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Specifications (2) 7 I- . , '*4 0- _ _ _ i . ■ r . i n 19 -11.8 15-11-0 1 511-8 Do not cut or alter floor trusses adjust layout for plumbing drains 4.1ST2.o /o— Crn 1 / / 1457 2aio dolz/o L C L . A D 2 �F` - ( ) ' FT 446 ac9fo - O'6 (3 H 4 4 w j: . 5 All beams per plan specified and supplied s off drag wind 5 p p p plfdr agwind by others )earn by oilers 51 TOB-TC P e" a S A 02 A0 q A06 -- Rim Joists per plan a. 9 : 4 specified and supplied r by others A0 A03 A03 a W Q " 6 -FT L JS4f I 6-FT o i "� P f "� C Y 8 -FT 240 7 12-0-0 8-00 I 6.40 I 10-0-0 58-0 10-4-0 _ 51-11-8 t_: o SCARE 6101123 -FT1 Centex 00,., 15 LUS46 I PIoaulhI Summercreek Townhomes Bid 15 Floor 1 0 Huss ■ S15877 E 98th Ave Tigard, Oregon r , ° 0 THA422 Clackamas, OR 97015 14" Deep Floor Truss su,uRQC- 4 HHUS26 -2 O: (503) 557 -8404 CER11111)ruY1 F: (503) 557 -8428 40/10/0/5 Loading w/ Defl - TL/D = 360 ; LL/D = 480 8 -25 -2010 • MiTek POWER ro PERFORM." MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676 -1900 Re: B101123 -FT1 Fax916/676 -1909 CENTEX - SUMMERCREEK BLD 15 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: R32091390 thru R32091404 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. ��,NG P 4 ` C 16890PE N 1 % ORE . ' . EXPIRATION 16/30/12 August 25,2010 Tingey, Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI /TPI -1995 Sec. 2. Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 15 FLOOR 1 R32091390 B101123-FT1 1 -FT FLOOR 1 1 • a Job Reference (optional) Pro -Build Cladramas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:46:48 2010 Page 1 1 + I D: wnTUDF54xfNhOhtOw9XTO9ykJe5 -wnTU DF54xfNhahfOw9XT090WgT ?U_GsEOJIJOCykJe5 I 2 ♦— o- � 9-7.5 1� 1.7. 1�� 2 __1 Scale • 1.56 8 244 II 3.4 II 458 = 254 II 3510 = 254 II 254 II 4x10 = 356 FP = 458 = 354 II 458 = 254 II 558 = 254 II 4.4 = 254 II 5510 = 3.4 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 4l iii j i i,5..6... ice \ii %� �� L ''' I ii 31 , 30 29 28 27 28 25 24 23 22 21 2. 20 458 = 458 = 354 = 458 = 412 = 356 FP = 5512 = 254 II 4.4 = 458 = 558 = 4512 = 17 -10.4 I 33.7 -0 I 17-10-4 15 -6.12 Plate Offsets (X,Y): [1:Edge,0 -1 -8], [4:0- 3- 13,Edge], [5:0-1- 8,Edge], [6:0- 1- 8,0 -0-0], [7:0- 3- 10,Edge], (9:Edge,0 -1 -0], (14:0- 1- 8,Edge], [15:0- 1- 8,0 -0-0], [16:0- 1- 10,Edge], [20:Edge ,0 -1 -81. 122:0- 1- 8,Edge1, 123:0- 1- 8.Edge) 124:0- 5- 8,Edge1,127:0- 4- 12,Edge1, 128:0- 1- 8,Edee1, 129:0- 1- 8,Edgel, 131:Edge,0 -1 -81 LOADING (psl) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.53 Vert(LL) -0.22 29-30 >948 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.40 29-30 >538 360 . BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.06 20 n/a n/a BCDL 5.0 Code IBC2006/TP12002 (Matrix) Weight: 171 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 No.18Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. REACTIONS (lb /size) 31=797/0-5-8 (min. 0 -1 -8), 20=653/0-5-8 (min. 0 -1 -8), 25= 2224/0 -3-8 (min. 0-1-8) Max Grav31= 849(LC 2), 20= 744(LC 3), 25= 2224(LC 1) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2- 3=- 2472/0, 3 -4 =- 2494/0, 4 -5 =- 3043/0, 5-6=-3044/0, 6-7 =- 3036/0, 7- 8=- 1325/496, 8 -9 =- 1325/496, 9-10= 1297/503, 10- 11= 0/2982, 11- 12= 0/2982, 12- 13=- 1204/946, - 13 -14 =- 1223/947, 14 -15 =- 2223/329, 15- 16=- 2225/325, 16 -17 =- 2106 /0, 17 -18 =- 2106/0 BOT CHORD 30 -31= 0/1526, 29- 30= 0/3049, 28- 29= 0/3044, 27- 28=- 76/2413, 26 -27 =- 1069/0, 25 26=- 1069/0,24 -25 =- 1471/57,23 -24 =- 332/2220,22 -23 =- 329/2223,21 -22= 34/2408, 20 -21= 0/1309 WEBS 2 -31 =- 1699/0, 10-25= 2304/0, 2- 30= 0/1075, 10- 27= 0/1738, 4 -30 =- 614/4, 7 -27 =- 1325/0, 4- 29=- 452/212, 7- 28= 0/1040, 6 -28 =- 401/0, 18 -20 =- 1458/0, 12 -25 =- 2088/0, 18- 21= 0/892, 12- 24= 0/1480, 16 -21 =- 338/183, 14 -24 =- 1459/0, 16 -22= -638/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/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. '`�,�00 PR OF S, ti' LOAD CASE(S) Standard < ) E �O 2 9 ' ` i 40 O' / GO'. N. • 1 T 6>r �Z�• � � M • R S• EXPIRATION DATE: 06/30/12 August 25,2010 - 6 4 9 — Q WdRM1YD - Verify design parameter, and READ NOTES ON MB AND INCLUDED MITER REFERENCE PAGE MIf •747J rem 10 '08 BEFORE USE R e Design valid for use only with MiTek connectors. The design h based only upon parameters shown, and h for an individual building component. MI Applicability of design paramenters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown o for lateral support of individual web members only. Additional temporary bracing to insure stability during construclion h the rosponsbilily of the M iTek' credo,. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing. consult ANSI /TPI1 quality Criteria. 058 -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Inlormatlon available from Truss Plate Institute, 281 N. Lee Street. Surge 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply CENTEX - SUMMERCREEK BLD 15 FLOOR 1 832091391 8101123 -FT1 2 -FT FLOOR 5 1 - Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:46:50 2010 Page 1 ID: sAaEew6LTGdPG _ap2aZxVaykJe3- sAaEew6LTGdPG op2aZxVaSouHgJSBBWUdnQSSykJe3 I 2A -e I � 1 , ' 0 I 1 -2:a___I Seale "1:602 4510 = 2.4 II 2,4 SP= 344 II 4510 = 254 I I 458 = 458 = 2.4 I I 4510 = 3,4 I I 3x6 FP = 254 I I 458 = 456 = 2.4 II 4.10 = 354 II 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 ii %\ �` � = % \ ii i j ' i= \ f 29 28 27 26 25 24 23 22 21 20 19 18 458 = 458 = 456 = 254 II 5512 = 355 FP = 4512 = 5512 = 254 II 254 II 4512 = 458 = 1 17-11-4 I 35-741 I 17-11-4 17.7 -12 Plate Offsets (X,Y): [1:Edge,0 -1 -8], [5:0- 1- 8,Edge], [6:0- 1- 8,Edge], (13:0- 1- 8,Edgel, (14:0- 1- 8,Edge], (18:Edge,0.1 -8], [20:0- 1- 8,0 -0-0], [21:0- 1- 8,Edge], [22:0- 5- 0,Edge], [25:0 -5-4 ,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 /defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.81 Vert(LL) -0.23 27 -28 >934 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.39 19-20 >545 360 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.07 18 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight: 193 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 2400F 2.0E end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing, Except: 6 -0-0 oc bracing: 23- 25,22 -23. REACTIONS (lb /size) 29= 785/0 -4 -0 (min. 0 -1 -8), 18= 766/0 -4 -0 (min. 0 -1 -8), 23= 2336/0 -5 -8 (min. 0-1 -8) MaxGrav29= 854(LC 2), 18= 840(LC 3), 23= 2336(LC 1) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 2832/0, 3 -4 =- 2871/0, 4 -5 =- 3036/0, 5-6=-3028/0, 6-7 =- 1909/558, 7 -8 =- 1872/563, 8- 9= 0/3208, 9- 10= 0/3208, 10- 11= 0/3208, 11 -12 =- 1846/627, 12- 13=- 1883/623, 13 -14 =- 2985/0, 14 -15 =- 2845/0, 15- 16=- 2845/0 BOT CHORD 28- 29= 0/1832, 27- 28= 0/3187, 26- 27= 0/3028, 25- 26= 0/3027, 24- 25=- 1205/316, 1 23- 24=- 1205/316, 22- 23=- 1268/335, 21- 22= 0/2983, 20- 21= 0/2985, 19- 20= 0/2985, 18- 19= 0/1792 WEBS 9-23 =- 281/0, 2 -29 =- 1971/0, 8 -23 =- 2710/0, 2 -28= 0/1090, 8 -25= 0/1866, 3 -28 =- 252/0, 7-25=-268/12, 4 -28 =- 338/185, 6-25 =- 1535/0, 4 -27 =- 660/25, 5-27 =- 13/411, 16 -18 =- 1928/0, 11 -23 =- 2673/0, 16- 19= 0/1137, 11- 22= 0/1826, 15 -19 =- 338/0, 12- 22=- 262/27, 14 -19 =- 197/499,13 -22 =- 1578/0 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 �� PR S tS to be attached to walls at their outer ends or restrained by other means. . OF e 6) CAUTION, Do not erect truss backwards. G �� ON 359 / %, LOAD CASE(S) Standard / : ,.,I• E • r I ,/� 11% -o ORE ; Y -47‘ 4i F Mi. Q. • F R S .1\N EXPIRATION DATE: 06/30/12 August 25,2010 1 • Q WARNING - Ve7t(g design parameters and READ NOT ON TIES AND INCLUDED 7ERREPB 6ENCB PAGE 6111 7473 rev. IO-V8 BEFORE USE. Mg , ES /1fl Design valid for use only with MiTek connectors. This design h based only upon parameters shown, and h for an individual budding component. Applicability of design param enters and proper Incorporation of component Is responsibiity of budding designer - not truss designer. Bracing shown h for lateral support of individual web members only. Additional temporary bracing to insure stabliiy during construction is the responsbllity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication, quality control, storage. delivery. erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Larne, Suite 109 Safety information avalabte from Truss Plate Institute. 281 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 • Job Truss Truss Type Oly Ply CENTEX - SUMMERCREEK BLD 15 FLOOR 1 R32091392 B101123-FT1 2 -FTGE GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:46:51 2010 Page 1 I D: KM8aG7zEaIGu8N7cH4A2oykJe2- KM8crG7z EaIGu8N ?cH4A2oe9WhAU BIMgjHXz ?XykJe2 Scala . 1 60 2 3.4 11 356 FP= 354 II 1 IUUUU�1UII1IUl•U•1I 26 27 25 29 t:: 57 56 55 54 53 52 51 50 49 48 47 48 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 354 I I 354 = 354 II 356 FP = 17 -11-4 1 110 1 7.8.0 1 4-00 1 5.40 I ea-0 1 8-0-0 1 9 10 t 10.8-0 I v -0-0 1 13.4.0 4-6-0 t 18-0-0 1 17 -4-0 tae-c 70-0-0 1 .4-0 f 22-84-0-0 1 754-0 1 76 -e-0 1 280-0 17x 1 0-0 132-0-0 1 -0 1 34-n-0 DS-0I 14-0 1-40 1-40 1-40 1.4-0 14-0 110 14-0 ti 11 -0 14-0 110 1-4.0 1.40 0-74 1-4-0 1 140 -0 12 1-40 1-4-0 11-0 14-0 tJ-0 1-40 30 110 1-4 1-LO 0.11 -0 04612 Plate Offsets (X,Y): fl:Edge,0 -1 -81, I57:Edge,0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (roc) I /defi Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 185/148 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 30 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight: 130 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except BOT CHORD 4 X 2 OF 2400F 2.0E end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. OTHERS 4 X 2 HF Stud /Std REACTIONS All bearings 35 -7 -0. (Ib) - Max Gray All reactions 250 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 bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4 -0 oc. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 8) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3-10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 9) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard PRQF ANC" I N 63. -9 • • / -o -9 i . - re` . � F � � `41 RS.T% NC' EXPIRATION DATE: 06/30/12 ) f August 25,2010 A WARNING - Verify design parameters and READ NOTES 01V MIS AND INCLUDED MI TER REFERENCE PAGBMII.74TI rca. 10 -'08 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and h for an individual budding component. Applicability of design paramenters and proper incorporation of component Is responsibility of budding designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 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 quality control, storage. dalivery, erection and bracing. consult ANSI /TPI1 Quality Criteria, 058 -8-9 and BCSI Building Component 7777 Greenback Lane. Suite 109 Safely Information evadable tram Truss Plate Institute. 281 N. Leo Street. Suite 312. Alexandria. VA 22314. Citrus Heigh, CA, 95610 • Job Truss Truss Type Oty Ply CENTER( - SUMMERCREEK BLD 15 FLOOR 1 R32091393 8101123 -F11 4 -FT FLOOR 3 1 • Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:46:52 2010 Page 1 ID: oZi_3c8b ?ut7VIyB9 ?cPb ?ykJe1 -oZi 3c8b? ut7 VIyB9 ?cPb ?BCX5M_w7bpxxGXXzykJe1 1 241 -0 I - o ,, 1 1.4.0 0(9 • Buds. 1.300 354 II 4510 = 254 II 456 = 254 II 254 II 4510 = 354 II I 2 3 4 5 e 7 456 — 8 9 fa "A —A— A�8— /�— I!1 —A —A iii " \, / " �i�i ' \ / \ii OM 110.M' >�� 15 1• a 12 ► 458 = 4,10= 454 = 2.411 4.10= 4.e= 1 8-6.0 1 9.2.0 19.1a0 I 17 -tae 1 8-8-0 0.6-0 0-e -0 8 -0-9 Plate Offsets (X,Y): 11:Edae,0 -1 -81, f4:0- 2- 9,Edael. 15:0.1- 8,Edgel, 16:0- 1- 8,Edgel, 111:Edge,0 -1 -81, (13:0 -1 -8,0 -0-01, 114:0- 1- 8,Edgel, f16:Edge,0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (roc) 1 /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.54 Vert(LL) -0.27 14 >791 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.69 Vert(TL) -0.47 13 -14 >451 360 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.08 11 n/a n/a BCDL 5.0 Code IBC2006/TP12002 (Matrix) Weight: 97 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) 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 -. R,, P ,s � N G � 1, E � 9 /O cc Ay -o " . ' ` -a M S.1\1— at ( EXPIRATION DATE: 06/30/12 August 25,2010 • A WARNING - Verify deign paramet ere and RPP4D NOTES ON TINS AND INCLUDED MITERRIdERENCE PAGE SW-747J roe. 10- BEFORE USE. Will Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for on individual building component. Applicability of design paramen tors and prcper 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 insuro stability during construction is the responsibdlity of the MiTele erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication, quality control, storage. delivery. erection and bracing, consult ANSI /TPII Quality Criteria, DSB -89 and SCSI Building Component 7777 Greenback Lone. Suite 109 Safely Information available from Truss Plate Institute. 281 N. Leo Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA. 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 15 FLOOR 1 R32091394 B101123-FT1 5 -FT FLOOR 18 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladramas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:46:53 2010 Page 1 , ID: GIGNGy8DmB ?_7SXOji7e7DykJeO- GIGNGy8Dm B ?_7SXOji7e7 DjOKUhefbOzAb043QykJeO I 2d -0 I o f 10.0 1 1 -4-0 I — Sr.r.. 1'26 3 354 II 4r10 = 2a4 II 4a4 = 24 II 4v10 = 3■ II 1 2 3 4 6 3r5 = B 7 5 e II I�� .,.�� i1i e 1 4'B = 13 12 n 10 9 � 410 = 2r4 II 2"4 II 4an0 = 4vB = l 1S &0 1S &0 Plate Offsets (X,Y): 11:Edcie,0 -1 -81, (4:0- 1- 8,Edgel, (5:0- 1- 8,Edeel, f9:Edge,0 -1 -8), (11:0 -1 -8,0 -0-01, (12:0- 1- 8,Eduel, 114:Edge,0 -1 -81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) I /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.18 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.73 Vert(TL) -0.32 10-11 >581 360 BCLL 0.0 Rep Stress Ina 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.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 (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2- 3=- 2782/0, 3-4 =- 2798/0, 4 -5 =- 3092/0, 5-6 =- 2858/0, 6-7=-2814/0 BOT CHORD 13- 14= 0/1817, 12- 13= 0/3087, 11- 12= 0/3092, 10- 11= 0/3092, 9-10= 0/1813 WEBS 7 -9 =- 1950/0, 2 -14 =- 1955/0, 7 -10= 0/1092, 2 -13= 0/1051, 6-10 =- 300/0, 5-10 =- 557/94, 4 -13 =- 670/56 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 14, 9. 4) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard ��_, taG1 R F9 s, 0 4 1 : •APE. 9 w' I ,r. A �' • ORE�4 N ,_s, EXPIRATION DATE: 06/30/12 ) I August 25,2010 - ■ I - A WARNING - Verify dei NH parameter and READ NGIES ON ITII S AND INCLUDED MI }EKWER£NCE PAQB Mrl 7475 ray. 10•'08 BEFORE USB. Design valid for use only with Mffek connectors. This design 0 based only upon parameters shown, and 0 for an individual budding component. Applicability of design paromenters and proper incorporation of component is reiponsibdity of budding designer - not truss designer. Bracing shown 0 for lateral support of individual web members only. Additional temporary bracing to insure stability during conshuction 0 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 brachg. consult ANSI/P11 Quality Criteria, D5B -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information available from Truss Plate Institute. 281 N. Lee Street. Suite 312, Alexandria. VA 22314. Citrus Heights, CA. 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 15 FLOOR 1 R32091395 8101123 -FT1 5 -FTDS FLOOR 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladeamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:46:54 2010 Page 1 ID: Ixgff19rXV7rlc6aHQetgQykJe ?- IxglT19rXV7rt aHOetgQGTVu0B0 ?g6PFldbsykJe7 I 2.8 -0 I 1 -3-8 1 1 2 -0-8 11 1-4-0 I x.1..1:26 3 3M II 0.4 II 46 = 2x4 II 4.10 = 3M II 1 248 = 3 5 4c6 = 6 7 8 '7"' i ��I � II 1 ` �� . ∎ a��a 12 11 1 54 II .: o 9 = 11 48 = 45 = 48 = I 1S &0 1541-0 1 Plate Offsets (X,Y): (1:Edoe,0 -1 -81, (2:0- 3- 8,Edgel, f4:0- 1- 8,Edgel, f5:0- 1- 8,Edgel, 19:Edge,0 -1 -81, 111:0 -1 -8,0 -0-01, 112:0- 1- 8.Edgel.1 13:0- 3- 12,Edge1,114:Edge,0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.83 Vert(LL) -0.24 10 -11 >579 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.77 Vert(TL) -0.35 10 -11 >395 360 BCLL 0.0 Rep Stress Ina YES WB 0.51 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code IBC2006/TP12002 (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 purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. REACTIONS (lb /size) 14= 195/4 -2 -0 (min. 0 -1 -8), 9= 617/0 -2 -0 (min. 0 -1 -8), 13= 884/4 -2 -0 (min. 0-1 -8) Max Horz 14= 110(LC 14) Max Upliftl4=- 966(LC 7), 9 = -14(LC 8), 13=- 418(LC 8) Max Grav14= 1243(LC 15), 9= 800(LC 7), 13 =1715(LC 2) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -2 =- 970/970, 2- 3=- 2885/3110, 3-4=-2349/2576, 4-5=-3325/1772, 5 -6 =- 3822/1638, 6-7 =- 2874/652, 7 -8 =- 998/998 BOT CHORD 13 -14 =- 2809/3660, 12 -13 =- 1148/2701, 11 -12 =- 1148/2701, 10 -11 =- 1146/2702, 9-10= 138/1693 WEBS 7 -9 =- 1821/149,2 -14 =- 2956/2659, 7 -10 =- 263/990, 2 -13 =- 2073/1591, 6-10 =- 363/0, 5-10= 525/1261,4 -13 =- 2114/211,4 -12 =- 55/384, 5- 11=- 316/64 NOTES 1) Unbalanced floor live loads have been considered for this design. 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) 9. 4) Provide mechanical connection (by others) of truss to bearing 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 grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0 -0 -0 to 4 -2 -0 for 1428.7 plf. � PR S 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 9ED OF F 8) Recommend 2x6 strangbacks, on edge, spaced at 10 -0-0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks rs to be attached to walls at their outer ends or restrained by other means. „ �G? ��`% E& .9 O. LOAD CASE(S) Standard � / i � . . E 9 — CO A Or• • �cb AO 9` 'F R S .1N" et EXPIRATION DATE: 06/30/12 August 25,2010 1 Q WARNI NG - Vajfg design parameters and READ NOTES ON THIS AND INCLUDED MITERREFETd6NCB PAGE Eel-7473 rev. 10-'013 BEFORE USE -_n Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual budding component. Applicability of design peramenters 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 i the responsibtllty of the MiTele erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI /TPIl duality Criteria, 009 -89 and SCSI Building Component 7777 Greenback Lane. Suite 109 Safety Information evadable from Truss Plate Institute. 281 N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95810 Job Truss Truss Type Oty Ply CENTEX - SUMMERCREEK BLD 15 FLOOR 1 R32091396 B101123-FT1 6 -FT FLOOR 6 1 Job Reference (optional) Pro -Build Clackamas Truss. Cladkamas,OR 97015 -1129 7 240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:46:55 2010 Page 1 ID: D807heATHp FiMIhmr796CeykJe _- D8O7heATHpFiMlhmr796Ceokgl N67 V WG evVB8lykJe_ 2 1 1 0 -10.0 1 1 1 -4 -0 1 _ Scale . 1:263 3x4 II 4x10 = 2x4 II 4x4 = _ 2.4 II 4.10 = 3.4 II I 2 3 4 5 3x e 7 8 vs II �� I� I I �� II ,r a 12 tt 10 8 0 4110 = 21c4 II 20 II 4,10 = 4,8 = 15-8 -0 15-8-0 1 Plate Offsets (X,Y): 11:Edge,0 -1- 81,14:0- 1- 8,Edgel, t5:0- 1- 8,Edge), f9:Edee,0 -1 -81, 111:0 -1 -8,0 -0.01, (12:0.1- 8.Edeel, (14:Edpe,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 0.48 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 (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 2782/0, 3- 4=- 2798/0, 4 -5 =- 3092/0, 5-6 =- 2858/0, 6 -7 =- 2814/0 BOT CHORD 13- 14= 0/1817, 12- 13= 0/3087, 11- 12= 0/3092, 10- 11= 0/3092, 9-10= 0/1813 WEBS 7 -9 =- 1950/0, 2 -14 =- 1955/0, 7 -10= 0/1092, 2 -13= 0/1051, 6-10 =- 300/0, 5-10 =- 557/94, 4 -13 =- 670/56 - NOTES 1) Unbalanced floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 14, 9. 4) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard I , o PRop • � Nt`,INE 9 /� CC 1 • -- •" E 9 1— �/ -o OR : O .. ,�cb � F • � - .` e - 4 FR S. N EXPIRATION DATE: 06/30/12 ) 1 August 25,2010 1 A WARNING - Verify fg de EA design parameters and READ NOTES ON MIS AND INCLUDED MITER REFERENCE PAGE 9111.7472 rem 10-'08 BEFORE USE. ice Design valid for use only with Weir connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design paromenlers and proper Incorporation of component is responsibility of budding designer - not truss designer. Bracing shown MiTek' is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 6 the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the budding designer. For generol guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI /TPII Quality Crllerla, D5B -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information available from Truss Plate Institute. 281 N. Lee Street. Suile 311 Alexandria, VA 22314. Citrus Heights, CA. 95610 Job Truss Truss Type Oty Ply CENTEX - SUMMERCREEK BLD 15 FLOOR 1 R32091397 B101123-FT1 7 -FT FLOOR 12 1 Job Reference (optionall Pro -Build Clackamas Truss, Clac kamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:46:55 2010 Page 1 ID:D807heATHpFiMlhmr796CeykJe_ D807heATHpFiMIhmr796CeoIGISF7UgGevVB8lykJe_ 1 2a -0 1 2-4-8 1 1 1 -4-0 1 Scala • 1:19 9 450 = 2.4 II 1 354 II 2 3 a 254 II 5 453 = 8 354 II Nwppppriii a it I b d ii 1„ 9 e 8 3.6= 7 W r� A 355= 4510 4510 = 1 11.11 -e 11.11 -8 Plate Offsets (X,Y): 11:Edge,0 -1- 81.12:0- 3- 4,Edgel, 13:0.1- 8,Edael, 14:0- 1- 8,0 -0 -01, 15:0- 2- 6,Edoel. 17:Edne,0 -1 -81, 18:0- 1- 8,Edgel. 19:41- 8,Edgel, 110:Edge,0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1 /deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.38 Vert(LL) -0.10 7 -8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.40 Vert(TL) -0.23 7 -8 >612 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.03 7 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight: 55 lb FT = 0%F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 OF No.18Btr 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 GOT 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) St 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 )(pings) 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 sirongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard ( 0 PROF FS GI „\0 0.1 F,9 5/02 1 . IPE. r .1r ,o‘' ` , ORE i)N - 9( FM .: EA L 6 5 , M F R s . -�\ ft EXPIRATION DATE: 06/30/12 August 25,2010 4 6 A WARRING - Verify deign parameters and READ NOTES ON TH /SAID INCLUDED MITER REFERENCE PAGE 6III-7473 rev. 10'08 BEFORE USE. , Design valid for use only with MTek connectors. Thb design a based only upon parameters shown, and o for an individud balding component. Appllcablily of design commenters and proper Incorporation of component is responsibility of balding designer - not truss designer. Bracing shown 4 for lateral support of Individual web members only. Additional temporary bracing lo insure slablity during construction is the responsibility of the _ M FT _ ek• erector. Additional permanent bracing of the overall structure is the responsibility of the bulding designer. For general guidance regarding + fabrication. quality control. storage. delivery, erection and bracing. consult ANSI /1PI1 Quality Criteria- D56.69 and SCSI Building Component 7777 Greenback Lane, suite 109 Safely Information amiable from Truss Plate Institute. 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply CENTER( - SUMMERCREEK BLD 15 FLOOR 1 R32091398 8101123 -FT1 8 -FT FLOOR 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:46:56 2010 Page 1 ID:hKyVu_B526NZ vGzOrgLlrykJdz- hKyVu_ B526NZ _vGzOrgLlrLy ?ipNszLPsZEkfiykJdz I 2 -3 -0 I I 1.1.0 I Seale . 1:18 0 456 = 1 354 I I 2 3 354 = .254 I I 5 455 = 8 354 II • 11 'lttlr/� '�� 11 �� i 10 '' 6 8 356 = r / 354 = � 458 = 455= ..22:5 d 2-d 10.8-0 Plate Offsets (X,Y): I1:Edge,0 -1 -81, I2:0- 2- 5,Edge), 15:0- 3- 3,Edae1, f7:Edge,0.1 -81, f8:0- 2- 0,Edge), f9:0- 1- 12,Edge1, I10:Edge,0 -1 -81 LOADING (psi) SPACING 2 -0-0 CSI DEFL in (loc) • 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/TPI2002 (Matrix) Weight: 52 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except BOT CHORD 4 X 2 DF No.18Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (lb /size) 10= 582/0 -5 -8 (min. 0 -1 -8), 7= 582/0 -2 -0 (min. 0-1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2- 3=- 1486/0, 3-3 =- 1492/0, 4 -5 =- 1494/0 BOT CHORD 9- 104/1067, 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 o120% has been applied for the green lumber members. 2) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. 3) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0-0 oc and fastened to each truss with 3-10d (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 IL "37 c NGI ■ EF9 /o - _ii. A O,, •� �A 4 F?s - �‘ N EXPIRATION DATE: 06/30/12 August 25,2010 ■ A WARNING • Verify deign parameters and READ NOTES ON MIS AND INCLUDED 1illlER REPERBNCR PAGE MA -7473 rev. 10-'08 BEFORE USE, _ � Design valid for use only with Mire's connectors. Tha design is based only upon parameters shown, and a for an Individual budding component. Applicability of design param enters and proper Incorporation of component is responsibility of budding designer - not truss designer. Bracing shown a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibdlity of the Wei' erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication, quality contra', storage, delivery, erection and bracing. consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information evadable from Truss Plate Institute. 281 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 15 FLOOR 1 R32091399 B101123-FT1 A01 FLOOR 1 Job Reference (optional) Pro -Build Cledtamas Truss, Cladcamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:46:56 2010 Page 1 ID:hKyVu vGzOrgLlrykJdz- hKyVu_ B526NZ _ vGzOrgLlrL_iigTsrOPsZEkflykJdz 1 3.11.10 1 7 -9.8 I 11 -7 -e I 157.0 I 3 -11.10 3 -9-14 3.9.14 3-11-10 • Scar . 1:26 4 244 II 346 = 3410 = i 3410 = 2 3x6 = 3 4 5 a IRE C !a MM ■ JUS24.2 1 9 9 7 3410 = 3410 = 3410= 74411 24411 I 3-11-10 I 7 -9-8 11.7 -9 I 15-7 -0 I 3-11.10 3 -9 -14 3 -9.14 3 -11 -10 Plate Offsets (X,Y): 11:0.3- 0,0 -1- 81,15:0 -3- 0,0-1- 81.17:0 -3- 0,0-1- 81,19:0 -3- 0,0-1 -81 LOADING (psi) SPACING 2 -0-0 CSI DEFL in (hoc) 1 /deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.15 Vert(LL) -0.14 8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.26 8 >705 360 BCLL 0.0 Rep Stress Incr NO WB 0.75 Horz(TL) 0.02 6 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight: 131 lb FT = 10% LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1.7E TOP CHORD 2 -0-0 oc purlins (6-0 -0 max.): 1 -5, except end verticals. BOT CHORD 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Std G REACTIONS (lb /size) 10= 869/0 -5 -8 (min. 0-1 -8), 6= 849/0 -5-8 (min. 0-1 -8) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-10=-830/0, 1- 2=- 2873/0, 2 -3 =- 3696/0, 3-4 =- 3696/0, 4 -5 =- 2806/0, 5-6= -813/0 BOT CHORD 8- 9= 0/2873, 7- 8= 0/2806 WEBS 2 -9 =- 602/0, 3 -8 =- 357/0, 4 -7= 619/0, 1 -9= 0/2947, 2 -8= 0/844, 4 -8= 0/913, 5 -7= 0/2878 NOTES 1) 2 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows: Top chords connected as follows: 2 x 4 - 1 row at 0-9 -0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-9 -0 oc. Webs connected as follows: 2 x 4 - 1 row at 0-9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) This truss Is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) Use USP JUS24 -2 (With 16d nails into Girder & 16d nails into Truss) or equivalent at 3 -6-8 from the left end to connect truss(es) A06 (2 ply 2 X 6 DF) to back face of bottom chord. 9) Fill all nail holes where hanger is in contact with lumber. 'c _` *0 PR OFES S LOAD CASE(S) Standard < G j E N GIN E. / 0 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) C� • • - r Vert: 6- 10 = -10, 1 -5= -100 16 r Concentrated Loads (Ib) Vert: 11= -35(B) , � A fe GO. - 9 � R S .1 \1 EXPIRATION DATE: 06/30/12 August 25,2010 4 8 A WARNING - Verify design parameters e+d READ NOTES ON MIS AND INCLUDED OBFENREFER8NCE PAWS M31.74713 rev. 10-'08 BEFORE USE. a Design valid for use only with MiTek connectors. Thh design h based only upon parameters shown, and h for an indwidua! budding component. Appficabiity of design paramenters and proper Incorporation of component is responsibiity of budding designer - not truss designer. Bracing shown h for lateral support of individual web members only. Additional temporary bracing to insure stabiity during construction h the responsibility of the MI ek' 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, OS9-89 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 T russ Truss Type O ty Ply CENTE - SUMMERCREEK BID 15 FLOOR 1 ii. R32091400 B101123-FT1 A02 FLOOR 2 2 Job Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015.1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:46:57 2010 Page 1 10:911 t6KBkpOVPc3r9yYBal2ykJdy- 91NWt6KBkpCIVPc3r9yYBal2u9T5AlbIwY5C IBBykJdy 3 -11.14 I 7.1 PO I 11 -6-2 I 1 S60 3.11 -14 3-10.2 3-10.2 3.11 -14 Scala S • 15 2.4 II 35 6 = 3.10 = 1 3.10 = 2 3.6 = 3 4 5 I �� ►t MI 9 a 7 3.10 = 3.10 = 3.10 = 2.4 II 2.4 II 3 -11 -14 I 7-10-0 l 11-8-2 I 158.0 3 -11.14 3 -10.2 3 -10.2 3.11 - Plate Offsets (X,Y): (1:0- 3 -4,0 -1- 81,(5:0- 3- 4,0 -1- 81,17:0- 3- 4,0 -1- 81,19:0-3- 4.0 -1 -8) LOADING (psf) SPACING • 2-0-0 CSI DEFL in (roc) I /deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.15 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 purtins (6 -0-0 max.): 1 -5, except end verticals. BOT CHORD 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2x4DFStdG REACTIONS (lb /size) 10=846/0-5-8 (min. 0 -1 -8), 6= 846/0 -5-8 (min. 0-1 -8) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-10=-810/0, 1- 2=- 2803/0, 2- 3=- 3670/0, 3-4 =- 3670/0; 4 -5 =- 2803/0, 5-6= -810/0 BOT CHORD 8- 9= 0/2803, 7- 8= 0/2803 WEBS 2 -9 =- 615/0, 3-8 =- 358/0, 4-7=-615/0, 1 -9= 0/2875, 2 -8= 0/889, 4 -8= 0/889, 5 -7= 0/2875 NOTES 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 x 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Webs connected as follows: 2 x 4 - 1 row at 0 -9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 6) Design assumes 4x2 (flat orientation) 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. LOAD CASE(S) Standard �\-, <c,NGPR 6;9 ` 'L cr - 9_ r A `' • ORE 4N .� - 1/ FM;ER2 G 4e M F RS 1%N EXPIRATION DATE: 06/30/12 ) August 25,2010 6. 6 • MIMS A WARNING - Peri& deign parlaaeter and READ NDTEB ON MIS AIM INCLUDED MITER REPERENCB PAGE NI1-7473 raw. 10-'08 BEFORE USE. Design valid for use only with MiTek connectors. This designs based only upon parameters shown, and is for an Individual building component. MI Applicability of design commenters and proper Incorporation or component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity or the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI /TPI1 quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information avalable from Truss Plate Institute. 281 N. Lee Street. Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 15 FLOOR 1 R32091401 B101123-FT1 A03 ROOF TRUSS 2 2 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:46:57 2010 Page 1 ID:9W Wt6KBkpQ VPc3r9yYBa12ykJdy -9W Wt6 KBkpQ VPc3r9yYBa12u9c5BAbLLY5C_I BBykJdy 1 5-2-1 1 10-515 15-8-0 5-2-1 5-3-13 1 5-2 -1 Scab • 126 5 I 3x6 = 2 2.4 II 4,12 = 2%4 II 3 4 IIO ® N /I. Y a �w� MOM Y who, �� elz = 0-4 II 5 @ e 0-4 II 0-6= i 5-2-1 I 10-515 1 158-0 I 5-2.1 5 -3-13 5-3 -1 Plate Offsets (X,Y): f1:0 -1- 12,0 -1- 81,15:0 -2- 4,0.1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (hoc) I /deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.14 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 Inc: NO WB 0.58 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code IRC2006/TP12002 (Matrix) Weight: 131 lb FT = 10% . LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1.7E TOP CHORD 2 -0-0 oc purlins (6-0 -0 max.): 1 -4, except end verticals. BOT CHORD 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 x 4 DF Std G JOINTS 1 Brace at Jt(s): 1, 4 REACTIONS (lb /size) 8= 646/0 -2 -0 (min. 0 -1 -8), 5= 646/0 -2 -0 (min. 0 -1 -8) Max Uplifl8=- 136(LC 3), 5=- 136(LC 3) - FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -8 =- 590/157, 1 -2 =- 2569/542, 2 -3 =- 2569/542 BOT CHORD 6- 7=- 542/2570, 5-6 =- 542/2570 WEBS 1- 7=- 550/2608, 2 -7 =- 349/166, 3 -5 =- 2608/550 • NOTES 1) 2 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows: Top chords connected as follows: 2 x 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc. Webs connected as follows: 2 x 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. o 3) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0 -0 wide will tit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8, 5. co PR Qp . 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 136 lb uplift at joint 8 and 136 lb uplift at < G E .0 joint 5. � N O 10) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and ,co, // 2 referenced standard ANSI/TPI 1. .411 - c 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. / Ir LOAD CASE(S) Standard R S.1 EXPIRATION DATE: 06/30/12 August 25,2010 A WARNING - Verify deign parameters and READ NOTES ON 11115 AND INCLUDED MITEKREPERENCB PAGE 6II1-7470 res. 10'08 BEFORE USE. Design valid for use only with Maek connec'ors. The design a based only upon parameters shown, and a for an individual building component. Applicability of design param enters and proper incorporation of component is responsibility of bulding designer - not truss designer. Bracing shown e for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbllity of the MiTek" erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery. erection and bracing. consult ANSI /1PI1 quality Crlleria, DSB -69 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. Citrus Heights, CA. 95610 Job Truss Truss Type Oty Ply CENTEX - SUMMERCREEK BLD 15 FLOOR 1 R32091402 B101123 -FT1 A04 ROOF TRUSS 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015.1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:46:58 2010 Page 1 4-1.0 I I D: dj3GJgC MakdG DDOLWGjpgGy x- dj3 DDQLWGjpgGQ LOW KKt8iKsjrjdykJdx 4.1-0 4.1.0 scab • 1:156 356 = 254 II 3,6 = I 2 3 1- - ,— — — 31 7 11/61526.2 11/61526.2 5 4.12 = 6 R. 2,4 II 4 4 2.4 II I 4-1-0 I 7.8-8 t 8-2 -0 4.1.0 3-7 -8 0-5.8 Plate Offsets (X,Y): 11:0- 2- 0,0 -1- 81,13:0- 2- 0,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.10 Vert(LL) -0.02 5 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.12 Vert(TL) -0.04 5 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0.22 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight: 81 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18B1r G TOP CHORD 2 -0 -0 oc purlins (6-0 -0 max.): 1 -3, except end verticals. BOT CHORD 2 X 6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2 x 4 DF Std G JOINTS 1 Brace at Jt(s): 1, 3 REACTIONS (lb /size) 6= 400/0 -5-8 (min. 0 -1 -8), 4= 385/0 -5-8 (min. 0 -1 -8) Max Uplift6= -94(LC 3), 4= -88(LC 3) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -6 =- 306/95, 1 -2 =- 980/236, 2 -3 =- 980/236, 3 -4 =- 306/95 WEBS 1 -5 =- 240/1000, 2 -5 =- 283/138, 3-5 =- 240/1000 NOTES 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 x 4 - 1 row at 0-9 -0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9 -0 oc. Webs connected as follows: 2 x 4 - 1 row at 0 -9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.Opsf; h =2511; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 6 and 88 lb uplift at joint 4. �Ep PRQFF 9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced - �C. 4s standard ANSI/TPI 1. �<0 L NG E 9 / 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. � � /I _ // 1. 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. . 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 .6 ply 2 X 6 DF) to front face of bottom chord. /� 13) Fill all nail holes where hanger is in contact with lumber. Tr LOAD CASE(S) Standard / A 0- i • •■• c:6°) 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 AO is e " Uniform Loads (plf) __`` G Vert: 1- 3 = -64, 4 -6 = -20 � S • ` \`v n Continued on page 2 ( EXPIRATION DATE: 06/30/12 August 25,2010 1 A WARNING - Verify design pananetere and RED NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MR-7473 rev. IO BEFORE USE _' Design valid for use only with MiTek connectors. This design h based only upon paramelers shown. and B for an individual budding component. Applicability of design porom enters and proper incorporation of component is responsibility at budding designer - not truss designer. Bracing shown n for lateral support of individual web members only. Additional temporary bracing to insure stabdily during conshuction's the responsibility of the _ MMTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the budding designer. For general guidance regarding fabrication. quality control. storoge. delivery. erection and bracing. consult ANSI /1P11 Quality Criteria, DS8 -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lea Street. Suite 312. Alexandria. VA 22314. Citrus Holgbls, CA. 95610 Job Truss Truss Type Oty Ply CENTEX - SUMMERCREEK BLD 15 FLOOR 1 R32091402 B101123-FT1 A04 ROOF TRUSS 1 n L Job Reference (optional) Pro -Build Clackamas Truss, Cladeamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:46:58 2010 Page 2 ID:dj3GJgC MakdGD DOL WGjpgGykJdx- dj3GJgCMakdG DDO L WGjpgGO LOV V KKt& Ksjrjdy kJdx LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 7=- 123(F) S a i A WARNING Ver(fy disign parcunetern and READ NOTES ON MIS AND INCLUDED MITER REFERENCE PAGE MR-7473 rev. 10 BEFORE USE. _ Design valid for use only with Mile', connectors. This design is based only upon parameters shown, and 6 for an individual budding component. Appicabiity of design param enters and proper incorporation of component Is responsibilily of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbiliry 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 Cdlerlu, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Sheet, Suite 312. Alexandria. VA 22311. Citrus Heights. CA. 95610 Job Truss Truss Type Oty Ply CENTEX - SUMMERCREEK BLD 15 FLOOR 1 R32091403 8101123 -Fri A05 ROOF TRUSS 1 _ Job Reference (optional) Pro -Build Clackamas Truss, Clacramas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:46:58 2010 Page 1 I D:dj3GJgCMakdGDDO L WGjpgGykJdx- dj3GJgCMakdG DD0 LWGjpgGO L7VZkKwai KsjrjdykJdx 3-8-8 3-8.8 3r8 = 2.4 II Scab • 1.10 6 1 2 • , , 3 r 458 = 4 214 II 3.8.8 I 3-8.8 Plate Offsets (X,Y): 11:0- 2- 8.0 -1- 81,13:0- 2- 8.0 -2 -01 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (roc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.09 Vert(LL) -0.00 4 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.03 Vert(TL) - 0.00 3-4 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight: 37 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= 144/Mechanical, 3= 144/0 -2 -0 (min. 0-1 -8) Max Uplift4= -30(LC 3), 3= -30(LC 3) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (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 6 - 2 rows at 0-9 -0 oc. Webs connected as follows: 2 x 4 - 1 row at 0-9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.0psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6-0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 30 lb uplift at joint 4 and 30 lb uplift at joint 3. CEO PRQF 11) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and � � G S' s referenced standard ANSI/TPI 1. 04,V E /0 12) "Fix heels only" Member end fixity model was used in the analysis and design of This Truss. 29 13) Design assumes 4x2 (fat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. �� • ;, • C LOAD CASE(S) Standard y -o O' % GO. co tij RS.1 \ N CB EXPIRATION DATE: 06/30/12 August 25,2010 4, • MEN A WARNING - Verify design parameters and READ NOTES ON MIS AND INCLUDED b MI TER REFERENCE PAGBMII -7473 rev. 10 -'08 BEFORE USE. f 's Design valid for use only with Milek connectors. This design based only upon parameters shown, and b for an csdtvldual budding component. Applicability of design paam enters and proper incorporation of component Is responsibility of budding designer - not truss designer. Bracing shown b for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding ,a fabrication. quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, 056 - 89 and SCSI Building Component 7777 Greenback Lane, suite 109 Safety Information available from Truss Plate institute. 28 1 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type ON Ply CENTEX - SUMMERCREEK BLD 15 FLOOR 1 R32091404 8101123 -FT1 A06 ROOF TRUSS 1 n 2 Job Reference (optional) Pro -Build Clackamas Truss, Cladtamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:46:59 2010 Page 1 ID:5vdeX ?D L117rN _X4zE2NTykJdw- 5vdeX ?D_L117rN X4zE2NTzXOw93NgrYWTOG3ykJdw 2.11.8 2.11 -8 3x6 = 244 I I Scale • 110 6 • • 1 j 4 3 244 11 456 = 2.11.8 2 -11 -8 LOADING (psi) 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 Ina 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.18Btr G TOP CHORD 2 -0-0 oc purlins: 1 -2, except end verticals. BOT CHORD 2 X 6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2 x 4 DF Std G JOINTS 1 Brace at Jt(s): 1, 2 REACTIONS (lb /size) 4= 112/Mechanical, 3=112/0-5-8 (min. 0-1 -8) Max Uplift4= -24(LC 3), 3= -24(LC 3) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 x 4 - 1 row at 0-9 -0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 x 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3 -6-0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 24 lb uplift at joint 4 and 24 lb uplift at joint 3. 10) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. � ? 0 PR Opp 4 S 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. S+ 12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. , N' i'VFF /Q 2 9 LOAD CASE(S) Standard ;' - i Cb 96 • B .v1R S .1\14 "" EXPIRATION DATE: 06/30/12 August 25,2010 A WARNING - Verify design parameters and READ NOTES ON MIS AND INCLUDED MITER REFERENCE PADS Nil 74 Ta rev. 10'08 BEFORE USE. ! a Design valid for use only with MiTek connectors. This design is bcsed only upon parameters shown, and k for an individual budding component. ®` Applicabiity of design paramenters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown c for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MTek• erector. Additonal 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 419 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 CI, 1 Cll ., •:11 .. Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/o 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 rail Dimensions are in ft -in- sixteenths. I I (Drawings not to scale) 1111 illbh■ Apply fu lly plates embed to both sides Teeth of truss 1. Additional stability bracing for truss system, e.g. diagonal or X- bracing, is always required. See BCSI. 0 _li 1 2. Truss bracing must be designed by an engineer. For 1 2 3 wide truss spacing, individual lateral braces themselves TOP CHORDS may require bracing, or alternative T, I, or Eliminator bracing should be considered. IIM 4 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate = 0 designer, erection supervisor, property owner and III plates 0 '/Id' from outside U all other interested parties. edge of truss. 0 I-- 5. Cut members to bear tightly against each other. C7.8 C6-7 C5-t, 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 Lire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT N UMBERS /LETTERS. 10 Camber is a non - structural consideration and is the 4 x 4 width measured perpendicular responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS indicated are minimum plating requirements. ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that , Indicated by symbol shown and /or ESR -1311, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95 -43, 96 -31, 9667A 13. Top chords must be sheathed or purrins provided at output. Use T, I or Eliminator bracing NER -487, NER -561 spacing indicated on design. if indicated. 95110, 84 -32, 96 -67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 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 MiTekO All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. MINIM O 17. Install and load vertically unless indicated otherwise. ® 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 Meta 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. I/I � T e k � and pictures) before use. Reviewing pictures alone DSB -89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.'" ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII -7473 rev. 10-'08 . , a a a 19.11 -8 16 -11 -0 15-11-8 Do not cut or alter floor trusses - adjust layout for plumbing drains All beams per plan specified and supplied W i I j Ii ; ,_ ! ,_ 1 I - _. - - � _- _ : _�._ - -. _ - _ - ' by others II 1 _ . 2 ( _ u �I �I I it - -- _ - 0- E - -ip-- - - _ - -._ -. -__ _'-`__ _ ! it �� 11 I I : 4 -� _ = - - -�- - Rim Joists per plan °3 .4, fdrZeArdrOWAr: I � 1 I — _— — . — _:L.= 11.= 4 specified and supplied i; � 1� I I � I' I' i1 , �I i • lj II FT= BDR: _I _aeo l,a: ' O - - - - _ by others beam by others I I II -- {L tL / B?TOP,I I �I I I TH 1 I = — - - _.- r = - - = - - -- - -- - � • II TO I I' � I I . - - I ! o l i I I I I ! i '9 - 6 • i i ! { I j 11 IM 1 1! 1 I Q 3-65 — � _._.— _ � 04 — —y_. - -_ - = = 1! 1, A04 0 � j �I I I ' 4 A06 q d- -- - - - - ; —, - -- _ y , 11 1 II 2 3 - 6 - 8 -- _ 1 / I 1, ' II 1 I I i t A FT -5 _ o - _ i — _ —0 � N I . I 1 T.5 " ! - N _ FT -7 ** *Elite * ** I SCEfRF �� 12-0-0 I 8-0-0 7 -1 -8 I 7 -8-0 a 5-0-0 11 -0-0 � Ear � B101123-FT2 Centex 25 Lusa6 I aalleitl Wce I IPIOBuild S ummercreek BId 15 Floor 2 0 HU46 ■ IN T80SSDSLO$ Tigard, Oregon r_, � ` _ 0 THA422 15877 98th Ave Clack Q C 3 HHUS26 -2 Clackamas, OR 97015 14" Deep Floor Trusses IMMO O: (503) 557 -8404 CERTIFIED PLANT F: (503) 557 -8428 . 40/10/015 Loading w/ Defl - TL/D = 360 ; LL/D = 480 8 -25 -2010 - -- ® Mil MiTek® POWER TO PERFORM." MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676 -1900 Re: B101123 -FT2 Fax 916/676 -1909 CENTEX - SUMMERCREEK BLD 15 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: R3209 1405 thru R32091420 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. PROPt '< N Fy 2 (4. 9 16890PE 33 Are EXPI' TION D /30/12 August 25,2010 Tingey, Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI /TPI -1995 Sec. 2. Job Truss Truss Type ply Ply CENTEX- SUMMERCREEKBLD15 FLOOR 2 R32091405 B101123-FT2 A01 FLAT 1 2 Job Reference (optional) _ Pro -Build Clackamas Truss, Cladtamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:47:12 2010 Page 1 ID: DPwYFSN8H DPWYFSN8H10HvNU1KCz6PDOig8HHc60mY26aDpykJdj I 5-3-4 I 10.4-12 I 15.8.0 l 5-3.4 5-1.8 - 5.3-4 Stale • 1:265 1 3r8 = 2 36 = 0.411 3r8 = 3 4 GL 111!=i 0 e e 3+8= 4 17= ►, 8 2u4 II 5 2.4 II 5-3-4 I 10.4-12 I 15.8-0 5-3-4 5-1-8 s3a Plate Offsets (X,Y): 12:0- 2- 4.0 -1- 81,(7:0- 3- 8.0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.20 Vert(LL) - 0.11 6-7 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 . BC 0.27 Vert(TL) - 0.27 6-7 >689 180 BOLL 0.0 • Rep Stress lncr 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.1&Btr G TOP CHORD 2 -0-0 oc purlins (6-0 -0 max.): 1-4, except end verticals. BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2 x 4 DF Std G JOINTS 1 Brace at JI(s): 1, 4 REACTIONS (lb /size) 8=646/0-5-8 (min. 0 -1 -8), 5= 646/0 -5-8 (min. 0 -1 -8) Max Uplift8=- 136(LC 3), 5=- 136(LC 3) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1- 8=- 588/157, 1 -2 =- 2582/544, 2- 3=- 2581/544, 3-4 =- 2581/544, 4- 5=- 588/157 BOT CHORD 6-7 =- 544/2582 WEBS 2 -7 =- 344/164, 3-6 =- 344/164, 1-7=-552/2619, 4-6=-552/2618 - NOTES 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 x 4 - 1 row at 0-9 -0 oc. Bottom chords connected as follows: 2 x 4 - 1 row at 0-9 -0 oc. Webs connected as follows: 2 x 4 - 1 row at 0 -9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated, 3) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Prot ovide mechanical connection (by others) of truss to bearing plate capable of withstanding 136 lb uplift at joint 8 and 136 lb uplift at �Ep PR QF F 9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced � `o • ,NGIN ` s standard ANSI/TPI 1. 2'9 C 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. X 1 • . 6 " r 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. LOAD CASE(S) Standard /� - 1.; ? A 4o O i - V FRE: G 4. M F R S. 1\ EXPIRATION DATE: 06/30/12 August 25,2010 • A WARNING - Verjfg design parcenetere and READ NDIIiS ON 7111S AND INCLUDED MIT KREVERENCE PAGE MR -7477 rev. 10 BBFORB USE. Design Design valid for use only with MiTek connectors. This design s based only upon parameters shown, ands for an Individual budding component. Applicability of design parom enters and proper Incorporation of component is respansibiily 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 responsibSity of the MiTek" erector. Additional permonent bracing of the overact structure is the responsibility of the budding designer. For general guidance regarding fabrication. quality control, storage. delivery. erection and bracing. consult ANSI /TPI1 Quality Criteria, DSB -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information 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 15 FLOOR 2 R32091406 B101123 -FT2 A02 FLAT 1 2 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:47:12 2010 Page 1 ID:DPwYFSN8H10HvNU1 KCz6PDykJdj- DPwYFSN8H10HvNU 1 KCz6PD0gB8AvcA7mY26aDpykJdj I 5-3-4 I 184.12 i 1s8-o i 5-3-4 5-1-8 5-34 • Scab • 128 5 1 3110 = 2 3,6 = 3 214 II 3,:_ ,r•∎ 111 w1 4 _= 1�� I� �Ira • Ir spernl 1 8 I♦/ 8 3,10 = 4112 = O 6 5 2,4 8 2.4 11 I 5-34 I 10.4 -12 I 15-8-0 I 5-3-4 5-1-8 5-3-4 Plate Offsets(X,Y): 12:0- 2- 4.0 -1- 81,14:0- 3- 0,0 -1 -81, 16:0 -4- 0,0-2- 01.17:0- 3- 0,0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loci) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.37 Vert(LL) -0.22 7 -8 >832 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.74 Vert(TL) -0.45 7 -8 >413 180 BCLL 0.0 • Rep Stress Incr NO WB 0.38 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight: 131 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD 2 -0 -0 oc purlins (5 -8 -14 max.): 1 -4, except end verticals. BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2 x 4 DF Std G 'Except' JOINTS 1 Brace at Jt(s): 1, 4 1- 7,2- 6,4 -6: 2 x 4 DF No.18Btr G REACTIONS (lb /size) 8= 1343/0 -5 -8 (min. 0 -1 -8), 5=869/0-5-8 (min. 0-1 -8) . Max Uplift8=- 191(LC 3), 5=- 154(LC 3) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1- 8=- 1096/197, 1- 2=- 5417/768, 2- 3=- 3800/641, 3-4 =- 3800/641, 4 -5 =- 794/173 BOT CHORD 6-7 =- 768/5417 • WEBS 3 -6 =- 373/166, 1 -7 =- 779/5495, 2 -6 =- 1640/128, 4- 6=- 651/3855 NOTES 1) 2 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows: Top chords connected as follows: 2 x 4 - 1 row at 0-9 -0 oc. Bottom chords connected as follows: 2 x 4 - 1 row at 0 -4 -0 oc. Webs connected as follows: 2 x 4 - 1 row at 0-9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. PR F 7) A plate rating reduction of 20% has been applied for the green lumber members. " D OF 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 �� CJ N G IN s+� joint 5. I O 9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. Q- 1 • , , . • 9 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. , , 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 921 lb down and 72 lb up at ; . 3 -10 -8 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. : A •/. , ,\Cot LOAD CASE(S) Standard • � • -X. 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 - T M: � <e/ Uniform Loads (plf) MFR s • -�%N Vert: 5- 8 = -20, 1 -4 = -64 Continued on page 2 ( EXPIRATION DATE: 06/30/12 August 25,2010 4 ► A WARNING - Vert& design parranetaa and READ NOTES ON THIS AND INCLUDED 'BMX REPBRBNCB PAGE 6111-7473 rev. 10'08 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual budding component. Applicabiity of design param enters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication. quality control, storage. delivery. erection and bracing. consult ANSI /TPI1 Quality Criteria, D5B -a9 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 ply Ply CENTEX - SUMMERCREEK BLD 15 FLOOR 2 R32091406 B101123 -FT2 A02 FLAT 1 2 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:47:12 2010 Page 2 ID:DPwYFSN8H10HvNU 1 KCz6PDykJdj- DPwYFSN8H1 OHvNU1 KCz6PDOgB8AvcA7mY26aDpykJdj • LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 9=- 921(B) • • • ■ ■ A WARNING . Verify design parameters and READ NOTES ON TINS AND INCLUDED DBMS' REFERENCE PAGE Mil-7473 rev. 1O -'08 BEFORE USE. .m. e Design valid for use only with Mir ek connectors. Thh design h based only upon parameters shown, and h for an individual budding component. Applicability of design poram enters and proper Incorporation of component is responsibiify of budding designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibdlily 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, 056.89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA. 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 15 FLOOR 2 R32091407 _ B101123 -FT2 A03 FLAT 1 ._ Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:47:13 2010 Page 1 I D:hbTxToOm2 LW8WX3EuvU LxQykJdi- hbTxToOm2LW8WX3EuvULxQYsEYhn LefvmisBIGykJdi I 3.11 -0 I 7-10-0 I 3-11-0 3-11-0 e Sub • 1.150 he = be II axe = 1 7 3 .. II IIII Iii II 5 1‹ b10 = V \ 6 4 be II be II I 3.11 -0 I 7 -10-0 I 3 -11 -0 3 -11 -0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL In (roc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.29 Vert(LL) -0.02 5 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.06 Vert(TL) -0.05 5 >999 180 BCLL 0.0 • Rep Stress Ina NO WB 0.30 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight: 66 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD 2 -0-0 oc purlins (6-0 -0 max.): 1 -3, except end verticals. BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2 x 4 DF Std G JOINTS 1 Brace at Jt(s): 1, 3 REACTIONS (lb /size) 6= 464/0 -5-8 (min. 0 -1 -8), 4= 464/0 -5-8 (min. 0 -1 -8) Max Uplift6=- 106(LC 3), 4=- 106(LC 3) . FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -6 =- 413/118, 1 -2 =- 1313/307, 2- 3=- 1313/307, 3- 4=- 413/118 WEBS 2 -5 =- 266/132, 1- 5=- 316/1348, 3 -5 =- 316/1348 NOTES 1) 2 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows: Top chords connected as follows: 2 x 4 - 1 row at 0-9 -0 oc. Bottom chords connected as follows: 2 x 4 - 1 row at 0-9-0 oc. , Webs connected as follows: 2 x 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.0psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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 CEO PR Opp„ standard ANSI/TPI 1. 4,$ ' a 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. ��.� (LNG Er- /02 ii) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. •9 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 294 lb down and 78 lb up at - • • fl • E r 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 or ..• v r Uniform Loads (plf) .O Or/ N CI) Vert: 4- 6 = -20, 1 -3 = -64 '4 l' 2 " � -k Concentrated Loads (Ib) Vert: 5= -294 ` � * " fi l S • 1 • ( EXPIRATION DATE: 06/30/12 August 25,2010 0 • MIMS A WARMM} - Vei- fp deign pa/ametere and READ NOTES OHMS AND INCLUDED DETER RBPERSNCE PAGE M/1 rcv. 10-V8 BEFORE US& MI Design valid for use only with MITek connectors. The design Is based only upon parameters shown, and h for an individual budding component. Applicability of design param enters and proper Incorporation at component Is responsibility of budding designer - not truss designer. tracing shown h for lateral support of individual web members only. Additional temporary bracing to insure stability during construction h the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the budding designer. For general guidance regarding fabrication. quality control, storage. delivery. erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB -89 and SCSI Building Component 7777 Greenback Lane, Suito 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 Oly Ply CENTEX - SUMMERCREEK BLD 15 FLOOR 2 R32091408 B101123-FT2 A04 FLAT 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:47:14 2010 Page 1 ID:9o1Jg8POpee ?BgeQSd? aUeykJdh- 9o1Jg8POpee? 8geQSd ?aUe519y ?049Y37MbhliykJdh 3.8-8 3.8-8 3.6 = 2s4 II Scala • 1:108 ho ■ I z 4 3 254 11 3s8 = 3.8.8 3-8-8 t LOADING (pst) SPACING 2 -0-0 CSI DEFL in (lac) I /deft Ltd 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 Ina 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.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2 x 4 DF Std G JOINTS 1 Brace at Jt(s): 1, 2 REACTIONS (lb /size) 4= 314/0 -5-8 (min. 0 -1 -8), 3= 314/0 -5-8 (min. 0 -1 -8) Max Uplift4= -66(LC 3), 3= -66(LC 3) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) 2 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows: Top chords connected as follows: 2 x 4 - 1 row at 0-9 -0 oc. Bottom chords connected as follows: 2 x 4 - 1 row at 0-9 -0 oc. Webs connected as follows: 2 x 4 - 1 row at 0-9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6-0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 66 lb uplift at joint 4 and 66 lb uplift at joint 3. 9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. CEO PROF. 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. <0 NGI ► E LC 9 _ LOAD CASE(S) Standard ( � 29 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 : • a • Uniform Loads (plf) Vert: 3- 4=- 120(F= -100), 1 -2 = -64 ' - •- e 1/ b � : 2 €F? S. -04 EXPIRATION DATE: 06/30/12 August 25,2010 / o / ,A WARNING - Verify design parameters and READ NOTES ON MS AND INCLUDED MITRE REFERENCE PAGE 1411.7473 res. 10'08 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual budding component. Applicability of design paramenters and proper incorporation of component Is responsibility of budding designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responslbdlity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication. quality control, storage, delivery. erection and bracing, consult ANSI /IPII Qualify Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane. Suite 109 Safety information avadcble from Truss Plato Institute. 281 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 15 FLOOR 2 R32091409 B101123 -FT2 A05 SPECIAL 1 2 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:47:14 2010 Page 1 ID:9o1 JgBPOpee ?BgeQSd ?aUeykJdh -9o1 JgBPOpee ?8geQSd ?aUe52yyws49Y3 ?MbhliykJdh 1 3 .4 -8 3-4-8 354 = 2a4 I I Scab • 1.1e 6 1 2 1 • ��,• g." 5 Spacial 6 Spew) 3 4 354 = ■4 II 3 -4-8 3 -4-8 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 (loc) I /deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.23 Vert(LL) - 0.03 3-4 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.46 Vert(TL) -0.06 3 -4 >610 180 BCLL 0.0 • Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight: 29 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD 2 -0 -0 oc purlins: 1 -2, except end verticals. BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 x 4 DF Std G JOINTS 1 Brace at Jt(s): 1, 2 REACTIONS (lb /size) 4= 842/0 -5-8 (min. 0 -1 -8), 3= 941 /Mechanical Max Uplift4= -60(LC 3), 3= -60(LC 3) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES _ 1) 2 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows: • Top chords connected as follows: 2 x 4 - 1 row at 0 -9 -0 oc. Bottom chords connected as follows: 2 x 4 - 1 row at 0-6-0 oc. Webs connected as follows: 2 x 4 - 1 row at 0 -9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 4) Provide adequate drainage to prevent water ponding. 5) Concentrated loads from layout are not present in Load Case(s): #2 IBC BC Live; #3 MWFRS Wind Left; #4 MWFRS Wind Right; #5 MWFRS 1st Wind Parallel; #6 MWFRS 2nd Wind Parallel; #7 MWFRS 3rd Wind Parallel; #8 MWFRS 4th Wind Parallel. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 60 lb uplift at joint 4 and 60 lb uplift at P RQFF joint 3. �� tN 0.0 11) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and c �� referenced standard ANSI/TPI 1. 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. �� 16: • • - 9 � 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 � GO■ 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 A is Uniform Loads (plf) 9< B Vert: 1- 2 = -64, 3- 4=- 120(F= -100) M F R \\ Continued on page 2 ( EXPIRATION DATE: 06/30/12 August 25,2010 Q WARNING - Verify deign parmnctcra and READ NOTES ON 71118 AND INCLUDED as FEKREPERENCE PAGE hDI -747J res. 10'08 BEFORE USE. !' Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. ®` Applicability of design param enters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support or individual web members only. Additional temporary bracing to insure stability during construction u the responsibility of the MiTele erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI /TPII quality Criteria. DS8 -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Street, Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply CENTEX - SUMMERCREEK BLD 15 FLOOR 2 832091409 B101123-FT2 A05 SPECIAL 1 2 Job Reference (optional) Pro -Build Clackamas Truss, Clackames,OR 97015 -1129 7.240 S Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:47:14 2010 Page 2 ID: 9o1Jg8POpee? 8ge0Sd7aUeykJdh- 9o1Jg8P0pee 78ge0Sd ?aUe52yyws49Y3 ?MbhliykJdh LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 5=- 608(B) 6=-608(B) • we Q WARNING - Verify design parameters and READ NOTES ON FIRS AND INCLUDED IIlTEK REFEREE CB PMOB 1411 -7473 rev. 10 -VS BEFORE USB. nn lb Design valid for use only with Muck connectors. This design h based only upon parameters shown, and h for an Individual bulding component. Applicablity of design paramenters and proper incorporation of component is responsibility of bulding designer - not truss designer. Bracing shown h for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the rosponsbllity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the bulding designer. For general guidance regarding POWIM P.01.721., fabrication. qualify control, storage, delivery, erection and bracing, consult ANSI /IP11 Quality Criteria, D5B -139 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate institute, 28 1 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type City Ply CENTEX - SUMMERCREEK BLD 15 FLOOR 2 R32091410 . B101123 -FT2 A06 FLAT 1 2 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:47:15 2010 Page 1 ID:d bhuUPOaymsmgDc0KWpOrykJdg -d bhuUPOaymsmgDcaKWpOrd93MBSpVmCEOLFg8ykJdg 5 -3-4 I 10-4-12 I 15.8 - 5-3.4 5-1.8 5-3-4 Se • 1:28 5 2s4 II 318= ca 3v10 = 2 3x6 = 3 4 ,IMIII w -Iii MY. 8 1 6 V 3710 7 4512 = 8 214 II 5 244 II I 5-3.4 I 104-12 I 15.8.0 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, (6:0-3- 12,0 -2- 01,17:0- 2- 4,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (roc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.46 Vert(LL) -0.28 7 -8 >650 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.75 Vert(TL) -0.57 7 -8 >325 180 BCLL 0.0 • Rep Stress 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.1SBtr G TOP CHORD 2 -0 -0 oc purlins (5 -1 -10 max.): 1 -4, except end verticals. BOT CHORD 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2 x 4 DF Std G 'Except* JOINTS 1 Brace at Jt(s): 1, 4 1- 7,2- 6,4 -6: 2 x 4 DF No.18Btr G REACTIONS (lb /size) 8= 1603/0-5 -8 (min. 0 -1 -8), 5= 948/0 -5-8 (min. 0-1 -8) . Max Uplift8=- 216(LC 3), 5=- 161(LC 3) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -8 =- 1278/215, 1 -2 =- 6427/867, 2 -3 =- 4226/684, 3 -4 =- 4226/684, 4 -5 =- 865/181 BOT CHORD 6- 7=- 867/6427 WEBS 3 -6 =- 385/168, 1- 7=- 880/6520, 2 -6 =- 2233/187, 4 -6 =- 694/4287 NOTES 1) 2 -ply truss to be connected together with 10d (0.131'x3 ") nails as follows: Top chords connected as follows: 2 x 4 - 1 row at 0 -9 -0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0 -9-0 oc. Webs connected as follows: 2 x 4 - 1 row at 0 -9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.Opsf; h =25f1; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. sko PR OP 8) Prot vid e mechanical connection (by others) of truss to bearing plate capable of withstanding 216 lb uplift at joint 8 and 161 lb uplift at \3 � INE �94 5, 9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced �� 2 '9 standard ANSI/TPI 1. / 6::,:" • E r 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. • / 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. 4 - 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1259 lb down and 105 lb up at / / 3 -10 -0 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. ' pc0 • ,\41:5 LOAD CASE(S) Standard AO i' - A. '9 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 , e " 21 c, � Uniform Loads (plf) M s.1‘1'‘ Vert: 5- 8 = -20. 1 -4 = -64 • Continued on page 2 ( EXPIRATION DATE: 06/30/12 August 25,2010 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREPBRENCB PAGE MII.7473 rev. 10 -'08 BEFORE USB. NMI . Design valid for use only with Mlek connectors. the design a based only upon parameters shown, and a for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of bulding designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsbillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI /IPI1 Quality Criteria, DSB -e9 and BCE Building Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate inslitute. 281 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 15 FLOOR 2 R32091410 B101123 -FT2 A06 FLAT 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:47:15 2010 Page 2 ID:d_bhu UP0aymsm gDc0KWporykJdg -d_bhu U P0aymsmgDc0KWpord93M BSpVmC EOLFg8y kJdg LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 9= -1259 1 � ' Q WARNING Verify design parwneta and READ NOTES ON TIDE AND INCLUDED MI ERREPERENCE PAGE MII -7473 rev. 10 -'08 BEFORE USE. M_ Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual budding component. Applicability of design paramenters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown 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 norie+n rswroww fabrication, quality control, storage. delivery, erection and bracing, consult ANSI /TPI1 Qualify Criteria, 059 -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 22310. Citrus Heights, CA. 95610 • Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 15 FLOOR 2 832091411 B101123 -FT2 A07 FLAT 1 • Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:47:16 2010 Page 1 ID: 5A935pOeLGujN _opZ212Z3ykJdf- 5A935p0eLGujN opZ212Z3AQhmemYz_LTg4oMaykJdf I 2.9 -8 I 5-1-0 I 2.8 -8 2.6.8 Scab • 1:12.4 3N = 2s4 II 354 = 1 Z 3 i 5 S Spd41 PO. p ®1 310 = 6 2.4 11 4 2e4 II Special I 248 -8 I 5-1.0 I 241 -8 2.8.8 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 (roc) 1 /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.18Btr G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 x 4 DF Std G JOINTS 1 Brace at Jt(s): 1, 3 REACTIONS (lb /size) 6= 1427/0 -5 -8 (min. 0-1-8), 4= 1279/0 -5-8 (min. 0-1 -8) Max Uplift6= -93(LC 3), 4= -93(LC 3) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -6 =- 702/81, 1- 2=- 1647/139, 2 -3 =- 1647/139, 3-4 =- 702/81 WEBS 1 -5 =- 148/1754, 3-5 =- 148/1754 NOTES 1) 2 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows: Top chords connected as follows: 2 x 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 x 4 - 1 row at 0-6-0 oc. Webs connected as follows: 2 x 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 4) Provide adequate drainage to prevent water ponding. 5) Concentrated loads from layout are not present in Load Case(s): #2 IBC BC Live; #3 MWFRS Wind Left; #4 MWFRS Wind Right; #5 MWFRS 1st Wind Parallel; #6 MWFRS 2nd Wind Parallel; #7 MWFRS 3rd Wind Parallel; #8 MWFRS 4th Wind Parallel. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where . a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. , PROF 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 lb uplift at joint 6 and 93 lb uplift at S . GI ► E s s/ joint 4. 5 �N F,9 p 10) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and �� 2 referenced standard ANSI/TPI 1. A . • r- 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. / 12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. / 13) Hanger(s) or other connection device(s) shall be provided suffident to support concentrated load(s) 608 lb down at 0 -1 -12, and 608 lb down at 2 -4 -4, and 608 lb down at 4 -4 -4 on bottom chord. The design /selection of such connection device(s) is the responsibility -/ ; of others. ,p • • i C LOAD CASE(S) Standard .9` • -- R 2 • 4. 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 416- S \` ' Continued on page 2 ( EXPIRATION DATE: 06/30/12 August 25,2010 • A WARNING - Verify deign parameters and READ NOTES ON TINS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev. 10 BEFORE USB. ;. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and o for an individual building component. Applicability of design pa:amenlers 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 '¢ the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI /IPI1 quality Criteria, 058.89 and SCSI Building Component 7777 Greenback Lone, Suite 109 Safety Intormatlon 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- SUMMERCREEKBLD15 FLOOR 2 R32091411 8101123 -FT2 A07 FLAT 1 2 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:47:16 2010 Page 2 ID:5A935pQeLGujN opZ212Z3ykJdf- 5A935pQeLGujN _opZ212Z3AOhmemYz_LTg4oMaykJdf 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) • • • • • • 1 " • A WARNING - Verify design parameters and READ ROTPB ON 7711S AND INCLUDED MIME REFERENCE PAGE FII1-7473 rev. 10-108 BEFORE USE. Design valid for use only with Mritek connectors. This design is based only upon parameters shown, and Is for on individual budding component. Applicability of design poram enters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 6 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding _ fabrication, quality control, storage, delivery, erection and bracing. consult ANSI /TPII Quality Criteria, DSB•89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Inlofmatlon available from Truss Plate Institute. 281 N. Leo Street, Suite 312. Alexandria. VA 22311. Citrus Heights, CA. 95610 Job Truss Truss Type Oty Ply CENTEX - SUMMERCREEK BLD 15 FLOOR 2 R32091412 B101123 -FT2 A08 FLAT 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladeamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:47:16 2010 Page 1 ID:5A935pQeLGujN opZ212Z3ykJdf- 5A935pQeLGujN _ opZ212Z3AKpmXhYyOLTg4oMaykJdf I 5-34 I 10.4-12 I 15.8.0 I 5-3-4 5.1.8 5-3-4 Scab -1'X5 48 = 3 244 II 348 = 3410 = 2 3 n -TErT-------------LE1- I� 7 B 8 3410 = 441I = 244 11 5 2.4 11 I 5-3.4 I 10-4-12 I 15-80 I 5-34 5 -1 -8 5 -34 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 (hoc) I /deft Lid 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.18,Btr G TOP CHORD 2 -0 -0 oc puriins (5 -1 -10 max.): 1 -4, except end verticals. BOT CHORD 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2 x 4 DF Std G 'Except' JOINTS 1 Brace at Jt(s): 1, 4 1- 7,2- 6,4 -6: 2 x 4 DF No.1&Btr G REACTIONS (lb /size) 8= 1603/0 -5 -8 (min. 0 -1 -8), 5= 948/0 -5-8 (min. 0-1 -8) Max Uplift8=- 216(LC 3), 5=- 161(LC 3) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -8 =- 1278/215, 1 -2 =- 6427/867, 2 -3 =- 4226/684, 3-4 =- 4226/684, 4- 5=- 865/181 BOT CHORD 6-7 =- 867/6427 - WEBS 3-6 =- 385/168, 1- 7=- 880/6520, 2 -6 =- 2233/187, 4 -6 =- 694/4287 NOTES 1) 2 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows: Top chords connected as follows: 2 x 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-9 -0 oc. Webs connected as follows: 2 x 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.0psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6-0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. %0 PR OF 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 216 lb uplift at joint 8 and 161 lb uplift at ..S... GIN S .Y,0 joint 5. �,\� ON / 9 2 9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced '9 standard ANSI/TPI 1. .... E r 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. , o / 11) Design assumes 4x2 (flat orientation) purtins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1259 lb down and 105 lb up at �i 3 -10 -0 on bottom chord. The design /selection of such connection device(s) is the responsibility of others.' LOAD CASE(S) Standard A / � / 1 .31/4. 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 '9? ' ' ' `� � / Uniform Loads (plf) M F R S . -04 Vert: 5- 8 = -20, 1 -4 = -64 • Continued on page 2 ( EXPIRATION DATE: 06/30/12 August 25,2010 • A WARNING - Verify deign parameters and READ NOTES ON 77!15 AND INCLUDED DEFER REPERENCE PAGE M e r1-747B r . 10 -'OS BEFORE USE _ � Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual budding component. Mi Applicabiity of design param en tars and proper incorporation of component is responsibdity of budding designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabdily during construction is the responsibility of the MiTek' erecter. 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. DS8 -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information avaiobla from Truss Plate Institute, 281 N. lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type City Ply CENTEX - SUMMERCREEK BLD 15 FLOOR 2 R32091412 B101123 -FT2 A08 FIAT 1 • 2 Job Reference (ootionalt Pro -Build Clackamas Truss, Cladcames,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:47:16 2010 Page 2 I D: 5A935pQeLGujN_ opZ212Z3ykJdf- 5A935pCleLGujN _opZ212Z3AKpmXhYyOLTg4oMaykJdf LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 9= -1259 • • Q WARNING - Ver deign parm ERE and READ NOTES ON S AND INCLUDED MITER REFERENCE PAOB NR-74TJ rep. 10-'08 BEFORE USE. �'. f d Design valid for use only with Mack connectors. This design is based only upon parameters shown, and b for an individual budding component. Applicabiity of design paramenlers and proper incorporation of component is responsibiity of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stabiity during construction's tho responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding DDDDD TO PIVII117.N. fabrication, quality control, storage. delivery, erection and bracing, consult ANSI /TPI1 Qualify Criteria, DS11-89 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 Oly Ply CENTEX - SUMMERCREEK BLD 15 FLOOR 2 R32091413 B101123 -FT2 FT -1 FLOOR 2 1 1 254-0 Job Roforonco (odtionall Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:47:18 2010 Page 1 I 2440 ID: 2ZHgWVSvtt8RdlxBhS3WeuykJQd- 2ZHgWVSvtt8RdIxBhS3WeUFc3Z9J0pVew __ZvRTykJdd I 2-6 -0 I 1. 11 -12 I 1 f 1 1 �� I 411 Scale •1:57.0 I 8-0-0 I 4.10 = 3.4 II 4.10 = 2.4 II 3.4 = 24 II 3.6 FP = 3.4 11 4.10 = 2.4 II 5x8 = 10110 = 24 II 4.10 = 3.4 II 1 2 3 4 5 .9 6 7 B 9 10 11 12 13 14 IS 16 17 x l iii / \ =\ \ii " — � � ' i I \ice \iI '_' &11.142, 17 I 26 25 24 23 22 21 20 19 , 1B 4.8 = 4.8 = 24 II 2.4 II 1.12 = 3.6 FP = 4.12 = 5.10 = 24 II 24 II 48 = 44 = 17 10 4 25-1-0 1 33-9-0 17 -10-4 I 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], 120:0 -1- 8,0.0.0], [21:0- 1- 8,Edge], (22:0 -4-8 .Edger. 125:0-4- 8,Edgel, 126:0 -1 -8,0 -0-01, 127:0- 1- 8,Edge1, 128:0- 3- 8,Edgel, 129: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 0.73 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 Ina* YES WB 0.64 Horz(TL) 0.07 18 n/a n/a BCDL 5.0 Code IBC2006/TP12002 (Matrix) Weight: 182 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 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) 1 Max Grav29= 858(LC 2), 18= 759(LC 3), 23= 2188(LC 1) I 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 =- 261910, 2 -28= 0/1127, 7 -25= 0/1771, 3 -28 =- 341 /0, 6 -25 =- 266/32, 4 -28 =- 364/341, 5-25 =- 1498/0, 16 -18 =- 1718/0, 10 -23 =- 2376/0, 16- 19= 0/860, 10- 22= 0/1527, 15 -19 =- 257/0, 14-19=-21/490, 12- 22=- 1186/0, 12- 21= 0/365, 14 -20 =- 268/0, 13 -14 =- 2398/156 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ? ; O PRO �e 6) CAUTION, Do not erect truss backwards. �� INEF S . / LOAD CASE(S) Standard ( , J �' 9 O* 6 ''t ' • E r • p ••1 2 � Cb 9 . B .• \ - � R S.T EXPIRATION DATE: 06/30/12 August 25,2010 A WARIDNO • Verify design parameters s and READ NOYES ON TINS AND INCLUDED MITER REPERENCB PAGB M11.74 rev. 10 -'08 DBFORB USE. _ Design valid for use only with Welt connectors. The designs based only upon parameters shown, ands for an individual budding component. Appllcablily of design poram en tern and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown ;� is for lateral support of individual web members only. Additional temporary bracing to insure stabdity during constructions Mi the responsibdlity of the Miele 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 -39 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information evadable from Truss Plate institute, 281 N. Lee Street. Suite312, Alexandria, VA 22314. Citrus Heights, CA, 95810 Job Truss Truss Type Oty Ply CENTEX - SUMMERCREEK BLD 15 FLOOR 2 R32091414 B101123-FT2 FT -2 FLOOR 5 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:47:19 2010 Page 1 I D:IMrCjrTX eBH I FS WNFAbIBhykJdc- WlrCjrTXeBH I FS WN FAbl BholbzeW J0o9eJSzvykJdc 1 2-8-0 t o8�1 1 1.11 Sc4144 1 .60.4 we = 2.4 II 2.4 SP = 3x5 FP = 3.4 II 4110 = 2.4 II 415 = 08 = 2.4 II 315 FP = 3.4 II 4.10 = 214 II 010 = 416 = 214 II 010 = 3.4 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 18 17 ■8 41 iii \ / \ i l '..- i �j ml %� � =\ % \ii [ f _ - v.._r �_ _% `` fi r— /. 31 30 29 28 27 26 25 24 23 22 21 20 19 415 = 316 FP = 418 = 418 = 2.4 II 5112 = 4112 = 3x6 FP = 5.12 = 2.4 II 2.4 II 4112 = 418 = 1 17-11-4 354-0 17-11-4 l 17 - l Plate Offsets (X,Y): (1:Edge,0 -1 -8), [5:0- 1- 8,Edge], [6:0- 1- 8,Edge], [13:0- 1- 8,Edge], (14:0- 1- 8,Edge], [19:Edge,0 -1 -8], [21:0- 1- 8,0 -0-0j, (22:0- 1- 8,Edge], (23:0- 5- 0,Edge], [26:0 -5-4 ,Edge),127:0- 1- 8,0 -0-0), 128:0- 1- 8,Edge),129:0-3- 8,Edge), 131:Edge,0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (toes) I /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.81 Vert(LL) -0.24 20-21 >868 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.42 20-21 >511 360 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.07 19 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight: 194 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 2400F 2.0E end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing, Except: 6-0-0 oc bracing: 25- 26,23 -25. REACTIONS (lb /size) 31= 787/0-4-0 (min. 0 -1 -8), 19= 778/0 -4 -0 (min. 0 -1 -8), 25= 2340/0 -5-8 (min. 0-1-8) Max Grav31= 856(LC 2), 19= 850(LC 3), 25= 2340(LC 1) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2- 3=- 2842/0, 3-4 =- 2881/0, 4 -5 =- 3054/0, 5-6= 3046/0, 6-7 =- 1933/558, 7 -8 =- 1897/563, 8 -9= 0/3181, 9-10= 0/3181, 10- 11= 0/3181, 11- 12=- 1882/599, 12- 13=- 1918/595, 13 -14 =- 3056/0, 14 -15 =- 2897/0, 15-16=-2897/0, 16-17=-2897/0 BOT CHORD 30- 31= 0/1837, 29- 30= 0/1837, 28- 29= 0/3202, 27- 28= 0/3046, 26- 27= 0/3044, 25- 26=- 1205/345, 24- 25=- 1236/354, 23- 24=- 1236/354, 22- 23= 0/3054, 21- 22= 0/3056, 20- 21= 0/3056, 19 -20= 0/1818 WEBS 10 -25 =- 281/0, 2 -31 =- 1976/0, 8 -25 =- 2706/0, 2- 29= 0/1095, 8- 26= 0/1863, 3-29=-252/0, - 7 -26 =- 268 /12, 4 -29 =- 344/185, 6-26 =- 1533/0, 4 -28 =- 659/28, 5-28 =- 14/410, 17 -19 =- 1956/0, 11 -25 =- 2689/0, 17- 20= 0/1165, 11 -23= 0/1837, 16- 20=- 342/0, 12 -23 =- 258/34, 14 -20 =- 219/474, 13 -23 =- 1613/0 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. `L Q1/4�D PROFFS 6) CAUTION, Do not erect truss backwards. LOAD CASES) Standard �� 0,,,G1 f E6- 6 > e ) /�T.L 9 r • . Ir •O AT • # - r A S." <Cee MF s.1‘ " EXPIRATION DATE: 06/30/12 ) August 25,2010 I r - Q WARNING - Verify design pomanders and READ NOTES ON MIS AND INCLUDED MITER REPERENCE PAGE 61A-7473 ree. 10 BEFORE USE. i�Y ° Design valid for use only with Milek connectors. This design is based only upon parameters shown, and k for an individual budding component. Applicabiily of design perarnenters and proper Incorporation of component is responsibility of budding designer - not hiss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction k the responsibility of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the buiding designer. For general gu'dance regarding - labricotion, 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 avaloble 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 OLD 15 FLOOR 2 R32091415 8101123 -FT2 FT -2GE GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:47:21 2010 Page 1 I D: S8yy8XUnAoX0UIgmMbdDG6ykJda- S8yy8XUnAoXOUlgmMbdDG6tHtnP WDKo4aoZ 1 oykJda • Scab. 1.604 316 FP = 314 II 354 = 316 FP = 354 II 1 2 3 4 5 6 7 B 9 10 11 12 13 14 15 16 17 18 19 A 21 22 23 24 25 26 27 28 29 01 inn 1.111.1111.1.11111MMINMEMBI 59 58 57 56 55 54 53 52 51 50 49 48 47 48 45 44 43 42 41 40 39 38 37 38 35 34 33 32 31 30 354 II 356 FP = 356 FP = 354 II 17 -11- 1 140 1 7448 1 4-00 1 5-40 1 6-00 1 8--00 I 1 108.0 1 1 2 -0-0 1 13-448 1 14-0-0 1 100.0 X17 -4.0 l�@9 -0 700 -7 1 1 2.4-0 I 72 -0-0 1 74-0-0 I 18-0 I 1 2&4-0 3 t 0.8-0 I3M1-0 I 13 -90 1 358-0 1 --0 140 140 140 1.4-0 140 140 1.40 1 40 140 140 140 140 671 140 140 1 --0 740 1-40 1- 1-40 1-40 1.4.0 1.4-0 14 140 1.1-0 0842 Plate Offsets (X,Y): 11:Edge,0 -1 -81, f59:Edge,0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL In (roc) 1 /deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 185/148 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(TL) 0.00 30 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight: 131 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.188tr G TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except BOT CHORD 4 X 2 DF 2400F 2.0E end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. OTHERS 4 X 2 HF Stud /Std REACTIONS All bearings 35 -9 -0. (Ib) - Max Gray All reactions 250 lb or less at joint(s) 59, 30, 58, 57, 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 bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1 -4 -0 oc. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) "Fix heels only' Member end fixity model was used in the analysis and design of this truss. 8) Recommend 2x6 strongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 9) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard �� 0 E NGINE. / 16:,.7;,- -37 6 GOt 96 'MB / MF S. \N EXPIRATION DATE: 06/30/12 August 25,2010 y 1 A WARNING - Verify deign parmrsetea and READ NOTES ON MIS AND INCLUDED M IER REPERENCB P405 M71-747J rev. 10-08 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual buiding component. Applicability of design paramenters 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 stability during construction is the responsibility of the MiTete erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding + fabrication, quality control. storage. delivery, erection and bracing, consul) ANSI /TPI1 quality Crlleria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Inlormalion available from Truss Plate institute. 281 N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 15 FLOOR 2 R32091416 B101123 -FT2 FT -4 FLOOR 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:47:21 2010 Page 1 I D: S8yy8XUnAoXOUlgmMbdDG6ykJda- S8yy8XUnAoXOUIgmMbdDG6taKnC2 DFi4cxoZ1 oykJda l 2 -0 -o I I 1.11.12 °r01 - Scab • 1.302 3.4 II 4.10 = 254 II 4s5 = 2n4 II 4510 = 354 II I 2 3 4 55 4i6 7 8 9 _ 0 4 II�`I I�I�`� "`II 1:4 WI 14 13 12 11 not 4.8= 410= 2x4 II a4 II 4510 = 4.8= I 8-0-0 l e -11 -14 l e -11.12 l 18.0.0 8-0-0 0.11 -14 all -14 8-0-4 Plate Offsets (X,Y): 11 :Edge,0 -1 -81, 14:0- 1- 8,Edgef, 15:0- 1- 8,Edge1, 110 :Edge.0 -1- 81,111:0- 4- 12,Edeel, 112:0- 1- 8.0 -0 -01, 113:0- 1- 8,Edge), 114:0- 4- 12,Edgel, f15:Edge,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (roc) 1 /deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.60 Vert(LL) -0.29 13-14 >740 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.87 Vert(TL) -0.49 12 -13 >438 360 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.09 10 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight: 96 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.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) 15= 980/0 -4 -0 (min. 0 -1 -8), 10= 980/0 -4 -0 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 3434/0, 3-4 =- 3474/0, 4 -5 =- 4144/0, 5-6=-4144/0, 6-7 =- 3469/0, 7 -8 =- 3430/0 BOT CHORD 14 -15= 0/2143, 13-14= 0/4144, 12- 13= 0/4144, 11- 12= 0/4144, 10- 11= 0/2143 WEBS 2 -15= 2305/0, 2 -14= 0/1407, 3-14 =- 308/6, 4 -14 =- 1044/0, 8 -10 =- 2306/0, 8 -11= 0/1403, 7 -11 =- 306/20, 6-11 =- 1041/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard ��5 �NGIN 9 tvo 2 9 i `/�' CO 1�AF / N. '. - 21' � . . •-•' F R s 1\ � c� EXPIRATION DATE: 06/30/12 August 25,2010 4 k A WARNING . Verify design parlmnctaa and READ NOTES ON MS AND INCLUDED NITER REFERENCE PAGE 1811.7473 res. 10'08 BEFORE USE �' Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual bolding component. Applicablily of design param enters and proper Incorporation of component is responsibility of budding designer - not truss designer. Bracing shown is far 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 budding designer. For general guidance regarding fabrication. quality control, storage. delivery. erection and bracing. consult ANSI /TPI1 quality Criteria, 059.89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information evadable from Truss Plate Institute. 281 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply CENTEX - SUMMERCREEK BLD 15 FLOOR 2 R32091417 B101123-FT2 FT -5 FLOOR 20 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:47:22 2010 Page 1 I D:wKW KMtVPx6fs6vFywl8SoKykJdZ- wKWKMt VPx6fs6vFyw18S oKQ LOAaRyj BErbX6aEykJdZ I I 2.8.0 I 700 1 0-10.0 1 I 14 -0 I • sca••1.263 1 64-0 I 314 I I 4710 = 254 I I 454 = 254 I I 4510 = 344 II 1 2 3 4 5 3 56 6 7 6 Bo II �� I I I "� II 11 1� a li 11 NUM Miff. n OM W 11 10 4510 = 254 II 204 II 410 = 458 = 49 = I 15-8-0 154.0 Plate Offsets (X,Y): f1:Edge,0 -1 -81, 14:0- 1- 8.Edge1,15:0- 1- 8,Edge1, f9:Edoe,0 -1 -81, 111:0- 1- 8,0 -0-01, 112:0.1- 8,Edge), f14:Edpe,0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (roc) 1 /deb 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/TP12002 (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.1 &Btr G end verticals. WEBS 4 X 2 OF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 14= 848/0 -5 -8 (min. 0 -1 -8), 9= 848/0 -5-8 (min. 0-1 -8) • FORCES (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 2 I , : . -E 9 r ' .. IP,- „03 � S. N C' � � EXPIRATION DATE: 06/30/12 August 25,2010 a _ _ 1 A WARNING • Verjfg design par ametera m¢ dREAD NOTES ON MIS AND INCLU DEDAIMEK REFERENCE PAGEt4I .7470 rev. IO'O8BEFOREUSE. �, Design valid for use only with Mifek connectors. This design B 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 is for lateral support of indvidual 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 gu'dance regarding fabrication, quality control. storage. delivery, erection and bracing, consult ANSI /TPII Qualify Crlterla, 058.89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information evadable from Truss Plate Institute. 281 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type City Ply CENTEX - SUMMERCREEK BLD 15 FLOOR 2 • R32091418 8101123 -FT2 FT -5DR FLOOR 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 09:47:23 2010 Page 1 ID:OW4jZDW1 hPnjj3g9U0fhLXykJdY- OW4jZDWlhPnjj3g9U0fhLXzPpaubh8KN4FHg6gykJdY I 24.0 I 0.160 I I 1 -4 -0 I . Sub. 1 26 3 3,4 II 4,10 = 2,4 II 4,4 = 2,4 II 4,10 = 3,4 II I 2 3 4 6 4,6 = 6 7 6 111 i11 r 4 1 . :: 13 12 H 40 •■ 4,10= T/ 11 214 II 402 = 4,0 = 416 = 1 58-0 158-0 1 Plate Offsets (X,Y): 11:Edge,0 -1 -81, 14:6.1- 8,Edoe),15:0- 1- 8,Edgel, f9:Edge.0 -1 -8], 111:0.1 -8,0 -0-01, 112:0- 1- 8,Edge], 113:0- 4- 0,Edgel, 114:Edge,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.92 Vert(LL) -0.28 12 -13 >671 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.86 Vert(TL) -0.37 12 >497 360 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.09 9 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight: 93 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 2 -2 -0 oc purtins, except BOT CHORD 4 X 2 DF 2400F 2.0E end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 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) Max Uplift9= -15(LC 8) Max Grav14= 1244(LC 3),9= 1244(LC 2) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -2 =- 998/998, 2- 3=- 3693/0, 3-4 =- 3268/0, 4 -5 =- 3437/0, 5-6 =- 3818/0, 6-7 =- 3804/0, • 7 -8 =- 998/998 BOT CHORD 14 -15 =- 1804/3989, 13 -15 =- 3815/6669, 12 -13 =- 1161/6275, 11 -12 =- 1161/6275, 10 -11 =- 1161/6275,9 -10 =- 140/2803 WEBS 7 -9 =- 3016/151, 2 -14 =- 3038/0, 7 -10 =- 278/2158, 2-13=-292/2027, 6-10 =- 357/28, 3-13=-449/318, 5 -10 =- 1878/1450, 4 -13 =- 1790/1188, 4 -12 =- 458/580, 5-11 =- 383/303 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 15 lb uplift at joint 9. 4) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5) This truss has been designed for a total drag load of 380 plf. Lumber DOL= (1.33) Plate grip 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. `�� PR Ofen LOAD CASE(S) Standard � NA GI j, 9 s/ 2 - .. .o ff ORE -4 9 F . < - F? S. -014C 1 EXPIRATION DATE: 06/30/12 August 25,2010 4 r - Q WARNING - Verify design parametv TINS and READ NOTES ON TS AND INCLUDED MITERREPERBNCB PAGE aui -747D rep. 10 -'08 BEFORE USE. - =' Design valid for use only with M connectors. This design '6 based only upon parameters shown, and is for on individual budding component. Applicabiity of design paramenlers and proper incorporation of component is responsibility of budding designer - not truss designer. Nacing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction's the responsdstlity 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 ANSI/IPll Quality Criteria, 000-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information evadable from Truss Plate Institute. 281 N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply CENTEX - SUMMERCREEK BLD 15 FLOOR 2 R32091419 B101123 -FT2 FT-6 FLOOR 15 1 - Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:47:24 2010 Page 1 ID: sje5m2WgSjvaL DPL1jAwulykJdX- sje5mZ WgSjvaLDPL1jAwul VeU_F20c6XNODe7ykJdX I 1 -17.8 I I 1 .4 -0 I I 26 -0 I • Sub • 1:194 5.8 = 1 3.4 II 2 3 3.8= 4 2s4 II 5 68= 8 3.4 II tiflflflt 8it8ti11-111.=11 II R ! JI i 1 ______ I bill !' � tf� M - IN 2.4 II ► It 10 9 8 ► _ ' 214 II 3.10 = 558 = 4s8 = I 2.4 -0 1 3-0.0 I 3-8 -0 I 11 -8.0 I 2 -4-0 0-8-0 0-60 8-0-0 Plate Offsets (X,Y): 11:Edge,0 -1 -81, 12:0- 1- 8,Edgel,13:0- 1- 8,Edgel, (5:0- 2- 10,Edgel, f7:Edge,0 -1 -81, 19:0 -1 -8,0- 0- 0),110:0- 1- 8,Edgel, 111:Edoe,0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (roc) I /deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.67 Vert(LL) -0.17 8 -9 >794 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.28 8 -9 >482 360 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.02 7 n/a n/a BC DL 5.0 Code IBC2006/TPI2002 (Matrix) Weight: 55 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 OF Std G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (lb /size) 11= 628/Mechanical, 7= 628/0 -4 -0 (min. 0-1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2- 3=- 1301/0, 3-4 =- 1816/0, 4 -5 =- 1816/0 BOT CHORD 10-11= 0/1296, 9-10= 0/1301, 8- 9= 0/1304, 7 -8 =0/1261 WEBS 2- 10= 0/262, 2 -11 =- 1444/0, 5-7 =- 1357/0, 5-8= 0/599, 4 -8 =- 330/0, 3-8 =0/619 a 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 • \AEU PROfFSs 2 <M "‘ A s . NG EXPIRATION DATE: 06/30/12 August 25,2010 __4 / A ► YARNING - Vnjfr/ deign parameters IE and READ NOTES ON TS AND INCLUDED MIMIC REFERENCE PAGE MU-7473 rev. TWOS BEFORE USE. � Design valid for use only with Mit ek connectors. The design is based only upon parameters shown, and is for an individual budding component. Applicability of design param enters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the I esponsblllity 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 Cdlerla, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information evadable from Truss Plate Institute, 281 N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 15 FLOOR 2 R32091420 B101123 -FT2 FT -7 FLOOR 1 1 _ Job Reference (optional) Pro -Build Clackamas Truss, Cladramas,OR 97015 -1129 7.240 S Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:47:24 2010 Page 1 I D: sje5rnZWgSjvaLD PL1 jAwulykJdX- sje5mZ WgSjvaLD PL1jAwul Vm ?_OUQ cyXIv0De7ykJdX I 2 -0 -0 I I 1 -11 -8 I i. Scale • 1 578 456 = 1 354 11 2 3 3■4 = 47x4 II 5 4■6 = 6 3s4 II e 11 �� Mil r *Las II I " ifit � tr t �i i∎d I RV 9 6 356 = 356 = 0 d.e = 0-.8 = 10.8-e 10-8-8 Plate Offsets (X,Y): 11:Edge,0 -1 -81, 12:0- 2- 9,Edgel, f5:0- 1- 7,Edgel,17:Edee,0 -1 -81, f8:0- 1- 12,Edae), I10: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 0.19 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 of No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 OF No.18Btr G end verticals. WEBS 4 X 2 of 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 -c <c �ED PROFF ��5 � NGI N '9 S /O29 1 0..:.- ' • E t' / • 0 % o OR .0., co ' FR S . ZIN . EXPIRATION DATE: 06/30/12 ) August 25,2010 1 t - A WARNING • Verify design parceneta-s and READ NOTES ON THIS AND INCLUDED NI TEK REFERENCE PAGE MJI.74TJ res. 10108 BEFORE USE. Design valid for use only with MiTek connectors. The design a based only upon parameters shown, and a for an individual budding component. MI - Applicability of design paramenters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown --Y is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibdlily of the MiTek* erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI /TPII Quality Cdteda, 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 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 1/4 Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. 6 -4 -8 dimensions shown in ft -in- sixteenths Damage or Personal Injury r j♦= Dimensions are in ft-in-sixteenths. I I (Drawings not to scale) �� and Apply fully plates embed to both sides teeth. of truss 1. Additional stability bracing for truss system, e.g. diagonal or X- bracing, is always required. See BCSI. 0 _1i1 6 . 2. Truss bracing must be designed by an engineer. For 1 2 3 wide truss spacing, individual lateral braces themselves TOP CHORDS may require bracing, or alternative T, I. or Eliminator _ bracing should be considered. ._� 4 3. Never exceed the design loading shown and never p stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate designer, erection supervisor, property owner and = O ill U = all other interested parties. plates 0-'nd' from outside a U edge of truss. C7 C6 C5 O 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 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 I. ' Plate location details available in MiTek 20/20 software or upon request. 8. Unless otherwise noted. moisture content of lumber JOINTS ARE GENERALLY NUMBERED /LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular NUMBERS /LETTERS. responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS indicated are minimum plating requirements. ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that , Indicated by symbol shown and /or ESR -131 1, ESR -1352, ER -5243, 9604B, specified' by text in the bracing section of the 95 -43, 96 -31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER -487, NER -561 spacing indicated on design. if indicated. 95110, 84 -32, 96 -67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING v.... 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 MTeI l All Rights Reserved approval of an engineer. reaction section indicates joint ( number where bearings occur. �� O 17. Install and load vertically unless indicated otherwise. ® 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: 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. I and pictures) before use. Reviewing pictures atone DSB-89: Design Standard for Bracing. F r m 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 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII -7473 rev. 10-'08 • .. ., L 20-0-0 16-0-0 f L 15-11 -8 /OA y I mo✓ ifirig101110 c, = m o G s 3 co A a s a 011150 , 0 CO3( ) B02(7r 1 Ill , Iiii 9 � I 1 �� 6 d � �! i� i ,, Ar 4, 0 l ' l'' - .461/IW' _ L:1_ /441RENE 9 11111 e 1 iiii 1 I. 1111 9 , � D02 I I I .1 I LI .� . , . r:.. . 4 I ■ I �A�.lSI '..! , •.1 c; USE LUS24 HANGERS U.N.O. 4 � It`�Ilal'L1Li/��II�' �, r�� _ IN N Lyy 7�-, �E-1,,IE0-2 R 1 �1 N01 / -4 .1 re� • ** * Elites** 12 -0-0 7-11-8 I 15-11 -8 I 4-11-8 1 10-11-8 COR� 9 B101123 Centex ,b�� I IPROvIkI Summer Creek Townhomes Bld 15 T YISIDN Tigard, Oregon I Ill .. F, SE 98 15877 SE 98th Ave Clackamas, OR 97015 6/12 PITCH w/ 12" OH ; 8/12 PITCH w/ 12" IM MO C O: (503) 557 -8404 CERTIFIED PLANT F: (503) 557 -8428 25/10/0/5 LOADING w/ 100 MPH WIND - EXP B 8 -25 -2010 MEd® Mil MiTek POWER To PERFORM.' MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676 -1900 Re: B101 123 Fax 916/676 -1909 CENTEX - SUMMERCREEK BLD 15 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: R32091364 thru R32091389 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. <� �NG I EF s�o 16890PE 9 r N � �-o OR. • i%` /� EX•!RATION D. 30/12 August 25,2010 Tingey, Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI /TPI -1995 Sec. 2. Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 15 ROOF R32091364 B101123 A01 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 09:45:42 2010 Page 1 ID: s5UXMgHhU N236Xck31 L71EykJf7- s5UXMgHhUN236Xdk31L71E HFmtVRXXgW2Jg41 ykJf7 1 .0.0 1660 39-0.0 a -60 166-0 I 19.6-0 0-5 Scab. 1:753 5.6 • ecofl is 11 1 16 3 17 12 i 1JI 1 JI I d I I �I N I 1IN I! h 11, 5612 = 56 55 54 93 52 51 5049 48 47 48 45 44 43 42 41 40 39 3e 37 36 35 34 33 32 31 30 5612 w 3660 I 3660 I Plate Offsets (X,Y): 12:0- 2- 2,Edge1, (9:0- 3.0,0 -3 -01. (21:0 -3- 0,0.3 -01. 128:0- 2- 2,Edgel LOADING DING (Ps 25 0 SPACING 2-0-0 CSI DEFL in (lest) I /deft Lid PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0.57 Vert(LL) 0.00 29 n/r 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.51 Vert(TL) 0.01 29 n/r 180 BCLL 0.0 • Rep Stress Incr NO WB 0.12 Horz(TL) 0.05 42 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Wind(LL) 0.00 29 n/r 90 Weight: 302 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3 -1 -2 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 3-4 -10 oc bracing. OTHERS 2 x 4 DF Std G *Except* WEBS 1 Row at midpt 15-43, 14-44, 13-45, 16 -42, 17 -41 MiTek recommends that Stabilizers and required cross bracing 15- 43,14 - 44,13 - 45,12- 46,11- 47,10 - 48,16- 42,17 - 41,18- 40,19- 39,20 -38: 2 x 4 DF No.18BtrG be installed during truss erection, in accordance with Stabilizer WEDGE Installation guide, Left: 2 X 6 SW No.2, Right: 2 X 6 SYP No.2 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT REACTIONS All bearings 39 -0 -0. LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE (Ib) - Max Horz 2=-128(LC -0- 8) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Uplift All uplift 100 lb or less at joint(s) 44, 45, 46, 47, 48, 50, 51, 52, 53, 54, 55, 42, 41, 40, 39, 38, 36, 35, 34, 33, 32, 31 except 2=- 2033(LC 18). 56=- 142(LC 23), 30=- 141(LC 24), 28=-2033(LC 25) Max Gray All reactions 250 lb or less at joint(s) 43, 44, 45, 46, 47, 48, 50, 51, 52, 53, 54, 55, 42, 41, 40, 39, 38, 36, 35, 34, 33, 32, 31 except 2= 2199(LC 15), 56= 306(LC 12), 30= 306(LC 13), 28= 2199(LC 16) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or Less except when shown. TOP CHORD 2 -3 =- 4553/4414, 3-4=-3686/3632, 4 -5 =- 3368/3310, 5-6 =- 3044/3057, 6 -7 =- 2729/2778, 7 -8 =- 2411/2496, 8 -9 =- 2124/2230, 9 -10 =- 1803/1955, 10 -57 =- 1524/1668, ' 11- 57=- 1298/1438, 11 -12 =- 1232/1386, 12 -13 =- 935/1108, 13- 14=- 637/833, 14 -15 =- 344/520, 15 -16 =- 344/516, 16 -17 =- 637/820, 17 -18 =- 935/1086, 18 -19 =- 1232/1356, 19- 58=- 1258/1406, 20 -58 =- 1524/1629, 20- 21=- 1799/1901, 21- 22=- 2124/2175, 22 -23 =- 2411/2442, 23 -24 =- 2713/2724, 24 -25 =- 3011/3002, 25 -26 =- 3314/3262, 26-27=-3631/3583, 27-28=-4498/4366 BOT CHORD 2 -56 =- 3870/4059, 55 -56 =- 3192/3332, 54 -55 =- 2898/3092, 53 -54 =- 2658/2825, 52 -53 =- 2392/2559, 51 -52 =- 2125/2292, 50 -51 =- 1858/2025, 49 -50 =- 1594/1760, °0 PRO 48 -49 =- 1461/1627, 47- 48=- 1328/1494, 46- 47=- 1061/1227, 45 -46 =- 794/960, ��C. � v.° '- 44 -45 =- 528/694, 43 -44 =- 261/427, 42 -43 =- 261/427, 41- 42=- 528/694, 40 -41 =- 794/960, 0 4G I N is. /0 39 -40 =- 1061/1227, 38 -39 =- 1328/1494, 37 -38 =- 1461/1627, 36 -37 =- 1594/1760, ,� 2 35 -36 =- 1858/2025, 34 -35 =- 2125/2292, 33 -34 =- 2392/2558, 32- 33=- 2658/2825, CC 37 c- 31-32=-2898/3092, 30 31 =- 3192/3332, 28 -30 =- 3846/4058 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; • 0>ch cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 'O OR O , 0 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry A T' / 1 . N. . 1.. Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. ' 9 ((/ 3) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 M N 4) Unbalanced snow loads have been considered for this design. F s.-0 5) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs • non - concurrent with other live loads. Continued on page 2 ( EXPIRATION DATE: 06/30/12 August 25,2010 8 d A WARNING - Versify design parameters and READ NOTES ON FIBS AND INCLUDED KITES REFERENCE P40B MI1-7470 rev. 10 -'08 BEFORE (UBE. -•Y • Design valid for use only with Mirek connectors. This design k based only upon parameters shown, and k for an individual budding component. Applicability of design paramenters and proper Incorporation of component is rosponsiblity of budding designer - not truss designer. Bracing shown 's for lateral support of individual web members only. Additional temporary bracing to Insure slablity during construction is the responsibility of the MiTek" erector. Additional permanent bracing of She overall structure is the responsibility of the budding designer. For general guidance regarding fabrication, quality control, storage. delivery. erection and bracing, consult ANSI /TPI1 Quality Criteria, OSB -69 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. lee Sheet. Suite 312. Alexandria. VA 22314. Citrus Heights, CA. 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 15 ROOF R32091364 8101123 A01 GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladremas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:45:43 2010 Page 2 ID:KH1 ve01JFhAvjhBxd? sEISykJf6- KH1va01JFhAvjhBxd ?sEISgPWGrgG_414i3NcTykJf6 NOTES 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1 -4 -0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 44, 45, 46, 47, 48, 50, 51, 52, 53, 54, 55, 42, 41, 40, 39, 38, 36, 35, 34, 33, 32, 31 except (jt =lb) 2 =2033, 56 =142, 30 =141, 28 =2033. 13) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/7P11. 14) This truss has been designed for a total drag load of 200 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 39 -0 -0 for 200.0 plf. 15) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard .4 _ A WARNING . Verify design pa dra aa and READ NOTES ON 7H A➢ /S AND INCLUDED FEK REFERENCE PAGE 1411.7473 rev. 10' BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and In for an individual buiding component. Applicabiify of design paramenters and proper Incorporation of component is responsibility of budding designer - not truss designer. Bracing shown -•Y is for lateral support of individual web members only. Additional temporary bracing to insure stabiity during construction is the responsibility of the Mi iele erector. Additional permanent bracing of the overall structure is the responsibility of the buiding designer. For general guidance regarding — +e ..- fobricalion. quality control. storage, delivery. erection and bracing. consult ANSI /tPl1 Quality Criteria. DSB -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information avatable from Truss Plate Institute, 281 N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 • Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 15 ROOF R32091365 B101123 A02 DBL. FINK 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:45:44 2010 Page 1 I D:oTbHnMJx07JmLd 7AjOTgfykJf5oTbHnMJx0 ?JmLr17AjOTgfM Vageb ?HBpJMowBwykJf5 4 0 1 6.10-4 I 13-2 -2 l 19.6-0 I 25-914 I 32 -1 -12 I 39-0-0 10-0-9 -6 -0- 6.10-4 6.3 -14 6 -3-14 6.3 -14 6 -3-14 6-10-4 1 -o-0 Seale • 1:74 2 546 = 800 f7 6 CI 344 i 344 346 . % , 5 24 257 346 . 8 4., h4 \\ 9 , \ 2 _ allIllikhb 10 11 d• �-' 17 1e 16 19 15 20 21 14 22 13 23 12 6■12 = 344 = 448 = 4r4 = 444 = 46 = 344 = 50-12 61 -7 l 15-6.8 I 23-3-6 30-10.9 I 3440 I 8 -1 -7 7 -7.1 7 -7 -1 7-7-1 41 -7 Plate Offsets (X,Y): 12:0- 2- 2,Edgel. (10:0- 2- 2,Edge1, (14:0- 1 -8,0 -1 -121 (15:0- 1 -8,0 -1 -121 LOADING DING (p5- 5 O SPACING 2 -0-0 CSI DEFL in (hoc) I /deft Lid PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0.87 Vert(TL) -0.54 14 -15 >863 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.85 Vert(TL) -0.95 14 -15 >485 180 BCLL 0.0 • Rep Stress Ina NO WB 0.71 Horz(TL) 0.20 10 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight: 193 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G 'Except* TOP CHORD Structural wood sheathing diredly applied or 2 -9 -3 oc purlins. 4- 6,6 -8: 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 7 -7 -3 oc bracing. BOT CHORD 2 x 4 DF No.18Btr G 'Except' MiTek recommends that Stabilizers and required cross bracing 13-16: 2 X 4 DF 2400F 1.7E be installed during truss erection, in accordance with Stabilizer WEBS 2 x 4 DF Std G 'Except' Installation guide. 6- 15,6 -14:2 x 4 DF No.18Btr G REACTIONS (lb /size) 2= 2104/0 -5 -8 (min. 0 -2 -4), 10= 2104/0 -5 -8 (min. 0-2-4) Max Horz 2=- 128(LC 8) Max Uplift2=- 497(LC 7), 10=- 497(LC 8) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2- 3=- 3929/819, 3-4=- 3752/845, 4 -5 =- 3573/ 866, 5-24= 3160/731, 6-24 =- 3147/752, 6-25=-3147/752, 7 -25 =- 3160/731, 7 -8 =- 3573/866, 8 -9 =- 3752/845, 9 -10 =- 3929/819 BOT CHORD 2-17=-754/3392, 17- 18=- 564/2960, 16- 18=- 564/2960, 16-19=-564/2960, 15- 19=- 564/2960, 15- 20=- 318/2262, 20 -21 =- 318/2262, 14 -21 =- 318/2262, 14 -22 =- 466/2960, 13 -22 =- 466/2960, 13- 23=- 466/2960, 12 -23 =- 466/2960, 10 -12 =- 626/3392 WEBS 3 -17= 342/214, 5.17 =188/511, 5-15 =- 799/334, 6 -15 =- 352/1394, 6 -14 =- 352/1394, 7- 14=- 799/334, 7 -12 =- 188/511, 9- 12=- 342/214 NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.0psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 2) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs `!` PR OF ES S non - concurrent with other live loads. GIN . 9 / O 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. C.-,<3 N 2 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0-0 wide will fit between the bottom chord and any other members, with BCDL = 5.Opsf. 1 ; . :. 7) A plate rating reduction of 20% has been applied for the green lumber members. /� j ch 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt =lb) i� 2=497,10=497. 5-s s designed - /� 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/IP' 1. \•' 0> 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. A OR - • 0 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 -O /%' , / 1 ' -k 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 'S 2 ` G �Ci responsibility of others. M FR s. , r\` 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 I Q WARNING - Verify design parameters and REM) NOTES ON THIS Aim INCLUDED MITER ERRBPERENC8 PAGE M11 -747J res. 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 budding component. MI Applicability of design paramentors and proper Incorporation of component is responsibiity of balding designer - not truss designer. Bracing shown MiTek' for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding . fabrication. quality control, storage. delivery. erection and bracing, consult ANSI /IPIl Quality Criteria, 056 -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 15 ROOF R32091365 8101123 A02 DBL. FINK 2 1 ° Job Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:45:44 2010 Page 2 ID: oTbHnMJx0 ?Jm LrI7AjOTgfykJf5- oTbHnMJxO ?Jm Lr17AjOTgfMVag6b ?HBpJMawBwykJ15 LOAD CASE(S) Standard • 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 2- 18 =10, 18- 19 =50, 19- 20 =10, 20- 21 = -50, 21- 22 = -10, 22- 23 = -50, 10- 23 = -10, 1- 6 = -70, 6- 11 = -70 Concentrated Loads (Ib) Vert: 20=- 275(F) 21=- 275(F) • • • • n1 A WARNING - Verify design parm netore and READ NOTES ON MIS AND INCLUDED MITER REFERENCE PAGE 1411-747J rcn. 10'08 BEFORE USE. _'° Design valid for use only with MiTek connectors. This design's based only upon parameters shown. and is for an individual budding component. Applicability of design paramenters and proper incorporation of component Is responsibility of budding designer - not truss designer. Bracing shown h for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the r esponsibility of the MiTele erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding _ fabrication, quakty control, storage, delivery, erection and bracing, consult ANSI /TPIt Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Street. Suite 312, Alexandria. VA 2231d. Citrus Heights. CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 15 ROOF R32091366 B101123 A03 DBL. FINK 2 1 - • Job Reference (optional) Pro -Build Clackamas Truss, Clack emas,OR 97015 -1129 7.240 S Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:45:46 2010 Page 1 ID: ksj2C2KBXcZUa9vW18Qxv4ykJf3- ksj2C2KBXcZUa9vW18Qxv4Sr1 Un2TBc6mgH1 DoykJf3 - 1 -0 - 6.104 I 13-2-2 I 19-8-0 I 25-9.14 I 32.1.12 I 39.0.0 I.o- 8 -10-4 8 -3.14 8.3-14 8.3.14 6 -3 -14 8 -10-4 Scale. 1.742 5.6 = 6 nor 3144 314 J 5 23 $47 T LB i 356 214 \\ 4 8 214// 4 0 9 ,0000 W / ,Il 2 0 se 17 15 18 14 19 20 13 21 12 22 11 it 5117 + 5112 354 = 415= 454 = 4N= 456 = 314= 6.1 -7 I 15413 I 23.3.8 I 3a 10-9 I 39.0.0 8-1 -7 7 -7 -1 7.7.1 7 -7 -1 8 -1 -7 Plate Offsets (X.Y): 12:0- 2- 2,Edge1, 110:0- 2- 2,Edgel. 113:0-1-8,0-1-121,114:0-1-8,0-1-121 LOADING (psf) TCLL 25.0 SPACING 2 -0-0 CSI DEFL in (lest) Udefi L/d PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0.87 Vert(LL) -0.54 13-14 >859 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.85 Vert(TL) -0.96 13-14 >483 180 BCLL 0.0 • Rep Stress Incr NO WB 0.71 Horz(TL) 0.20 10 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight: 191 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G *Except* TOP CHORD Structural wood sheathing directly applied or 2 -9-1 oc purlins. 4- 6,6-8: 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 7 -6-9 oc bracing. BOT CHORD 2 x 4 DF No.1&Btr G 'Except' MiTek recommends that Stabilizers and required cross bracing 12 -15: 2 X 4 DF 2400F 1.7E be installed during truss erection, in accordance with Stabilizer WEBS 2 x 4 DF Std G 'Except* Installation guide 6- 14,6 -13: 2 x 4 DF No.18Btr G REACTIONS (lb /size) 2= 2106/0 -5 -8 (min. 0 -2-4), 10= 2017/0 -5-8 (min. 0-2 -2) Max Horz 2= 138(LC 7) Max Uplift2= 497(LC 7), 10=- 441(LC 8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 3932/820, 3 -4 =- 3755/845, 4 -5 =- 3576/867, 5 -23 =- 3164/734, 6-23 =- 3045/753, 6-24=-3151/755, 7- 24=- 3164/734, 7 -8 =- 3588/878, 8 -9 =- 3768/856, 9 -10 =- 3944/831 BOT CHORD 2 -16=- 764/3395, 16 -17 =- 574/2963, 15- 17=- 574/2963, 15-18=-574/2963, 14- 18=- 574/2963, 14 -19 =- 328/2265, 19 -20 =- 328/2265, 13 -20 =- 328/2265, 13 -21 =- 477/2965, 12- 21=- 477/2965, 12 -22 =- 477/2965. 11- 22=- 477/2965, 10 -11 =- 662/3407 WEBS 3-16= 342/214, 5-16 =- 188/511, 5-14=-786/334, 6 -14= 352/1381, 6 -13 =- 354/1397. 7 -13 =- 803/337, 7 -11 =- 198/524, 9 -11= 347/218 NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 2) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times fiat roof load of 25.0 psf on overhangs �� „ED PROFF4 non - concurrent with other live loads. G I B E F 9 /O 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. <0 s lA 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 �� 2 will fit between the bottom chord and any other members, with BCDL = 5.Opsf. /.. • E 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jl =lb) 2 =497, 10 =441. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �'�O f' 10) "Fix heels only” Member end fixity model was used in the analysis and design of this truss. ORE 4 • 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 -0 � A 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 - 9 4i: B • G � 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). ��R S • �\` Continued on page 2 ( EXPIRATION DATE: 06/30/12 August 25,2010 4 / - A WARNING - Verify design pa ametua and READ NOTES OHMS AND INCLUDED MITER REFERENCE PAGE 1411-7473 rat. 10 BEFORE USE. =' Design valid for use only with MRek connectors. This design is based only upon parameters shown, and '6 for on individual budding component. Applicabiily of design paramenfers and proper Incorporation of component is responsibility of butdkrg designer - not Truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication. quality control, storage. delivery. erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB - e9 and BC51 Wilding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Leo Street, Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 • • Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 15 ROOF R32091366 B101123 A03 DBL. FINK 2 1 Job Reference (optional) Pro -Build Cladcamas Truss, Cladcamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:45:46 2010 Page 2 ID: ksj2C2KBXcZUa9vWI8Qxv4ykJf3- ksj2C2KBXcZUa9vW180xv4Sr1 Un2TBc6mgH1 DoykJt3 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- 10 = -70 Concentrated Loads (lb) Vert: 19=- 275(F) 20=- 275(F) • • Q WARNING • Vertf/ denign parameter-5 and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-74 TJ ray. 10 BEFORE USE. 1 Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is loran individual budding component. Applicabdily of design paramonters and proper incorporation of component is responsibdlty 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 b the responsibdlity of the MTek erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. Par general guidance regarding +o fabrication, quality control, storage. delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria. DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information evadable from Truss Plate Institute. 281 N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply CENTEX - SUMMERCREEK BLD 15 ROOF R32091367 B101123 A04 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 09:45:53 2010 Page 1 I D:1 Cehg RQ sum RVwEy sC62aiZykJey -1 C ehgRQaum RVwEysC62aiZE7 IFmcVY7N F UvxuykJey -1 -0-0 19-6-0 I 39-60 .0 0 19-6-0 19-6.0 Scar. • 1:75 3 5.6 = 8°017 15 14 . 16 • 3 u IIIIiN 56 . • h � J � ' - r * l lII - Sri2 = `/ = 50 54 53 52 51 50 4948 47 46 45 44 43 42 41 40 39 38 37 3635 34 33 32 31 30 29 5,12 346 = 346 = 39-60 39-60 Plate Offsets (X,Y): 12:0- 2- 2,Edge1, 19:0 -3-0,0 -3-01, 121:0 -3- 0,0-3- 01,128:0- 2- 2,Edge) LOADING (psf) 5,0 2 SPACING 2 -0-0 CSI DEFL in (roc) I /deft L/d PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0.57 Vert(LL) -0.00 1 n/r 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.53 Vert(TL) 0.00 1 n/r 180 BCLL 0.0 Rep Stress Incr NO WB 0.12 Horz(TL) 0.05 41 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Wind(LL) -0.00 1 n/r 90 Weight: 301 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3 -1 -2 oc purlins. BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 3 -3-15 oc bracing. OTHERS 2 x 4 DF Std G 'Except' WEBS 1 Row at midpt 15-42, 14-43, 13-44, 16 -41, 17 -40 MiTek recommends that Stabilizers and required cross bracing 15- 42,14- 43,13 - 44,12 - 45,11 - 46,10- 47,16- 41,17- 40,18- 39,19- 38,20 -37: 2 x 4 DF No.18Btr G be installed during truss erection, in accordance with Stabilizer WEDGE Installation guide. - Left: 2 X 6 SYP No.2, Right: 2 X 6 SYP No.2 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT REACTIONS All bearings 39-0-0. LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE (Ib) - Max Horz2= 138(LC 23) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Uplift All uplift 100 lb or less at joint(s) 43, 44, 45, 46, 47, 49, 50, 51, 52, 1. 53, 54, 41, 40, 39, 38, 37, 35, 34, 33, 32, 31, 30 except 2=- 2032(LC 18), 55=- 142(LC 23), 28=- 1987(LC 23), 29= 162(LC 24) Max Gray All reactions 250 lb or less at joint(s) 42, 43, 44, 45, 46, 47, 49, 50, 51, 52, 53, 54, 41, 40, 39, 38, 37, 35, 34, 33, 32, 31, 30 except 2= 2199(LC 15), 55= 306(LC 12), 28= 2116(LC 16), 29= 331(LC 13) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2- 3=- 4557/4411, 3 -4 =- 3690/3628, 4 -5 =- 3373/3306, 5 -6 =- 3049/3047, 6-7 =- 2734/2768, 7 -8 =- 2415/2486, 8 -9 =- 2124/2220, 9 -10 =- 1808/1945, 10 -56 =- 1523/1658, 11 -56 =- 1260/1394, 11 -12 =- 1232/1376, 12 -13 =- 934/1097, 13 -14 =- 637/823, 14 -15 =- 344/510, 15 -16 =- 344/506, 16 -17 =- 637/810, 17- 18=- 935/1076, 18 -19 =- 1232/1346, 1 19 -57 =- 1263/1399, 20 -57 =- 1524/1619, 20 -21 =- 1799/1897, 21 -22 =- 2124/2171, 22 -23 =- 2412/2438, 23 -24 =- 2713/2720, 24 -25 =- 3011/2998, 25 -26 =- 3315/3256, 26 -27 =- 3640/3579, 27 -28 =- 4511/4346 BOT CHORD 2-55=-3877/4044, 54 -55 =- 3192/3317, 53 -54 =- 2898/3077, 52 -53 =- 2658/2810, 51 -52 =- 2392/2544, 50-51=-2125/2277, 49 -50 =- 1858/2010, 48- 49=- 1594/1745, i1/4 PROF 47 -48 =- 1461/1612, 46 -47 =- 1327/1478, 45 -46 =- 1061/1212, 44- 45=- 794/945, '( s s 43 -44 =- 527/678, 42- 43=- 261/412, 41- 42=- 261/412, 40- 41=- 527/678, 39 -40 =- 794/945, � OAG ,9 /O 38 -39 =- 1061/1212, 37- 38=- 1327/1478, 36- 37=- 1461/1612, 35 -36 =- 1594/1745, / 2 34 -35 =- 1858/2010, 33- 34=- 2125/2277, 32- 33=- 2392/2543, 31- 32=- 2658/2810, � � 1 < • • PE 9 r 30- 31=- 2925/3077, 29 -30 =- 3192/3343, 28 -29 =- 3891/4043 WEBS 27 -29 =- 259/157 ...." / NOTES d r 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.0psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; ` ORE ./ N cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 " 'TF r a, 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry 1 M.: ER 2 Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. M F RS �\`� 3) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 4) Unbalanced snow loads have been considered for this design. - Continued on page 2 EXPIRATION DATE: 06/30/12 August 25,2010 1 t A WARNING • Verify design parameters and READ NOTES ON TIES AND INCLUDED filITEK REFERENCE PAGE 1111.74 rep. 10-VS BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, ands for an indtvidual building component. Pill Applicability of design poramenters and proper incorporation of component is responsibility of budding designer - not Truss designer. Bracing shown B for lateral support of incividual web members only. Additional Iemporaiy bracing to insure stability during construction is the responsrbdliy of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the bulding designer. For general guidance regarding fabrication, quality control. storage. delivery, erection and bracing, consult ANSI /TPII Duality Criteria, 059.89 and SCSI Building Component 7777 Greenback Lane. Suite 109 Solely Information available from Truss Plate Institute. 281 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights, CA. 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 15 ROOF R32091367 8101123 A04 GABLE 1 1 • Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:45:54 2010 Page 2 ID: VPC 3unRCf3ZMYO W2mpZpEmykJex- VPC3unRCf3ZMYO W2mpZpErnnikib7LyoHcyDSU LykJex NOTES 5) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1 -4 -0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 43, 44, 45, 46, 47, 49, 50, 51, 52, 53, 54, 41, 40, 39, 38, 37, 35, 34, 33, 32, 31, 30 except (jt =lb) 2 =2032, 55 =142, 28 =1987, 29 =162. 13) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) This truss has been designed for a total drag load of 200 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 39-0-0 for 200.0 pit. 15) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard A WARNING - Vey design parameters and READ NOTES ON swSAND INCLUDES) MITES REFERENCE PAGE M H'747a rev. 10-'08 BEFORE USE -M, Design valid for use only with MTek connectors. The design a based only upon parameters shown, and is for an individual budding component. Applicability of design paramenters and proper Incorporation of component Is responsibility of budding designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibdlity of the _ MTek, erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication, quality control. storage, delivery. erection and bracing, consult ANSI /TPI1 quality Criteria, 055.89 and BCSI Building Component 7777 Greenback Lone, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee S Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply CENTEX - SUMMERCREEK BLD 15 ROOF R32091368 8101123 B01 GABLE 1 1 - Job Reference (optional) Pro -Build Clackamas Truss, Cladramas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:46:00 2010 Page 1 ID: KYZK8gVzEvKVGJ_ C64gDU1ykJer- KYZK8gVzEvKVGJ _C64gDU11Ju7(HIgM9_rgnh_ykJer 71 -0-0 16-0-0 1 360-0 1740-0 1 0-0 160-o 160-0 1-0-0 Scab • 1.697 5.9 = 600 lir 14 13 f.1 IS 12 I6 5.6 G 11 17 10 - hilt 18 5,9 8 9 e 7 21 8 a s n Ai 24 3 I 25 5.12 = 50 49 48 41 46 45 44 43 42 41 40 39 38 31 38 35 34 33 32 31 30 29 28 5.12 360-0 38-0-0 Plate Offsets (X,Y): 12:0- 2- 2,Edge1.19:0- 3- 0,0 -3 -01, 119:0- 3- 0,0 -3- 01,126:0- 2- 2,Edge1, 139:0 -3 -0,0 -3-01 LOADING DING (Ps 25 0 SPACING 2 -0-0 CSI DEFL in (roc) I /deft Lid PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0.53 Vert(LL) 0.00 27 n/r 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.47 Vert(TL) 0.01 27 n/r 180 BCLL 0.0 • Rep Stress Incr NO WB 0.12 Horz(TL) 0.04 38 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Wind(LL) 0.00 27 n/r 90 Weight: 266 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 OF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3 -2 -13 oc purlins. BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 3 -6-8 oc bracing. OTHERS 2 x 4 DF Std G *Except' WEBS 1 Row at midpt 14 -39, 13-40, 15-38 MiTek recommends that Stabilizers and required cross bracing 14- 39,13 - 40,12- 41,11 - 42,10 - 43,15 - 38,16- 37,17 - 36,18 -35: 2 x 4 DF No.18Btr G be installed during truss erection, in accordance with Stabilizer WEDGE Installation guide. Left: 2 X 6 SYP No.2, Right: 2 X 6 SYP No.2 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT REACTIONS All bearings 36-0-0. LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE (Ib) - Max Horz 2=- 120(LC 8) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Uplift All uplift 100 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 - 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, _so) PR 33- 34=- 1593/1749 32- 33=- 1860/20 32-33=-1860/2015, 31 32 - 2127/2282, 30. 31 - 2393 � Cj tkol - , s s 8 / 29 -30 =- 2633/2815, 28 -29 =- 2927/3055, 26 -28 =- 3550/3749 � � NOTES 1ifilv 9 r 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.0psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 ' 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consul) qualified building designer as per ANSI/TPI 1 -2002. a O 6R GO. 3) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 A ?, - 4) Unbalanced snow loads have been considered for this design. '9 tiJBE - 2/ <(j 5) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs __ non - concurrent with other live loads. �� S. '` ` 6) All plates are 2x4 MT20 unless otherwise indicated. _ C7a bottom chord bearing. EXPIRATION DATE: 06/30/12 August 25,2010 4 A WARNING - Verify co M coign parameters and READ NOTES ON T AND INCLUDED MIMIC REFERENCE PAGE M11'7473 rev. 10 -1)8 BEFORB USE. -_e Design valid for use only with MiTek connectors. This design h based only upon parameters shown, and h for an individual budding component. Applicability of design paramenters and proper incorporation of component is responsibiity of budding designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MTek• erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing. consult ANSI /TP11 quality Criteria, DS13.89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information evadable from Truss Plate Institute, 281 N. Lee Sheet. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply CENTEX - SUMMERCREEK BLD 15 ROOF R32091368 B101123 001 GABLE 1 1 • Job Reference (optional) Pro -Build Clackamas Truss, Cladeamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:46:01 2010 Page 2 I D:o17jMAWc ?DSMuSZOgn BSOFykJeq- ol7jMAWc ?DSMuSZOgnBSOFZUex? WU7cJDVO KDRykJeq NOTES 8) Gable studs spaced at 1-4 -0 oc. • 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 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 grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 36-0 -0 for 200.0 plf. 15) "Fix heels only Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • .1 r A WARNING - Verify design parameters and READ NOTES ON 77118 AND INCLUDED MITER REFERENCE PAGE na1.747J reo. 10 -'08 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual budding component. e Applicability of design peram enters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stobdity during construction is the responsbllity of the MiTek. erector. Additional permanent bracing of the overall structure Is the responsibility of the budding designer. for general guidance regarding fabrication. quality conirot, storage. delivery. erection and bracing, consult ANSI/TPI1 quality Criteria. DSB.89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Street, Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 15 ROOF R32091369 8101123 B02 DBL. FINK 7 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:46:02 2010 Page 1 I D:Gxh5Z WX EmXaDVc8aE VIhZSykJep -Gxh5Z WX EmXaDVc8aE V hZS6YWxHU DT1 SS99tmtykJep 1.0.0 8-4.4 I 12.2.2 I 18.0-0 I 23.9-14 I 29 -7 -12 I 38-0-0 17 -0-q -0-o 8-4.4 5-9.14 5.9-14 5 -9 -14 5-9 -14 6.4.4 1 -0-0 6ceb • 1:69 2 586 = 600117 6 3,4i 386 G 381 5 7 388 C 4 8 4 '4 4 d h4 � 2840 2 (Allikka 10 , 3 16 17 18 15 19 14 20 13 21 22 12 4812 = 384 = 444 = 5812 141 = 484 = 341 = 4812 I 7 43.4 I 14.5-1 I 21.5-15 I 28.5-12 1 38-0-0 7-8.4 13-11 -14 8-11 -14 6 -11 -14 7.6.4 Plate Offsets (X,Y): 12:0- 0- 10,Edge), 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 /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.97 Vera ( 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 ( ) BCLL 0.0 • Rep Stress Incr NO WB 0.56 Horz(TL) 0.17 10 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight: 178 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 9 -1 -8 oc bracing. WEBS 2 x 4 DF No.1 &Blr G 'Except' MiTek recommends that Stabilizers and required cross bracing 3- 16,5- 15,7 - 13,9 -12: 2 x 4 DF Std G be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 2= 1960/0 -5 -8 (min. 0-2-1), 10= 1960/0 -5-8 (min. 0-2-1) Max Horz 2= 120(LC 7) Max Uplifl2=- 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 SOT CHORD 2 -16 =- 698/3134, 16 -17 =- 525/2752, 17- 18=- 525/2752, 15- 18=- 525/2752, 15 - 19 = 298/2109,14 -19 =- 298/2109,14 -20 =- 298/2109,13 -20 =- 298/2109, 13 -21 =- 435/2752, 21 -22 =- 435/2752, 12 -22 =- 435/2752, 10- 12=- 578/3134 WEBS 3-16=-309/195, 5-16=-170/449, 5 -15 =- 735/306, 6-15 =- 328/1307, 6 -13 =- 328/1307, 7-13=-735/307, 7- 12=- 170/449, 9 -12 =- 309/196 NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.0psf; h =25ft; Cat. 11; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 2) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 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. �_ED PROF 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0 -0 wide �'‘ G N will fit between the bottom chord and any other members, with BCDL = 5.0psf. . s� �\ N 9 �2 8) A plate rating reduction of 20% has been applied for the green lumber members. CV - 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt =lb) i. 1 •,1:= r 2 =467, 10 =467. /// % 4 '" 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 40 OR - • .- 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 '• _k responsibility of others. 4, / 2 1 , 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). G 2i RS. 1 ‘ Continued on page 2 ( EXPIRATION DATE: 06/30/12 J August 25,2010 Q IAdR - Verify design parameters and READ NOSES ON MIS AND INCLUDED NITER REFERENCE P4GB ltl l -747 rev. 10 -108 BEFORE U551. 0 • NINU Design valid for use only with Mlek connectors. The design is based only upon parameters shown, and h for an individual budding component. Applicability of design paramenters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown is tor lateral support of individual web members only. Additional temporary bracing to insure stablity during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication. quality control, storage. delivery. erection and bracing. consult ANSI /TPI1 quality Criteria, DSB -139 and BCSI Building Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Institute. 281 N. lee sreel. Suite 312. Alexandria, VA 22314. Citrus Heights, CA. 95810 Job Truss Truss Type Oty Ply CENTEX - SUMMERCREEK BLD 15 ROOF R32091369 8101123 802 DBL. FINK 7 1 • Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:46:02 2010 Page 2 ID:Gxh5ZWXEmXaDVc8aEV hZSykJep- Gxh5ZWXEmXaDVc8aEV hZS6YWxHUDT1 SS99tmtykJep LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (pit) Vert: 2- 17 =10, 17- 18 = -50, 18- 19 = -10, 19- 20 = -50, 20- 21 = -10, 21- 22 = -50, 10- 22 = -10, 1- 6 = -70, 6- 11 = -70 Concentrated Loads (lb) - Vert: 19=-275(F) 20=-275(F) • • . 4 A WARNING • Verify deign parameters evict READ NOTES ON MIS AND INCLUDED MIRK REFERENCE PAGE MII•7470 rev. 10-'08 BEFORE USE. IMA Design valid for use only with MiTek connectors. This design is besed only upon parameters shown, and is for an individual building component. ApplIcabdity of design commenters 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 stabiity during construction is the responsibility of the MiTele erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding labricatlon, 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 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 - SUMMERCREEK BLD 15 ROOF R32091370 B101123 B03 GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladramas,OR 97015 -1129 7.240 B Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:46:08 2010 Page 1 I D:552MgZc7M N KM DXbkamp5pjykJej- 552MgZc7 MNKMDXbkamp5pjMhtL09cILLgScCzXykJej 1.0 -0 18-0-0 I 36.0-0 17.0.1 .o o l 16.00 18-0.0 1.0.0 , 54.4.1697 5.6 = 600 17 14 13 rl 15 12 16 11 7 5x6 4 0 18 5xe g _ 19 a 20 7 21 3 I � 6 n 2 5 . 24 25 4 3 1 5412 = 50 49 46 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 5412 36-0-0 38-0-0 Plate Offsets (X,Y): 12:0-2- 2,Edael, 19:0- 3- 0,0 -3 -01, 119: 0 -3- 0,0-3- 0),126:0- 2- 2,Edge),139:0 -3 -0,0 -3-01 TCLL ADING (psf) 5,0 2 SPACING 2 -0 -0 CSI DEFL in (roc) I /deft Lid PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0.53 Vert(LL) 0.00 27 n/r 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.47 Vert(TL) 0.01 27 n/r 180 BCLL 0.0 Rep Stress Incr NO WB 0.12 Horz(TL) 0.04 38 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Wind(LL) 0.00 27 n/r 90 Weight: 266 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 purlins. BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 3 -6-8 oc bracing. OTHERS 2 x 4 DF Std G 'Except' WEBS 1 Row at midpt 14 -39, 13-40, 15 -38 MiTek recommends that Stabilizers and required cross bracing 14- 39, 13- 40,12 - 41,11- 42,10 - 43,15 - 38,16- 37,17- 36,18 -35: 2 x 4 OF No.18BIr G be installed during truss erection, In accordance with Stabilizer WEDGE Installation guide. Left: 2 X 6 SYP No.2, Right: 2 X 6 SYP No.2 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT REACTIONS All bearings 36 -0-0. LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE (Ib) - Max Horz2=- 120(LC 8) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Uplift All uplift 100 lb or less at joint(s) 40, 41, 42, 43, 44, 45, 46, 47, 48, - 49, 38, 37, 36, 35, 34, 33, 32, 31, 30, 29 except 2=- 1882(LC 18), 50= 133(LC 23), 26=- 1885(LC 25), 28=- 133(LC 24) Max Gray All reactions 250 Ib or less at joint(s) 39, 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 38, 37, 36, 35, 34, 33, 32, 31, 30, 29 except 2= 2043(LC 15), 50= 287(LC 12), 26= 2043(LC 16), 28= 287(LC 13) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2- 3=- 4203/4077, 3-4 =- 3378/3331, 4 -5 =- 3059/3039, 5-6 =- 2737/2759, 6-7 =- 2422/2481, 7- 8=- 2116/2203, 8 -9= 1815/1921, 9 -10 =- 1511/1639, 10 -11 =- 1232/1366, 11 -12 = 935 - 13 =- 638/814,13 -14 =- 3451502,14 -15 =- 345/498,15 -16= 638/801, 16 -17 =- 935/1067, 17- 18=- 1232/1336, 18 -19 =- 1511/1600, 19- 20=- 1815/1874, 20 - 2 1 = 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, i1/4 PROF 37 -38 =- 526/682, 36 -37 =- 793/948, 35- 36=- 1059/1215, 34- 35=- 1326/1482, '' s 33 -34 =- 1593/1749, 32- 33=- 1860/2015, 31 -32 =- 2127/2282, 30- 31=- 2393/2549, <3 .4GINE; s � o 29 -30 =- 2633/2815, 28- 29=- 2927/3055, 26 -28 =- 3550/3749 ,, / 2 .- 9 NOTES 16�'J r 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; ' cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 �/� 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry - Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. • ORE l''• ■ Cb 3) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 A ' ,` . / 4) Unbalanced snow loads have been considered for this design. '9 / 2 - EC, 5) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 limes flat roof load of 25.0 psf on overhangs MF S-1\‘'° non - concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Ga re ui es continuous bottom chord bearing. EXPIRATION DATE: 06/30/12 August 25,2010 1 r MM ® WARNING • Verify design parmnctere and READ NOTES ON MIS AM) INCLUDED NITER REFERENCE PAGE MH.74 73 rcv. 10-'08 BEFORE USE. " Design valid for use only with Mick connectors. This design is based only upon parameters shown, and Is for an Individual budding component. Mil Applicability of design poram en tors and proper Incorporation of component is responsibiily of budding designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibdlity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication, quality contra', storage. delivery. erection and bracing. consult ANSI /TPII Quality Crileda, 058.89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA. 95810 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 15 ROOF R32091370 B101123 803 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 09:46:09 2010 Page 2 I D:ZHdk 1 vcd7gS DrhAw8TKKLxykJei -ZHckt vcd7gSDrhAw8TKKLxvsdlkOLlb U3IMIWzykJei NOTES 8) Gable studs spaced at 1-4 -0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 38, 37, 36, 35, 34, 33, 32, 31, 30, 29 except (jt =lb) 2 =1882, 50 =133, 26 =1885, 28 =133. 13) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) This truss has been designed for a total drag load of 200 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag toads 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 e � r A WARNING Verify design pansmet ers and READ NOYES ON MIS AND INCLUDED MITER REFERENCE PAGE MI1-7473 nee, 10 - BEFORE USE. Design valid for use only with MiTek connoc tors. This design is based only upon parameters shown, and is for an individual budding component. Applicability of design paramenters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabdily during constructions the rosponsibdlity of the Miele erecter. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding .e fabrication. quality control, storage, delivery. erection and bracing, consult ANSI /TPIl quality Crlferla. DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights. CA, 95610 Job Truss Truss Type Qty Ply CENTEX- SUMMERCREEKBLD15ROOF R32091371 B101123 CO1 GABLE 1 1 - Job Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:46:12 2010 Page 1 I D:zsltfxfVO bgoi9uVpbu lzZykJef- zsltfxf VQbgoi9uVpbul zZWUEuMY48wliaP6lykJef 11 :00-T11 17.0.0 i 34.0.0 I 17 -0.0 17-0.0 4.4 = 541e•1:67.4 ace 1. 13 -' IS 12 Ie 3.6 G 11 17 7.6 9 1111 1 : i11121 19 6 22 • 5 27 4 = t 24 ....11/111111111111111111 Il 2. 3.6 = 40 47 46 45 4 43 42 41 40 39 3e 37 36 35 34 33 32 31 30 29 28 27 he are = 34-0.0 I 34-0.0 Plate Offsets (X,Y): 19:0- 2- 1,Edge), 119:0- 2- 1,Edge) LOADING DING (Ps 25 0 SPACING 2 -0-0 CSI DEFL in (hoc) 1 /deg Lid PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0.12 Vert(LL) -0.01 1 n/r 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.07 Vert(TL) -0.00 1 n/r 180 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.01 26 n/a n/a BCDL 5.0 Code IBC2006/TP12002 (Matrix) Wind(LL) -0.00 1 n/r 90 Weight: 236 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.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. OTHERS 2 x 4 DF Std G *Except' WEBS 1 Row at mldpt 14 -37 14- 37,13- 38,12 - 39,11- 41,15. 36,16- 35,17 -34: 2 x 4 DF No.18Btr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 34 -0 -0. (lb) - Max Horz 2= 123(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 2, 38, 39, 41, 42, 43, 44, 45, 46, 47, 36, 35, 34, 33, 32, 31, 30, 29, 28 except 48=- 110(LC 7), 27=- 130(LC 8) Max Gray All reactions 250 lb or less at joint(s) 26, 2, 37, 38, 39, 41, 42, 43, 44, 45, 46, 47, 36, 35, 34, 33, 32, 31, 30, 29, 28 except 48= 285(LC 1), 27= 310(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/I 1 -2002. 3) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1 -4 -0 oc. �� PROFe 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. '� 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 l ..' ). E6:9 /O 2 • will fit between the bottom chord and any other members. CV 11) A plate rating reduction of 20% has been applied for the green lumber members. ":: • 0 . E 9 (---- 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 38, 39, 41, 42, 43, 44, 45, 46, 47, 36, 35, 34, 33, 32, 31, 30, 29, 28 except (jt =lb) 48 =110, 27 =130. �j 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. / LOAD CASE(S) Standard . 1. ,..k , • 2 1 r ' `MF S . IN I EXPIRATION DATE: 06/30/12 August 25,2010 1 ■ A WARNINO - Verify design parameters and READ NOTES ON 31115 AND INCLUDED MITSK REPIR res. PAOBMII.7473 s 10-'08 BEFORE t/Sb. =� Design valid far use only with MiTek connectors. This design h based only upon parameters shown. and h for an individual buiding component. Applicablity of design paamenfers and proper incorporation of component is responsibility of buiding designer - not truss designer. Bracing shown is for lateral support of individual web members only. A dditional temporary bracing to insure slabiity during construction h the responsibility of the MiTek' erector. A dditional permanent bracing of the overall structure is the responsibility of the buiding designer. For general guidance regarding .o..,.,..•..o...- fabrication. quality control, storage, delivery, erection and bracing. consult ANSI /TP11 Quality Criteria, DSB -89 and SCSI Building Component 7777 Greenback Lane, Suite 709 Safely Information °voluble from Truss Plate Institute. 281 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply CENTEX - SUMMERCREEK BLD 15 ROOF R32091372 8101123 CO2 DBL. FINK 5 1 • Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:46:13 2010 Page 1 I D: R2rFtHf7AvyfKITTNJPG VnykJee- R2rFtHf7AvyfKfTINJPGVn3UJMzgH Rt4zMKzfkykJee 11.0 -0 a -0.6- I 11.6-2 I 17-0-0 I 22 -514 I 27-11 -12 I 34.0-0 I 1 -QO 6 -0.4 5-5-14 5-5-14 5 -5-14 5-5 -14 6 -0.4 Scab 4 1.65 0 448 e fi 12 3N 344'` 5 21 7 348 i a 4 6-5 2.,4 \\ 4:11 /Al h1 // 6 9 of �iz ( . r 14 15 16 13 17 12 18 11 19 20 10 5110 = 354 = 454 = 548 W6 = 454 = 354 = 5410 = I 7 -1.7 138-8 20-3.8 I 26-10 -9 I 34-00 I I I 7 -1-7 6 -7 -1 ea -1 66- -1 7 -1 -7 Plate Offsets (X,Y): 12:0- 1- 15,Edgel, 16:0- 3- 0,0 -1 -81, 19:0- 1- 15,Edgel. 111:0- 1- 8,0 -2 -01, 113:0- 1- 8,0 -2 -01 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) 1 /deft Lid PLATES GRIP TCLL 25.0 (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 Inc: NO WB 0.55 Horz(TL) 0.15 9 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight: 168 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.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 during truss erection, in accordance with Stabilizer Installation guide REACTIONS (lb /size) 2= 1866/0 -5 -8 (min. 0 -2 -0), 9= 1777 /Mechanical . Max Horz 2= 123(LC 7) Max Uplitt2=- 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=- 3438/721, 3-4 =- 3283/743, 4 -5 =- 3126/762, 5-21=-2802/650, 6-21 =- 2792/668, ' 6-7 =- 2803/671, 7 -8 =- 3297/774, 8 -9 =- 3451/733 BOT CHORD 2-14=-669/2963, 14- 15=- 509/2616, 15- 16=- 509/2616, 13- 16=- 509/2616, 13 -17 =- 295/2009, 12 -17 =- 295/2009, 12 -18 =- 295/2009, 11 -18 =- 295/2009, 11 -19 =- 426/2619, 19- 20=- 426/2619, 10 -20 =- 426/2619, 9- 10=- 583/2977 WEBS 3-14=-286/183, 5-14=-157/407, 5-13=-667/288, 6-13=-312/1223, 6-11=-314/1242, 7-11=-687/292, 7 -10 =- 169/422, 8 -10= 292/188 NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.0psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 2) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times fiat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. � PR Ores, 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 co �G will fit between the bottom chord and any other members, with BCDL = 5.0psf. C;C NGIN • rf> O 7) A plate rating reduction of 20% has been applied for the green lumber members. \ (G 9 8) Refer to girder(s) for truss to truss connections. 4 4/ � 2 y 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt =lb) Q 1;a: r 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 .15?' ` / • 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 Ai Cc OR • • \ A -k responsibility of others. .9 ' _ eL1 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). U M FR S. I \ N ▪ Continued on page 2 ( EXPIRATION DATE: 06/30/12 August 25,2010 • A WARNING . Verify design parmneta and REM) NOYES ON 1W11S AND INCLUDED MITER PAGE MU-7473 rev, 10. BEFORE USE. �'� u Design valid for use only with Welt connectors. This design a based only upon parameters shown. and is for an individual budding component. Appllcabtity of design param enters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabiity during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication. quality conhd, storage. delivery, erection and bracing, consult ANSI /IPI1 Quality Criteria, D5B -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information avaiable from Puss Plate Institute. 281 N. Lae Street. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 15 ROOF R32091372 B101123 CO2 DBL. FINK 5 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:46:14 2010 Page 2 I D:wFPd4dgIxD4 WxS2ux0wV2.JrkJed- wFPd4dgtxD4 W%S2uxowV2_cf3mJvou7 DC 03WBAykJed LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 2- 15=10, 15- 16o-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 • r A WARNING - Verify deign parameters and READ NOTES ON 17.118 AND INCLUDED DBIEK REFERENCE PAGE 181 -7470 re. I0-'O8 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual budding component. Applicabdity of design commenters and proper incorporation of component Is responsibility of budding designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbdlity of the MiTeke erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding POW.. ,e fabrication. quality control, storage. delivery, erection and bracing, consult ANSI /TPI1 Qualify Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, suite 109 Safety Information evadable from Truss Plate Institute, 281 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 15 ROOF R32091373 B101123 CO3 DBL. FINK 4 1 ' Job Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:46:15 2010 Page 1 ID:ORz ?IzhOi WC NZcd4VkRkbCykJec-O Rz ?IzhOiWC NZcd4VkRkbCBpsAf81 LPNRgp3jdykJec 1{1 -0-0 8 -0-4 I 11 -8-2 1 17 -a0 I 22 -5.14 1 27.11.12 1 34 -0-0 ? 5-0-9 1.0 -0 6.0.4 5-5-14 5-5-14 5-5-14 5-5-14 6 -0-4 1.0-0 Scab • 1:65 5 4.6 6 61:0 12 3.4 G 3.4 5 7 3.6 i 3.6 J r 4 8 2.4 \\ 4 . 2.48 :/ 9 2 0 ill \ U r1 .. - 1 a •-' 18 17 18 15 19 14 20 13 21 n 12 a 5.111 = 3.4 = 4.4 = 5a8 W B = 4.4 = 3.4 = 5.10 = I 7-1-7 I 13-88 I 20-3.8 I 2610.9 1 34-0.0 1 7 -1 -7 6 -7.1 6-7 -1 6.7.1 7.1.7 Plate Offsets (X,Y): 12:0- 1- 15,Edgel. 16:0- 3- 0.0 -1 -81, (10:0- 1- 15,Edgel, 113:0- 1- 8.0 -2 -01, 115:0- 1- 8.0 -2 -01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (hoc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.80 Vert(LL) - 0.35 13-15 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.96 Vert(TL) -0.62 13-15 >645 180 TCDL 10.0 Rep Stress Incr NO WB 0.55 Horz(TL) 0.15 10 n/a n/a BCLL 0.0 • Code IBC2006/TPI2002 (Matrix) Weight: 169 lb FT = 10% BCDL 5.0 LUMBER BRACING TOP CHORD 2 x 4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2 -9 -7 oc purlins. 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 DF 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 Harz 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 =- 3435/720, 3-4 =- 3279/742. 4 -5 =- 3123/761, 5 -6 =- 2799/668, 6 -7 =- 2799/668, 7- 8=- 3123/761, 8 -9 =- 3279/743,9 -10= 3435/720 BOT CHORD 2 -16= 659/2960, 16.17 =- 499/2613, 17- 18= 499/2613, 15-18= 499/2613, 15 -19 =- 285/2006, 14- 19=- 285/2006, 14 -20 =- 285/2006, 13.20 =- 285/2006, 13- 21= 415/2613, 21- 22= 415/2613, 12 -22 =- 415/2613, 10- 1 2=- 546/2960 WEBS 3-16= 286/183, 5-16 =- 157/407, 5 -15 =- 682/288, 6 -15= 312/1238, 6-13 =- 312/1238, 7 -13 =- 682/288, 7 -12=- 158/407, 9 -12= 286/183 NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 2) TCLL: ASCE 7 -05; P1 =25.0 psf (fiat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� PR OF S 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide E D will fit between the bottom chord and any other members, with BCDL = 5.Opsf. 't N E� 4'' 7) A plate rating reduction of 20% has been applied for the green lumber members. !� '9 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt =lb) � / • 2 - • 2 =447, 10 =447. j . 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 - i 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 � '0 Jo', of others. 5 \ � 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 1 ' R 2' • < e.e &.R S . 1 \ NC' Continued on page 2 ( EXPIRATION DATE: 06/30/12 August 25,2010 e1 4 A WARNING - Verify design parameters and READ NOTES ON TUTS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. I0' BEFORE USE. NMI Design valid for use only with MiTek connecters. Th8 design is based only upon parameters shown, and h for an individual budding component. Applicability of design paramenters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown ;� Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction n the responsibility of the MiTek • erector. A dditional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding facatio qualntrol, str oag. deiry, ve eectawlg, consult ASI /TPI Glty Criteria. DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Sala Inlorm allon ify av from e Truss l Plate In ion 281 and N. br Lee Street. Suite 312, N Alexandria, ual VA 22314. Citrus Heights, CA. 95810 Job Truss Truss Type Qty Ply CENTEX - SUMMERC REEK BLD 15 ROOF R32091373 B101123 CO3 DBL. FINK 4 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladramas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:46:15 2010 Page 2 ID:ORz ?IzhOi WC NZcd4VkRkbCykJec-ORz ?IzhOiW C NZcd4VkRkbC8psAf81 LPNRgp3jdykJec LOAD CASE(S) Standard = 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (pit) Vert: 2- 17 =10, 17-18=-50,18-19=10, 19- 20 = -50, 20- 21 = -10, 21- 22 = -50, 10- 22 = -10, 1- 6 = -70, 6- 11 = -70 Concentrated Loads (lb) Vert: 19=-275(F) 20=-275(F) • A WARNING - Verify deign parameters and READ NOTES ON 7VIS AND INCLUDED NITER REFERENCE PAGE MII.747J rco. 10-'08 BEFORE USE. MIA Design valid for use only with MiTek connectors. Tha designs based only upon parameters shown, and is for an individual budding component. Applicability of design param enters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction a the responsibBlity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding labrica lion, quality control, storage, delivery, erection and bracing, consult ANSI /TPII Quality Criteria, 059 -89 and BCSI Building Component 7777 Greenback Lone, Suito 109 Safety Information available from Truss Plate Institute. 281 N. Lee Street. Suite 312, Alexandria. VA 22314. Citrus Heigh6, CA, 95610 • Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 15 ROOF R32091374 • B101123 C04 GABLE 1 1 . Job Reference (optional) Pro -Build Clackamas Truss, Cladtamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:46:21 2010 Page 1 ID:CbKGY0m81MzWHX5Er - Y8gTykJeW- CbKGY0m81MzWHX5Er Y8gTOwhbrw990FpcGOxGykJeW .1 1 17.0-0 1 34.0.0 t•a0 17.0.0 17.0.0 04 w Scala .1.67.4 600 r2 14 13 15 1$ - 16 316 G 11 - - 17 3.6 9 10 _ = i6 19 7 _ 21 J 6 22 • 6 23 4 24 3 - r ■■ ■1 L. 7. 5110 = 48 47 48 45 44 43 42 41 40 3e 3e 37 36 35 34 33 32 31 30 29 28 27 6x10 = 3r6 = 1 34.0.0 34-0.0 Plate Offsets (X,Y): 12:0.1- 15,Edael,19:0-2- 1,Edae), (19:0.2- 1,Edgel, 126:0- 1- 15,Edgel LOADING (psf) SPACING 2 -0-0 CSI DEFL in (hoc) 1 /deft L/d PLATES GRIP TCLL 25.0 (Roof Snow =25.0) Plates Increase 1.15 TC 0.46 Vert(LL) -0.00 1 n/r 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.43 Verl(TL) 0.00 1 n/r 180 BCLL 0.0 • Rep Stress Incr YES WB 0.13 Horz(TL) 0.04 37 n/a n/a BCDL 5.0 Code IBC2006/TP12002 (Matrix) Wind(LL) -0.00 1 n/r 90 Weight: 236 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3 -4 -0 oc purlins. BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 3 -6 -15 oc bracing. OTHERS 2 x 4 DF Std G 'Except' WEBS 1 Row at midpt 14 -37 14- 37,13- 38,12- 39,15- 36,16 -35: 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 bearings 34-0-0. SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. (Ib) - Max Harz 2= 123(LC 23) Max Uplift All uplift 100 lb or less at joint(s) 38, 39, 41, 42, 43, 44, 45, 46, 47, 36, 35, 34, 33, 32, 31, 30, 29, 28 except 26=- 1735(LC 23), 2=- 1772(LC 18), 48=- 141(LC 23), 27=- 161(LC 24) Max Gray All reactions 250 lb or less at joint(s) 37, 38, 39, 41, 42, 43, 44, 45, 46, 47, 36, 35, 34, 33, 32, 31, 30, 29, 28 except 26= 1862(LC 16), 2= 1946(LC 15), 48= 315(LC 12), 27= 340(LC 13) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2- 3=- 3968/3846, 3-4 =- 3063/3031, 4 -5 =- 2718/2738, 5 -6 =- 2432/2458, 6 -7 =- 2116/2179, 7 -8 =- 1817/1901, 8-9=-1519/1622, 9 -10 =- 1247/1359, 10 -11 =- 1232/1344, 11 -12 =- 933/1065, 12 -13 =- 637/790, 13 -14 =- 343/479, 14 -15 =- 344/475, 15 -16=- 637/777, 16-17=-933/1044, 17-18=-1233/1314, 18-19=-1222/1320, 19-20=-1519/1584, 20 -21 =- 1817/1859, 21.22 =- 2116/2137, 22- 23=- 2414/2416, 23 -24 =- 2676/2665, 24-25=-3037/2988, 25-26=-3928/3784 BOT CHORD 2-48=-3380/3526, 47 -48 =- 2660/2766, 46 -47 =- 2377/2526, 4546 =- 2127/2259, 44- 45=- 1860/1993, 43- 44=- 1593/1726, 42- 43=- 1327/1459, 41- 42=- 1060/1193, 40 -41 =- 793/926, 39- 40=- 553/686, 38- 39=- 527/659, 37 -38 =- 260/393, 36 -37 =- 260/393, 35- 36=- 527/659, 34 -35 =- 793/926, 33 -34 =- 1060/1193, 32-33=-1327/1459, 31-32=-1593/1726, 30-31=-1860/1993, 29-30=-2127/2259, 28-29=-2393/2526, WEBS 3-48=-253/148, 25-27=-265/157 93/3526 � \c ' « 3 1 N - s /O2 NOTES � - 9 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.0psf; h =25ft; Cal. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; .� 4.r• :.1, • cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 / 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. 3) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 1� • , i o 4) Unbalanced snow loads have been considered for this design. % ;j � A 5) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times Oat roof load of 25.0 psf on overhangs non- concurrent with other live loads. .... it„, .. - 6) All plates are 2x4 MT20 unless otherwise indicated. FR S . S% 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1 -4 -0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ( EXPIRATION DATE: 06/30/12 Continued on page 2 August 25,2010 e 4 r A WARNING - Verify designparameters and READ NOTEESONTUTS AND INCLUDED 09IEK REFERENCE PAGE (411-7478rcc.I0-'08 BEFORE USE. �' Design valid for use only with Mnek connectors. this design is based only upon parameters shown. and is for an individual building component. Applicability of design paramenlers and proper incorporation cf 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 slablily during construction k the responsibility of the MiTek• erector. Additional permanent bracing of the overall structure a the responsibility of the building designer. For general guidance regarding .., ..- fabricatlon, quality control. storage. delivery. erection and bracing, consult ANSI /TP11 Quality CrItelta, DSB.89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suito 312. Alexandria. VA 22314. Citrus Heights. CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 15 ROOF R32091374 8101123 C04 GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Cleckamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:46:21 2010 Page 2 I D:CbKGY0m81Mz WHX 5Er_Y8gTykJeW- CbKGYOm 81Mz WHX5Er _Y8gTOwhbrw990FpcGOxGykJeW NOTES 10) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 38, 39, 41, 42, 43, 44, 45, 46, 47, 36, 35, 34, 33, 32, 31, 30, 29, 28 except Qt =1b) 26 =1735, 2 =1772, 48 =141, 27 =161. 13) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) This truss has been designed for a total drag load of 200 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 34 -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 - VerTJ), design par-Ganef and READ NOTES ON THIS AND INCLUDED IMITEK REFERENCE P40131411-7473 rora. 10 -'08 BEFORE USE. Design valid for use only with MiTek connectors. This design h based only upon parameters shown, and is for an Individual budding component. Applicability of design paramenters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction k the responsibility of the MiTek" erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding .e PIEMISMN, fabrication. quality control, storage, delivery, erection and bracing, consult ANSI /TP11 Qualify Crllorie, DSB -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information evadable from Truss Plate Institute. 281 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 15 ROOF R32091375 B101123 001 GABLE 1 1 • Job Reference (optional) Pro -Build Clackamas Truss, Cladsamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc Wed Aug 25 09:46:22 2010 Page 1 I D: hnufmMmn3g5NvhfOPi3NNgykJeV- hnufmMmn3g5Nvhfa Pi3NNgxA ? ?GOuekP2G ?xTjykJeV 1 -1.40 1 4 -1 -10 1 7 -10-6 1 12 -0-0 13.0.0 1 -0 -0 4 -1 -10 3.8.12 4.1 -10 1-0-0 ' 46 = Scale • 1 5.6 G 0-4 II 6 4 ; 5 i V � Y � a N `\ 7 214 II 9COlx 2.4 11 V 3 18 14 a 1 2 A A A IA WM `e N III N IN lit s 1 .11. ■ 4 3x6 II 13 12 11 10 316 II 214 II 2,4 II 2x4 II 23(4 II 1 4 -1 -10 1 7.10-8 I 12.110 1 4 -1 -10 3-8-12 4-1-10 Plate Offsets (X,Y): 12:0- 3- 0,0 -0- 41,14:0.1- 11,0.1- 121,(6:0 -3 -0,0 -0-81, 18:0 -3- 0,0-0.41 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (hoc) I /deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.17 Vert(LL) 0.01 9 n/r 180 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.09 Vert(TL) 0.01 9 n/r 180 TCDL 10.0 Rep Stress I ncr NO WB 0.06 Horz(TL) 0.00 8 n/a n/a BCLL 0.0 • Code IBC2006/TPI2002 (Matrix) Wind(LL) -0.00 9 n/r 90 Weight: 53 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, except SOT CHORD 2 x 4 DF No.1 &Btr G 2 -0-0 oc purlins (6-0-0 max.): 4 -6. OTHERS 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2 x 4 DF Std, Right: 2 x 4 DF Std be installed during truss erection, in accordance with Stabilizer Installation guide. . REACTIONS All bearings 12 -0-0. (Ib) - Max Horz 2= -88(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 2, 8, 12, 13, 11 except 10=- 119(LC 8) Max Gray All reactions 250 lb or less at 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= 3.0psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. 3) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1, Lu =50-0 -0 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times fiat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) Gable requires continuous bottom chord bearing. �� 0 �F PR e 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. �' G� , E , 10 • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0-0 wide �� / F 9 � will fit between the bottom chord and any other members. �r •e- 11) A plate rating reduction of 20% has been applied for the green lumber members. • E, 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8, 12, 13, 11 except (jt =lb) 10 =119. 13) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. l 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. ,, ORE /r A LOAD CASE(S) Standard 9`A. S �` ` G› EXPIRATION DATE: 06/30/12 August 25,2010 r4 ► A WARNING - Ver(fg design parameters and READ NOTES ON THIS AND INCLUDED AMER REFERENCE PMOBM11 -7473 rep. 10 BEFORE USE. �" Design valid for use only with MTek connectors. Thk design is based only upon parameters shown. and is for an Individual budding component. Applicability of design paramenters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability durkrg construction c 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 contrcl, storage, delivery, erection and brachg, consult ANSI /TPII quality Criteria, 008 -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 15 ROOF R32091376 8101123 002 COMMON 1 - Job Reference (optional) Pro -Build Clackamas Truss, Cladsamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:46:25 2010 Page 1 ID:5ManONpfMbTym 80 ?4gd47JykJeS -5Man0 NpfMbTym80 ?4gd4 ?JZcwC 7V5wxrkE Eb42ykJeS 1 -1 -0-0 I 6 -0-0 1 12-0-0 I 1 -0 -o 6.0.0 6 -0.0 459 I Sub • 1:33.7 3 Pi • 6 800 12 J lk 4 2 e4 min limmu_Il lll llmmilih *MI 6 9 OM 6 10 11 4 8 60526 HUS26 3.6 I I 60526 60526 ER 1.9 O HU526 1 6.0-0 12 -00 1 1 6 -0.0 6 -0-0 Plate Offsets (X,Y): (2:0- 1- 6.0 -2 -01, 14:0 -1- 6,0-2- 01,15:0- 5- 0.0 -1 -81 LOADING (psf) TCLL 25.0 SPACING 2 -0-0 CSI DEFL in (hoc) I /deft Lid PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0.51 Vert(LL) -0.08 4 -5 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.70 Vert(TL) -0.17 4 -5 >808 180 BCLL 0.0 • Rep Stress Incr NO WB 0.35 Horz(TL) 0.02 4 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight: 105 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 5 -9 -6 oc puffins. BOT CHORD 2 X 6 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2 x 4 DF No.188tr G REACTIONS (lb /size) 4= 5600/0 -5 -8 (min. 0- 2 -13), 2= 4208/0 -5-8 (min. 0-2 -1) Max Horz 2= 129(LC 6) Max Uplift4=- 1366(LC 8). 2=- 1000(LC 7) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2 -6 =- 4817/1147, 3-6= 4674/1157, 3- 7= -4690/1150, 4- 7=- 4815/1140 BOT CHORD 2 -8 =- 868/3846, 8 -9 =- 868/3846, 5-9 =- 868/3846, 5-10= 868/3846, 10- 11=- 868/3846, • 4 -11= 868/3846 WEBS 3-5 =- 1198/5076 NOTES 1) 2 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows: • Top chords connected as follows: 2 x 4 - 1 row at 0-9 -0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-6 -0 oc. Webs connected as follows: 2 x 4 - 1 row at 0-9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 4) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. ? E D PRQ FF 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �(, aS' 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 �Gj �\JG� NF :. S jQ will fit between the bottom chord and any other members. t .0 2 9 9) A plate rating reduction of 20% has been applied for the green lumber members. '-c-- 16 • , ,te - 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt =lb) 4 =1366, 2 =1000. 11) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �// 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 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 • ORE r'. ∎ 03 O 2 -0 -12 from the left end to 10 -0 -12 to connect truss(es) CO2 (1 ply 2 x 4 DF) to back face of bottom chord. ..5 N 14) Fill all nail holes where hanger is in contact with lumber. ' F / '-' •�(j 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1530lb down and 393lb up at ` �FR S " \` `` 11 -9 -4 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. Continued on page 2 ( EXPIRATION DATE: 06/30/12 ) August 25,2010 t r A WARNING - Verify design parameters crs and READ NOTES ON TINS AND INCLUDED MITER REFERENCE PAGE MII.74 rev. 10'08 BEFORE USE. -_'� Design valid for use only with Mack connectors. This design is based only upon parameters shown, and 'e for on individual budding component. Applicability of design paramenters and proper Incorporation of component is responsibility of buiding designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure slabdily during construction is the responsibility of the _ MTek• erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication. quality control, storage. delivery. erection and bracing, consult ANSI /TPI1 Quality Criteria, 058.89 and BC51 Building Component 7777 Greenback Lane, Suite 109 safety Information evadable from Truss Plate Institute. 281 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type • Oty Ply CENTEX - SUMMERCREEK BLD 15 ROOF R32091376 B101123 002 COMMON 1 2 Job Reference (optional) Pro -Build Cladcamas Truss, Cladcamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:46:25 2010 Page 2 I D:5ManONpfMbTym80 ?4gd4 ?JykJeS 5ManO NpfMbTym80 ?4gd4 ?JZcwC 7V5wxrkEEb42ykJeS LOAD CASE(S) Standard 1) Snow: Lumber Inaease =1.15, Plate Inaease =1.15 Uniform Loads (pit) Vert: 1- 3 = -70, 3- 4 = -70, 2 -4 = -10 Concentrated Loads (lb) Vert: 4=-1530 2 = -105 5=- 1433(B)8 =- 1433( B) 9=- 1433(B)10=- 1433(B)11=- 1433(B) • • • / 1 =MIA A WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED AMER REFERENCE PAGE 6DI-747J rev. 10'08 BEFORE USE. Design valid for use only with MiTek connectors. this design is based only upon parameters shown. and b for an individual bulding component. �. Applicablity of design pa'om enters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MI ek r erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general gu'dance regarding POWS. - fabrication. quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Cdlerla, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plato Institute. 281 N. Lee Street, Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply CENTEX - SUMMERCREEK BLD 15 ROOF R32091377 B101123 E01 GABLE 1 1 - Job Reference (optional) Pro -Build Clackamas Truss, Cladlamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:46:26 2010 Page 1 ID: ZZ89bjpH7vbpOlzCeX8JXWykJeR- ZZ89bjpH7vbpOlzC eX8JX W6pxcb2gRP_zuz9cUykJeR -1 -6o t 55-12 t 1611 -6 1 11 -11.8 1 -60 5 -5-12 5-5-12 1 -0-0 456 = Scah.1:31.3 3 I\ .I, boll 2.411 emu 1 1 1z 11 11611111 S . Ai 2 4 b � r r r `1 m. 264 II 6 254 II =: 456 I I 254 I I 456 I I 1 55.12 I 16114 5.5-12 5 -5-12 Plate Offsets (X,Y): 12:0- 3- 0.0 -1- 41.14:0- 3- 0.0 -1 -41 LOADING DING (ps 5 0 SPACING 2 -0-0 CSI DEFL in (lac) I /deft Lid PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0.36 Vert(LL) -0.02 2 -6 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.24 Vert(TL) -0.05 2 -6 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0.08 Horz(TL) 0.01 4 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight: 49 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. WEBS 2 x 4 DF Std G MiTek recommends that Stabilizers and required cross bracing OTHERS 2 x 4 DF Std G be installed during truss erection, in accordance with Stabilizer WEDGE Installation guide. Left: 2 x 4 DF Std, Right: 2 x 4 DF Std ■ REACTIONS (lb /size) 2= 506/0 -5-8 (min. 0 -1 -8), 4= 506/0 -5-8 (min. 0 -1 -8) . Max Horz2=- 113(LC 5) Max Uplift2=- 159(LC 7), 4=- 159(LC 8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. a TOP CHORD 2 -11= 491/102, 3 -11= 353/110, 3-12= 353/110, 4- 12= 491/102 BOT CHORD 2- 6=- 12/294, 4- 6=- 12/294 NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 2) Truss designed for wind 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 0 PR ()Fe rS will fit between the bottom chord and any other members. 4s 9) A plate rating reduction of 20% has been applied for the green lumber members. � � °• 9 o 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt =lb) 2 2 =159, 4 =159. Z- ' T.I. 1•. 0 E' 11) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. i / 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. /.i LOAD CASE(S) Standard • -o OR "O -. ..c5 M R S -0 , EXPIRATION DATE: 06/30/12 August 25,2010 I r Q WARNING Ve>ify deign parameters and READ NDISS ON FIRS AND INCLUDED MIMIC REFERENCE PAQB Fill-7473 rev. 10'08 BEFORE USE. I' Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual budding component. Applicability of design param enters and proper incorporation 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 stablily during construction k the responsibility of the _ MiTek" erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication. quality control. storage. delivery. erection and bracing. consult ANSI /TP11 Quality Criteria, DSB -89 and SCSI Building Component 7777 Greenback Larne, Suite 109 Safely information avadcble 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 15 ROOF R32091378 B101123 E02 HOWE 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7.240 S Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:46:27 2010 Page 1 10:11iYp3gvtCjg ?SYOC FfY4kykJeQ- 11iYp3gNCjg ?SYOC FfY4keOrOuaZgZ8BYji8wykJeQ I 2.11 -7 I 5-5-12 I 8-0-1 I 10-11 -8 111 -11.8 I 2.11 -7 2-6-5 2-8.5 2 -11 -7 1.0-0 • 456 II Susie • 1:333 3 Pi • aDo Iii 15 3x6 i 14 Safi e 5 t � IIISIII�II!_�uii• iii 6 0 I to 8 11 8 12 7 13 4512 HUM 356 II 6.13 = 556213 Safi II HUS26 4512 Q 5U526 659213 2.11.7 I 5 -5-12 I 8-0-1 I 10-11.8 I 2 -11 -7 26 -5 26 -5 2 -11.7 Plate Offsets (X,Y): f1:0- 1- 2.0 -1- 81,12:0- 2- 8,0 -1 -8L (4:0- 2- 8,0 -1- 81,15:0 -1- 2,0-1- 81.18:0 -4 -0,0 -3-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (hoc) 1/deft Lid PLATES GRIP TCLL 25.0 (Roof Snow =25.0) Plates Increase .1.15 TC 0.22 Vert(LL) -0.04 7 -8 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.41 Vert(TL) -0.08 7 -8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.98 Horz(TL) 0.02 5 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight: 121 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 OF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 5 -7 -13 oc purtins. BOT CHORD 2 X 6 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2 x 4 DF Std G REACTIONS (Ib /size) 1= 4959/0 -5 -8 (min. 0 -2 -7), 5= 6525/0 -5-8 (min. 0-3 -4) Max Harz 1=- 119(LC 5) Max Uplift)=- 1161(LC 7), 5=- 3056(LC 8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2 =- 6034/1409, 2- 14= 4216/1011, 3-14= 4178/1018, 3- 15= 4178/1022, 4 -15= 4213/1017,4 -5 =- 5941/1382 BOT CHORD 1 -10= 1111/4774, 9 -10 =- 1111/4774, 9 -11 =- 1111/4774, 8 -11= 1111/4774, 8- 12=- 1055/4689, 7 -12 =- 1055/4689, 7 -13 =- 1055/4689, 5-13=-1055/4689 WEBS 2 -9 =- 496/2188, 3 -8 =- 1071/4447, 4-7=-474/2092, 2 -8 =- 1703/461, 4 -8 =- 1586/424 NOTES 1) 2 -ply truss to be connected together with 10d (0.131'x3 ") nails as follows: Top chords connected as follows: 2 x 4 - 1 row at 0-9 -0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-4 -0 oc. Webs connected as follows: 2 x 4 - 1 row at 0-9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 4) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct =1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 pal on overhangs �� PR OFE SS non-concurrent live loads. �� NNE 9 / 2 7) This is truss russ has has been designed designed forr a a 1 10.0 psf bottom chord live load nonconcurrent with any other live loads. F Q 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 9 will fit between the bottom chord and any other members. C / 6%/ ; • E r A 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt =lb) 1 =1161, 5 =3056. "PL .;/ 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. • 0 - %' • - r , 13) Use Simpson Strong -Tie HUS26 (14 -10d Girder, 4 -10d Truss) or equivalent spaced at 2 -0 -0 oc max. starting at 1 -1 -4 from the left A i / ` , � -� end to 9 -1-4 to connect truss(es) A03 (1 ply 2 x 4 OF) to back face of bottom chord. "Tz • e _ 14) Fill all nail holes where hanger is in contact with lumber. MF R S -0 `G 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 10 -8 -12 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. • Continued on page 2 ( EXPIRATION DATE: 06/30/12 August 25,2010 ,1 d A WARNING - Ver (jg design parmnwtera and READ NOTES ON TINS AND INCLUDED MITRE REFERENCE PAGE 681.7473 res. 10 BEFORE USE HSI Design valid for use only with MiTek connectors. This design's based only upon parameters shown, and h for an individual budding component. Applicability of design paamenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction a the responsibdlity of the MTek• erecter. Additional permanent bracing of the overall structure is the responsibility cf the budding designer. For general guidance regarding A fabrication. quality control. storage. delivery. erection and bracing, consult ANSI/TPI1 Quality Crnerla, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information available from Truss Plate Institute. 281 N. Lee S treet. Suite 312. Alexandria. VA 223 IA. Citrus Heights, CA. 95610 • Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 15 ROOF R32091378 B101123 E02 HOWE 1 _ 2 ,Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:46:27 2010 Page 2 10:1 IiYp3gvtCjg ?SYOC F1Y4kykJeQ -1 li Vp3gvtCjg7SYOC FIY4ke0rouaZgZ8BYji8wykJeQ LOAD CASE(S) Standard = 1) Snow: Lumber Ina'ease =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 5 = -10, 1- 3 = -70, 3 -6 = -70 Concentrated Loads (lb) Vert: 5=-2120 9=- 1688 (B)10=- 1688(B)11=- 1688(B)12 =- 1688(8)13=- 1688(B) • � d A WARNING . Verify design parameters and READ NOTES ON MIS AM) INCLUDED NITER REFERENCE PAGE MII 74711 rev. 10'08 BEFORE USE. Wig'. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual budding component. Applicability of design paramenters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown 6 to: lateral support of inaividual web members only. Additional temporary bracing to insure stability during construction 6 the responsibility of the MiTek arec tor. 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 Quailfy Criteria, DSB -139 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information evadable from Truss Plate Institute. 281 N. Lee Street. Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply CENTEX - SUMMERCREEK BLD 15 ROOF R32091379 ' 8101123 F01 GABLE 2 1 . Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:46:28 2010 Page 1 ID: VxFw0PrXe WrXdc7alyAncxykJeP- VxFw0PrXeWrXdc7alyAncxB Bp P KB IM9HO C SFhMykJeP -1 -op I 1-o-o I 1 -0 -0 1-0 -0 Scale • 1.0 7 .ICS 4 3 6Wf2 Z L ••• "0111 1 y �� 1 3.■ I 1-0 -0 I 1 -0-0 Plate Offsets (X,Y): f3:0 -2- 13.0 -2 -121 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.21 Vert(LL) -0.01 1 n/r 180 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.00 Vert(TL) -0.02 1 n/r 180 TCDL 10.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 n/a n/a BCLL 0.0 • Code IBC2006/TP12002 (Matrix) Wtnd(LL) 0.00 1 n/r 90 Weight: 5 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 1 -0-0 oc purtins, except BOT CHORD 2 x 4 DF No.1881r G end verticals. WEBS 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer , Installation guide. . REACTIONS (lb /size) 4 =- 99/1 -0-0 (min. 0-1-8), 2= 234/1 -0-0 (min. 0-1 -8) Max Horz2 =42(LC 5) Max Uplift4=- 197(LC 9), 2=- 145(LC 5) Max Grav4 =73(LC 5), 2= 373(LC 9) • FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.0psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. 3) TCLL: ASCE 7 -05; Pf =25.0 psf (fiat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2 -0 -0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. � D PD 9) A plate rating reduction of 20% has been applied for the green lumber members. E 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt =lb) c:+ EN GINE - ,5> 4=197, 2 =145. c 11) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. k4 y 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 16 j d " - r LOAD CASE(S) Standard , , • - 1 R GO 9 F M BE' 2 / ce• <. S.1 \ ' R NG EXPIRATION DATE: 06/30/12 August 25,2010 • 1 ► A WARNING - Verify design parameters and READ NOTES ON MIS AND INCLUDED METER REFERENCE PAGE 1H11-7473 rev. 10 BEFORE USE D rill esign valid for use only with AA trek connectors. This design's based only upon parameters shown, and o for an Individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding +o fabrication, quality control. storage. delivery. erection and bracing, consult ANSI /TPI1 quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 safety Information evadable from Truss Plate Institute. 281 N. Lee Street. Suite 312, Alexandria. VA 2231x. Citrus Heights, CA, 95610 • Job Truss Truss Type City Ply CENTEX - SUMMERCREEK BLD 15 ROOF R32091380 • 8101123 F02 MONO TRUSS 3 1 - Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:46:28 2010 Page 1 ID: VxFwoPrXe WrXdc7alyAncxykJeP- VxFwoPrXeWrXdc7alyAncxBDIPK81M9HCi C SFhMykJeP .1.0-0 1 - 1 -0.0 1.0.0 Scare. I B 3 600 13 2 N ram 3■a 1 -0-0 1 -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 0.00 Vert(TL) -0.00 2 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight: 5 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 1 -0-0 oc purlins. BOT CHORD 2 x 4 OF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 3 = -10 /Mechanical, 2= 152/0 -5 -8 (min. 0 -1 -8), 4= 5/0 -5 -8 (min. 0-1 -8) Max Herz 2 =44(LC 5) Max Uplift3= -63(LC 9), 2= -85(LC 5) Max Grav3 =14(LC 5), 2= 211(LC 9), 4 =14(LC 2) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 2) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 3) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf 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. 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 joint(s) 3, 2. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard D PR OFE S S c`' �'�5 LNG E F '9 i . �� li•.• E � ' ;o O- ; •. 4 1 ‘ EXPIRATION DATE: 06/30/12 August 25,2010 • • A WARNING - Verify deign parameters and READ NOTES ON TUTS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev. 10-'08 BEFORE USE. -T Design valid for use only with MITek connectors. This design is hosed only upon parameters shown, and is for an individual budding component. Applicability of design paramenters and proper Incorporation of component is responsibdily of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the r esponsbiility of the _ MiT _ ek• erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI /1PI1 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lone, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA. 95810 Job Truss Truss Type Qty Ply CENTER( - SUMMERCREEK BLD 15 ROOF R32091381 B101123 GO1 GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:46:29 2010 Page 1 ID:z7p I EIsAPgzOFmimJgh099ykJe0- z7plElsAPgzO Fmim Jgh099kNOpfD 1 oX RfsCpDpykJeO - 8.0 -0 I e -a-s Scale • t:24 e a 34 11 600 17 7 3.1 2 6 5 3r4 = 2x4 II 6.0 -0 8.0 -o LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.18 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.1 &Btr G TOP CHORD Structural wood sheathing diredly applied or 6 -0-0 oc purlins. BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. OTHERS 2 x 4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 6-0-0. (Ib) - Max Horz 2= 140(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 4, 2 except 6=- 124(LC 7) Max Gray All reactions 250 lb or less at joint(s) 4, 2, 5 except 6= 338(LC 2) FORCES (Ib) - Max. Camp. /Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3 -6 =- 297/149 • NOTES 1) Wind: ASCE 7 -05; 100mph; TCDLe4.2psf; BCDL= 3.0psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 2) TCLL: ASCE 7 -05; P1 =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times fiat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 5) 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2 except (jt =lb) 6 =124. PR 10) This truss is designed in accordance with the 2006 International Building Code sedion 2306.1 and referenced standard ANSI/TPI 1. ��0 OFe 11) "Fix heels only Member end fixity model was used in the analysis and design of this truss. �( N G % E F9 /02 LOAD CASE(S) Standard CC �L / " .o O ', I6 4i R S.1\ c"<e., EXPIRATION DATE: 06/30/12 August 25,2010 WeIRN7NO - Verify design parameters and READ NOTES ON THIS Ma) INCLUDED MITER REFERENCE PM EM- 7473 rev. 10-'08 BEFORE USE : .s Design valid for use only with MRek connectors. This design is based only upon parameters shown, and is for an individual budding component. Applicabdily of design peramenters and proper incorporation of component is responsiblity of budding designer - not truss designer. Bracing shown is for lateral support of indvklual web members only. Additional temporary bracing to insure stabiity during construction is the responsibdlity of the _MiT_ek erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general gu'dance regarding fabrication, quality control, storage, delivery, erection and bracing consult ANSI /TPII Quality Criteria, DSB - 89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information evadable from Truss Plate Institute, 261 N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA. 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 15 ROOF R32091382 B101123 G02 MONO TRUSS 4 1 _ Job Reference (optional) Pro -Build Clackamas Truss, Cladramas,OR 97015-1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:46:29 2010 Page 1 I D: z7plElsAPgzOFmimJgh099ykJe0- z7plElsAPgzOFmimJgh099kJzpfH 1 oPRfsCpDpykJeO I .1.0-0 I 6-0-0 640-0 sub' 1 ?•1' 3 60012 6 I , 2 I./ I♦/ 4 I♦ 5 3a4 = s 4.2 -12 4 Sqq 4.2.12 5-'2.I LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.44 Vert(LL) -0.01 2 -5 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.07 Vert TL -0.01 2 -5 >999 180 TCDL 10.0 Vert( TL) BCLL 0.0 • Rep Stress lncr 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 OF 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 3= 184 /Mechanical, 2= 306/0 -5-8 (min. 0-1-8), 5= 42/0 -5-8 (min. 0-1 -8) Max Horz 2= 136(LC 7) Max Uplift3=- 105(LC 7), 2=- 106(LC 7) Max Grav3= 215(LC 2), 2= 314(LC 2), 5= 125(LC 4) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.Opsf; h =25ft; Cat. 11; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 2) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt =lb) 3 =105, 2 =106. 10) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. � O PR 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. E OF E s s LOAD CASE(S) Standard C.5 � EF /0 2 9 • •r R S. EXPIRATION DATE: 06/30/12 August 25,2010 • - A WARNING - Verify design parctmet ere and READ NOTES ON TUIS AND INCLUDED MITER REFERENCE PAOB MII-7473 rev. 10 BEFORE USE. -' Design valid for use only with MTek connectors. The design c based only upon parameters shown. ands for an individual buiding component. Applicabiity of design poramenters and proper incorporation of component is responsibiity of buiding designer - not truss designer. Bracing shown MiTek' c for lateral support of Individual web members only. Additional temporary bracing to insure stabiity during construction o the responsibility of the 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 /TPII quality Criteria, DSB -139 and SCSI Building Componrnt 7777 Greenback Lane, Suite 109 Safety information avaiabte from Russ Plate Institute. 2131 N. lee Street. Suite 312. Alexandria, VA 22314. Citrus Heigb6, CA. 95810 Job Truss Truss Type Oty Ply CENTEX - SUMMERCREEK BLD 15 ROOF R32091383 B101123 G03 GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladtamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:46:30 2010 Page 1 ID: SKNgR5toA75FswHzt NC FiMykJeN- SKNgR5toA75FswHztNC FiMGYoD_Pm Feau WxMl FykJeN -1.0 -0 4 -0-0 1-0-0 4-0-0 Scab • I:IB 4 603 12 6 2 • 7+4 = 5 4 -0.0 I 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 Ind NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight: 131b FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4 -0-0 oc purlins. BOT CHORD 2 x 4 DF No.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 (min. 0 -1 -8), 5= 18/0 -5 -8 (min. 0 -1 -8), 3= 128/0 -5-8 (min. 0 -1 -8) Max Harz 2= 101(LC 7) Max 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. 4 NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psF BCDL= 3.0psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 2) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 10) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) "Fix heels only" Member end fixity model was used In the analysis and design of this truss. � c o PR OFFS LOAD CASE(S) Standard \c N0 1 t. Er. t1> O • A A A - 9( ' R2 S. I V‘ EXPIRATION DATE: 06/30/12 August 25,2010 WdRNINO• Verify design parameters and READ NOTES ON THIS AND INCLUDED DB7EKREFERENCE PAOLI i I-74TJ rev. 10 BEFORE USE. IMS Design valid for use only with Mtfek connectors. This design is 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 is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during consfruclion Is the responsdodlity 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/IPIT Quality Criteria, 006-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Inlormallon 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 15 ROOF R32091384 B101123 K01 GABLE 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladsamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:46:30 2010 Page 1 I D: SKNgR5toA75FswHztNC FiMykJeN- SKNgR5toA75FswHztNC FiMGZiD ?Gm Feau WxMl FykJeN I -1 -0-0 2.0-0 1 -0-0 2.0-0 Scab 1••1' 3 5 2 T T • ••y , t / er. • 4 354 = 2 -0-0 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) Lumber Increase 1.15 BC 0.03 Vert(TL) -0.01 1 n/r 180 TCDL 10.0 ( 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.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2 -0-0 oc purlins. BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS (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 Uplift3= -26(LC 7), 2= -72(LC 7) Max Grav3 =54(LC 2), 2= 180(LC 11), 4 =30(LC 4) FORCES (Ib) - Max. Comp- /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7 -05; 100mph; TCOL= 4.2psf; BCDL= 3.0psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 2) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 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. PR Oct LOAD CASE(S) Standard 'S`C,NG F "Vo I S ' E • 9 • ORE • A 9� T FM: B MF EXPIRATION DATE: 06/30/12 ) August 25,2010 � r A WARNING - Ven fp design parameters and READ NOTES ON TIES AND INCLUDED MITER REFERENCE PAGE 1411 -7473 rem 10-'08 BEFORE USE. ' Design valid for use only with MiTek connectors. Thb design's based only upon parameters shown, and b for an krdNklual building component. Applicability of design paramenters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the • MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the budding designer. For general guidance regarding fabrication. quality control, storage. delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lone. Suito 109 Safety Intorrnatlon evadable from Truss Plate Institute, 281 N. Lee Sheet. Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply CENTER( - SUMMERCREEK BLD 15 ROOF R32091385 B101123 K02 MONO TRUSS 5 1 • Job Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:46:30 2010 Page 1 ID:SKNgR5tOA75FswHzt NC FiMykJeN- SKNgR5toA75FswHztNC FiMGZoD?Lm Feau WXMI Fyk JeN 1 -ao I 2-0-0 1-0-0 2-0-0 • s<,r. r.•,. 3 5 �' 600 i2 40. 2 0 • 2 -40 I 2-0-0 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.11 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 lncr 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.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 2 -0.0 oc purtins. BOT CHORD 2 x 4 OF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 2= 170/0 -5 -8 (min. 0-1-8), 4= 10/0 -5-8 (min. 0 -1 -B), 3 =47 /Mechanical Max Horz 2 =63(LC 7) Max Uplift2= -75(LC 7), 3= -23(LC 7) Max Grav2= 189(LC 11), 4 =29(LC 4), 3 =48(LC 2) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. ' NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.0psf; h =25ft; Cat. 11; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 2) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; 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 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6-0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3. 10) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. E D PR OFF s LOAD CASE(S) Standard <�� NGtN : m /40, � 1 , f -- °' � � FM = • . MF \N EXPIRATION DATE: 06/30/12 August 25,2010 . 1 A WARNING - Verify deign parameters and READ NOTES ON MS AND INCLUDED MITER REFERENCE PAW 7411.7473 m. 10'08 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component Is responsibility of budding designer - not truss designer. Bracing shown ;� is for lateral support of Individual web members only. Additional temporary bracing to insure stabdily during construction is the responsibility of the Ml lek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding . .r. fabrication, quality control, storage. delivery. erection and bracing, consult ANSI /TPII Quality Criteria, 058.09 and SCSI Building Component 7777 Greenback Lone, Suite 109 Safety Information evadable from Truss Plate Institute, 281 N. Lee Street. Sulfa 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 • Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEKBLD 15 ROOF R32091386 B101123 MO1 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 09:46:31 2010 Page 1 ID:wWx2fRtQ xRE6U3r9R5k UEaykJeM- wWx2fRtQxRE6U3r9R5kUEapi Wd L2 V GjerAhwHhykJeM I •1 -0.0 1 2.11.12 I 5-11.8 I 8 -11 -8 t 1-0-0 2-11-12 2.11 -12 1 -0.0 48 = 8ceb. 1:21.2 3 A` ,I, 8 7 eoor i 2 J k 3r4 = 3v1 = 2 -11.12 I 5-11.8 1 2 -11.12 2.11 -12 LOADING (psf) 5.0 2 SPACING 2 -0-0 CSI DEFL in (loc) I /deft Lid PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0.18 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 Inc( NO WB 0.04 Horz(TL) 0.00 4 n/a n/a BC DL 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 purlins. 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 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 2=306/0-5-8 (min. 0 -1 -8), 4= 306/0 -5-8 (min. 0 -1 -8) Max Horz2= -61(LC 5) Max Uplift2=- 114(LC 7), 4=- 114(LC 8) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES • 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. 3) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 4) Unbalanced snow loads have been considered for this design. 5) This Truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times fiat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 6) Gable studs spaced at 2 -0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6-0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt =lb) 2 =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. �E() PR OF F 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. \ cs. al_ c+ °- ' LOAD CASE(S) Standard •� 2 -V � / 6 %'"' • E � / %� 0, 9 'TF • 8 2 ki d M FR S 1‘N EXPIRATION DATE: 06/30/12 August 25,2010 4 r = ® WARNING • Verify design parmnelera and READ NOTES ON TS AND INCLUDED DOTES REFERENCE PAGE Mf1 -7473 rev. 10 -'08 BEFORE USE. • TIES Design valid for use only with MiTek connectors. The design a based only upon parameters shown, and is for an Individual budding component. MI A pplicability of design param enters and propel incorporation of component Is responsibility of budding designer - not truss designer. Bracing shown o for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbdlity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding - fabrication, quality control. storage. delivery, erection and bracing. consult ANSI/TM quality Criteria, 058 -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information evadable from Truss Plate Institute. 281 N. ANSI/TM eot. Suile 312. Alexandria. VA 22314. Citrus Heights, CA, 95010 • Job Truss Truss Type Oty Ply CENTEX - SUMMERCREEK BLD 15 ROOF R32091387 6101123 MO2 COMMON 2 1 Job Reference (optional) Pro -Build Cladcamas Truss, Clackamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:46:32 2010 Page 1 ID:OiVRsnu2ilMy6DOL _oFjnnykJeL -OiVRsnu2ilMy6DOl oFjnnMtc1hKE9V1LgOTgaykJeL 1 2 -11 -12 I 5-11 -8 I 6 -11 -8 1 2 -11 -12 2 -11 -12 1 -0-0 Scab • 1'21.2 4a6 = 2 600 12 PA 6 PATII 52.4 l l 3a4 = 1 2.11 -12 1 5.11 -8 1 2 -11.12 2 -11 -12 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (hoc) 1 /deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.16 Vert(LL) -0.00 5 >999 240 MT20 220/195 (Roof Snow =25.0) TCDL 10.0 Lumber Increase 1.15 BC 0.05 Vert(TL) -0.00 1 -5 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight: 22 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.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2 x 4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 1= 214/0 -3-8 (min. 0 -1 -8), 3= 319/0 -5 -8 (min. 0 -1 -8) Max Hors 1= -70(LC 5) Max Uplift1= -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 right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 2) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt =lb) 3 =117. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/FPI 1. 10) "Fix heels only Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard I - / 's7 `M F R S .'f% EXPIRATION DATE: 06/30/12 August 25,2010 • ® WARMNG - Verify deign paraders and READ NOTES ON THIS AND INCLUDED MI )FJS REFERENCE PAGE MI1.74 rev. 10'08 BEFORE USE '• Design valid for use only with Mitch connectors. This designs based only upon parameters shown, and is for an individual pudding component. Applicability of design paramenlers and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown is for lateral support of ind :vidual web members only. Additional temporary bracing to insure stability during construction s the responsdxdlity of the MTek• erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding +. fabrication. quality control. storage. delivery. erection and bracing, consult ANSI /TPI1 qualify Criteria, 056.89 and SCSI Building Component 7777 Greenback Lana, Suite 109 Safely Information available from Truss Plate Institute. 281 N. Lee Sheet. Suite 312. Alexandria, VA 22314. Citrus Heights. CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 15 ROOF R32091388 8101123 NO1 GABLE 1 1 _ Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:46:32 2010 Page 1 ID: OiVRsnu2ilMy6DQL _aFjnnykJeL- OiVRsnu2iIMy600L oFjnnMtFlhPE9ZtLgOTg8ykJeL -1 -0 -0 I 2.9-8 l 5.7.0 I 6-7.0 l 1.0.0 2.9.8 249 -8 1 -0-0 446 = Scale .1:204 3 705- d ■ ■ 5 [a 1 6 2.4 II ►/ , 3.4 = I 2 -8-8 I 5-7-0 I 2 -9.8 2 -9.8 LOADING (psi) SPACING 2 -0 -0 CSI DEFL in (loc) 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 lncr 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.18Btr G TOP CHORD Structural wood sheathing directly applied or 5 -7 -0 oc purlins. BOT CHORD 2 x 4 DF No.188tr G BOT CHORD Rigid ceiling directly applied or 10.0 -0 oc bracing. WEBS 2 x 4 DF Std G MiTek recommends that Stabilizers and required cross bracing • be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 2= 291/0 -5-8 (min. 0 -1 -8), 4= 291/0 -5 -8 (min. 0 -1 -8) � Max Horz 2= -58(LC 5) Max Uplift2=- 110(LC 7), 4=- 110(LC 8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES , 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.0psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. 3) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 6) Gable studs spaced at 2 -0 -0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 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. ( ` Q l .D PROF 12) "Fix heels only Member end fixity model was used in the analysis and design of this truss. � \S. t./ N e6 9 O ' ( S ) S tandard 2 " 9 LOAD CASE (S) ,: �_' E r / /, � j -o for . mo o, M F R S . -�� EXPIRATION DATE: 06/30/12 August 25,2010 9 8 - MUM A WARNING - Verify design parameters and REM NOTES ON MS AND INCLUDED NITER REFERENCE PAOB 7411.74 nee, 1O -'08 BEFORE USE s Design valid for use only with MiTek connectors. This design' based only upon parameters shown, and a for an individual budding component. Mill Applicability of design poramenters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown 3 for loieral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsb5ity of the _ MiTek' erector. A dditional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication. qualify control. storage. delivery, erection and bracing, consult ANSI /rPII Quality Criteria, 058-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Inlormalion evadable from Truss Plate Institute. 281 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply CENTEX - SUMMERCREEK BLD 15 ROOF 832091389 B101123 NO2 COMMON 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladkamas,OR 97015 -1129 7.240 s Jun 18 2010 MiTek Industries, Inc. Wed Aug 25 09:46:33 2010 Page 1 ID:sv3p36vgT2UpjN ?YYWmyJ? ykJeK- sv3p36vgT2UpjN7YYWmyJ ?u2MQ1 izcp0aUA0MaykJeK 2-9-8 5-7.0 8 -7.0 2 -9-8 2 -9-8 1.0.0 4■6 = Scale. 1:20 4 2 800 2 ,-, 1 3 ,/ 5 230 II �/ ►/ 314 = 3x4 = 2-0-8 5-7 -0 2.9.8 2 -9-8 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.16 Vert(LL) -0.00 5 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 5 >999 180 TCDL 10.0 Rep Stress Inc" 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.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 5 -7 -0 oc purlins. BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 x 4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 1= 195/0 -5-8 (min. 0 -1 -8), 3= 301/0 -5 -8 (min. 0 -1 -8) Max Horz 1= -67(LC 5) Max Uptiftl= -47(LC 7), 3=- 113(LC 8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES • 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 2) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt =Ib) 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 �G 5, 02 LN R S . 1 EXPIRATION DATE: 06/30/12 August 25,2010 s • A WARNING • Verify design parameters and READ NOTES ON MIS AND INCLUDED NITER REFERENCE PAGE FII1-74 rcn. 10'08 BEFORE USE. _ .� Design valid for use only with MiTek connectors. The design is based only upon parameters shown, and is for an individual 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 insure stability during construction's the responslbdlity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage. delivery. erection and bracing. consult ANSI /TPII Guallfy Criteria, 058 -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 ‘• '0 1 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/a Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. 6 -4-8 dimensions shown in ft -in- sixteenths Damage or Personal Injury M . 1. Dimensions are in ft -in- sixteenths. I I (Drawings not to state) �� Apply fu lly plates embed to both sides teeth of truss 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 0 -1/,16- 2. Truss bracing must be designed by an engineer. For 1 2 3 wide truss spacing, individual lateral braces themselves dr TOP CHORDS may require bracing, or alternative T, I, or Eliminator _ bracing should be considered. IMPA 4 3. Never exceed the design loading shown and never p stack materials on inadequately braced trusses. O o 4. Provide copies of this truss design to the building - For 4 x 2 orientation, locate = O designer, erection supervisor, property owner and plates 0 -'na from outside a U all other interested parties. edge of truss. O p , - 5. Cut members to bear tightly against each other. C7.8 C6 C5 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. • Plate location details available in MiTek 20/20 software or upon request. JOINTS ARE GENERALLY NUMBERED /LETTERED CLOCKWISE 8 shall not exceed r eed 19% at moisture ime 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 fre retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular NUMBERS /LETTERS. responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS indicated are minimum plating requirements. ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that , Indicated by symbol shown and /or ESR -1311, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95 -43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER -487, NER -561 spacing Indicated on design. if indicated. 95110, 84 -32, 96 -67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, it no ceiling is installed, unless otherwise noted. BEARING • .....a...• 1 5. Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but 16. Do not cut or alter truss member or plate without prior ©2006 MiTek� All Rights Reserved approval of an engineer. reaction section indicates joint ( number where bearings occur. �� 17. Install and load vertically unless indicated otherwise. ® 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI /TPII : National Design Specification for Metal 19. Review all portions of this design (front, back words Plate Connected Wood Truss Construction. It/I T e � � and pictures) before use. Reviewing pictures alone DSB -89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TD PERFORM.'" ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII -7473 rev. 10 -'08