members only Additional temporary bracing to unsure stability during constructions the responsibillity 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 control storage delrver , erection and bracing consult ANSI /TPI1 quality Criteria, D58.889 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute 281 N Lee Street, Suite 312. .Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply Centex - summera'eek bid 8 floor 2 R32092877 B101119-FT2 FT -7 FLOOR 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 12 32 05 2010 Page 1 ID 2fBWaD6gTfpaHIHONPy2sSykHD8. 2fBWaD6gTfpaH (HONPy2sSFM04mA3U2wRi4ayvykHD8 I 2.0-0 I 1.11.6 I Scale • 1 170 4.6 = 1 3 . 4 I I 2 3 354 = 4 2.4 I I 5 4.6 = 6 3.4 II .o I w A A y ,, W illii11.111-1P)2111. 111 III iiiiiiiiiP 41.411111111 : ill� \31111 n�_ 9 B L6 = = M. 3.6 = / 4.8 = 418 = 10-8.8 10-8.8 Plate Offsets (X,Y) (1 Edge,0 -1 -81, f2 0- 2- 9,Edge1, 15:0- 1- 7,Edge1, f7 Edge,0.1 -8], f8 0- 1- 12,Edge1, 110 Edge,0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lest) 1 /deft L/d PLATES GRIP TCLL 40 0 Plates Increase 1 00 TC 0.19 Vert(LL) -0 04 8 -9 >999 480 MT20 220/195 TCDL 10 0 Lumber Increase 1 00 BC 0 25 Vert(TL) -0.09 7 -8 >999 360 BCLL 0 0 Rep Stress Incr YES WB 0 26 Horz(TL) 0 02 7 n/a n/a BCDL 5.0 Code IBC2006/TP12002 (Matrix) Weight 52 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) 10= 575/0 -4 -0 (min 0 -1 -8), 7= 575/0-4-0 (min 0-1 -8) FORCES (Ib) - Max Comp /Max. Ten - All forces 250 (Ib) or less except when shown TOP CHORD 2 -3=- 1416/0, 3- 4=- 1422/0, 4 -5 =- 1422/0 BOT CHORD 9-10= 0/959, 8- 9= 0/1425, 7 -8 =0/960 WEBS 2 -10= 1068/0, 2- 9= 0/513, 5 -7 =- 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 Strongbacks to be attached to walls at their outer ends or restrained by other means LOAD CASE(S) Standard < D PRQp �G.. (.. / EF9 /�2 ,./4 1111K': . •, ORE .4 • 9 F M. R' • MF R S.1\ ' EXPIRATION DATE: 06/30/12 August 25,2010 ; b r ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED 119 Mk REFERENCE PAGE 1411•74 73 res. 10 '08 BEFORE USE. s I Design valid for use only with MBek connectors This design s based only upon parameters shown and '¢ for an indrvidual budding component Applicability of design param enters and proper incorporation of component is responsibiiN of bu Icing designer - not truss designer Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction c the responsibility of the iViiTek' erector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding fabrication, quality control storage. delivery. erection and bracing. consult ANSI /TPII Quality Criteria. 05B - 89 and SCSI Building Component 7777 Greenback Lone. Suite 109 Solely Information avaiabte from Truss Plate Institute. 281 N Lee Street. Suite 312 Alexandria VA 22314 Citrus Heights CA. 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. 6 -4 -8 dimensions shown in ft -in- sixteenths Damage or Personal Injury I� E Dimensions are in ft -in- sixteenths. I I (Drawings not to scale) 11 \b App fully plates to embed both sides teeth. of truss 1. Additional stability bracing for truss system, e g. diagonal or X- bracing, is always required. See BCSI. 0' 1 2 3 2 Truss wide tr s ng, braces themselves 1 TOP CHORDS may require bracing, or alternative T, I, or Eliminator bracing should be considered. 1.111.1 Ir4 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate designer, erection supervisor, property owner and U = U O all other interested parties I plates 0 n6 from outside 21 edge of truss. O C/-8 c6-7 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 and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. • Plate location details available in MiTek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED /LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular NUMBERS /LETTERS. responsibility of truss fabricator. General practice is to to slots. Second dimension is j camber for dead load deflection the length parallel to slots. 11 Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that ip Indicated by symbol shown and /or ESR -131 1, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95 -43, 96 -31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER -487, NER -561 spacing indicated on design. if indicated. 95110, 84 -32, 96 -67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft spacing, BEARING or less, if no ceiling is installed, unless otherwise noted 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2006 MiTekO All Rights Reserved approval of an engineer. reaction section indicates joint ® number where bearings occur. �MM O 17 Install and load vertically unless indicated otherwise. MII 18 Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI /TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. Pd1 • Te k© nd pictures) before use Reviewing pictures alone DSB -89: Design Standard for Bracing. is not sufficient BCSI: Building Component Safety Information, 2 0. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.' ANSI/TPI I Quality Criteria Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet MII -7473 rev. 10 -'08 h , 20 -0-0 16 -0-0 16 -0-0 20-0.0 1114 �!!11 I k V ke' a ' N N a n a 0 00 0 0 0 0 0 0 0 U Uk Q Q a, CO U V i [ CO3(f) -02(7) CO III 03(5) LL ! LL o , , o- NCI N ,, ' N r A : J j�.����■ �{ mm '� USE LUS24 HANGERS U.N.O. 4 f7���m��o�II�IF■ �. A ,� ■1��711t1..u II�.I:I L03 `���� � �,- ,+••�w-�,j ' II.r III''IIfL-I��I�IT7- �w-�. ii�LYL111��11■ 02 � 9e, 1 ��� r L02 � ,� �II�IaW s ame R m•wna CJ�m=�161 NO2 C' �- -; A • -Mar 0j I 7 1 l■ ** *Elite * ** SCORE/ 12-0-0 I 7 -114 I 4-114 I 10 -114 I 15-114 I 7-114 I 12-0 -0 ] \� 4 { ' l 4 ' ^dlar 4t.1� B101119 Centex i 48 V -BLOCK 0 MUS -26 t olMBUald Summer Creek Townhomes Bld 8 48 S -BLOCK 15 Hus -26 ■ TRUSS DIVISION Tigard, Oregon - 6 ; . -' 108 H2.5A 0 HHUS -26 15877 SE 98th Ave ., Clackamas, OR 97015 6/12 PITCH w/ 12" OH ; 8/12 PITCH w/ 12" OMAN WI 24 LUS -24 0 HGUS -26 0: (503) 557 -8404 CERTIFIEDPLANf F: (503) 557 -8428 25/10/0/5 LOADING WI 100 MPH WIND - EXP B 8 -25 -2010 0 LUS -26 0 HGUS -26 -2 - -® MiTek® POWER To PERFORM.'" MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676 -1900 Re: 6101119 Fax 916/676 -1909 Centex - Summer Creek Build 8 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: R32092815 thru R32092847 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. ,<(.5 PR OF ESS ,NGINE6.9 9 16890PE r :-- o ORE . ' lz EXPIRATION! X6/30/12 August 25,2010 Tingey, Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI /TPI -1995 Sec. 2. Job Truss Truss Type Oty Ply Centex - Summer Creek Build 8 Roof R32092815 8101119 A01 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 12 30 11 2010 Page 1 ID O) IQIEl9JdRmbBZUITvJEPykHEw- O) IQf E) 9JdRmbBZUITvJEPXnn7ouLng8DzTYxWykHEw -o q 19-6 -0 39.0-0 apo q 1 -o-d 19.6 -e 19.6.0 f o -o 5.6 = Scale • 1 67 . 600 16 17 15 1. 16 7 9 - 5.6 ....r. 6212 - pp 21 5.6 10 22 9 4 1 1 r.? 23 e 2. 7 25 6 26 g 27 5.10 26 5 1 1 2 - -� I I N \\ice 3 1 4 -------- ---------------- --------- - - - -- .- _� --. 1 61 60 59 56 57 56 55 51 53 52 51 50 49 .8 4746 6 N A 42 41 40 39 38 37 36 35 34 33 32 10.16 MT2OH = 3.6 = 10.1e MT2OH = 3.6 II 376 II I 390-0 39-0-0 1 Plate Offsets (X,Y) 13 0-2-12,0-2-41,110 0-3-0,0-3-01,122 0-3 -0,0- 3- 01.129 0-2-12,0-2-41,132 Edge,0 -3.81, 133 0-3-4,0-1-81,160 0-3-4,0-1-81,161 Edge,0 -3 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (roc) 1/dell L/d PLATES GRIP TCLL 25 0 (Roof Snow =25 0) Plates Increase 1 15 TC 0 53 Vert(LL) 0 00 30 n/r 180 MT20 220/195 TCDL 10 0 Lumber Increase 1 15 BC 0 48 Vert(TL) -0 00 30 n/r 180 MT2OH 165/146 BCLL 0 0 • Rep Stress Inc" NO WB 0 85 Horz(TL) 0 05 45 n/a n/a BCDL 5 0 Code IBC2006/TP12002 (Matrix) Wind(LL) 0 00 30 n/r 90 Weight 346 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3 -3-6 oc purlins, except BOT CHORD 2 x 4 DF No 18Btr G end verticals WEBS 2 x 4 DF Std G 'Except' BOT CHORD Rigid ceiling directly applied or 3 -5-2 oc bracing 3. 61,29 -32 2 x 4 DF No 18Btr G WEBS 1 Row at midpt 16 -46, 15-48, 14-49, 13 -50, 17 -45, 18 -44, OTHERS 2 x 4 DF Std G 'Except' 19 -43 16-46 2 x 4 DF No 18Btr G 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 Horz 61= 131(LC 22) Max Uplift All uplift 100 lb or less at )oint(s) 48, 49, 50, 51, 52, 53, 54, 55, 56, 57, 58, 45, 44, 43, 42, 41, 40, 39, 38, 37, 36, 35 except 61=- 4114(LC 18), 32=- 4073(LC 21), 59=-136(LC 23), 60=-2212(LC 23),34=- 135(LC 24), 33=- 2187(LC 24) - Max Gray All reactions 250 lb or less at joint(s) 46, 48, 49, 50, 51, 52, 53, 54, 55, 56, 57, 58, 59, 45, 44, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34 except 61= 4247(LC 13), 32= 4247(LC 12), 60= 2189(LC 14), 33= 2189(LC 17) FORCES (Ib) - Max Comp. /Max Ten - All forces 250 (Ib) or less except when shown. TOP CHORD 2- 3=- 439/505, 3-4 =- 4033/3945, 4 -5 =- 3666/3620, 5-6=-3326/3347, 6 -7 =- 3036/3066, 7-8=-2720/2788, 8-9=-2415/2507, 9-10=-2126/2239, 10-11=-1804/1952, 11 -62 =- 1527/1677, 12 -62 =- 1289/1441, 12 -13 =- 1235/1396, 13 -14 =- 938/1118, 14 -15 =- 641/843, 15 -16 =- 346/530, 16 -17 =- 346/526, 17 -18 =- 641/830, 18- 19=- 938/1096, 19 -20 =- 1235/1366, 20-63=-1248/1412, 21 -63 =- 1527/1638, 21- 22=- 1804/1902, 22- 23=- 2126/2188, 23 -24 =- 2415/2456, 24 -25 =- 2716/2737, 25 -26 =- 3014/3016, 26 -27 =- 3314/3302, 27 -28 =- 3615/3576, 28 -29 =- 3982/3902, 29- 30= 439/505 BOT CHORD 60 -61 =- 3820/3982, 59 -60 =- 3456/3619, 58 -59 =- 3189/3352, 57 -58 =- 2923/3085, QED PROFF 56 -57 =- 2656/2819, 55 -56 =- 2389/2552, 54 -55 =- 2123/2285, 53- 54=- 1856/2019, •`' `_ ` 1 52 -53 =- 1591/1753, 51 -52 =- 1324/1487, 50 -51 =- 1057/1220, 49 -50 =- 791/953, <0 `,Y4 f E6.- / Q2 48- 49=- 524/687, 47 -48 =- 257/420, 45 -46 =- 257/420, 44- 45=- 524/687, 43- 44=- 791/953, 42 -43 =- 1057/1220, 41 -42 =- 1324/1487, 40-41= -1591 /1753, 39 -40 =- 1856/2018, C C , 1 0 . r : • I! • 9 38- 39=- 2123/2285, 37 -38 =- 2389/2552, 36- 37=- 2656/2818, 35- 36=- 2923/3085, / 34 -35 =- 3189/3352, 33- 34=- 3456/3618, 32 -33 =- 3820/3982 / WEBS 3-60 =- 2168/2224, 29- 33=- 2168/2200, 3- 61=- 5908/5642, 29 -32 =- 5842/5606 - I NOTES A - _ 0 , :5 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, • ' • ke cantilever left and nght exposed , Lumber DOL =1 33 plate gnp DOL =1 33 R C' 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 M F R S . 1 " 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 . Continued on page 2 1 EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Ve71fg doign parametera and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MBI -7473 r o. 10 '08 BEFORE USE. -�Y • Design valid for use only with Mitch connectors This design 6 based only upon parameters shown, and is for on budding component Applicability of design param enters and proper incorporation of component is responsibility of budding designer - not truss designer Bracing shown 6 for lateral support of individual web members only Additional temporary bracing to insure stobiily cluing construct.on 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 re fabrication, quality control storage delivery, erection and bracing. consult ANSI /TPI1 Quality Criteria. DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Solely Information a+ciable from Truss Plate institute 291 N Lee Street, Suite 312, Alexandria. VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Centex - Summer Creek Build 8 Roof R32092815 B101119 A01 GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Claekamas,OR 97015 -1129 7 240 5 Jun 18 2010 MITe( Industries, Inc Wed Aug 25 12 13 2010 Page 2 ID K6QA4wlQrFhTrVjspuxnJgykHEu- K6QA4wlQrFhTrVlspuxnJgc7HwTMphARgHy(00ykHEu NOTES 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 MT20 plates unless otherwise indicated 7) All plates are 2x4 MT20 unless otherwise indicated 8) Gable requires continuous bottom chord bearing 9) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e diagonal web) 10) Gable studs spaced at 1 -4 -0 oc 11) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 12) • 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 13) A plate rating reduction of 20% has been applied for the green lumber members 14) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 lb uplift at joint(s) 48, 49, 50, 51, 52, 53, 54, 55, 56, 57, 58, 45, 44, 43, 42, 41, 40, 39, 38, 37, 36, 35 except (jt =lb) 61 =4114, 32 =4073, 59 =136, 60 =2212, 34 =135, 33 =2187 15) This truss is designed in accordance with the 2006 International Building Code sedion 2306 1 and referenced standard ANSI/TPI 1 16) 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 39-0 -0 for 200 0 plf. 17) "Fix heels only Member end fixity model was used in the analysis and design of this truss LOAD CASE(S) Standard 1 i WA RN ING Verify design parameters and READ NOTES ON 7N /S AND INCLUDED MITER' REFERENCE PAGE MI1.7473 Ira. 10 '08 BEFORE US& • Design valid for use only with Mack connectors Ths design is based only upon parameters shown, ands far an indviduai budding component r � Appl o f design param enters 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 constructions the responsibility of the MiTek 1 erector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding •o.sw o.�a vn fabrication. quality contd. storage delivery. erection and bracing. consult ANSI /TPI1 Quality Criteria, 8511-89 and SCSI BulldIng 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 8 Roof R32092816 B101119 A02 TRIPLE FINK 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 12 30 15 2010 Page 1 ID HVYxUbmgNsyB4ptFxlzFOFykHEs- HVYxUbmgNsyB4ptFxIzFOFhT _ k3fHfwk8bRm4HykHEs 6 3 -91 I 90 -3 14-3-1 19-6-0 24-8-15 I 29-11 -13 352.12 39 4o-a �.ob 3.91 5 .2 -15 5 -2 -15 5-2.15 5 -2 -15 5.2.15 52 -15 3.91 1.0.0 5.6 = Scab • 1 80 B - 600r 7 3.4 T4 r. ]r8G 256 8 30 ]r6 fo r 9 7.4 ]r4 9 4 0 .: 3.6 b 3rfi 3 :„. 1 2.41, r 2.4 II I] 12 9 • . i., ... 166 . 2.2 21 20 23 24 19 25 19 28 17 27 29 16 15 14 i. ].8 = 3.4 = 3 = 4.4 = 4r6 = 4r4 = 3.4 = 39-4 = 70 = 46-4 I 10-6-2 I 16-6-1 22 -5.15 I 2115-14 I 34.512 39-0-0 I 46.4 5 -11 -15 5-11 -15 511.15 5-11 -15 5-11 -15 46-4 Plate Offsets (X,Y)• 13 0- 2- 4.0 -1- 81,111 -2- 4.0-1- 81.114 0-3-0,0-1-81,117:0-1-12.0-1-121,119 0-1- 12.0 -1- 121,122 3- 0.0 -1 -81 LOADING (psf) 5 0 SPACING 2 -0-0 CSI DEFL in (lest) I /dell Ud PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0 52 Vert(TL) -0.28 17 -19 >999 240 MT20 220/195 TCDL 10 0 Lumber Increase 1 15 BC 0 87 Vert(TL) -0 50 17 -19 >936 180 BCLL O 0 • Rep Stress Ina NO WB 0.58 Horz(TL) 0 16 14 n/a n/a BCDL 5 0 Code IBC2006/TPI2002 (Matrix) Weight 245 lb FT = 10% LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1 7E TOP CHORD Structural wood sheathing directly applied or 3 -11 -6 oc purlins, except BOT CHORD 2 x 4 DF No 18Btr G end verticals WEBS 2 x 4 DF Std G 'Except' BOT CHORD Rigid ceiling diredly applied or 8 -9-2 oc bracing 7- 19,7 -17 2 x 4 DF No.18Btr G WEBS 1 Row at midpt 6-19. 8 -17, 3 -22, 11 -14 MiTek recommends that Stabilizers and required cross bracing be installed dunng truss erection, in accordance with Stabilizer Installation guide REACTIONS (lb /size) 14= 2104/0 -5-8 (mm 0 -2 -4), 22= 2104/0 -5 -8 (mm 0-2 -4) Max Horz 22= 131(LC 7) Max Upluft14=- 492(LC 8), 22=- 492(LC 7) FORCES (Ib) - Max. Comp /Max Ten - All forces 250 (Ib) or less except when shown TOP CHORD 3 -4 =- 2794/675, 4 -5 =- 3029/719, 5-29 =- 2885/734, 6- 29=- 2881/737, 6 -7 =- 2766/697, 7 -8 =- 2766/697, 8 -30 =- 2881/737, 9-30 =- 2885/734, 9 -10 =- 3029/719, 10 -11 =- 2794/676 BOT CHORD 21 -22 =- 587/2331, 20- 21=- 582/2682, 20- 23=- 470/2529, 23 -24 =- 470/2529, 19 -24 =- 470/2529, 19 -25 =- 300/2096, 18 -25 =- 300/2096, 18 -26 =- 300/2096. 17 -26 =- 300/2096, 17 -27 =- 396/2529. 27- 28=- 396/2529, 16 -28 =- 396/2529, 15- 16=- 451/2682, 14- 15=- 456/2331 WEBS 3-21= 9/399. 4- 21=- 430/55, 6-20 =- 150/261, 6-19 =- 685/306, 7 -19 =- 332/1230, 7 -17= 332/1230. 8 -17 =- 685/306, 8 -16 =- 150/261, 10 -15 =- 430/56, 11- 15=- 9/399, 3 -22= 3003/587, 11- 14=- 3003/588 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 �� PR OFe n 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 't t0 non - Concurrent with other live loads \- 0 E6- / Q -0" 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 Cr if: ' 1 ' E. 9 will fit between the bottom chord and any other members, with BCDL = 5 Opsf 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) except (1t =lb) - / 14= 492,22 =492 • / , 9) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1. , ' . O - 0 /'' v' 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss 9 F - 2' 11) Hanger(s) or other connection device(s) shall be provided suffiaent to support concentrated load(s) 275 lb down and 54 lb up at A i N �j 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 F R s • 1 \ responsibility of others 12) 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 - Ver r fj/ design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE 1411-74 73 «o. 10 '08 BEFORE USE. � � Design valid for use only with MiTek connectors This design is based only upon parameters shown, ands for an individual building component i. Applicablity of design paramenters and proper incorporation of component is responsiblity of budding designer - not truss designer Bracing shown s for lateral support of individual web members only Additional temporary bracing to insure stobiity during construction is the responsibility of the MiTek' erector Additional permanent brocing of the overall structure is the responsibility of the budding designer For general guidance regarding .a ww.vwr r fabrication, quality control, storage. delivery. erection and bracing. consult ANSI /1P11 Quality Criteria, DSB -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety 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 8 Roof R32092816 B101119 A02 TRIPLE FINK 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 12 30 15 2010 Page 2 ID HWxUbmgNsyB4ptFxIzFOFykHEs- HWxUbmgNsyB4ptFxIzFOFhT _k3fHfwk8bRm4HykHEs LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1 15 • Uniform Loads (plf) Vert' 22- 23 = -10, 23- 24=- 50,24- 25 = -10, 25- 26 = -50, 26- 27 = -10, 27- 28 = -50, 14- 28 = -10, 1 -2 =70, 2- 7 = -70, 7- 12 = -70, 12- 13 = -70 Concentrated Loads (lb) Vert 25=- 275(F) 26=- 275(F) 1 A WARNING Very fy design parameters and READ NOTES ON THIS MID INCLUDED MITER REFERENCE PAGE 1111.7473 rev. '0 a. 108 BEFORE USE. im Design valid for use only with en ek connectors Th designs based only upon parameters sibli shown and s for on vid of truss budding component Apphcabdity of design paramenters and proper incorporation of component is responsibility of budding designer - not truss designer Bracing shown h for lateral support of individual web members only Additional temporary bracing to insure stability during construction k the rospansibdlity of the MiTek' erector Additional permanent bracing of the overall structure is the responsibility of the budding desgner For general guidance regarding fabrication. quality comrol. storage delivery. erection and bracing consult ANSI /TPI1 Qualify Citterla, DSB -89 and BCSI Building Component 7777 Greenback Lane. Suites 109 Safety Information avalable from Truss Plate Institute. 281 N Lee Street. Suite 312. Alexandria. VA 22314 Citrus Heights CA. 95610 Job Truss Truss Type Qty Ply Centex - Summer Creek Build 8 Roof 832092817 8101119 A03 TRIPLE FINK 5 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 12 30'17 2010 Page 1 ID e2)0)UgykHEq- DtfhvHowvTCvJ61 e2)0)UgnmBY161Z01 buw199ykHEq •,1 -8-9 3.9-4 9-0-3 f 14.3.1 19-6-0 1 24.8-15 29.11.13 I 35-2-12 1 39.0.0 I 1-0.0 3-9-4 5.2 -15 5-2 -15 5-2.15 5-2 -15 5.2 -15 5-2 -15 3.9.4 5.6= Scale •1 BO • 600 IT 7 3.4., L4 B /\ . 3.6 i 8 29 fpfl' l.6 9 3.4 % 3.4 4 0 >1 3x8 2 II r.. / ` \I I a 20 19 22 23 16 24 17 25 16 26 27 15 14 ji3 3.8 = 3.4 = 344 = 4.4 = 4.13 = 4.4 = 3.4 = 14 = 34 = 1 4 .8-4 I 1002 I 18-8-1 22.5.15 I 28-5-14 I 34.5-12 1 39. 0- 0 1 I 4 -0.4 5-11-15 5.11 -15 5- 11.15 5.11 -15 5.11 -15 4.8.4 Plate Offsets (X,Y) 13 0-3- 12,0 -1 -81.(9 0- 0- 0,0- 0- 01,111.0.3- 12,0 -1- 81,113 -3- 0,0-1- 81,(16 0-1- 12,0 -1- 121,118 0-1- 12,0 -1- 121,121 0- 3- 0,0 -1 -81 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 73 Vert(LL) -0 27 16-18 >999 240 MT20 220/195 TCDL 10 0 Lumber Increase 1 15 BC 0 87 Vert(TL) -0 49 16-18 >951 180 BCLL 0 0 • Rep Stress Inc: NO WB 0 58 Horz(TL) 0 16 13 n/a n/a BCDL 5 0 Code IBC2006/TP12002 (Matrix) Weight 244 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 OF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3 -0-3 oc purlins, except BOT CHORD 2 x 4 DF No 18Btr G end verticals WEBS 2 x 4 DF Std G 'Except' BOT CHORD Rigid ceiling directly applied or 8 -8 -2 oc bracing 7- 18,7 -16 x 4 OF No 18Btr G WEBS 1 Row at midpt 618, 8 -16, 3-21, 11 -13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS (lb /size) 13= 2023/0 -5-8 (min. 0 -2 -3), 21= 2105/0 -5 -8 (min 0-2 -4) Max Horz 21= 143(LC 7) Max Uptlftl3=- 440(LC 8), 21=- 492(LC 7) FORCES (Ib) - Max Comp /Max. Ten. - All forces 250 (Ib) or less except when shown TOP CHORD 3-4 =- 2796/675, 4- 5=- 3031/719, 5-28=-2883/735, 6-28 =- 2867/737, 6 -7 =- 2768/697, 7 -8 =- 2769/697, 8- 29=- 2886/737, 9-29 =- 2891/735, 9- 10=- 3034/719, 10 -11 =- 2811/680 BOT CHORD 20- 21=- 599/2332, 19- 20=- 594/2684, 19 -22 =- 482/2531, 22 -23 =- 482/2531, 18 -23 =- 482/2531, 18 -24 =- 312/2098, 17 -24 =- 312/2098, 17 -25 =- 312/2098, 16-25 =- 312/2098, 16- 26=- 408/2533, 26-27 =- 408/2533, 15-27=-408/2533, 14 -15 =- 482/2688, 13- 14=- 491/2348 WEBS 3-20= 10/400, 4 -20 =- 431/56, 6-19 =- 150/261, 6-18 =- 673/306, 7 -18 =- 332/1218, 7 -16 =- 333/1233, 8 -16 =- 688/307, 8 -15 =- 150/264, 10 -14 =- 421/55, 11 -14 =- 9/392, 3-21=-3004/587, 11-13=-3025/632 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 � PR OF F S 3) Unbalanced snow loads have been considered for this design � �D 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 '\ rs non - concurrent with other live loads �- 0N G(N F 9 / �2 5) This truss has been designed for a 10 0 psf bottom Fiord live load nonconcurrent with any other live loads � .i -9 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 ‘C" 1 •.:, •" E' 1' will fit between the bottom chord and any other members, with BCDL = 5 Opsf 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) except ()t =lb) ch 13 =440, 21 =492. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 'O OR 0 . � -1, 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss 9 �F .- +� . V 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 % A _ - ' t j 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 'igf:i S . 1\ responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) Continued on page 2 EXPIRATION DATE: 06/30/12 August 25,2010 4 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU 7473 rev. 10 938 BEFORE USE. • Design valid for use only with MiTek connectors This design s based only upon parameters shown, and a for an vldnidual budding component MI Applicability of design commenters and proper incorporation of component is responsibiity 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 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, quality control. storage. delivery, erection and bracing. consult ANSI /TPI1 Quality Criteria. DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information ovaiabie from Truss Plate Institute. 28 1 N Lee Street. Suite 312, Alexandria. VA 22314 Citrus Heights, CA. 95610 Job Truss Truss Type Oty Ply Centex - Summer Creek Build 8 Roof R32092817 B101119 A03 TRIPLE FINK 5 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 12 30 17 2010 Page 2 ID DtihvHowvTCvJ61e2t0iUgykHEq- DtfhvHowvTCvJ61e2t01UgnmBV161ZO1buwt99ykHEq LOAD CASE(S) Standard 1) Snow Lumber Increase =1 15, Plate Increase =1.15 • Uniform Loads (plf) Vert. 21- 22 = -10, 22- 23 = -50, 23- 24 = -10, 24- 25 = -50, 25- 26 = -10, 26-27 = -50, 13- 27 = -10, 1 -2 =70, 2- 7 = -70, 7- 12 = -70 Concentrated Loads (lb) Vert: 24=- 275(F) 25=- 275(F) A WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED DETER" REFERENCE PAGE MI! 7473 rev. 10 '08 BEFORE USE Design valid for use only with Mira connectors Ths designs based only upon parameters shown. and a for an usdnidud building component Apptcabiity of design paramenters and proper incorporation of component is responsibility of buiding designer - not truss designer. Bracing shown • 6 for lateral support of individual web members only Additional temporary brocr.g to insure stability during constructions the responsibility of the MiTele erector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding ti fabrication, quality control. storage. delivery. erection and bracing consult ANSI /TPI1 Qualify Criteria. DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information avaiable from Truss Plate Institute. 2131 N Lee Street. Suite 312. Alexandria. VA 22314 Citrus Heights, CA 95610 Job Truss Truss Type Oty Ply Centex - Summer Creek Build 8 Roof R32092818 B101119 A04 GABLE 1 1 Job Reference (optional) Pro -Build Cladcamas Truss, Clackamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 12 30 25 2010 Page 1 ID Q81bOuxOxCmHLeAWP9boMykHEi-_ 08) bOuz0xCmHLeAWP9boM6AHmZCd67CR8sIRiykHEi { - -j 0.q 0 ,9.6 -e I 39.0.0 I 0. 14 &0 19.6 -0 5.6 = Scale • 186 7 800r 6 17 15 7 18 3 - 19 5.6 ! 6112 • 20 11 62 21 5.6 10 22 9 r_., 23 y e 24 7 E 25 27 5.10 % 2B 5.10 3 29 - � Y 60 59 50 57 56 55 54 53 52 51 50 49 48 47 4645 44 43 42 41 40 39 38 37 36 35 34 33 32 31 10.16 MT201.1 = 3.6 = 10.18 M7208 = 3.6 II 3.6 0 39 39-0 -0 • Plate Offsets (X,Y) 13.0-2-12,0-2-41,110 0 -3 -0,0 -3-01, 122 0-3-0,0-3-01,129.0-2-12,0-2-41,131 Edge,0 -3. 81,132 0-3-4,0-1-81,159 0- 3- 4,0- 1- 81,160'Edge,0 -3 -81 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 53 Vert(LL) -0.00 2 n/r 180 MT20 220/195 (Roof Snow =25 0) Lumber Increase 1 15 BC 0 47 Vert(TL) 0 00 2 n/r 180 MT2OH 165/146 TCDL 10 0 Rep Stress Incr NO WB 0 85 Horz(TL) 0 05 44 n/a n/a BCLL 0.0 • Code IBC2006/TPI2002 (Matrix) Wind(LL) -0 00 2 n/r 90 Weight 345 lb FT = 10% BCDL 50 LUMBER BRACING TOP CHORD 2 x 4 OF No 18Btr G TOP CHORD Structural wood sheathing directly applied or 3 -3-6 oc purllns, except BOT CHORD 2 x 4 DF No 18Btr G end verticals WEBS 2 x 4 DF Std G *Except' BOT CHORD Rigid ceiling directly applied or 3 -5-2 oc bracing 3- 60,29 -31 2 x 4 DF No 18Btr G WEBS 1 Row at midpt 16-45, 15-47, 14 -48, 13 -49, 17-44, 18 -43, OTHERS 2 x 4 OF Std G 'Except' 19-42 16-45 2 x 4 OF No 18Btr G 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 Horz 60= 143(LC 22) Max Uplift All uplift 100 lb or less at joint(s) 47, 48, 49, 50, 51, 52, 53, 54, 55, 56, 57, 44, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34 except 60=- 4109(LC 18), 31=- 4044(LC 21), 58=- 136(LC 23), 59=- 2214(LC 23), 33=- 124(LC 24), 32=- 2211(LC 24) Max Gray All reactions 250 lb or less at joint(s) 45, 47, 48, 49, 50, 51, 52, 53, 54, 55, 56, 57, 58, 44, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33 except 60= 4248(LC 13), 31= 4172(LC 24), 59= 2189(LC 14), 32= 2229(LC 17) FORCES (Ib) - Max. Comp /Max Ten - All forces 250 (Ib) or less except when shown TOP CHORD 2- 3=- 439/505, 3-4 =- 4038/3941, 4 -5 =- 3671/3615, 5-6=-3331/3341, 6 -7 =- 3042/3053, 7- 8=- 2727/2774, 8 -9= 2415/2493, 9 -10 =- 2127/2226, 10 -11 =- 1805/1939, 11- 61=- 1526/1664, 12 -61 =- 1246/1400, 12 -13 =- 1235/1382, 13 -14 =- 937/1104, 14-15=-641/829, 15-16=-346/516, 16-17=-347/512, 17-18=-642/817, 18-19=-938/1082, 19 -20 =- 1236/1352, 20- 62=- 1255/1402, 21- 62=- 1527/1625, 21- 22=- 1805/1896, 22- 23=- 2127/2183, 23- 24=- 2415/2450, 24 -25 =- 2716/2732, 25- 26=- 3014/3010, 26 -27 =- 3315/3295, 27- 28=- 3630/3569, 28 -29 =- 3991/3897, 29- 30=- 450/497 BOT CHORD 59 -60 =- 3819/3964, 58- 59=- 3455/3600, 57 -58 =- 3189/3334, 56- 57=- 2922/3067, QED PR 55 -56 =- 2655/2800, 54 -55 =- 2389/2534, 53 -54 =- 2122/2267, 52- 53=- 1855/2000, '\(<- , 'S�f' 51 -52 =- 1591/1735, 50 -51 =- 1324/1468, 49 -50 =- 1057/1201, 48-49=-791/935, NAG E 9 /O 47- 48=- 524/668, 46-47=-257/401, 44 -45 =- 257/401, 43- 44=- 524/668, 42- 43=- 791/935, I // " 9 41 -42 =- 1057/1201, 40- 41=- 1324/1468, 39 -40 =- 1591/1735, 38 -39 =- 1856/2000, `.. :J.. i - r 37 -38 =- 2122/2267, 36 -37 =- 2389/2533, 35 -36 =- 2656/2800, 34 -35 =- 2922/3067, • 33-34=-3189/3333, 32-33=-3456/3600, 31-32=-3820/3964 WEBS 3 -59 =- 2168/2227, 29- 32=- 2208/2224, 3-60=-5915/5636, 29- 31=- 5816/5606 �� �� - NOTES A •r'4�,�� 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, 9 J, �/ \ ( cantilever left and fight 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 M F R S 1\ N 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 Continued on page 2 ( EXPIRATION DATE: 06/30/12 August 25,2010 t ® WARNING - ign parameters and READ NOTES ON 1711S 1S AND INCLUDED MITER REFERENCE PAGE MU -7473 rev. 10'08 BEFORE USE'. . ify L Design valid for use only with MiTek connectors This design is based only upon aerometers shown and is for an indvicual budding component. MI Appiicabiity of design paramentels and proper incorporation of component is responsibiity of budding designer - not buss designer Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding ,o fabrication quality control storage delivery erection and bracin . consult ANSI /TPi1 Qualify Criteria, DS9-89 and SCSI Building Component 7777 Greenback Lane. Suite 109 Safely Information avaiabie from Truss Plate institute. 281 N Lee Street. Suite 311 Alexandria. VA 11314 Citrus Heights, CA. 95610 Job Truss Truss Type Qty Ply Centex - Summer Creek Build 8 Roof R32092818 B101119 A04 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 12 30 26 2010 Page 2 ID Sci5oMvZnEKdvVDM46ggLaykHEh- Sci5oMvZnEKdvVDM46ggLaeLIAvRMZNLgobrz8ykHEh NOTES 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 MT20 plates unless otherwise indicated 7) All plates are 2x4 MT20 unless otherwise indicated 8) Gable requires continuous bottom chord beanng 9) Truss to be fully sheathed from one face or securely braced against lateral movement (i e diagonal web) 10) Gable studs spaced at 1-4 -0 oc 11) This truss has been designed for a10 0 psf bottom chord live load nonconcurrent with any other live loads 12) * 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. 13) A plate rating reduction of 20% has been applied for the green lumber members. 14) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) 47, 48, 49, 50, 51, 52, 53, 54, 55, 56, 57, 44, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34 except (it =lb) 60 =4109, 31 =4044, 58 =136, 59 =2214, 33 =124, 32 =2211 15) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 16) 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 39-0 -0 for 200 0 plf 17) "Fix heels only" Member end fixity model was used in the analysis and design of this truss LOAD CASE(S) Standard 1 ® WARPING • Ver.* deign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGB M1I.7473 «a. 10'08 BEFORE US& Design valid for use only with Mgek connectors The design n based only upon parameters shown, and is for an individud building component Appicabdity of design commenters and proper incorporation of component is responsibiity of budding designer - not truss designer Bracing shown e 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 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 Safety Information avaiable 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 8 Roof R32092819 8101119 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 12 30 32 2010 Page 1 ID Hm3M3PzKN45ndOgWRNnEbrykHEb- Hm3M3PzKN45ndQgWRNnEbruNZbytmTHE2k29BoykHEb 1 -0 -0 18-0-0 30.0-0 (7 -0-0 1 8-o 18-0.0 18-00 1 -0-0 Seam • 169 7 5.6 = 600 17 14 13 15 2 �'\ 6 11 7 5.6 G 10 18 5.6 9 9 � Ili 1 01 e r,. 2z 5 ?j � 24 3 - u ' 25 1 11 2 „di a a = = i _ a _ r•_tl�_ -� � � � � � � 1 27 .1 6 � rrrrrrrr rrrrrrrrrrrrrrrrrrrrrrrrr4�rrr rrrrrrrr4�r 4�rr rrrr' - d 512 = 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 5.12 38-0-0 38-0.0 Plate Offsets (X.Y) f2 0- 2- 2,Edge1. 19 0-3-0,0-3-01119 0-3-0,0-3-01.126 0- 2- 2,Edge1, 139.0 -3 -0,0 -3-01 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lest) I /deft L/d PLATES GRIP TCLL 25.0 (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 18Btr G TOP CHORD Structural wood sheathing dlredly 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 MITek recommends that Stabilizers and required cross bracing 14- 39,13 - 40,12 - 41.11- 42,10 - 43,15 - 38,16- 37,17- 36,18 -35: 2 x 4 DF No 18Btr G be installed dunng 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 beanngs 36-0 -0 LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE (Ib) - Max Horz 2=- 120(LC 8) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW Max Uplift All uplift 100 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, 37- 38=- 526/682, 36- -37 793/94 35-36=-1059/1215, 8 34-35=-1326/1482, 38-39=-259/415, . $; I tsI 0s 29 -30 =- 2633/2815, 28 -29 =- 2927/3055, 26-28=-3550/3749 30 31 =- 2393/2549, �c� , q. , F , 9 / - 2 NOTES f' E 9 Ct 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 9 S .V Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002 -o ORE 3) TCLL ASCE 7 -05; Pf =25 0 psf (Bat roof snow), Category I I , Exp B, Fully Exp , Ct =1 1 "O ' / ->\ 4) Unbalanced snow loads have been considered for this design '9� tit �' R _ • `� 4/ 5) This truss has been designed for greater of min roof live load of 18 0 psf or 2 00 times flat roof load of 25 0 psf on overhangs M F R S I N` non - concurrent with other live loads 6) All plates are 2x4 MT20 unless otherwise indicated 7) Gable requires continuous bottom chord bearing Continued on page 2 1 EXPIRATION DATE: 06/30/12 August 25,2010 3. ■ ® WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7470 res. 10 '08 BEFORE USE. �� r Design valid for use only with M7 I: ek connectors The design based only upon parameters shown. and is for on uldrvidual budding component Applicability of design param enters and proper incorporation of component is responsibiity of budding designer - not truss designer Bracing shown 6 for lateral support cf individual web members only Additional temporary bracing to insure stability during construction a the responsibility of the MiTek• erector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding '.,,• fabrication. quality control, storage. delivery. erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB - 89 and BCSI Building Component 7777 Greenback Lane. Suite 109 Solely Inlormatlon evadable from Truss Plate Institute 281 N Lee Street. Suite 3 i2, Alexandria. VA 22314 Citrus Heights, CA. 95610 Job Truss Truss Type Oty Ply Centex - Summer Creek Build 8 Roof R32092819 B101119 B01 GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladsamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 12 30 33 2010 Page 2 ID IydkGl_ y80DeEaFi_ 41T72ykHEa - IydkGl_ y80DeEaFi _41T72RYJ_I5VwXNHOogEykHEa 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 Qt =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 � 1 ® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI 7473 rev. 10'08 BEFORE USE. Design void for use only with MiTek connectors The design a based only upon parameters shown, and a for an usdrvidual budding component Applicabiity of design parameniers and proper incorporation of component is responsibiity of budding designer - not truss designer. Bracing shown e for lateral support of individual web members only Additional iemporory bracing to insure stability during construction a the responsbdbty of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the buiding designer For general guidance regarding POWER RI RFORN • fabrication. quality control. storage, delivery. erection and bracing, consult ANSI /TPiI Qualify Criteria, DSB•89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information avaiabie from Truss Plate Institute, 281 N Lee Street, Suite 312. Alexandra. VA 22314 Citrus Heights, CA 95610 Job Truss Truss Type Oty Ply Centex - Summer Creek Build 8 Roof R32092820 B101119 B02 DBL FINK 7 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 12 30 35 2010 Page 1 ID hUUhRODg hUUhRODg •1 -0-0. 6 -4-4 1 12 -2 18.0-0 I 23.9-14 i 29-7 -12 l 36-0-0 i7 -0-0 1 -0-0' 6 <-4 5 -9-14 • 5-9.14 5. 914 5-9.14 6-4-4 1 -0-0 Scale •1892 . 545 = 600112 8 3.4 3.E G 3.4 5 7 346 4 6 4 .1 , 1. a 9 2 10 p / ._• 4 A I 4.12 = 18 17 18 15 19 14 20 13 21 22 12 3.4 = 4.4 = 5.12 MT2011 = 444 = 344 = 4.12 7A4 l 14-6 -1 21.5-15 1 28-5-12 36.0 -0 7.6.4 6.11 -14 6.11.14 6.11.14 7.8-4 Plate Offsets (X,Y) 12 0- 0- 10,Edge1, 110:0- 0- 10,Edge1,113 0-1-12,0-1-121,115 0- 1- 12,0 -1 -121 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) I /dell Ud PLATES GRIP TCLL 25 0 Plates Increase 1.15 TC 0 97 Vert(LL) -0 43 13-15 >996 240 MT20 220/195 (Roof Snow =25 0) Lumber Increase 1 15 BC 0 75 Vert(TL) -0 76 13-15 >563 180 MT2OH 165/146 TCDL 10 0 Rep Stress Incr NO WB 0 56 Horz(TL) 0 17 10 n/a n/a BCLL 0 0 • Code IBC2006/TPI2002 (Matrix) Weight 178 lb FT = 10% BCDL 5 0 LUMBER BRACING TOP CHORD 2 x 4 DF No 18BIr 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 OF No 18Btr G 'Except' MiTek recommends that Stabilizers and required cross bracing 3- 16.5 -15,7- 13,9 -12 2 x 4 DF Std G be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 2= 1960/0 -5 -8 (min 0 -2 -1), 10= 1960/0 -5-8 (mm 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 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 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads �O PR R OFFS 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 c ' G I , 9 will fit between the bottom chord and any other members, with BCDL = 5 Opsf. � N FO2 8) A plate rating reduction of 20% has been applied for the green lumber members. -9 9) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 lb uplift at joint(s) except ((t =lb) C r / :: • ■ - 0 2This truss designed 10) This truuss 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 - 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 ' . e, +,,� responsibility of others ,,• FA 2 � � -, 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) N Continued on page 2 M �R S �\ EXPIRATION DATE: 06/30/12 August 25,2010 1 ® WARNING Veryjj design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE, Mir -7473 rev. 10 'O8 BEFORE USE. Design valid for use cnly with Mild( connectors Th6 design 6 based only upon parameters shown, and s for an rndrvidual budding component Applicability of design param en ters and proper incorporation of component is responsibility of budding designer - not truss designer Bracing shown 6 for lateral suppor of individual web members only Additional temporary bracing to insure stobdity during construct on rs the responsibility of the MiTek' erector Additional permanent bracing of the overall structure is the iesponsibility of the budding designer For general guidance regarding ccccc TO Pen . — fabrication, quality control. storage. delivery. erection and bracing. consult ANSI /TPI1 Quality Criteria. DSB -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information evadable from Truss Plate Institute. 281 N lee Street. Suite 312. Alexandria, VA 22314 Citrus Heights. CA, 95610 Job Truss Truss Type Qty Ply Centex - Summer Creek Build 8 Roof R32092820 B101119 B02 DBL FINK 7 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 240 5 Jun 18 2010 MiTek Inaustnes, Inc Wed Aug 25 12 30 35 2010 Page 2 ID hUUhRODVTMUtP56VKxCTykHEY- hUUhRODOTMUtP56VKxCTWnwowlz (BgkiHgo7ykHEY LOAD CASE(S) Standard 1) Snow Lumber Increase =1 15, Plate Increase =1 15 Uniform Loads (plf) Vert 2- 17 =10, 17- 18 = -50, 18- 19 = -10, 19- 20 = -50, 20- 21 = -10, 21- 22 = -50, 10- 22 = -10, 1- 6 = -70, 6- 11 = -70 Concentrated Loads (lb) Vert 19=- 275(F) 20=- 275(F) 1 WARNING Verefy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1-7473 rev. 10'08 BEFORE USE Design valid for use only with Mgek connectors The design is based only upon parameters shown, and s for an indnidua' bulding component ,■ Applicability of design poem enters and proper incorporation of component is responsiblity of budding designer - not Truss designer Bracing shown s for lateral support of individual web members only Additional temporary bracing to insure stabiity 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 - n labrication, quality cont•ol, storage, delivery. erection and bracing, consult ANSI /TPI1 Quality Criteria. DSB -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Salety Information available from Truss Plale Institute. 281 N Lee Street. Suite 312. Alexandria. VA 22314 Ciaus Heights. CA, 951310 Job Truss Truss Type Qty Ply Centex • Summer Creek Build 8 Roof R32092821 B101119 B03 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 12 30 41 2010 Page 1 ID WV6myU4_ FrDVCosFSmRLSkykHES- WV6myU4_ FrDVCosFSmRLSkmvHD1zNYVZ7dk8 ?mykHES 11.0-0 18-0-0 I 38-0-0 1 -o-0 18-0-0 18-0-0 Scale • 1 69 7 5.6 = 600 12 14 15 3 12 - 6 7 5.6 G 9 0 5.9 19 h1 2, 111 ri fi 9 1 zz s - z3 4 z. 3 25 . 4t• 4t• 4t• 4r• 4r• 4r• 4r• 41 � � � 4� 4t• 4� 4� 4t• 4r• 4t• 4t• 4r• 4r• 4r• � � �•4�•4�•4r 4t• 4t• 4r• 4r••� 4� 4� 4t• 4t• 4t• 4r• 4r• �•� �•4t• 4� 4t• 4t• 4t• 4r• 4r• 4r• 4r• 4r• 4� L� d 5.17 = 50 49 48 47 46 45 M 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 29 5.12 = 38-0.0 38-0 -0 Plate Offsets (X,Y) 12'0-2- 2,Edge),19 0 -3-0,0 -3-01, 119 -3-0,0 -3-01, 126 0- 2- 2,Edge1,139.0 -3 -0,0 -3-01 LOADING (psf) SPACING 2 -0-0 CSI DEFL In (loc) 1 /dell L/d PLATES GRIP TCLL 25 0 (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) 004 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 18Btr G TOP CHORD Structural wood sheathing directly applied or 3 -2 -13 oc puffins BOT CHORD 2 x 4 DF No 18Btr G BOT CHORD Rigid ceiling directly applied or 3 -6-8 oc bracing OTHERS 2 x 4 DF Std G 'Except' WEBS 1 Row at midpt 14 -39, 13-40, 15-38 MiTek recommends that Stabilizers and required cross bracing 14- 39,13- 40,12- 41,11- 42,10- 43,15- 38,16- 37,17- 36,18 -35 2 x 4 DF No 18Btr G be installed dunng 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 beanngs 36-0-0 LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE (Ib) - Max Horz 2=- 120(LC 8) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW Max Uplift All uplift 100 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, 9 E 1 3 PR OFF 37- 38=- 526/682, 36 -37 =- 793/948, 35- 36=- 1059/1215, 34 -35= 1326/1482, tss 33-34=-1593/1749, 32-33=-186/2015, 31-32=-2127/2282, 29-30=-2633/2815, 28- 29=- 2927/3055, 26- 28=- 3550/3749 30 31 =- 2393/2549, � EF 9 X0 7• r NOTES I • E 1) Wind: ASCE 7 -05; 100mph; TCDL =4 2psf, BCDL= 3.0psf, h =25ft, Cat II; Exp B; enclosed, MWFRS (low -rise) gable end zone, cantilever left and right exposed ; Lumber DOL =1 33 plate 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 A O • • • 0� 3) TCLL ASCE 7 -05, Pf =25 0 psf (flat roof snow), Category II, Exp B, Fully Exp , C1 =1 1 AO 4) Unbalanced snow loads have been considered for this design '9�A . `- � ( G 5) This truss has been designed for greater of min roof live load of 18 0 psf or 2 00 times flat roof load of 25 0 psf on overhangs M F R S \N non - concurrent with other live loads 6) All plates are 2x4 MT20 unless otherwise indicated 7) Gable requires continuous bottom chord beanng Continued on page 2 ( EXPIRATION DATE: 06/30/12 August 25,2010 WARNING Venfg deign panumdas and READ NOTES ON 7NIS AND INCLUDED MITER' REFERENCE PAGE 1411-74 73 ma. 10 VS BEFORE USE. Design valid for use only with MiTek connectors The design based only upon parameters shown, and a for an indrviduai buidrng component Applicabiity of design paramenters and proper incorporation of component is responsibiity of buddng designer - not truss designer Bracing shown ��, l• a for lateral support of individual web members only Additional temporary bracing to insure stabiity 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 bracing consult ANSI /IPII Quality Criteria, 058 -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information evadable from Truss Plate Institute, 281 N yee Street. Suite 312. Alexandria VA 22314 Citrus Heights. CA. 95610 Job Truss Truss Type Qty Ply Centex - Summer Creek Build 8 Roof R32092821 B101119 B03 GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7 240 s Jun 18 2010 MITek Indus Inc Wed Aug 25 12 30 42 2010 Page 2 ID _hg89g5c09LMpyRROTya_ yykHER- _hg89g5c09LMpyRROTyayJ41 dNC6 IILHThxDykHER NOTES 8) Gable studs spaced at 1 -4 -0 ac 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) 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 • ® WARNING - Verkff/ design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE WI 7473 res. 10 '08 BEFORE USE Design valid for use only with MTek connectors The design a based only upon parameters shown. and a for an individual budding component Applicability of design paramenters and proper incorporation of component is rosponsibdity of budding designer • not truss designer Bracing shown e for lateral support of individual web members only Additional temporary bracing to insure stabdily during construction is the responsibdhty 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. electron and bracing consult ANSI /TPII Quality Criteria, 058 -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information evadable from Truss Plate Institute. 281 N Lee Street. Suite 312. Alexandria. VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Centex - Summer Creek Build 8 Roof R32092822 B101119 CO1 GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladiamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 12 30 44 2010 Page 1 ID w4ouaW7sYmb43Gbg7u' �24NykHEP- w4ouaW7sYmb43Gbg7u 'pbyoc5ykHEP -.1 -1-00 1 &1-0 I 30.0.00 l 1.0 -o 18-0.0 18-0.5 Scab • 1 71 0 - 600 12 15 l4 I6 17 17 316 i 11 12 IB 3s0 0 9 ��' 111 9 20 1 3 = i . , 2 - , ill _ _ 1 i. ill . 6 9 7 1 2 i 2. d 6 4 {' 5 25 , 26 c 27 28 11 1 53 52 51 50 49 46 47 46 45 44 43 42 41 40 39 36 37 36 35 34 33 32 31 30 29 7.6 = 355 = 34-0-0 ' 34-0.0 Plate Offsets (X,Y) 110 0- 2- 1,Edge), 120 0- 2- 1,Edgel LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) I /deft Lid 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 Inc/ YES WB 0 15 Horz(TL) 0 01 28 n/a n/a BCLL 0 0 • Code IBC2006/TP12002 0 BCDL 5 0 (MaVtx) Wind(LL) 0 00 1 n/r 90 Weight 256 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 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 dunng truss erection, in accordance with Stabilizer Installation 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 , Ct =1 1 �� E , P R F 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 �\c N ' ,9 1 .0 non - concurrent with other live loads ( 6) All plates are 2x4 MT20 unless otherwise indicated 4., -V 7) Gable requires continuous bottom chord beanng • ,/: t, ' (-- 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 i 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 C 11) A plate rating reduction of 20% has been applied for the green lumber members. - O' % GO' , fi b 12) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 lb uplift at joint(s) 28, 41, 43, 44, 45, 'L 1 a 46, 47, 48, 49, 50, 51, 52, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30 except (jt =lb) 53 =120, 29 =117 9 �,f _ �" ' '. 2 `, 13) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 M F/� S.1\\ " 14) "Fix heels only Member end fixity model was used in the analysis and design of this truss LOAD CASE(S) Standard ( EXPIRATION DATE: 06/30/12 August 25,2010 9 • ® WARNING - Venly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 981.7473 ran. 80 '08 BEFORE USG w Design valid for use only with MiTek connectors Thh design 6 based only upon parameters shown and 6 for on indrviduol building component MEI Applicability of design paramenters and proper incorporation of component is responsiblity of budding designer - not truss designer Bracing shown O 6 for lateral support of Individual web members only Additional temporary bracing lo insure stability during construction 6 the I espansibMIN 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, DSB -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety information evadable from Truss Plate Institute 281 N. Lee Street Suite 312, Alexandria VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply Centex - Summer Creek Build 8 Roof R32092823 B101119 CO1A GABLE 1 1 Job Reference (optional) Pro -Build Cladcamas Truss, Cladcamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 12 30 47 2010 Page 1 ID LfT1CY91rh_fw1JPp1YIh ykHEM- LfT1CY91rh_ fwtJPp1Ylh ' 1 4-o )1.4-0' . 17 -0-0 34-0-0 17 -0-0 I 17-4-0 34-6 = x.4 .168 3 • 600 lir 16 17 is 19 316 s'•• 13 b8 12 21 11 • 'o :• _ - 25 6 27 34-8 = 356 = 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 356 = 34-0-0 34-0.0 Plate Offsets (X,Y): ( 16 0- 3- 0,Edge1,121 -3 -0,0 -3-01 LOADING (psi) 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 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 OF 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 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 beanng PR OF FS 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 � �,� E NG E s 10) • This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3 -6-0 tall by 2 -0 -0 wide 9 2 will fit between the bottom chord and any other members ( 4/ // 11) A plate rating reduction of 20% has been applied for the green lumber members " • - • l 12) Provide mechanical connection (by others) of truss to beanng 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 ()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 14) "Fix heels only" Member end fixity model was used in the analysis and design of this truss d LOAD CASE(S) Standard 9 � � S. \N �! R 1 EXPIRATION DATE: 06/30/12 August 25,2010 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE AIII.74 res. 10 '08 BEFORE US& Design valid for use only with M7ek connectors The design s based only upon parameters shown, and 6 for an individuot building component. Applicability of design param enters and proper incorporation of component is responsibility of budding designer - not truss designer Bracing shown 6 for lateral support of individual web members only Additional temporary bracing to insure stability during construction k the responsibility of tho 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, DSB439 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information avaiabie 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 8 Roof R32092824 B101119 CO2 DBL FINK 5 1 Job Reference (optional) Pro -Build Clackamas Truss. Clac kamas,OR 97015-1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 12 30 48 2010 Page 1 IDpr1PQtANc' _EDykHEL- pr1PQtANc'6WXtubMk3 EDZ1E1IxWaNbkDwOlsykHEL 7 t -0.0, 4.4.3 10.2.2 16-0.0 21 -9-14 27 -7 -13 340.0 1.0.0' 4d -3 5-9 -14 59.14 I 5-9 -14 I 5 -9-14 I 6.4.3 Scale • 1 682 4.6 = 60012 6 24 3.4 3.6E 23 3.4 C 3.6 T C 4 a 9 4 3.6 % 2.4 0 3 2.4 II 71 2 - 10 16 IS 17 14 Ia 19 13 20 12 21 22 11 3.6= 3.4 = 3.4 = 5+12 MT2011 = 4.4 = 3,4 = 5.10= 5b -3 I 12.6 -1 I 19.5-15 I 26.513 I 34-0-0 I 5 -6.3 8 -11.14 8.11 -14 6 -11.14 7.6.3 Plate Offsets (X,Y) 13 0-2-12,0-1-81,16 0-3-0,0-1-41,110 0- 1- 15,Edge1, 112 -8.0 -1- 121,114 0- 1- 8,0 -1 -81 LOADING DING (ps 5 0 SPACING 2 -0-0 CSI DEFL in (lest) I /deft Lid 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 Incr 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 1813•r G TOP CHORD Structural wood sheathing directly applied or 2 -6-11 oc purlins, except BOT CHORD 2 x 4 DF No 1&Btr G end verticals WEBS 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 8 -8 -13 oc bracing. WEBS 1 Row at midpt 3-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS (lb /size) 10= 1781/Mechanical, 16=1862/0-5-8 (min 0-2-0) Max Horz 16=- 106(LC 8) Max Upliftl0=- 384(LC 8), 16 =- 423(LC 7) FORCES (Ib) - Max Comp [Max Ten. - All forces 250 (Ib) or less except when shown TOP CHORD 3-4 =- 2521/582, 4 -5 =- 2337/584, 5.23= 2552/583, 6-23 =- 2441/600, 6- 24=- 2590/644, 7- 24=- 2741 /637, 7 -8 =- 3106/759, 8 -9 =- 3290/757. 9-10 =- 3453/715 BOT CHORD 15 -16 =- 484/2111, 15 -17 =- 435/2303, 17 -18 =- 435/2303, 14 -18=- 435/2303, 14 -19 =- 252/1893, 13 -19 =- 252/1893, 13 -20 =- 252/1893, 12 -20 =- 252/1893, 12 -21 =- 394/2575,21 -22 =- 394/2575,11 -22 =- 394/2575,10 -11 =- 564/2976 WEBS 3-15= 0/263. 5-15 =- 279/36, 5-14 =- 406/253, 6-14 =- 259/874, 6-12 =- 342/1410, 7 -12= 753/307, 7 -11 =- 185/477, 9 -11 =- 318/202, 3-16 =- 2663/481 NOTES 1) Wind ASCE 7 -05, 100mph; TCDL =4 2psf, BCDL =3 Opsf, h =25ft, Cat II; Exp B, enclosed, MWFRS (low -rise) gable end zone, cantilever left and right exposed , Lumber DOL =1 33 plate gnp DOL =1 33 2) TCLL ASCE 7 -05, Pf =25.0 psi (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 ikE01 PR non - concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated <" 3 6 ) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads \� 0.4G1 k EF.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 will fit between the bottom chord and any other members, with BCDL = 5 Opsf. C Ile ! • 9 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 ()t =lb) // 03 10 =384, 16 =423 // -, 11) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 'O � - l N 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss 9 : 2 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 � _ R N �j 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 F R S - \ responsibility of others 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Continued on page 2 ( EXPIRATION DATE: 06/30/12 August 25,2010 . e I ® WARNING - Verify design parameters and READ NOTES ON 771IS AND INCLUDED MITEK REFERENCE PAGE M71 -7473 rte. 10'08 BEFORE USE. l Design valid for use only with Mnek connectors The design 6 based only upon parameters shown, and Is for an individual budding component Apphcabiity of design paramenters and proper incorporatlon 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 stabiity 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 labricahon, quality control. storage. delivery, erection and bracing. consult ANSI /IPI1 Quality Cdleda, 056 -89 and SCSI Building Component 7777 Greenback Lane. Suite 109 Safely Inloemallon evadable from Truss Plate institute. 281 N Lee Sheet. Suite 312. Alexandria VA 22314 Gbu6 Heights CA 95610 Job Truss Truss Type Qty Ply Centex - Summer Creek Build 8 Roof R32092824 B101119 CO2 DBL FINK 5 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 12 30 48 2010 Page 2 ID pr1 POtANc26WXtubMk3_EDykHEL -pr1 PQtANC' E11xWaNbkDwOlsykHEL LOAD CASE(S) Standard 1) Snow Lumber Inaease =1.15, Plate Inaease =1 15 Uniform Loads (plf) Vert 16- 17 = -10, 17-18=-50, 18-19=-10, 19- 20 = -50, 20- 21 = -10, 21-22=-50, 10-22=-10, 1-2=-70, 2- 6 = -70, 6-10=-70 Concentrated Loads (lb) Vert: 19=-275(F) 20=-275(F) ■ • ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 6111 -7973 rev. 10 '08 BEFORE USE. Design valid for use only with MBek connectors Ths designs based only upon parameters shown. and a for an individual budding component. Appdcabkity of design paramenters and proper incorporation of component is responsibility of budding designer - not truss designer Bracing shown a for lateral support of individual web members only Additional temporary bracing to insure stability during constructions the responsibility of the ■iTek' erector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding fabrication quality control, storage. delivery, erection and braving, consult ANSI/TPI1 Quality Criteria, DSB -89 and SCSI Building Component 7777 Greenback Lane. suite 109 Safety Inlormation available from Truss Plate Institute. 281 N Lee Street. Suite 312 Alexandria. VA 22314 Citrus Heights. CA, 95610 Job Truss Truss Type Qty Ply Centex - Summer Creek Build 8 Roof R32092825 B101119 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 12 30 50 2010 Page 1 ID IE99rZBd7cMDn132_ U96SJeykHEJ- IE99rZBd7cMDnB2 _U96SJee0)r_0_V1uBXP6olykHEJ •1.0.0. 6 -0 -3 11.62 17 -00 I 22 -5-14 I 27 -11 -13 I 34-DO i 6.0.3 5-5-14 5 -5-14 5.5.14 5 -5-14 6.0.3 Scale .165 0 4.6 = 600 IT e LfiG 5 21 7 0 9 �1 a 2.4 \\ 2x4 0 8 iljl 9 a'�% :.: Vii, r 14 15 16 13 17 12 18 11 19 20 10 5.10 = 3.4 = 44= 5.5 WB = 4.4 = 3,4 = 5.10= 7.1.6 13.67 I 20-3 -9 2610.10 I 34-0.0 7.16 6 -7 -1 6 -7 -1 6.7.1 7.18 Plate Offsets (X,Y) 12 0-1-15,Edqel, 16'0- 3 -0,0 -1 -81,19 0-1-15,Edqel, 111 0-1-8,0-2-01,113'0-1-8,0-2-01 LOADING (psf) TCLL 25 0 SPACING 2 -0-0 I CSI DEFL in (hoc) I /deft L/d 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 Incr NO I 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 18Btr G TOP CHORD Structural wood sheathing directly applied or 2 -9-5 oc purlins. BOT CHORD 2 x 4 DF No 18Btr 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 dunng truss erection, in accordance with Stabilizer Installation guide REACTIONS (lb /size) 2= 1866/0 -5 -8 (min 0 -2 -0), 9= 1777 /Mechanical Max Horz2= 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.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 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 S P ED P R OFF S , will fit between the bottom chord and any other members, with BCDL = 5 Opsf '� �' 7) A plate rating reduction of 20% has been applied for the green lumber members c \ 5 (G. E 9 � O 2 8) Refer to girder(s) for truss to truss connections lr 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (lt =Ib) ` � 9 w' 2 =447, 9 =390 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 - / 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 �'O J, 0 � ��1 �� responsibility of others p . / 1 . 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 �F S. N 1 EXPIRATION DATE: 06/30/12 August 25,2010 . c ■ ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED ATI TER REFERENCE PAGE WI 7473 10'08 BEFORE USE. s ■ Design valid for use only with MiTek connectors The design is based only upon parameters shown. and a for an individual budding component Applicobiity of design paromenters and proper incorporation of component is responsibiiry of budding designer - not buss designer Bracing shown 6 for lateral support cf individual web members only Additional temporary bracing to insure stabiity 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. quality control. storage, delivery. erection and bracin consult AN51 /1PI1 Quality Criteria. D58 -89 and BC51 Building Component 7777 Greenback Lane, Suite 109 Safely Information avaiable from Truss Plate Institute. 281 N Lee Street. Suite 312. Alexandria VA 22314 Citrus Heights, CA. 95610 Job Truss Truss Type Oty Ply Centex - Summer Creek Build 8 Roof R32092825 8101119 CO2A 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 12 30 50 2010 Page 2 ID IE99rZBd7cMDnB2_ U96SJeykHEJ- IE99rZBd7cMDnB2_U96SJee0tr O_V1uBXP6gIykHEJ LOAD CASE(S) Standard 1) Snow. Lumber Increase =l 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) • 4 s ® WARNING Verify doign paramdaa and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE NH 797J rro. 10 BEFORE USE. Design valid for use only with MRek connectors The design is based only upon parameters shown. and is for an individual building component Applicability of design paramenters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown s for lateral support of individual web members only Additional temporary bracing to insure stability during construction the responsibility of the MiTek erector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding +_ • A� fabr.cotion. quality control. storage delrvory erection and bracing.. consult ANSI /IPI1 Quality Crtterta. 008.89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Solely information avolable 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 8 Roof R32092826 8101119 CO3 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 12 30 51 2010 Page 1 ID DQ) Y2vCFuwU4OLdA2sdhsrykHEl- DQ) Y2vCFuwU4OLdA2sdhsrBYXFJb )x81QB9gMBykHEI 11 0 .0. 4.4.3 I 10.2 -2 18-0 -0 21 -9-14 27 -7 -13 l 34 0.0 1sao ". 0'.0 ' 4.4 -3 5.9 -14 59 -14 5 -9 -14 5.9.14 6.4 -3 1 -0-0 Sceie • 1 6B 7 4.9 = 6 25 670 3.4 i 24 3.4 5 7 26 3.e 3,6 f B f. a t , ' h48 3 'y 22l 0 It -. V 11 r9 16 18 15 19 20 ' 14 A 21 13 22 23 12 a \ la 7 5.10 LB= 3 3.4= 5.12 MT20H= 4.4= 3.4= 5-8-3 1z -s1 l 19-615 2B l 340 58 -3 8 -11 -14 6.11.14 B -11 -14 7-6-3 Plate Offsets (X,Y) 13 0- 2- 12,0 -1- 81,16.0- 3- 0,0 -1- 41,110 15,Edgel,113 0- 1- 8,0- 1- 121,115 0- 1- 8,0 -1 -81 LOADING (psf) 5 0 SPACING 2 -0-0 CSI DEFL in (lac) I /deft Ud 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 Ina 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 188tr G end verticals. WEBS 2 x 4 OF Std G BOT CHORD Rigid ceiling directly applied or 9 -1 -5 oc bracing WEBS 1 Row at mtdpt 3-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS (lb /size) 10= 1869/0 -5 -8 (min. 0-2-0), 17=1861/0-5-8 (min. 0-2-0) Max Horz 17=- 130(LC 8) Max Upliftl0=- 440(LC 8), 17=- 423(LC 7) FORCES (Ib) - Max Comp /Max Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3-4 =- 2518/572, 4 -5 =- 2353/584, 5 -24 =- 2549/582, 6-24 =- 2438/600, 6- 25=- 2586/641, 7 -25= -2737/ 634, 7 -26 =- 3108/747, 8 -26 =- 3109 / 745, 8 -9 =- 3274/727, 9 -10 =- 3438/703 BOT CHORD 16 -17 =- 474/2109, 16 -18 =- 425/2301, 18 -19 =- 425/2301, 15 -19 =- 425/2301, 15-20=-242/1891, 14-20=-242/1891, 14-21=-242/1891, 13-21=-242/1891, 13 -22 =- 383/2569, 22 -23 =- 383/2569, 12 -23 =- 383/2569, 10- 12=- 528/2960 WEBS 3-16= 0/263, 5-16 =- 278/36, 5- 15= -415/254, 6-15 =- 259/883, 6-13 =- 340/1408, 7- 13=- 749/304, 7 -12 =- 174/462, 9-12 =- 312/198, 3-17=-2660/480 NOTES 1) Wind ASCE 7 -05; 100mph, TCDL= 4.2psf, BCDL =3 Opsf, h =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 �Ep P R,- non- concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated '" (N 1SS, 6) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads LNG 9 /�2 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0 -0 wide (1 .4 y will fit between the bottom chord and any other members, with BCDL = 5 Opsf 1 .. :" E r 8) A plate rating reduction of 20% has been applied for the green lumber members / 9) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 lb uplift at loint(s) except (1t =lb) . 10=440, 17=423 10) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss A OR - 0 r � �J � % 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 F , , - - 1 • 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 M F R S . T \` 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 Vertjg design parameters and READ NOTES ON THIS AND INCLUDED MIME REFERENCE PAGE Mr! 7473 rev. 10 ON BEFORE USE. Design valid for use only with Mir ek connectors The design a bored only upon parameters shown, and n for an individual buidrng component Applicability of design paramenters and proper incorporation of component is responsibility of buiding designer - not buss designer Bracing shown s for lateral support of individual web members only Additional temporary bracing to insure stabiity during construction is the responsto0ity 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 Crtterla, DSB -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety information evadable from Truss Plate Institute. 281 N. Lee Shee; Suite 312 Alexandria, VA 22314. Citrus Heights, CA. 95610 Job Truss Truss Type Oty Ply Centex - Summer Creek Build 8 Roof R32092826 B101119 CO3 DBL FINK 4 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek lndustnes, Inc Wed Aug 25 12 30 51 2010 Page 2 ID DOIY2vCFuwU4OLdA2sdhsrykHEI- DOIY2vCFuwU4OLdA2sdhsrBYXFJb1x81OB9gMBykHEI LOAD CASE(S) Standard 1) Snow Lumber Invease =1 15, Plate InLrease =1 15 • Uniform Loads (plf) Vert 17- 18 = -10, 18- 19 = -50, 19- 20 = -10, 20- 21 = -50, 21- 22 = -10, 22- 23 = -50, 10- 23 = -10, 1-2=-70, 2- 6 = -70, 6- 11 = -70 Concentrated Loads (lb) Vert 20=- 275(F) 21=- 275(F) • r ® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFE RENCE PAGE 6811.7473 rev. 10' 08 BEFORE USE. -.• Design valid for use only with Mlek connectors This design a based onty upon parameters shown, and s for an usdividua buiding component Applicobiity of design param enters and proper incorporation of component is responsibiity of buiding 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 buiding desrdner For general guidance regarding POW.. .o . fabrication, quality control, storage, delivery, erection and bracing consult ANSI /TPl1 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane. Suite 109 Safety Information avaiable 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 - Summer Creek Build 8 Roof R32092827 B101119 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 12 30 52 2010 Page 1 ID hcHWFFDtfECXOVCMba8w03ykHEH- hcHWFFDtfEcxOVCMba8w03 (kGfIvSPZAeruDueykHEH I 1.0.0 1 6 -0 -3 I 11.6-2 I 17-0-0 22.5.14 I 27. 11 34.0.0 15.o-0 1.0.0 6 0.3 5 -5-14 5 -5 -14 5-5.14 5 6.0-3 1 -0 -0 6cele • 1 655 • 44 = 6 e a ll 12 3a4 00.0000 : 5 7 L64 316 e 2a4 \\ � 214 9 2 10 g P� f: :: - 11 6 G 16 17 16 15 19 14 20 13 21 22 12 ` C 5110 = 314 = 454 = 5x9 W9 = 4s4 = 35,1= 5110 = I 7 -1-8 13.5-7 20-3-9 • 26 -10.10 I 34.0-0 I 7 1.8 6.7 -1 6.7.1 6 -7 -1 7.143 Plate Offsets (X,Y) [2.0- 1- 15,Edgel, 16'0-3-0,0-1-81,110 0-1-15,Edoel, [13 0- 1- 8,0 -2 -01. [15 0-1- 8,0 -2 -01 LOADING (Psi) 0 SPACING 2 -0-0 CSI DEFL In (roc) 1 /deft Ud 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 lncr 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 18BIr G TOP CHORD Structural wood sheathing directly applied or 2 -9-7 oc puffins BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 8 -2.4 oc bracing WEBS 2 x 4 DF Std G MiTek recommends that Stabilizers and required cross bracing OTHERS 2 x 4 OF Std G be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 2= 1864/0 -5 -8 (min 0 -2 -0), 10= 1864/0 -5-8 (min 0-2 -0) Max Horz 2= 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= 3.0psf, 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 � P O FS 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 N t5- 7) A plate rating reduction of 20% has been applied for the green lumber members G.. (G NG E - • �0 8) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 lb uplift at )oint(s) except (/t =1b) 1 - 7 2 =447, 10 =447 16),";• 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 . 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 A G A GO k 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) T 41/ /8E" 2/ - </ Continued on page 2 FR \ S. EXPIRATION DATE: 06/30/12 August 25,2010 . t • ® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU 70 73 rev. 10 '08 BEFORE USE. Design void for use only with MiTek connectors The designs based only upon parameters shown, ands for an ndividual budding component Appllcabilty of design paramenters and proper incorporation of component is responsibiity of budding designer - not hiss designer. Bracing shown - s for lateral support of individual web members only. Additional temporary bracing to insure stobdlty 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 bracing. consult ANSI /TPII Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information avaiabie from Truss Plate Institute 281 N Lee Sireef, Suite 312, Alexandria. VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Centex - Summer Creek Build 8 Roof R32092827 B101119 CO3A DBL FINK 4 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7 240 5 Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 12 30 52 2010 Page 2 ID hcHwFFDtfEcxOVCMbaBw03ykHEH- hcHwFFDtfEcx0VCMba8w03 )kGffvSPZAeruDueykHEH LOAD CASE(S) Standard 1) Snow Lumber Increase =1.15, Plate Increase =1 15 • Uniform Loads (plf) Vert 2- 17 =10, 17- 18 = -50, 18- 19 =10, 19- 20 = -50, 20- 21 = -10, 21- 22 = -50, 10- 22 = -10, 1- 6 = -70, 6- 11 = -70 Concentrated Loads (lb) Vert 19=- 275(F) 20=- 275(F) • WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-74 73 eels. 10'08 BEFORE US& - - , Design valid for use only with MiTek connectors ihs designs based only upon parameters shown, ands for an individual budding component. Applicability of design paramenters and proper incorporation of component is responsibility of buidrsg designer - not truss designer. Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stabiity during construction s the responsibility of the MiTek' erector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding ro fabrication, quality control. storage. delNery. erection and bracing. consult ANSI /TPI1 Quality Cdterla. DSB.89 and BCSt Building Component 7777 Greenback Lane. Sale 109 Safety Information avaiable from Truss Plate Institute 281 N Lee Street. Suite 312, Alexandria. VA 22314 Citrus Heights. CA. 95610 Job Truss Truss Type Qty Ply Centex - Summer Creek Build 8 Roof R32092828 B101119 C04 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 12 30 54 2010 Page 1 ID d AODUykHEF-dVggxF8BrsfFOMI foAODUpE6SaUwPCT69NKzWykHEF .1.0 ('.001 18-0-0 • 34-00 i 113-0-0 18-0-0 4.4= Scale •1710 600 ITT 15 14 3rfi i*1 u $1$E1 1 Ii it II j I]I Ij k : yy 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 38 35 34 33 32 31 30 29 3r6 3.6 = 34.0.0 34-0.0 Plate Offsets(X,Y): f10 0- 2- 1,Edge),(20 0- 2- 1,Edge) 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 Incr YES WB 0 15 Horz(TL) 0 01 28 n/a n/a BCDL 5 0 Code IBC2006/TPI2002 (Matrix) Wind(LL) 0.00 1 n/r 90 Weight 256 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No 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 WEBS 1 Row at midpt 15-40, 14 -41, 16-39 MiTek recommends that Stabilizers and required cross bracing be installed dunng truss erection, in accordance with Stabilizer Installation 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 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 � D F i ()p 4) Unbalanced snow loads have been considered for this design psf overhangs on overhan s 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 '� ea non - concurrent with other live loads. - L I N / 9 s / 0 2 6) All plates are 2x4 MT20 unless otherwise indicated 44 7) Gable requires continuous bottom chord beanng CC' 1 =•: x E 9 r 8) Gable studs spaced at 1 -4 -0 oc //+ 9) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 10) • This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3 -6-0 tall by 2 -0 -0 wide p `' 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 O • 0 � C7 12) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 lb uplift at joint(s) 28, 41, 43, 44, 45, 1 TF + „ / : - 2 :\ • (■ ∎ 46, 47, 48, 49, 50, 51, 52, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30 except Qt =lb) 53 =120, 29 =117 �AA- 13) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1. V & S 1 \ N 14) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ( EXPIRATION DATE: 06/30/12 August 25,2010 . 4 ® WARNING - Verify deign parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1-7473 res. 10-'08 BEFORE US& Design valid for use only with Mifek connectors The design a based only upon parameters shown and a for an esdrvrdual budding component Applicabiity of design perm and proper incorporation of component is responsibi,ty of budding designer - not truss designer Bracing shown + e for lateral support of individual web members only Additional temporary bracing to insure stabtrty 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 quality control. storage, delivery erection and bracing, consult ANSI /TPIl Ouallly Criteria, DSB•89 and BCSI Building Component 7777 Greenback Larne, Suile 109 Safety Information avodoble 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 8 Roof R32092829 B101119 CO4A 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 12 30.57 2010 Page 1 ID 2a4pJyHOUmEE7G4K07k556ykHEC- 2a4pJyHOUmEE7G4K0 7k556Rltgb97muwo7c_ZrykHEC 11 -0 -o 17.0-0 34.0.0 I 1 -0-o 17 -0-0 17.0.0 316 = Scale •1683 • 600 17 16 17 5 16 14 19 716 17 1 13 536 1 1 e n = s z + 7 IIiIiIi - or 2 ■ ■ ■ ■ ■ ■ 27 316 = 52 51 50 49 46 47 46 45 44 43 42 41 +0 39 36 37 36 35 34 33 32 31 30 39 716 = 316 = I 34.0.0 I 34-0-0 Plate Offsets (X,Y) (16 0- 3- 0,Edge1, 121:0 -3 -0,0 -3-01 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (roc) 1 /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 (Root 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 IBC20061TP12002 (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.188tr G TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc puffins BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing OTHERS 2 x 4 DF Std G 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 (lb) - 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, e 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 (lb) or less except when shown. NOTES 1) Wind. ASCE 7 -05; 100mph; TCDL =4 2psf, BCDL =3 Opsf, h =25ft, Cat II; Exp 8, enclosed, MWFRS (low -rise) gable end zone, cantilever left and 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 beanng (c5\°) P R OFF 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. C N ' 9 E s � \ /0 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 <Ci •y 11) A plate rating reduction of 20% has been applied for the green lumber members Ct' `4• %- • r" 12) Provide mechanical connection (by others) of truss to beanng 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 (/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 - 14) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. / ,, 7 Cp LOAD CASE(S) Standard C. i j / -, 1 • • �' C MF R S . " \� EXPIRATION DATE: 06/30/12 August 25,2010 1 1 ® WARNING - Verify deign parameters and READ NOTES ON THIS AND INCLUDED M/TEE REFERENCE PAGE MII.7473 rev 10 '08 BEFORE USE. Design valid for use only with Mtrek connectors The design 6 based only upon parameters shown. and s for an individual building component Applicability of design paromenters and proper incorporation of component is responsibility of budding designer - not truss designer &acing shown ���-1111���Y�� 5 for lateral support of Individual web members only Additional temporary bracing to insure stability during construction's the responsibility of the MiTek* erector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding - .... fabrication, quality control, storage. delivery, erection and bracing, consult ANSI /T111 Quality Criteria. DSa -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Solely Information available from Truss Plate Institute. 281 N Lee Street. Suite 312. Alexandria VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Centex - Summer Creek Build 8 Roof R32092830 B101119 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 12'30 59 2010 Page 1 ID _ yCZfeIGONUyMZEIWYmZBXykHEA-_ yCZIeIGONUyMZEIWYmZBXW4PTG9biuCFR55ekykHEA 1.oa I 4.1 -10 7.10.6 12-0-0 t 1 I I 1.0.0 4-1 -10 3.8 -12 4.1 -10 1 - 0-0 4.6 = scab +1261 . 5.6 • 2.4 II r 6 4 t 5 1 4 9 `N 2 2.4 II •5 800 2.4 II 3 J j: Ifi 14 6 2 � � E 0 � 9 il 13 12 11 10 3.6 II 3.6 II II 2.4 II 2.4 II 2.4 II i 4 -1 -10 I 7 -106 I 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 (psf) SPACING 2 -0 -0 CSI DEFL in (roc) I /deft L/d PLATES GRIP TCLL 25 0 (Roof Snow =25 0) Plates Increase 1 15 TC 0 17 Vert(LL) 0 01 9 n/r 180 MT20 220/195 TCDL 10 0 Lumber Increase 1 15 BC 0 09 Vert(TL) 0 01 9 n/r 180 BCLL 0 0 • Rep Stress Incr NO WB 0 06 Horz(TL) 0 00 8 n/a n/a BCDL 5 0 Code IBC2006/TPI2002 (Matrix) Wtnd(LL) -0.00 9 n/r 90 Weight 53 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except BOT CHORD 2 x 4 DF No 18.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 bearings 12 -0-0 (Ib) - Max Horz 2= -88(LC 5) Max Uplift All uplift 100 lb or less at )oint(s) 2, 8, 12, 13, 11 except 10=- 119(LC 8) Max Gray All reactions 250 lb or less at joint(s) 2, 12 except 8= 292(LC 17), 13= 327(LC 17), 11= 308(LC 16), 10= 458(LC 17) FORCES (Ib) - Max Comp /Max Ten - All forces 250 (Ib) or less except when shown WEBS 3-13= 300 /113, 5-11=-296/92, 7 -10 =- 393/125 NOTES 1) Wind ASCE 7 -05, 100mph, TCDL =4 2psf, BCDL =3 Opsf, h =25ft, Cat II, Exp B, enclosed, MWFRS (low -rise) gable end zone, cantilever left and 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 pending 7) Gable requires continuous bottom chord bearing � PE� o D i-s 8) Gable studs spaced at 2-0-0 oc 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 't 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 ��� `i 9 � will fit between the bottom chord and any other members. (r 11) A plate rating reduction of 20% has been applied for the green lumber members : • % ` E 9 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 /� I except Qt =lb)10 =119 13) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 ` J 14) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 15) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. / 'O 0" " • , .43 LOAD CASES) Standard '9� T� /: ' ' 2, � 4 . M F R S . 0N EXPIRATION DATE: 06/30/12 August 25,2010 . a ■ ® WARNING - Verify design parameters and READ NOTES ON TINS AND INCLUDED AIITEK REFERENCE PAGE 6II1-7473 rev. 10 '08 BEFORE USE Design valid for use only with Welt connectors The design rs based only upon parameters shown, and is for an individual building component MI Z Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not Truss designer Bracing shown s for lateral support of individual web members only Additional temporary bracing to insure stabiity cluing constructions 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 /TP11 Quality Criteria, 058 -89 and SCSI Building Component 7777 Greenback Lane. Suite 109 Safely Information available from Truss Plate Institute 281 N Lee Street, 5uiie 312. Alexandria. VA 22314 Citrus Heights. CA. 95610 Job Truss Truss Type Qty Ply Centex - Summer Creek Build 8 Roof R32092831 B101119 002 COMMON 2 Job Reference (optional) Pro -Build Clackamas Truss, Ctackamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 12 31 01 2010 Page 1 ID wLKKBKKXY' IgbtO5dzo2GyykHE8- wLKK8KKXYOIgbt05dzo2GybLaHo13WrVIaCicykHE8 I -1.o I 6 -0-0 12 -0-0 a o 6-0-0 6 -0-0 • 4a6 I I Sub = 133 7 PI • 6 800 7 4 1■Inuillio In ill. 8 9 6 10 11 M IIIMII IMI HUS26 HUS26 3a8 II HUS26 HUS26 4,1 G 4a8 HU526 I 6-0-0 12 -0.0 I 6-0-0 6.0 Plate Offsets (X,Y): 12:0- 1 -6,0 -2 -01, 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 L/d PLATES GRIP TCLL 25 0 Plates Increase 1 15 TC 0 51 Vert(LL) -0 08 4 -5 >999 240 MT20 220/195 (Roof Snow =25 0) Lumber Increase 1 15 BC 0 70 Vert(TL) -0 17 4 -5 >808 180 TCDL 10.0 Rep Stress Incr NO WB 0.35 Horz(TL) 0 02 4 n/a n/a BCLL 0 0 • Code IBC2006/TP12002 (Matrix) Weight: 105 lb FT = 10% BCDL 50 LUMBER BRACING TOP CHORD 2 x 4 OF No 18E10' G TOP CHORD Structural wood sheathing directly applied or 5 -9 -6 oc purlins BOT CHORD 2 X 6 DF 2400F 2 OE BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEBS 2 x 4 DF No 18B1r G REACTIONS (lb /size) 4= 5600/0 -5 -8 (mm 0- 2 -13), 2= 4208/0 -5-8 (mm 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 nght exposed , Lumber DOL =1 33 plate gnp 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 PR °Fe n 7) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads '<('' 1S 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 � �\ � NG ` FF ,9 X 0 2 will fit between the bottom chord and any other members 9) A plate rating reduction of 20% has been applied for the green lumber members -. ; / • e • 9 l 10) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 lb uplift at Joint(s) except ()t =lb) / 4= 1366,2 =1000 / 11) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 1� 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss rr 03 13) Use Simpson Strong -Tie HUS26 (14 -10d Girder, 4 -10d Truss, Single Ply Girder) or equivalent spaced at 2 -0 -0 oc max starting at .O • -, . i 0J 2 - -12 from the left end to 10 -0 -12 to connect truss(es) CO2 (1 ply 2 x 4 DF) to back face of bottom chord. 'O •;/ 1 - ,\ 14) Fill all nail holes where hanger is in contact with lumber. '9 A - • k/ 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 M _ FR S . 504C' 11 -9-4 on bottom chord The design /selection of such connection device(s) is the responsibility of others Continued on page 2 ( EXPIRATION DATE: 06/30/12 August 25,2010 4 ■ ® WARNING • Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITER' REFERENCE PAGE MrI•7473 ra. 10 '08 BEFORE USE. D ME esign valid for use only with Mitek connectors This design a based only upon parameters shown, and is for an individual building component r. Apphcabiity of design paramenters and proper incorporation of component is responsibility of building designer - not Buss designer Bracing shown a for lateral support of individual web members only A dditional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing. consult ANSI /TPIl quality Criteria, 008.89 and BCSI Building Component 7777 Greenback Lane. Suite 109 Safety information available from Truss Plate Institute. 281 N Lee Street. Suite 312. Alexandria. VA 22314 Citrus Heights. CA, 95610 Job Truss Truss Type Qty Ply Centex - Summer Creek Build 8 Roof R32092831 B101119 002 COMMON 2 n L Job Reference (optional) Pro -Build Clackamas Truss. Clackamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 12 31 02 2010 Page 2 ID OXtiMgL9JItWD1zNBgJHoAykHE7- OXtiMgL9JItWD1zHBgJHoA8WKh8Goz5 fyPJIF3ykHE7 LOAD CASE(S) Standard 1) Snow. Lumber Increase =l 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(8)10=- 1433(B)11=- 1433(B) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER" RHFSRENCB PAGE M11-74 rev. 10 '08 BEFORE USE. Design valid for use only with Mirek connectors This design based only upon parameters shown and is for an individual budding component Applicability of design commenters 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 n the responsibility of the MiTek• erector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding --� fabrication quality control storage, delivery erection and bracing, consult ANSI /TPII Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information ovadoble from Truss Plate Institute, 281 N Lee Street. Suite 312. Alexandra VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Centex - Summer Creek Build 8 Roof R32092832 B101119 E01 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 12 31 03 2010 Page 1 ID tkR4ZOLn4ONrBYTIOrWLNykHE6- tkR4Z0Ln4c" NrBYTIOrWLNghb4chXUAoA23InVykHE6 t 0.o 5 10.11 -8 11.11 8 I 1.0.0. 5-5-12 5-5-12 1 1.0-0 4.4 = Scale • 139 • 3 . 12 2.1 II , 18 2.• II 17 2.1 II 21 II 7.1 G ` 3.1 O 2 • ■, .� 5 ummimmir Y r r ta i 7 ICA 3.8 = 2.4 II 2.1 II 5-5-12 10-11 -8 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) I /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 Incr NO WB 0.11 Horz(TL) 0 00 6 n/a n/a BCLL 0.0 • Code IBC2006/TPI2002 (Matrix) Weight: 70 lb FT = 10% BCDL 50 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 bracing 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 Horz 8=- 105(LC 5) Max Uplift8=- 151(LC 7), 6=- 151(LC 8) FORCES (lb) - Max Comp /Max Ten - All forces 250 (lb) 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 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0-0 wide �p PR will fit between the bottom chord and any other members .a F 9) A plate rating reduction of 20% has been applied for the green lumber members • �' ) N _ - ij 10) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 lb uplift at joint(s) except ()t =lb) c. ' -' 9 � 8 =151, 6 =151 � / V 11) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 .•.= ' ,4 _ 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss LOAD CASE(S) Standard r Fq S..04° EXPIRATION DATE: 06/30/12 August 25,2010 ® WARNING - Verify deign parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1 7473 rev. 10 VS BEFORE USE. Design valid for use only with Mirek connectors This designs based only upon parameters shown, and is for an individual budding component App'icabiity of design paramenters and proper incorporation of component is responsibiily of budding designer - not buss 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 desgner For general guidance regarding +o. • .. fabrication. quality con.rol. storage. delrvory. erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information °voluble from Truss Plate Institute. 281 N Lee Street. Suite 312, Alexandria. VA 22314 Citrus Heights, CA, 95810 Job Truss Truss Type City Ply Centex - Summer Creek Build 8 Roof R32092833 B101119 E02 COMMON 1 Job Reference (optional) Pro -Build Clackamas Truss, Cledramas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 12 31 04 2010 Page 1 ID Lw" SnMMPgw7ESL7g15MlubykHE5- Lw' 2 SnMMPgw7ESL7g15MlubDrhUuVGlbxPiosJxykHES I 5.5.12 I 10 -11 -8 1 11 - 11.8 I 5.5.12 5 -5 -12 1.0.0 4.6 = Scale •1389 . 2 • A dal 464 4.6� 1 3 g h � 4 4 17 7.3 9 7 10 11 6 12 , a 8 THA29 6110 = THAN THA29 6.10 = THAN 5 2 , 14 II 2.4 II THA29 3 -3.9 I 7 - 7.15 I 10-11-8 I 3-3-9 44.6 3-3-9 Plate Offsets (X,Y) 11 Edge,0 -1- 121,12 0 -3-0,0 -1 -41,13 0- 3- 0,0.1- 121,16 0 -5 -0,0.4 -81.17 0- 5- 0,0 -4 -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 0.52 Vert(LL) - 0.06 6-7 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0 40 Vert(TL) -0 11 6-7 >999 180 TCDL 10 0 Rep Stress lncr NO WB 0 86 Horz(TL) 0 01 5 n/a n/a BCLL 0 0 • Code IBC2006/TPI2002 (Matrix) Weight 135 lb FT = 10% BCDL 5 0 LUMBER BRACING TOP CHORD 2 x 4 DF No 18.Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except BOT CHORD 2 X 6 DF 2400F 2 OE 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 Horz 8=- 117(LC 5) Max Uplift8=- 1151(LC 7), 5=- 3055(LC 8) FORCES (lb) - Max. Comp /Max Ten - All forces 250 (lb) 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 =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) TCLL ASCE 7 -05, Pf =25 0 psf (flat roof snow), Category II, Exp B; Fully Exp , Ct =1 1 5) Unbalanced snow loads have been considered for this design 6) This truss has been designed for greater of min roof live load of 16 0 psf or 2 00 times flat roof load of 25 0 psf on overhangs non - concurrent with other live loads , P R oFF 7) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads . xi . 8) • This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0-0 wide <0 N will fit between the bottom chord and any other members ,S...1 / �i 9) A plate rating reduction of 20% has been applied for the green lumber members. 'C:4 i " r 10) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 lb uplift at /otnt(s) except (/t =1b) 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 ir 13) Use Simpson Strong -Tie THA29 (8 -10d Girder, 4 -10d Truss) or equivalent spaced at 2 -0 -0 oc max starting at 1 -1 -4 from the left end / .p Q � - �1 , to 9 -1 -4 to connect truss(es) A03 (1 ply 2 x 4 DF) to back face of bottom chord -O 1'J ! 14) Fill all nail holes where hanger is in contact with lumber. I/ - V 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2120 lb down and 1986 lb up at M S T‘ 10 -9 -12 on bottom chord The design /selection of such connection device(s) is the responsibility of others Continued on page 2 EXPIRATION DATE: 06/30/12 August 25,2010 - ® WARNING - Verify design parnmete s and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 6611 -74 nor. 10'08 BEFORE USE. Design valid for use only with Mitek connectors The design a based only upon parameters shown, ands for an individual building component Applicabiily of design parom 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 cluing 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 - .. -.oa.. fabrication. quality control. storage delivery erection and bracing. consult ANSI /IP11 Quality Criteria, DSB -89 and BCSI Bending Component 7777 Greenback Lane. Suite 109 Solely Information avaiabie 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 8 Roof R32092833 B101119 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 12 31 04 2010 Page 2 ID Lw SnMMPgw7ESL7g15MlubykHE5- Lw 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) Veil 5= -2120 7=- 1688( B) 9 =- 1688( B) 10=- 1688(B)11=- 1688(B)12=- 1688(B) � t ® WARNING - Verify deign parameters and READ NOTES ON MIS AND INCLUDED MITEK REFERENCE PAGB MIF7473 rca. 10 '08 BEFORE USE. Design valid for use only with Mnok connectors Ths design is based only upon parameters shown. ands for an rndrvrducl budding component Apptcabdily of design paramenters 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 bracmg to insure stabiity during constructions the responsrbllily of the MiTek' erector Additional permanent bracing of the overall structure is the responsibility of the budding desgner. For general guidance regarding POW.. .a Pc. w 4.- Iob [Ica lion quality control. storage delivery, erection and bracing, consult ANSI /TPI1 Quality Crlferto. DSB -99 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 8 Roof R32092834 B101119 F01 GABLE 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek lndustnes, Inc Wed Aug 25 12 31 05 2010 Page 1 ID p6Zq_ IN1bDF54Ulsspt_ OoykHE4-p6Zq_ iN1bDF54Uisspt _OomSDuKy .1.0.0 1 - 0.0 1.0-0 1 -0 -0 Scab • 187 4■6 i 3 60017 'i. Adv Al 3.4 = 1.0.0 1.0 -0 Plate Offsets (X,Y) 13 0-2- 13,0 -2 -121 LOADING DING (Ps 25 0 SPACING 2 -0-0 CSI DEFL In (hoc) I /deft L/d PLATES GRIP (Roof Snow =25 0) Plates Increase 1 15 TC 0 21 Vert(LL) -0 01 1 n/r 180 MT20 220/195 TCDL 10 0 Lumber Increase 1.15 BC 0 00 Vert(TL) -0.02 1 n/r 180 BCLL 0 0 • Rep Stress Incr NO WB 0 00 Horz(TL) 0.00 n/a n/a BCDL 5 0 Code IBC2006/TPI2002 (Matrix) Wind(LL) 0 00 1 n/r 90 Weight 5 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 1 -0-0 oc purlins, except BOT CHORD 2 x 4 DF No 1&Btr G end verticals WEBS 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed dunng 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, cantilever left and nght exposed , Lumber DOL =1 33 plate grip DOL =1 33 2) Truss designed for wind loads in the plane of the truss only For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002 3) TCLL ASCE 7 -05, Pf =25 0 psf (flat roof snow), Category II, Exp B, Fully Exp , Ct =1 1 4) This truss has been designed for greater of min roof live load of 18 0 psf or 2 00 times flat roof load of 25 0 psf on overhangs non - concurrent with other live loads 5) Gable requires continuous bottom chord beanng 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 <c,9,0 PR F S 9) A plate rating reduction of 20% has been applied for the green lumber members �F 10) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 lb uplift at Joint(s) except ()t =lb) N G , c I N . - 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 <4 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss �..:'• : '. LOAD CASE(S) Standard Tl • 9 21. M FR s . IN" C? EXPIRATION DATE: 06/30/12 August 25,2010 • t h ® WARNING - Vertfg design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE 1II1 -74 rev. 10 '08 BEFORE US& - • Design valid for use only with MITek connectors The designs based only upon parameters shown, and is for an individual buiding component Applicability of design paromenters and proper incorporation of component is responsibility of budding designer - not truss designer Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stabdrty during constructions 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. ccnsuit ANSI /TPIl Quality Criteria- DSB -89 and SCSI Building Component 7777 Greenback Lane. Suite 109 Solely Information available Irom 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 8 Roof R32092835 B101119 F02 MONO TRUSS 3 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladramas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek lndustnes, Inc Wed Aug 25 12 31 05 2010 Page 1 ID p6ZgjN1bDF54Uisspi QoykHE4- p6ZcLiN1bDF54Uisspt _Qom7iuKv'PJ5eMYPrNykHE4 o -0 1 -0-0 1 -0-0 1.0.0 Sear • 187 • 3 600 17 /♦� • • ; . . • i I 3■4 = 1 -0-0 1-0-0 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (hoc) I /deft Lid PLATES GRIP TCLL 25 0 Plates Increase 1 15 TC 0 11 Vert(LL) -0 00 2 >999 240 MT20 220/195 (Roof Snow =25 0) TCDL 10 0 Lumber Increase 1 15 BC 0.00 Vert(TL) -0 00 2 >999 180 BCLL 0 0 • Rep Stress I ncr 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 18Btr 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 dunng truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 3 = -10 /Mechanical, 2= 152/0 -5-8 (min 0 -1 -8), 4= 5/0 -5 -8 (min 0-1 -8) Max Horz 2e44(LC 5) Max Uplift3= -63(LC 9), 2= -85(LC 5) Max Grav3 =14(LC 5), 2= 211(LC 9), 4 =14(LC 2) FORCES (Ib) - Max Comp /Max Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind ASCE 7 -05, 100mph, TCDL= 4.2psf, BCDL= 3.Opsf, h =25ft, Cat II, Exp B, enclosed, MWFRS (low -rise) gable end zone, • cantilever left and right exposed ; Lumber DOL =1 33 plate 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 mm roof live load of 18.0 psf or 2 00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5) • This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0-0 wide will fit between the bottom chord and any other members 6) A plate rating reduction of 20% has been applied for the green lumber members 7) Refer to girder(s) for truss to truss connections 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at pint(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 g? PR ()Fe E N E, (N ,9 0 2 / � ?o Ids �S ` F ,, M F R N EXPIRATION DATE: 06/30/12 • August 25,2010 ® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE FIII 7473 rce. 10 BEFORE USE Design valid for use only with MiTek connectors the design based only upon parameters shown, ands for an individual building component Appicabiity of design param enters and proper incorporation of component is responsibiity of budding designer - not truss designer Bracing shown s for lateral support of individual web members only Additional temporary bracing to insure stability during constructions the responsbdlily of the Mi Te k' erector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding .a .a. fabrication, quality control. storage, delivery. erection and bracing. consult ANSI /IPII Quallly Criteria, 056.69 and SCSI Building Component 7777 Greenback Lane, Surto 109 Safety Information available ham 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 8 Roof R32092836 B101119 GO1 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 12 31 06 2010 Page 1 ID HJ7CB10f MXNyieG2QWODzOykHE3- HJ7C810fMXNyieG2OWODzOlHQlf ksgEsOHzOgykHE3 .1.0.0 a -o -o l 1.0-0 6-0-0 Scale .1 c 4 2.: II 600 12 3 = 7 9 dl 2 ■ 1 .4 41/ �11 1f•■ IT��W A674I.4010CI 174•••71 I 1711 t41:I 074 OS 6 5 3.4- a4 II 6 -o-0 6-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) I /dell Ud 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/TPI2002 (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 Horz 2= 140(LC 7) Max Uplift All uplift 100 lb or less at loint(s) 4, 2 except 6=- 124(LC 7) Max Gray All reactions 250 lb or less at loint(s) 4, 2, 5 except 6= 338(LC 2) FORCES (Ib) - Max Comp /Max Ten - All forces 250 (Ib) or less except when shown. WEBS 3 -6 =- 297/149 NOTES 1) Wind ASCE 7 -05, 100mph, TCDL =4 2psf, BCDL =3 Opsf, h =25ft, Cat. II: Exp B, enclosed, MWFRS (low -rise) gable end zone, cantilever left and 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 beanng 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 loint(s) 4, 2 except (/t =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 ��.D PR OFe 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss � ' L NG l N . 9 .0 LOAD CASE(S) Standard < V 2 - 9 Ct i j • , ioer A -o OR . • �°-r 9 F -2 (, 0 C M F R S.- 0' EXPIRATION DATE: 06/30/12 August 25,2010 4 WARNING - Ver1(V design parameters and READ NOTES ON THIS AND INCLUDED AIITEIC REFERENCE PAGE 6II1-7473 rm. 10 '08 BEFORE USE. �� Design valid for use only with MiTek connectors The designs based only upon parameters shown, ands for an ndividual buiding component Applicabiity of design paramenters and proper Incorporation Cl component is responsibiity of buiding designer - not truss designer Bracing shown ` s for lateral support of individual web members only. Additional temporary bracing to insure stabiity during construction s the responsibility of the MiTek' erector Additional permanent bracing or the overall structure is the responsibility of the buiding designer For general guidance regarding ..... utt,•44triturt, fabrication. quality control, storage. delivery, erection and bracing consult ANSI/TP11 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane Suite 109 Safety Information avaiable from Truss Plate Institute. 281 N Lee Sheet. Suite312. Alexandria, VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type thy Ply Centex - Summer Creek Build 8 Roof R32092837 B101119 G02 MONO TRUSS 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 12 31 06 2010 Page 1 ID HJ7CB10fMXNyieG2OWODzOykHE3- HJ7CB10fMXNyieG20WODzOIDNIf2ksYEsOHzOgykHE3 I -1 - � I 6.0.0 I 1.0 -0 6.0-0 same 1 ?•1' I,. • 600 fil 6 • y� 2 q I d Oro = 5 1 4.2 -12 a(sg 4 -2-12 0 2.12 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Lid PLATES GRIP TCLL 25 0 Plates Increase 1 15 TC 0 44 Vert(LL) -0 01 2 -5 >999 240 MT20 220/195 (Roof Snow =25 0) TCDL 10 0 Lumber Increase 1 15 BC 0 07 Vert(TL) -0 01 2 -5 >999 180 BCLL 0 0 • Rep Stress Incr YES WB 0 00 Horz(TL) -0 00 3 n/a n/a BCDL 5 0 Code IBC2006/TPI2002 (Matrix) Weight 19 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No 1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing . MiTek recommends that Stabilizers and required cross bracing be installed dunng 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 Uplift3=- 105(LC 7), 2=- 106(LC 7) Max Grav3= 215(LC 2), 2= 314(LC 2), 5= 125(LC 4) FORCES (Ib) - Max Comp /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind ASCE 7 -05, 100mph, TCDL =4 2psf, BCDL=3 Opsf, h =25ft, Cat. II, Exp B, enclosed, MWFRS (low -rise) gable end zone; cantilever left and 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 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 =lb) 3 =105, 2 =106 10) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 ��� E kSs 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss � PR e LOAD CASE(S) Standard GI N . 9 /%. 4 4 9 l , • . %/ ►� -0 OR- • , 9 T � - - 2 " « R s.1` EXPIRATION DATE: 06/30/12 August 25,2010 I ■ ® WARNING Venfg deign parameters and READ NOTES ON THIS AND INCLUDED MI TER REFERENCE PAGE Mil 7473 rm. 10'08 BEFORE US& � Design valid for use only with Mitek connectors Ths design a based only upon parameters shown, ands for an ndrvidual budding component - Applicablity of design param enters and proper incorporation of component is responsibility of budding designer - not truss designer Bracing shown a for lateral support of individual web members only Additional temporary bracing to insure stability during construction 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 - W �+_ .• .+ fabrication. quality conhoi, storage. delivery. erection and bracing. consult ANSI/11 Quality Cdterto. 059.89 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 Crbus Heights, CA. 95610 Job Truss Truss Type Oty Ply Centex - Summer Creek Build 8 Roof R32092838 B101119 G03 GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladramas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek lndustnes, Inc Wed Aug 25 12 31 07 2010 Page 1 ID IVhbPNPH7rVpJorF_ DvSVDykHF2- IVhbPNPH7rVpJorF _DvSVDrSBOATJo05g1 WwGykHE2 .1 -0 -0 4 -0 -0 1 -0 -0 I 4.0-0 Scare • 1 ter 4 3 6 c 12 6 I = 1 9 7 ' I I I �I I I L4= 5 4.0-0 4.0-0 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft lid PLATES GRIP TCLL 25 0 Plates Increase 1 15 TC 0 18 Vert(LL) -0 01 2 -5 >999 240 MT20 220/195 (Roof Snow =25 0) 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 purlins BOT CHORD 2 x 4 DF No 18Btr G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS (lb /size) 2= 240/0 -5-8 (mm 0 -1 -8), 5= 18/0 -5-8 (mm 0 -1 -8), 3=128/0-5-8 (mm 0-1 -8) Max Horz 2= 101(LC 7) Max Uplift2= -85(LC 7), 3= -70(LC 7) Max Grav2= 242(LC 2), 5 =53(LC 4), 3= 143(LC 2) FORCES (Ib) - Max Comp /Max. Ten - All forces 250 (Ib) or less except when shown NOTES 1) Wind. ASCE 7 -05, 100mph, TCDL =4 2psf, BCDL =3 Opsf, h =25ft, Cat II, Exp B, enclosed, MWFRS (low -rise) gable end zone, cantilever left and 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 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) 2, 3 9) Beveled plate or shim required to provide full beanng surface with truss chord at loint(s) 3. 10) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. P R OFF LOAD CASE(S) Standard � �� c �� � N / S / O 2 1': j - E 9 r i.o o • c5 9 �F / - - -21 (4 41 F R S . - 4° EXPIRATION DATE: 06/30/12 J August 25,2010 t d ® WARNING • Vcrrfy deign parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 7411 -7473 res. 10'08 BEFORE USE. Design valid for use only with Mira connectors Thn designs based only upon parameters shown, and s for an individual budding component Applicability of design commenters 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 bracing to unsure stability during construction s the responsibdlrty of the MiTek* erector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding .a...y fabrication. quality control. storage. delivery. erection and bracing. consult ANSI /IP11 Quality Criteria. DSB - 89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Solely Information available Imre truss Plate Institute. 281 N Lee Street. Suite312 Alexandria, VA 22314 Citrus Heights, CA. 95610 Job Truss Truss Type Qty Ply Centex - Summer Creek Build 8 Roof R32092839 8101119 KO1 GABLE 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas.OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 12 31 07 2010 Page 1 ID IVhbPNPH7rVpJorF_ DvSVDykHF2- IVhbPNPH7rVpJorF _DvSVDrT5101TJo05g1WwGykHF2 .1 -0-0 2 1.0 -0 2 -0-0 Scab r••r' • 3 5 • 000 lIlOco • 3.4 2 I 2.0-0 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 12 Vert(LL) -0 01 1 n/r 180 MT20 220/195 (Roof Snow =25 0) TCDL 10 0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0 01 1 n/r 180 BCLL 0 0 • Rep Stress Incr NO WB 0 00 Horz(TL) -0 00 3 n/a n/a BCDL 5 0 Code IBC2006/TPI2002 (Matrix) Wind(LL) -0 00 1 n/r 90 Weight 7 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 puffins BOT CHORD 2 x 4 DF No 18Btr G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing MiTek recommends that Stabilizers and required cross braang be installed dunng truss erection, in accordance with Stabilizer Installation quide REACTIONS (lb /size) 3= 53/2 -0-0 (min 0 -1 -8), 2= 168/2 -0-0 (min. 0 -1 -8), 4= 10/2 -0-0 (min 0-1 -8) Max Horz 2 =64(LC 7) Max Upltft3= -26(LC 7), 2= -72(LC 7) Max Gray 3=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, s 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 mm 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. QE� i Rop LOAD CASE(S) Standard �� \�� E6-,9 LS' jO�9 /T :•II I f/lrf c'") • ., 0 7) : R2 4. 4.7f- F? S.1% N � EXPIRATION DATE: 06/30/12 August 25,2010 e i ® WARNING • Verify design pammets and READ NOTES ON THIS AND INCLUDED IHITEK REFERENCE PAGE MI! 7473 res. 10 '08 BEFORE USE. M. Design valid for use only with MiTek connectors The designs based only upon parameters shown, ands for an ndNdual building component • Applicabiity of design paramenlers and proper incorporation of component is responsibiity of buidng designer - not truss designer Bracing shown s for lateral support of individual web members only Additional temporary bracing to insure stability during construction s the responsibility of the MiTek' erector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding fabrication. quality control, storage. delivery, erection and bracing, consult ANSI /TPIl Qualify Criteria, OSB -89 and BCE Building Component 7777 Greenback Lane, Suite 109 Safely Information avaiabie from Truss Pla,e Institute 281 N Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type thy Ply Centex - Summer Creek Build B Roof R32092840 B101119 K02 MONO TRUSS 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 12 31 08 2010 Page 1 ID DhFzciPwu8dgxyORXxQh2RykHE1- DhFzgPwu8dgxyQRXxQh2R0ex5MLCm2XKKm3SiykHE1 -1 -0-0 2.0.0 1.0-0 I 2.0.0 sc.i. r•• 3 600 0 2 x4MMIE 3r.= 200 2 -0.0 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 11 Vert(LL) -0 00 2 >999 240 MT20 220/195 (Roof Snow =25 0) TCDL 10.0 Lumber Increase 1.15 BC 0 02 Vert(TL) -0.00 2 -4 >999 180 BCLL 0 0 • Rep Stress 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 during truss erection, in accordance with Stabilizer Installation guide REACTIONS (Ib /size) 2= 170/0 -5-8 (min. 0 -1 -8), 4= 10/0 -5-8 (min. 0 -1 -8), 3 =47 /Mechanical Max Horz 2 =63(LC 7) Max Upllft2= -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 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 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 "<<'‘'‘ P Ep R p LOAD CASE(S) Standard GIN &Li 9 s /O2 1 � ..r,. 9 � • 9 � F M Gf MFR EXPIRATION DATE: 06/30/12 August 25,2010 = • ® WARNING - Ver-sfy design parameters and READ NOTES ON 7711S AND INCLUDED MITER REFERENCE PAGE 11111 -74 rec. 10 178 BEFORE USE, — Design valid for use only with MiTek connectors Ths design based only upon parameters shown, ands for an individual budding component Applicability of design commenters and proper incorporation of component is responsibdity of budding designer • not truss designer Bracing shown e for lateral support of individual web members only. Additional temporary bracing to insure stabiity during construction the responsibdtity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding „ a... fabrication quality ccntrol. storage. delivery. erection and bracing, consult ANSI/11 Quality Criteria. DSB.89 and BCSI Building Component 7777 Greenback Lone. 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 8 Roof R32092841 8101119 LO1 GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industries, Inc Wed Aug 25 12 31 09 2010 Page 1 ID htpLg30Y( SIXZ6'? d5exwbeykHEO- htpLg3OY( SIXZ67d5exwbewnbVhoxDLhZ _Wd39ykHE0 -1 -0 -0 4 -3-12 8-7 -8 I 9 -7.8 1 - 0 - 0 4 -3-12 4 -3 -12 1 -0-0 Scale • 1 267 • 4s6 = 3 �I\ 2 800 IV h4 II 11 2.4 II 4 61111 2 r Ill r ` 5 1 2x4 II 62,411 ■ M1 3.4 = 3x4 = 4.3.12 8 -7 -8 4.3.12 4 -3 -12 • LOADING (psf) SPACING 2 -0-0 CSI DEFL In (hoc) I /defl 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) TCDL 10 0 Lumber Increase 1.15 BC 0 12 Vert(TL) -0 01 2 -6 >999 180 BCLL 0 0 • Rep Stress Incr NO WB 0 06 Horz(TL) 0 00 4 n/a n/a BCDL 5.0 Code IBC2006/fP12002 (Matrix) Weight 37 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 OF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing WEBS 2 x 4 OF Std G MiTek recommends that Stabilizers and required cross bracing OTHERS 2 x 4 OF Std G be installed during truss erection, in accordance with Stabilizer Installation quide 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, 0 cantilever left and nght exposed , Lumber DOL =1 33 plate grip DOL =1 33 2) Truss designed for wind loads in the plane of the truss only For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002 3) TCLL' ASCE 7 -05, Pf =25 0 psf (flat roof snow), Category II, Exp B; Fully Exp ; Ct =1 1 4) Unbalanced snow loads have been considered for this design 5) This truss has been designed for greater of min roof live load of 16 0 psf or 2 00 times flat roof load of 25 0 psf on overhangs non - concurrent with other live loads. 6) Gable studs spaced at 2 -0-0 oc 7) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 8) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0-0 wide will fit between the bottom chord and any other members 9) A plate rating reduction of 20% has been applied for the green lumber members 10) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 lb uplift at joint(s) except ()t =lb) P R 2 =138, 4 =138 � e_ (1 11) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/FPI 1. �� ' N E 1J� 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss ' 9 LOAD CASE(S) Standard / • %i = • y r A O' ' GO',,c5 41 s.1 EXPIRATION DATE: 06/30/12 • August 25,2010 • ® WARNING - Vert(y deign parameters and READ NOTES ON THIS AND INCLUDED mirror REFERENCE PAGE 0411.7473 rev. 10 138 BEFORE USE Design valid for use only with Welt connectors This design is based only upon parameters shown, and is for an individual building componen r Appllcablity of design paramenters and proper incorporation of component is rosponsibiity of balding designer - not truss designer. Bracing shown ���i���•YYYY 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 budding designer For general guidance regarding .o fabrication. quality control. storage. delivery. erection and bracing, consult ANSI /IPIl Quality Criteria. DSB -89 and BC51 Building Component 7777 Greenback Lane, Suite 109 Safety Information avaiable hom 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 8 Roof R32092842 B101119 L02 COMMON 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 12 31 09 2010 Page 1 ID htpLg3QYfSIXZ6') d5exwbeykHE0- htpLg30YfSIX26 7d5exwbewn6VhExDMhZ_Wd79ykHE0 I .1.0.0 1 4-3-12 l 8.7.8 9 -7 -8 1.0-0 4 -3 -12 4.3.12 1 0-0 Scale .126 7 4.6 = 3 I\ 600 FT 7 li kkhibihs 2 4 s I z.4 II 3.4 = 31[4 = 4-3-12 8 -7.8 I 4 -312 4 -3 -12 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 22 Vert(LL) -0 01 2 -6 >999 240 MT20 220/195 (Roof Snow =25 0) 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 purhns 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 (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 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 , 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 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 lotnt(s) except (lt =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 ��O PR,- LOAD CASE(S) Standard �\t N GIN � 9 s /c E r i 1 -o O • • 0 ) 9 T F ": 2 <(./ M FR s . S\ �C� EXPIRATION DATE: 06/30/12 August 25,2010 4 ® WARNING • Verify deign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1411.74 res. 10 '08 BEFORE USE. -• Design valid lot use only with Mlek connectors Ths design a based only upon parameters shown, and a for on individual buiding component _ Appiicabiity of design paramenters and proper incorporation of component is responsibiily of budding designer - not -lull designer Bracing shown a for lateral support of individual web members only Additional temporary bracing to alum stability during construction a the responsibility of the MiTek' erector Additional permanent bracing of the overall structure is the responsibility of the balding designer For general guidance regarding .., fabricoiion, quality control, storage, deirvery. erection and bracing consult ANSI /TPiI Quality Criteria. DSB -89 and BCSI Building Component 7777 Greenback Lano, Suite 109 Solely Information avatabie 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 8 Roof R32092843 8101119 L03 COMMON 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackames,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industries, Inc Wed Aug 25 12 31 10 2010 Page 1 ID 94Ml1 PRAOmtOAGagfMT97sykHE7 -94M)1 PRAQmtOAGagfMT97sTx 'v0ZggBgneFAXbykHE I 4-3 -12 I 7.11 -e I 9-2-12 3-7.12 • 4.6 = Scale • I 26 7 2 V 6 PA 900 12 7 3 9.64 J1 4 1 72 ■1 d 5 3.4 = 2.4 II 3.9 II I 4 -3.12 7 -11.8 I 4.3.12 3 -7 -12 Plate Offsets (X.Y). 11 0- 0 -7,0 -0 -21,14 0- 5- 1,0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (hoc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.27 Vert(LL) n/a - n/a 999 MT20 220/195 (Root Snow =25 0) Lumber Increase 1.15 BC 0 10 Vert(TL) n/a - n/a 999 TCDL 10 0 Rep Stress Inc: YES WB 0 02 Horz(TL) 0.00 4 n/a n/a BCLL 0 0 Code IBC2006/TPI2002 (Matrix) Weight 33 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 6 -0-0 oc purlins BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing WEBS 2 x 4 DF Std G MiTek recommends that Stabilizers and required cross bracing 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 (mm 0-1 -8) Max Horz 1= -84(LC 5) Max Upllftl=- 119(LC 8). 4=- 140(LC 8), 5= -31(LC 6) Max Gray 1= 283(LC 1), 4= 277(LC 1), 5= 158(LC 4) e FORCES (lb) - Max Comp /Max Ten - All forces 250 (lb) 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 beanng 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) 5 except (/t=113) 1=119, 4=140 9) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1. D PR 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss t � F LOAD CASE(S) Standard � �\ � � � N G(NE S i� 29 /% / � wo � c % ORE >' ,- `M F R / s.1` � EXPIRATION DATE: 06/30/12 • August 25,2010 4 t ® WARNING - Vemfy design parameters and READ NOTES ON THIS AND INCLUDED DETER REFERENCE PAGE MII -74 res. 10 '08 BEFORE USE. M- Design valid for use only with MiTek connectors The; design 9 based only upon parameters shown, and s for an individual building component. e Applicability of design commenters and proper incorporation of component is responsiblity of buldhg designer - not truss designer Bracing shown 9 for lateral support of individual web members only Additional temporary bracing to insure slablity during construction 9 the responsibility of the MiTele 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 braving, consult ANSI /TPI1 Quality Criteria. 058 -89 and SCSI Building Component 7777 Greenback Lane. Suite 109 Safety information avaiable from Truss Plate Institute 281 N Lee Street. Suite 312, Alexandria. VA 22314 Citrus Heights, CA. 95610 Job Truss Truss Type thy Ply Centex - Summer Creek Build 8 Roof R32092844 B101119 MO1 GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss. Cladsamas,OR 97015 -1129 7 240 is Jun 18 2010 MiTek Industnes. Inc Wed Aug 25 12 31 11 2010 Page 1 ID eGw5FISoB32FoP90D3 Og3ykHE_-eGw5FISoB3 FoP90D3 _Og3079JNVP7AzO12k31ykHE_ I .1 -0-0 2 11.12 5-11 -e 6.11.8 1.0.0 2.11.12 2.11.12 1 -0.0 ' 6 = Scale • 1 21 2 7 . 3 • Il■ MI B 7 ...FT a 2 • 5 1 I 6 2.e II M4 "NI 3..= 3.e = I 2.11.12 l 5-11.8 1 2.11.12 2 -11.12 LOADING DING (ps25 0 SPACING 2 -0-0 CSI DEFL in (lest) I /dell 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 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/TPI2002 (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 puriins BOT CHORD 2 x 4 DF No 18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEBS 2 x 4 OF Std G 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 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=114, 4=114 11) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 C , E D PROFe 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss � 0 4 N 9 5 c3 LOAD CASE(S) Standard l,z , 9 r . ,..-.45, op? ■,.///:::?) R S.1 1 EXPIRATION DATE: 06/30/12 August 25,2010 r ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE /4Th 7473 res. EF e. 10 '08 BEFORE USE. Design valid for use only with Milek connectors This designs based only upon parameters shown ands for on individual budding component ' Applicabdity of design parannenfers and proper incorporation of component is responsibility of balding designer . not truss designer Bracing shown � is for lateral support of individual web members only Additional temporary bracing to insure stabiify 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 .r, -- 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 avaiable from Truss Plate Institute. 291 N Lee Street. Suite 312, Alexandria, VA 22314 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Centex - Summer Creek Build 8 Roof R32092845 B101119 MO2 COMMON 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladeamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industnes, Inc Wed Aug 25 12 31 11 2010 Page 1 ID eGw5FISoB3'FoP90D3_Og3ykHE - eGw5FISoB3' FOP9OD3 _Og307WJNYP79z01'?k31ykHE_ 2 -11 -12 I 5.11.8 6 -114 2.11 -12 2.11.12 1 -0-0 Scale • 1'21 2 456= 2 000 17 �_• • 1 3 • 61111111111115.. IME 5 2,4 II L.= 3.4= 2 -11.12 5.11 -6 2.11.12 2.11.12 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) I /deft Ud PLATES GRIP TCLL 25 0 Plates Increase 1 15 TC 0 16 Vert(LL) -0 00 5 >999 240 MT20 220/195 (Roof Snow =25 0) TCDL 10 0 Lumber Increase 1 15 BC 0 05 Vert(TL) -0 00 1 -5 >999 180 Rep Stress Incr YES WB 004 Horz(TL) 0 00 3 n/a n/a BCDL 5 0 Code IBC2006/TPI2002 (Matrix) Weight 22 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 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 braang 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 Horz 1= -70(LC 5) Max Uplifll= -52(LC 7), 3=- 117(LC 8) • FORCES (Ib) - Max Comp /Max Ten - All forces 250 (Ib) or less except when shown NOTES 1) Wind ASCE 7 -05. 100mph, TCDL =4 2psf, BCDL=3 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 • 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 (/t =lb) 3 =117 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 PROFE � F E cp 0A, 9 i�29 i co • .411 Ka MF s . -, EXPIRATION DATE. 06/30/12 • August 25,2010 � r ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE bill 7473 rev. 10'08 BEFORE USE. Design valid for use only with Mitek connectors The design a based only upon perameters shown, and s for an i ndrvidud budding component • Applicability of design paramentors and proper incorporation of component is responsibilty of budding designer • not truss designer Bracing shown 6 for lateral support of individual web members only Additional temporary bracing to insure stabiity during construction a the responsibility of the MiTek erector Additional permanent bracing of the overall structure is the responsibility of the budding desgner. For general guidance regarding fabrication. quality control storage, delivery, erection and bracing, consult ANSI /IPI1 Quality Criteria, DSB•89 and BCSI Building Component 7777 Greenback Lane. Suite 109 Safety Information 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 8 Roof R32092846 B101119 NO1 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 12 31.12 2010 Page 1 ID 6SUUS5SOyN76OZkCmnVdCHykHDz-6SUUS5SOyN76QZkCmnVdCHYIvgs8aT7FykHaTykHDz -1.0 -0 I 2.9.8 I 5-7 -0 6 -7 -0 I 1.0-0 2 -9.8 2.9-8 1 - 4v6 = Scale • 1200 3 600 12 w 2 5 l 1 I� 6 2.E II IM, IMI / 1 3.4 = 3. = I 2.9.8 5-7 -0 l 2 -9.8 2 -9 -8 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 18 Vert(LL) -0.00 6 >999 240 MT20 220/195 (Roof Snow =25 0) TCDL 10 0 Lumber Increase 1 15 BC 0 05 Vert(TL) -0 00 6 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0 04 Horz(TL) 0 00 4 n/a n/a BCDL 5 0 Code IBC2006/TPI2002 (Matrix) Weight 23 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 purlins BOT CHORD 2 x 4 DF No 1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing WEBS 2 x 4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed dunng truss erection, in accordance with Stabilizer Installation guide REACTIONS (lb /size) 2= 291/0 -5-8 (min 0 -1 -8), 4= 291/0 -5-8 (min. 0 -1 -8) Max Horz 2= -58(LC 5) Max Uplift2=- 110(LC 7), 4=- 110(LC 8) FORCES (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown NOTES 1) Wind ASCE 7 -05, 100mph, 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 beanng plate capable of withstanding 100 lb uplift at joint(s) except (jt =lb) 2 =110, 4 =110 11) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 � L O P R pF 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss � \ c S � NGI N Aro 9 .0 LOAD CASE(S) Standard 2 � / 9r ri f 1 EXPIRATION DATE: 06/30/121 August 25,2010 c 9 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER" REFERENCE PAGE 141I-74 73 rem. 10 '08 BEFORE USE, Design valid for use only with MiTek connectors The design '¢ based only upon parameters shown, and is for an individual buiding component - Applicabtity of design poem enters and proper incorporation of component is responsibiity of buiding designer - not truss designer Bracing shown 6 for lateral support c1 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 buiding designer For general guidance regarding . , fabrication. quality control. storage. delivery. erection and bracing. consult ANSI/TPIT Quality Criteria, D55.89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety information avaiablo 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 8 Roof R32092847 B101119 NO2 COMMON 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industries. Inc Wed Aug 25 12 31 13 2010 Page 1 ID at2sfRT2thFzljJOKUOslUykHDy- af2sfRT2thFzljJOKU0s1U5T0639111GTcUg7wykHDy 2 -9 -8 5-7•0 e -7 -o 2 -9-8 2.9 8 1.0-0 1s6 = Sub • t 2o • 2 eao12 P1 fi 3 5 244 II 3.4 = 34 = 2-9-8 I 5-7-0 2 -9 -8 2.9-8 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) I /deft Ud PLATES GRIP TCLL 25 0 Plates Increase 1 15 TC 0 16 Vert(LL) -0 00 5 >999 240 MT20 220/195 (Roof Snow =25 0) Lumber Increase 1 15 BC 004 Vert(TL) -0 00 5 >999 180 TCDL 10 0 Rep Stress lncr YES WB 0 04 Horz(TL) 0 00 3 n/a n/a BCLL 0 0 • Code IBC2006/TPI2002 (Matrix) Weight: 21 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 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 (lb /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 Uplift1= -47(LC 7), 3=- 113(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 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 (Bat 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 (/t =lb) 3 =113 9) This truss is designed in accordance with the 2006 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 10) "Fix heels only Member end fixity model was used in the analysis and design of this truss LOAD CASE(S) Standard <c�E P R O,c 5 N EF9 /p ly l/ � ' y . ORE 4 • MF S . \N EXPIRATION DATE: 06/30/12 August 25,2010 • • ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU 7473 rcc. 10 '08 BEFORE USE. Design valid for use only with MiTek connectors This design is based only upon parameters shown and a for an individual balding component Applicability of design commenters and proper incorporation cf component Is rosponsibiity of budding designer • not truss designer Bracing shown a for lateral support of individual web members only Additional temporary bracing to insure stability during construction s the responsibility of the MiTe erector Additional permanent bracing of the overall structure ,s the responsibility of the budding designer. For general guidance regarding — •_ fabrication, quality control storage delivery erection and bracing. consult ANSI/11 Quality Crfferla. 008 -89 and BCSI Building Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Institute, 281 N Lee Street. Suite 312. Alexandria, VA 22314 Citrus Heights, CA. 95610 1I r ti I. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/a Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. 6 -4 -8 dimensions shown in ft -in- sixteenths Damage or Personal Injury r �M Dimensions are in ft -in- sixteenths. I I (Drawings not to scale) 11 A and pp ly fully plates em to bed both Sides teeth. of truss I. Additional stability bracing for truss system, e g. diagonal or X- bracing, is always required. See BCSI. 0 _l /tQ r 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. ■lliM 4 3 Never exceed the design loading shown and never p stack materials on inadequately braced trusses O 2 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate designer, erection supervisor. property owner and all other interested parties. = III 0 O v plates 0- 'nil' from outside edge of truss. C7 C6-7 C5 0 5 Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the joint and embed fully. Knots and wane at joint required direction of slots in 8 7 6 5 locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1 Plate location details available In MiTek 20/20 software or upon request. 8 Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED /LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT 9 Unless expressly noted, this design is not applicable for use with five 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. responsbilityof 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, spec tied. by text in the bracing section of the 95 -43, 96 -31, 9667A 13 Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER -487, NER -561 spacing indicated on design if indicated. 95110, 84 -32, 96-67, ER 3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted BEARING 15 Connections not shown are the responsibility of others. Indicates location where bearings 16 Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but reaction section indicates joint ©2006 MiTekO All Rights Reserved approval of an engineer. il:1' i ® [ number where bearings occur. —_ ® 17. Install and load vertically unless indicated otherwise Mil 18 Use of green or treated lumber may pose unacceptable environmental, health or performance risks Consult with project engineer before use. Industry Standards: ANSI /TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. • Q pu and pictures) before use Reviewing pictures alone DSB - 89 Design Standard for Bracing. I/I I T V 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 ■