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Report (4) k 1 4 5 -5- .2013 - m 12 g2 1$ 54.5" e-, a.1 1 ,415 20/3 - 000 ) 3 551 6va Rb str,:avr All s r ?o/ 3 -Goof 1 3 5'i 3 Sw 4 " "` RECEIVED 57 do, -0005 13 5, 7 64.4 ru,t4e. APR 15 2013 /4 5T £o13- 000,1 � 33 M iTe ke CITY OFTIGARD BUILDING DIVISION MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676 -1900 Re: B1301889 Fax916/676 -1909 Pulte Summ. Crk. bldg 23 main floor 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: 836011940 thru R36011955 My license renewal date for the state of Oregon is June 30, 2014. Lumber design values are in accordance with ANSI /TPI 1 section 6.3 City of Tigard These truss designs rely on lumber values established by others. Ap • ove • Plans By AV Dated OFFICE COPY (cy1/40 PR 04. F9 /0 o, IR s.1\ � Digital Signature EXPIRATION DATE: 06/30/14 March 5,2013 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 I. Job Truss Truss Type Oty Ply Pulte Summ. Crk. bldg 23 main floor R36011940 81301889 Al FLOOR 2 1 Job Reference footionall Pro Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Mar 04 10:32:35 2013 Page 1 ID: d? IKIv23wAEPJ5? 8HcSgF2zHwnX- iDWLK]vClors7zLVgsyoIgFKW9mkzRl UOCRDvOrzelaw 2-4-3 II 2 -6-0 I I 2 -5 -1 II 2 -3 -11 I I 2 -3 -7 I I 2 -3-17 S4a14 =1:584 403 = 148 SP = 244 II 7414 MT18H = h4 II 3x8 = h4 II 5+12 MT1811 = 4a6 = 344 II 348 FP = 5a12 WISH = 244 II 3>t8 = 2x4 II 5412 MT18H = 1 45 2 48 3 47 4 48 5 49 8 50 7 51 8 52 9 10 53 11 54 12 55 13 58 14 57 15 18 nl ji b 1EPEP. 31 • 32 30 33 29 34 28 35 27 38 28 37 25 38 24 39 23 22 40 21 41 20 42 19 43 18 44 17 5,12 141718H = >4 II 4,8 = 20 II 5,12MT18H = 2,4 II 4ae= 4612 = 3x6 FP = 2x4 II 3x10= 2a4 II 5x12 MT18H = 3x4 II 5112 M71814 = 11.38 175-4 -9.517 7.2 -1 4 -9-9 75 -1 -0 I -0 1 -7 -10-1 I 8 -4 -- I -1 -0-1 33 --0 1-6 - 0 -5- 2 -2 -1 2 -7 -H 27:57:,',I -7.8 2 10 -7 -8 -9 2 -7.8 12 -1 - 217 5 -15 3 I 2 2 -5 -11 -8 22- 2.6 -17 25 2 3 -7-8 17 77 7 -71-8 -4 30 2 -7-8 2 I 2-83 33 4 0-115 35 2 -0 3-6 -0 Plate Offsets (X,Y): [2:0- 6- 12,Edge], [4:0- 2- 0,Edge], [6:0- 5- 4,Edge], [7:0- 1- 8,Edge], [10:0- 1- 8,Edge], [11:0- 5- 8,Edge], [13:0- 3- 0,Edge], [15:0- 3- 6,Edge], [18:0- 4- 12,Edge), 120:0- 4- 12,Edae], [22:0- 1- 8,Edgel. [25;0- 1- 8,Edgel. [29:0- 3- 12,Edgel. [31:Edge,0 -1 -81 LOADING (psi) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.75 Vert(LL) -0.22 27 -28 >995 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.62 Vert(TL) -0.34 27 -28 >628 360 MT18H 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.05 17 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 170 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. BOT CHORD 4 X 2 OF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. WEBS 4 X 2 DF Std G REACTIONS (lb /size) 24= 2293/0 -5-2 (min. 0 -1 -8), 31= 782/0 -5 -8 (min. 0 -1 -8), 17= 608 /Mechanical Max Grav24= 2293(LC 1), 31= 841(LC 2), 17= 730(LC 3) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2 -46 =- 2785/0, 3-46=-2785/0, 3-47=-2785/0, 4-47 =- 2785/0, 4-48=-2746/0, 5-48 =- 2746/0, 5-49=-2746/0, 6-49 =- 2746/0, 6 -50 =- 20/1156, 7 -50 =- 20/1156, 7- 51= 0/3513, 8- 51= 0/3513, 8- 52= 0/3512, 9- 52= 0/3512, 9-10= 0/3512, 10 -53 =- 80/1695, 11 -53= 80/1695, 11-54=-2206/417, 12 -54 =- 2206/417, 12 -55 =- 2206/417, 13 -55 =- 2206/417, 13- 56=- 1449/0, 14 -56 =- 1449/0, 14 -57= 1449/0, 15-57= 1449/0 BOT CHORD 31- 32= 0/1734, 30- 32= 0/1734, 30- 33= 0/1734, 29- 33= 0/1734, 29- 34= 0/3130, 28- 34= 0/3130, 28- 35= 0/3130, 27- 35= 0/3130, 27 -36= 495/1596, 26- 36=- 495/1596, 26 -37 =- 497/1594, 25 -37 =- 497/1594, 25 -38 =- 1156/20, 24-38=-1156/20, 24-39=-1695/80, 23 -39 =- 1695/80, 22- 23=- 1695/80, 22 -40 =- 952/1501, 21 -40 =- 952/1501, 21-41=-952/1501, 20 -41 =- 952/1501, 20 -42 =- 78/2182, 19 -42 =- 78/2182, 19 -43 =- 78/2182, 18-43=-78/2182 WEBS 8 -24 =- 304/0, 7- 25= 0/808, 10- 22= 0/694, 6-26 =- 3/276, 5 -27 =- 299/0, 6-27= 0/1391, 4-28 =- 5/273, 4 -27 =- 573/82, 3-29 =- 298/0, 4 -29 =- 393/183, 2- 30=- 1/275, 2- 29= 0/1131, 11- 21=- 5/272, 12 -20 =- 299/0, 13- 19=- 11/272, 13-20= 365/214, 14-18=-304/0, 13-18=-788/156, 2-31=-1881/0, 6-25 =- 2039/0, 11- 22=- 1829/0, 7- 24=- 2706/0, 10- 24=- 2434/0, 11- 20= 0/1049, 15- 18= 0/1570, 15.17 =- 718/0, 1 -31= -270/0 NOTES 1) Unbalanced floor live loads have been considered for this design. Q PR Q 2) All plates are MT20 plates unless otherwise indicated. •`�(,(�" I FES 3) A plate rating reduction of 20% has been applied for the green lumber members. CO' L Fig /�2 4) Refer to girder(s) for truss to truss connections. r 5) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced 1 , •� 91 9 r standard ANSI/TPI 1. / 6) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. ., /r 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 • ORE !" to be attached to walls at their outer ends or restrained by other means. -' r F y� LOAD CASE(S) Standard 9C FR S • �\NG Digital Signature EXPIRATION DATE: 06/30/14 March 5,2013 1 � WARMNO - Verify design p4vrmneters and READ NOTES ON ThIS MID INCLUDED IR781CREFERENCE P&GB MI -7473 BEFORE US& Design valid for use only with Mir ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek= erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery. erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights. CA, 95610 H Southern Pine /SP) lumber in specified, the design lobed ace those effective 06/O2 /2013 by AUC t e • Job Truss Truss Type Qty Ply Pulte Summ. Crk. bldg 23 main floor 836011941 81301889 A2 FLOOR 6 1 Job Reference (optional) Pro-Build Clackamas Truss, Clackamas,OR 97015-1129 7.250 S Aug 25 2011 MiTek Industries, Inc. Mon Mar 04 10:32:39 2013 Page 1 ID: ZNt4jb3JSnU7ZP9WO1U8KTzHwnV- a_ Is95yxs4NZSypb5n4h 75UEDN4mNrX073B7Xczelas 2 -4-3 I I 2-6-0 I 2-5-1 I I 2-0-10 I Scale = 1:30 2 2,4 II 5512 MT18H = 34 II 358 = 2i4 II 5512 MT18H = 354 II 1 25 2 28 3 27 4 28 5 29 8 30 7 45e 31 8 9 II 7'1. I� Ire � ��� I ` Ili n 1� Al I Wes; PA 1 g it 18 18 l9 15 20 14 21 13 22 12 23 11 24 10 4x6 = 34 II 5512 MTI8H = 254 II la = 254 II 5512 MT18H = 458 = I 17$10 I 17 -7 -13 2I 2 -2 -1 I 4-9-9 7.5-1 I 10-0-9 12-8 -1 15-1-14 I 17b4 17-q 0 20-1-8 52 2 -2 -1 2 -7-8 2 -7-8 2-7-8 2 -748 2 -5-13 2 <-0 0 2 -5-11 0 -1-3 Plate Offsets (X.Y): [2:0- 4- 12,Edgej. [6:0- 5- O.Edge], [7:0- 1- 8.Edge]. (10:Edge.0.1 -8]. [11:0- 1- 8.Edge]. [13:0- 3- O.Edge], (15:0- 5- 12.Edgej. [17:Edge,0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.29 13-14 >745 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.69 Vert(TL) -0.51 13 -14 >424 360 MT18H 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.09 10 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 92 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. BOT CHORD 4 X 2 DF No.188tr G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 4 X 2 DF Std G REACTIONS (lb /size) 17= 985/0 -3-0 (min. 0 -1 -8), 10= 970 /Mechanical FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -26 =- 3488/0, 3-26=-3488/0, 3-27 =- 3488/0, 4-27= 3488/0, 4-28= 4172/0, 5- 28= -4172/0, 5-29= 4172/0, 6- 29=- 4172/0, 6-30 =- 2017/0, 7 -30= 2017/0 BOT CHORD 17- 18= 0/2026, 16- 18= 0/2026, 16- 19= 0/2028, 15- 19= 0/2028, 15- 20= 0/4194, 14- 20= 0/4194, 14- 21= 0/4194, 13- 21= 0/4194, 13- 22= 0/3422, 12- 22= 0/3422, 12- 23= 0/3422, 11- 23= 0/3422, 11- 24= 0/2017, 10- 24= 0/2017 WEBS 7 -11= 0/603, 6 -12= 11/271, 5-13 =- 299/0, 6-13= 0/808, 4-14=-5/273, 4-13=-312/293, 3-15 =- 298/0, 2- 16= 0/278, 7-10=-2185/0, 6-11 =- 1518/0, 2 -15 =0 /1565, 4 -15 =- 759/0, 8- 10=- 271/4, 1- 17=- 269/3, 2-17=-2209/0 NOTES 1) All plates are MT20 plates unless otherwise indicated. 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 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 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. - Q P R QF LOAD CASE(S) Standard � � N. V — GINS ; � 'S c 16p • , 9 i' • • i q C TF Me - f � <0 4. M F R s. 1\ Digital Signature EXPIRATION DATE: 06/30/14 March 5,2013 I 1 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WIER REFERENCE PAGE b71 - 7473 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. Mil • Applicability of design parameters 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 M iTeka 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/I911 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 if Southern Pine (SP) lumber if specified, the design values are those effective 06/01/2e13 by AISC 1‘ a) • Job Truss Truss Type Qty Ply Pulte Summ. Crk. bldg 23 main floor R36011942 B1301889 A3 FLOOR 2 1 Job Reference lootionall Pro-Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Mar 04 10:32:41 2013 Page 1 ID:Vm r8H5a_ OkrojJvWSXcPuzHwnT - XNtcanzBNhdHhGy _DC794WLbpBoErtmJaMgDcVzelaq I 2 -4-14 I I 2-8 -0 I I 1 -2-12 I 9.M =1200 98 5•12 MT18H = 254 II 1 ■4 11 11) 2 20 3 24 11 21 4 358 = 22 5 4x8 = 23 8 7 II I I Vi i ; 13 14 12 15 11 1e 10 17 9 18 8 254 II 3x8 = 214 11 aye = 5512MT19H= 458 = 1 7 -7 -14 I 5-2 -10 I 7 -9.6 I 10 -4-14 I 11 -10 -10 11 -1�1 -0 2 -7 -14 7-6-12 2-6-12 2 -7 -8 1 -5-12 6 -11-6 Plate Offsets (X.Y): [4:0- 2- 0.Edge], [5:0- 1- 8,Edge]. [8:Edge.0 -1 -8]. [9:0- 1- 8.Edgej. [11:0- 2- 8.Edge]. [13: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 0.48 Vert(LL) -0.08 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.13 10-11 >999 360 MT18H 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 57 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) 13 =647 /Mechanical, 8= 664 /Mechanical FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -13 =- 270/0, 2- 20=- 1842/0, 3-20= 1842/0, 3-21= 1842/0, 4- 21=- 1842/0, 4-22 =- 790/0, 5-22= -790/0 BOT CHORD 13- 14= 0/1296, 12- 14= 0/1296, 12- 15= 0/1296, 11- 15= 0/1296, 11- 16= 0/1685, 10- 16= 0/1685, 10- 17= 0/1685, 9- 17= 0/1685, 9-18= 0/790, 8 -18 =0/790 WEBS 3-11 =- 297/0, 4- 11=- 175/336, 2- 11= 0/588, 2 -12= 0/276, 4-10= 6/272, 5-9= 0/381, 4-9 =- 964/0, 2 -13 =- 1402/0, 5-8 =- 997/0, 6-8 =- 260/37 NOTES 1) All plates are MT20 plates unless otherwise indicated. 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 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 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. LOAD CASE(S) Standard ii\O PR � �S�� �N G INE F s w � �, -y 16:'0) f IIIP y A �• • -EGY,1 _, T - 9 F :i �. Digital Signature EXPIRATION DATE: 06/30/14 March 5,2013 t _ • I A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED 1177HKREFERENCE PAGE NII.7473 BEFORE USE 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 parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing sh is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilllty of the MiTek. erector. Additional permanent bracing of the overall structure is the responsiblity of the building designer. For general guidance regarding fabrication, quality control, storage. delivery- erection and bracing. consult ANSI/TPI1 Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety In, orm tion available from Truss Plate Institute. 781 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Citrus Heights, CA 95610 If 50es:orn vine (S9) Welber is specified, the design 3ratu.s are those affective 0601 /2013 by RISC • • Job Truss Truss Type Qty Ply Pulte Summ. Crk. bldg 23 main floor R36011943 61301889 A4 FLOOR 2 1 Job Reference footional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Mar 04 10:32:42 2013 Page 1 ID: wLgzmI7SHJ6OfA1UBa4J1WzHwnO-? ZR? o6_ q8? IBi9 1 -10-8 t 2 2x4 II 11 3 3y6 = 12 4 5 Scale • 1 4 ' #p.. • 4 .1 2r4 II 6 9 7 10 6 3,4 = 3,4 =4-2-4 S-(>t6 2 -1.2 4-0-0 t1 -141 I 0 2-0 -12 1 -10-14 1.14 0-0-6 Plate Offsets (X.Y): [6:0- 1- 8.Edge], [8 :0- 1- 8,Edge] LOADING (psi) SPACING 2 -0 -0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.36 Vert(LL) -0.03 6 -7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.40 Vert(TL) -0.03 6 -7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 21 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 4 -2-4 ac purlins. BOT CHORD 4 X 2 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 4 X 2 DF Std G REACTIONS (lb /size) 8= 237 /Mechanical, 8= 237 /Mechanical, 6= 237 /Mechanical Max Grav8= 324(LC 4), 8= 237(LC 1), 6= 313(LC 11) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. BOT CHORD 8- 9= 0/305, 7- 9= 0/305, 7 -10= 0/305, 6-10 =0/305 WEBS 3- 8=- 344/0, 3-6 =- 344/0, 3-7= 0/271, 2- 8=- 295/4, 4-6= -269/4 NOTES 1) A plate rating reduction of 20% has been applied for the green lumber members. 2) Refer to girder(s) for truss to truss connections. 3) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. 4) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard PR OFF S � �\�� Nl3INE: V4 j eT W / 4 ,1 . / -9 F - 1 (4, ‘ Digital Signature EXPIRATION DATE: 06/30/14 March 5,2013 t r A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE lW 7473 BEFORE USE �� Design valid for use only with Mick connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters 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 M Frei(' erector. Additional pemlanent 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/1P11 Quality Crtterta, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 N Southern Pin. (SD) b.,sb.r is spec Wind. the design values an those effective 06/01/2013 byA SC • Job Truss Truss Type Qty Ply Pulte Summ. Crk. bldg 23 main floor R36011944 B1301889 A FLOOR 10 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Mar 04 10:32:26 2013 Page 1 ID: skokB_ 9ioxM8vUBtJ? 6n6xzHwnO- TUTxReonw4kPOyJ6gZLezMSy08f ?a_K58XYxbszelb3 2-4-3 I I 2.6-0 2 -51 2-3-11 2-3-7 I 1-8-4 I Scala =1812 45= h6 = 254 I I 502 MT18H = 358 = 2,4 I I 5r12 MT18H = 4,12 = 4,8 = 358 FP = 254 I I 5512 MT18■ = 3a8 = 254 I I 5112 MT181-1 = 354 I I 1 48 2 49 3 50 4 51 5 52 B 53 7 54 B 559 10 SO 11 57 12 58 13 59 14 80 15 81 18 17 33 34 32 35 31 38 30 37 29 38 28 39 27 40 28 41 25 24 92 23 43 22 44 21 45 20 48 19 47 18 244 II 5x12 WISH = 344 = 214 II 5x12 141"18H = 4s5 = 254 II 958 = 358 FP= 5512 MT18H = 354 = 2a4 II 5,12 MT18H = 254 115,112 MT1811 = 44 = 17 -5-4 358 2 4-9-9 7 -51 10-0-9 -e5 -1 -- 20-1 -8 22 - 8-0 25 -3-12 27 -171-0 30 -6-.2-0 35 -3-0 35--6 -0 I 7.7 -8 I 7 -7-9 I 2 -7 -8 2.12 7,8 -1 1 7 -513 14 2 -5 -7 15 13 7 -5.11 I 7-6-12 7 -7.9 I 2 -7 -8 I 7 -7 -8 12 33 2 -7 -8 2-0-12 0- Plate Offsets (X,Y): [1:Edge,0 -1 -8], [3:0- 1- 8,Edge], [6:0- 1- 8,Edge], [8:0- 3- 0,Edge], [10:0- 1- 8,Edge], [12:0- 1- 8,Edge], [18:Edge,0 -1 -8], [22:0- 1- 8,Edge], [23:0- 5- 8,Edge], [24:0 -1 -8 ,Edge]. [26:0-3-0.Edge], [28:0- 1- 8,Edge], [31:0- 1- 8,Edge] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.82 Vert(LL) -0.21 29-30 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.32 29-30 >673 360 MT18H 220/195 BCLL 0.0 Rep Stress lncr YES WB 0.73 Horz(TL) 0.04 18 n/a n/a BCDL 5.0 Code IRC2009/TP12007 (Matrix) Weight: 187 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. BOT CHORD 4 X 2 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. WEBS 4X2DF Std G REACTIONS (Ib /size) 33= 748/0 -5-8 (min. 0 -1 -8), 26= 2422/0 -5 -2 (min. 0 -1 -8), 18= 734 /Mechanical Max Grav33= 831(LC 2), 26= 2422(LC 1), 18= 834(LC 3) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-48 =- 1661/0, 2-48=-1661/0, 2- 49=- 1684/0, 3-49 =- 1684/0, 3-50=-2737/0, 4-50 =- 2737/0, 4-51= 2648/331, 5 -51 =- 2648/331, 5-52 =- 2648/331, 6 -52 =- 2648/331, 6-53 =- 1520/903, 7- 53=- 1520/903, 7 -54= 0/3951, 8- 54= 0/3951, 8- 55= 0/1601, 9-55= 0/1601, 9-10= 0/1601, 10-56=-1664/863, 11 -56= 1664/863, 11 -57 =- 1688/858, 12 -57 =- 1688/858, 12 -58 =- 2707/296, 13 -58 =- 2707/296, 13 -59 =- 2522/0, 14-59=-2522/0, 14- 60=- 2522/0, 15 -60 =- 2522/0 BOT CHORD 32- 35= 0/2737, 31- 35= 0/2737, 31- 36= 0/3058, 30- 36= 0/3058, 30- 37= 0/3058, 29 -37= 0/3058, 29 -38 =- 903/1520, 28 -38= 903/1520, 28 -39 =- 1658/0, 27 -39 =- 1658/0, 27 -40 =- 1658/0, 26- 40=- 1658/0, 26- 41=- 3534/0, 25- 41=- 3534/0, 24- 25=- 3534/0, 24- 42=- 1601/0, 23- 42=- 1601/0, 23 -43 =- 296/2707, 22-43=-296/2707, 22- 44= 0/2978, 21- 44= 0/2978, 21 -45= 0/2978, 20- 45= 0/2978, 20-46=0/1341, 19 -46= 0/1341, 19- 47= 0/1341,18 -47= 0/1341 WEBS 8 -26 =- 1356/0, 7-27=-16/268, 10-24=-1008/0, 6-28 =- 788/0, 5-29=-298/0, 6-29= 0/1436, 4-30 =- 6/273, 4 -29 =- 668/53, 4-31 =- 369/207, 2 -32 =- 306/0, 3- 32=- 1128/0, 11 -23 =- 303/0, 13 -21 =- 6/273, 12 -23 =- 1330/0, 13- 22=- 528/110, 14 -20 =- 299/0, 13- 20=- 491/166, 15 -19 =- 7/272, 15-20= 0/1271, 1- 32= 0/1812, 7- 28= 0/2157, 10- 23= 0/2045, 7-26=-2673/0, 15 -18 =- 1534/0, 16 -18 =- 264/16, 8 -24= 0/2493, 1- 33= -821/0 NOTES •ts. %; PD ROFen 1) Unbalanced floor live loads have been considered for this design. co E NGINE _ / 2) All plates are MT20 plates unless otherwise indicated. 3) A plate rating reduction of 20% has been applied for the green lumber members. 16: 9l 4) Refer to girder(s) for truss to truss connections. 5) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. f� • • ' EG i 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. � E i : / 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 U to be attached to walls at their outer ends or restrained by other means. A S '�N LOAD CASE(S) Standard Digital Signature EXPIRATION DATE: 06/30/14 March 5,2013 4 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1111 -7473 BEFORE USG Design valid for use only with Mick connectors. This design is based only upon parameters shown. and is for an individual building component. Apptcability of design parameters and proper incorporation of component b 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 of the Mirek4 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/Mil Quality Criteria, DSB -119 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available horn Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 If Southern Pine (SP) lumber is specified. the design values ere arose effective 06/01/2013 by ALSC • Job Truss Truss Type Qty Ply Pulte Summ. Crk. bldg 23 main floor R36011945 B1301889 AG -1 FLOOR 2 2 Job Reference (optional) Pro-Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Mar 04 10:32:48 2013 Page 1 ID: ulagldOVB8j7L7kIISmgKWzHwbx- pjoG2A3akrVH1L ?K7Alos ?Ms6 ?Eli — xtKByt5Mbzelaj 0-Q,6 4 -1-0 8 -1 -10 9 -�10 0 4 -0-10 4 -0-10 0-�8 scale = 1.15 ,8 5e8 = 1 2 5.8 = 11 3 2.4 II 12 4 5 • Sae = 10 3 8 4 7 8 HH11528.2 2.4 11 2.4 II - 0 - 0 Plate Offsets (X.Y): [2:0-3-0.0-2-4]. [4:0-3-0.0-2-41. [8:0-4-0.0-2-0] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) 1 /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.06 8 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.10 8 >907 240 BCLL 0.0 Rep Stress Incr NO WB 0.72 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 80 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. BOT CHORD 2 X 6 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2 x 4 DF Std G REACTIONS (lb /size) 9= 949/0 -5-8 (min. 0 -1 -8), 7= 949/0 -3-8 (min. 0-1 -8) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2 -11 =- 2788/0, 3-11=-2788/0, 3 -12= 2788/0, 4 -12 =- 2788/0 WEBS 3-8 =- 396/0, 2- 8= 0/2844, 4- 8= 0/2844, 2 -9 =- 775/0, 4- 7= -775/0 NOTES 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2 -ply truss to be connected together with Simpson SDS 1/4 x 4 -1/2 screws as follows: Top chords connected as follows: 2 x 4 - 1 rows 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 rows at 0-9-0 oc. 5) 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. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9) 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. a >r_D PR Qp- 10) Use Simpson Strong -Tie HHUS26 -2 (14 -10d Girder, 4-10d Truss) or equivalent at 4-4-0 from the left end to connect truss(es) AG -2 G] N So (2 ply 2 X 6 DF) to front face of bottom chord. E ` 11) Fill all nail holes where hanger is in contact with lumber. tv 9 12) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Q' 16: '- 4% f LOAD CASE(S) Standard 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 1 -5= 100, 6 -10 =10 • " EG •1 Concentrated Loads (lb) T Fj�� c � � Vert: 8-- 1000(F) � .S �\ Digital Signature EXPIRATION DATE: 06/30/14 March 5,2013 t r A WARNING - Verjjy design parameters and READ NOTES ON THIS AND INCLUDED i1ITBICREPERBNCE PAGE MU-7473 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 parameters 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 Mireke erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TP11 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available horn Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria- VA 22314. Citrus Heights, CA, 95610 If Southern pine (SP) lumber is specified. the design haloes are those effective 06/01/2013 by MSC •' Job Truss Truss Type Qty Ply Pulte Summ. Crk. bldg 23 main floor R36011946 81301889 AG -2 FLOOR 2 2 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 a Aug 25 2011 MiTek Industries, Inc. Mon Mar 04 10:32:49 2013 Page 1 ID:819fUWKo38 RS7jlGvEnN? zHwbX- IvMeG1A/ 4DV9d8fVaWhu 0-9 3-8-2 — 2x4 i�Ie 0 .6 3 -7 -12 0-6-6 1 2 494 = 9 3 4 5uM =1:106 I ■. ., ■ ■■ 494 = -/ 6 7 10 6 =' 294 II O 3 -8-2 O -6 3 -7 -12 O fl LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.19 Vert(LL) - 0.01 6-7 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.38 Vert(TL) - 0.02 6-7 >999 180 BCLL 0.0 Rep Stress [nor NO WB 0.02 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 36 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD 2 -0 -0 oc purlins: 1 -4. BOT CHORD 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4DFStdG REACTIONS (lb /size) 6= 639/0 -2 -0 (min. 0 -1 -8), 7= 569 /Mechanical FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2 -7 =- 300 /0, 3-6= -287/0 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) This truss is not designed to be used as a floor truss. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. 7) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/7P11. 8) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 10) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. 11) 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. 0 PR 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 800 lb down at 2 -0 -0 on bottom •c.- GJ GI �FFS chord. The design /selection of such connection device(s) is the responsibility of others. C LOAD CASE(S) Standard l.: •,;/ ( 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 1-4=-100, 5 -8 = -10 r Concentrated Loads (Ib) Vert: 10=- 800(F) ..o OR - • C. j FR S T Digital Signature EXPIRATION DATE: 06/30/14 March 5,2013 � r A WARNING - Verify design parameters and READ NOTES ON MIS AND INCLUDED 1117 KREFERENCE PAOB ffiI -7473 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 parameters 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 responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing. consult ANSI/TP11 Qualify Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Infoanafon available from Truss Plate Institute- 781 N. Lee Sheet, Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 n Southern Pine I ISP) lumber is specified, the design vetoes, r.thoseeffectiu. /DI /2013 byAlso No • Job Truss Truss Type Qty Ply Pulte Summ. Crk. bldg 23 main floor R36011947 B1301889 AG -3 FLOOR 2 Job Reference footionall Pro-Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Mar 04 10:32:49 2013 Page 1 ID: vZ96k3eUAp8uyz7YEfBeuGzHwb8- IvMeGW4DV9d8NaWhuG1 PCv2EPcsjZ9UQccfu1 zelai 7-11-2 L9 0.by b- 2 -10-12 E 1 2 a9 = 9 3 9 55919 - 1:100 4 • 0 7 10 11 12 1111t P PP- 2e4 II 49 Ni_ 7 -11 -2 7 -y1-8 WIA 2-10-12 0-0S LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.13 Vert(LL) - 0.00 6-7 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.19 Vert(TL) -0.01 6 -7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.02 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 29 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 2 -11 -8 oc purlins. BOT CHORD 2 X 6 DF No.2 GOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2x4DFStdG REACTIONS (lb /size) 7= 591 /Mechanical, 6= 735/0 -5 -8 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2- 7=- 297/0, 3-6= -280/0 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) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 500 lb down at 1 -0 -0, and 500 lb down at 2 -4 -0 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. 1/4 to LOAD CASE(S) Standard 4 C- PR s - 1) Floor: Lumber Increase =1.00, Plate Increase = 1.00 \ � I_ 5• 9 /0 Uniform Loads (plf) Vert: 1 -4 = ' e 100, 5 -8 = -10 16 • P 17 � Concentrated Loads (Ib) Vert: 10=-500(F) 12=-500(F) / i : T F 41 8 .. � G MF R S. 1‘ N Digital Signature EXPIRATION DATE: 06/30/14 March 5,2013 A WARNING - Verify design parameters and READ NOTES ON TTIIS AND INCLUDED OSTEN REFERENCE PAGE NII-7473 BEFORE US& 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 parameters 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 responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quailly Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 It Southern Pine (SP) timber is specified. the design values are Nose effective 06/01/2013 by ALSC 1 II' Job Truss Truss Type Qty Ply Pulte Summ. Crk. bldg 23 main floor R36011948 81301889 AG FLOOR 2 2 Job Reference (ootionall Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Mar 04 10:32:47 2013 Page 1 ID:OggC Cf Tmw0g6kavpnfwp B gzHwa3 -LXE urg2yzX NQ P B Q8ZTDZKnpgZbt WFYKBzI7Yg8ze lak I 4 -2-4 I 7 -11-4 I 11 -84 I t5-10 -8 4-2-4 3 -9-0 3-9 -0 4-2-4 Scale = 1:26.5 za4 II 1 15 2 16 3 17 4 16 5 rN PI • Y— q o 0 o 11/�l� 11 9 HHUS26-2 lz tl/I 12 8 13 7 14 �� ��1I 10018 = 4,6 = 10010 = 10010 = 1009 = I 4 -0-4 1 7-11-4 I 11-9 -4 I 15 -10-8 I 4-2-4 '1-9-0 3-9 -0 4-2-4 Plate Offsets (X.Y): 16:Edge.0 -3 -01. 110:Edge.0 -3-0] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.25 7 -8 >747 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.44 Vert(TL) -0.44 7 -8 >427 360 BCLL 0.0 Rep Stress Incr NO WB 0.49 Horz(TL) 0.02 6 n/a n/a BCDL 5.0 Code IRC2009/TP12007 (Matrix) Weight: 155 lb FT = 10% LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1.7E TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except BOT CHORD 2 X 6 DF 2400F 2.0E end verticals. WEBS 2 x 4 DF Std G 'Except' BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. 1- 9,5-7: 2 x 4 DF No.18Btr G REACTIONS (lb /size) 10= 1116/0 -5 -8 (min. 0 -1 -8), 6= 1598/0 -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=- 1004/0, 1-15=-4198/0, 2 -15 =- 4198/0, 2- 16=- 6002/0, 3-16 =- 6002/0, 3-17 =- 6002/0, 4-17 =- 6002/0, 4- 18=- 5999/0, 5-18=-5999/0, 5 -6 =- 1380/0 BOT CHORD 9-12= 0/4198, 8- 12= 0/4198, 8- 13= 0/5999, 7- 13= 0/5999 WEBS 2-9=-822/0, 3-8 =- 337/0, 4-7 =- 395/0, 1- 9= 0/4278, 2- 8= 0/1844, 4-8 =- 194/411, 5-7= 0/6113 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 0-7-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7 -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 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 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 aED PR OFF to be attached to walls at their outer ends or restrained by other means. At s 8) Use Simpson Strong -Tie HHUS26 -2 (14 -10d Girder, 4-10d Truss) or equivalent at 11 -8-4 from the left end to connect truss(es) A06 (2 �� L NG ] NE J 9 tS> ply 2 X 6 DF) to front face of bottom chord. (v 9) Fill all nail holes where hanger is in contact with lumber. 2 1 • 1 ► . - • 9 f LOAD CASE(S) Standard ///- / 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 - i.4 Uniform Loads (plf) � • Vert: 6- 10 = -10, 1 -5= -100 . • R r, • m r� Concentrated Loads (Ib) I �F. - ? 1 < ', Vert: 7=-1000(F) �A. - � R S. Digital Signature EXPIRATION DATE: 06/30/14 March 5,2013 t r A WARNING - Verify design parameters and READ NOTES ON TRIS AND INCLUDED MFI73K REFERENCE PAGE 1111 - 7473 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. 1N11 Appicability of design parameters 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 responsibillity of the MiTek" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quatly Criteria. DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safely Informaflon available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 N Southern Pine IsP) lumber is specified, the design values are Nose .Eecare 06/01 /2013 by ALSO c `' Job Truss Truss Type Qty Ply Pulte Summ. Crk. bldg 23 main floor R36011949 81301889 C1 FLOOR 18 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Mar 04 10:32:54 2013 Page 1 ID: DhbdEiCrdT? Q? F4g5Ziyp? zHwnJ- et9XJD8LKhFRIGSUTRrC6GcpVQEFOisDauKQZEzelad I 2 -3 -8 I I 2 -6-0 I 1 0 -9-8 1 Scale • 1:19 5 5,12 MT18H = 5x8 = 3143 = I 3146 = 18 2 19 3 3,5 = 20 42,4 II 21 5 22 B AM 14 L1 - "5412 MT18H — 3144 = - - 3,10 = 2144 11 a 13 11 14 10 15 9 16 3 17 2,4 II 5,8 = ' 2 -9-3 7.6-12 2-6-12 2 -7A 1 -3 -8 1-0-4 Plate Offsets (X.Y): [2:0- 1- 8.Edge]. [3:0- 2- 8.Edgej. [5:0- 3- 12.Edgel. [7:0- 3- 8.Edge]. [9:0- 3- 12.Edgej. [11:0- 1- 8.Edge]. [12:Edge,0 -1 -8] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) - 0.08 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) - 0.13 9-10 >999 360 MT18H 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.03 7 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 61 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) 12= 641/0 -2 -0 (min. 0 -1 -8), 7= 641/0 -2 -0 (min. 0-1-8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-12=-270/0, 2-19=-1285/0, 3-19 =- 1285/0, 3-20=-1637/0, 4-20=-1637/0, 4-21 =- 1637/0, 5 -21 =- 1637/0 BOT CHORD 12- 13= 0/1285, 11- 13= 0/1285, 11- 14= 0/1813, 10- 14= 0/1813, 10 -15= 0/1813, 9-15= 0/1813, 9 -16= 0/724, 8- 16= 0/724, 8 -17 =0/724, 7 -17 =0/724 WEBS 6-7 =- 255/50, 3- 10=- 12/272, 2- 11= 0/281, 3-11 =- 568/0, 4 -9 =- 299/0, 3-9 =- 345/164, 5-8 =- 16/270, 5-9= 0/982, 2- 12=- 1389/0, 5-7= -949/0 NOTES 1) All plates are MT20 plates unless otherwise indicated. 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) 12, 7. 4) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 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. LOAD CASE(S) Standard 6. 9 16?.O" r • •-o�,OREG• , e ' M S -'"N Digital Signature i EXPIRATION DATE: 06/30/14 March 5,2013 a • A WARNING - Verify design parameters and READ NOTES ON77UISAND INCLUDED NITERREPERBl1tE PAGE MU -7473 BEFORE USE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. ��• Applicability of design parameters and proper incorporation of component is responsibility of budding designer - not true designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Miff** erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication- quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Qualify Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available horn Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Carus Heights, CA 95610 It Southern Pine (SP) lumber Is specified. the design values are those effective 06101/2013 by RISC g a' Job Truss Truss Type City Ply Pulte Summ. Crk. bldg 23 main floor R36011950 61301889 C2 FLOOR 1 1 Job Reference footionall Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Mar 04 10:32:57 2013 Page 1 ID: d G H Isj FjwO N ?sjoPnhGgRdzHwnG3SrfxFAE cce ?cj B39ZPvj uE J8d Gbb2sf GsY4AZze laa I 2.4 -12 I I 2-6-0 I I 2-6-0 I Scale • 1:17,8 5,12 MT18H = me = I 4a8 = 15 2 5412 MT18H = l8 3 2a4 II 17 4 18 5 i_____ e ® O O ® J e e o e e e t 11 8 12 6 12 7 4v9 — 14 e 408 = 5.12 MT18H = 3.4 II e,4 II I 2 -9-4 I 5-4-0 I 7 -10 -12 I 10.8-0 I 2 - 7-6-12 2-6-17 2 -9-4 Plate Offsets (X.Y): [1:Edge.0- 1- 81(2:0- 1- 8,Edge], (4:0- 1- 8,Edge). [5:0- 3- 0,Edge], [7:0- 1- 8.Edge]. [9:0- 1- 8.Edge], [10:Edge,0 -1 -8] LOADING (psi) SPACING 2 -0 -0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.07 8 -9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.52 Vert(TL) -0.10 8 -9 >999 360 MT18H 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 60 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 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) 10=573/0-2-0 (min. 0-1-8), 6= 573/0 -2 -0 (min. 0-1-8) QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT Max Grav10= 969(LC 3), 6= 969(LC 2) LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -10 =- 958/0, 5-6 =- 958/0, 1 -15 =- 2024/0, 2 -15 =- 1632/0, 2-16=-2471/0, 3 -16 =- 1935/0, 3-17 =- 1935/0, 4-17=-2471/0, 4 -18 =- 1632/0, 5-18=-2024/0 BOT CHORD 10 -11 =- 410/458, 9 -11 =- 982/982, 9 -12= 0/1634, 8 -12= 0/2033, 8 -13= 0/2033, 7 -13= 0/1634, 7 -14 =- 982/982, 6- 14=- 410/458 WEBS 3-8 =- 295/0, 2- 8=- 709/1431, 2 -9= 825/0, 4 -7 =- 825/0, 4-8 =- 709/1431, 1- 9= 0/2289, 5-7= 0/2289 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 10, 6. 5) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 7) 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 10 -8 -0 for 380.0 plf. 8) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 9) 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 5 PR °FF to be attached to walls at their outer ends or restrained by other means. r`0 s LOAD CASE(S) Standard Cr 43 04 EF9 s / a 8e• -E ■ ->' 9‘ti /E 1 .;.' N �� /i S Digital Signature EXPIRATION DATE: 06/30/14 March 5,2013 • • A WARNING - Verify design parameters s and READ NOME ON THIS AND INCLUDED MITER REFERENCE PAGE !111.7473 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 parameters 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 responsibilliy of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing. consult ANSI/TPI1 Quality Criteria, DSB -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Inlormafon available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 It southern Pine (SP) Umber is specified, the design values are those effective DS/02/2013 by ALSC ■ • Job Truss Truss Type Qty Ply Pulte Summ. Crk. bldg 23 main floor R36011951 B1301889 C FLOOR 31 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Mar 04 10:32:53 2013 Page 1 ID:ZfO WHPG_ S7dj50you618W2zHwnE- Ahc96t7jZN7a76tlwjKzZ23dFOtBfHK4LEas 1 ozelae I 2 -2-0 I I 2-6-0 I I 2 -2-0 I Scab • 1.28.3 5x12 MT18H = 51,12 MTIBH = 2x4 II Sa12MT18H = 3x6 = 1 3.6 = 21 2 22 3 23 4 24 5 25 6 5x12 MT1615 = 26 7 `! ∎ter_.1 w w w DAM 1 %1111 1 ppff i iiiii ihi "" 11111_ 1 1111111E1MM e! .' IIIMAIIIII linFilli. Welaill ii..... 5x12 MT18H = @ 15 13 18 12 17 11 18 10 19 9 20 8 2.4 II 3x6 = 2x4 II 5x12MT18H- 5x12 MT18H = 502 MT18H = 5_ . 2 -8-0 2-7-8 2-6-17 7-6-17 2-7-A 2-8-0 Plate Offsets (X.Y): [2:0- 1- 8.Edgej. [6:0- 1- 8.Edge]. [8:Edge.0 -1 -8]. [9:0- 1- 8.Edge]. [13:0- 1- 8.Edge]. [14:Edge.0 -1 -8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.17 11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.62 Vert(TL) -0.30 11 >622 360 MT18H 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.06 8 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 78 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= 843/0 -2 -0 (min. 0 -1 -8), 8= 843/0 -2 -0 (min. 0-1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -14 =- 269/1, 7 -8 =- 269/1, 2 -22 =- 1706/0, 3-22 =- 1706/0, 3-23=-3147/0, 4 -23 =- 3147/0, 4-24 =- 3147/0, 5-24 =- 3147/0, 5-25 =- 1706/0, 6-25=-1706/0 BOT CHORD 14 -15= 0/1706, 13- 15= 0/1706, 13- 16= 0/2781, 12- 16= 0/2781, 12- 17= 0/2781, 11 -17= 0/2781, 11- 18= 0/2781, 10 -18= 0/2781, 10- 19= 0/2781, 9-19= 0/2781, 9-20= 0/1706, 8- 20= 0/1706 WEBS 4-11 =- 300/0, 3-13=-1157/0, 3-11 =- 121/451, 5-11 =- 121/451, 3-12 =- 9/272, 5-10=-9/272, 2- 13= 0/453, 6-9= 0/453, 5 -9 =- 1157/0, 2 -14 =- 1858/0, 6-8=-1858/0 NOTES 1) All plates are MT20 plates unless otherwise indicated. 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, 8. 4) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 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. LOAD CASE(S) Standard •k- 9,EO PR Ope i • -o -- A. �� A s. Digital Signature EXPIRATION DATE: 06/30/14 March 5,2013 1 t A WARNING - Verify design parameters and READ NOTES ON 77118 AND INCLUDED 3IITEKREFEREIVCE PAGE MII.7473 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 parameters 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 responsibilrity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality CrIerla, DSB -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 N Southern vase ISP) hreb.r Is specifu4 the design blues are those effective 06/01/2013 by ALSC d '' Job Truss Truss Type Qty Ply Pulte Summ. Crk. bldg 23 main floor R36011952 81301889 C -DRAG FLOOR 3 1 Job Reference (optional) Pro-Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Aug 25 2011 Mrrek Industries, Inc. Mon Mar 04 10:33:00 2013 Page 1 ID :_E4evRJslw ?IyUhMZErr8hzHwnB -T1 XoaGC6vX0aTBvegiycLXsrOrHvoK ?6ygnknuzelaX I 2 -2-0 11 2 -6-0 1 I 2 -2-0 I sub - 1292 9x12 = 2.9 II 3x10 = 2xa II 5■12 M718H = 1>w3 = 21 2 22 3 5912 MT113H = 23 • 29 5 25 6 213 7 0 II��I `� i� �i l_� ��ll 111.M II �W� -W! A M %�.� e •♦♦♦•♦•♦• • •♦••♦•, 1 2 17 11 1B 10 19 B P B W ► �������������i�0 0 44 = 5x12 MTIBH = 294 11 5x12 MT18H = WO = 319 II 303 = I 2 -8-0 1 5 -397 I 7 -10-4 1 10.5-0 1 13-0.8 1 15 -8-8 1 2-8-0 2 -7-0 2-6-12 7-6-12 2 -7 -8 2$n Plate • ise a Y : '0-5 -8 Ed.e 3:0 -1 -8 Ed•e 7'0 --8 Ed.e 12'0 -1 -8 Ed.e 14: the 0-1 -8 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lest) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.08 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.55 Vert(TL) -0.13 10 -11 >999 360 MT18H 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 85 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 No.18Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing, Except: 10-0 -0 oc bracing: 8 -9. REACTIONS (lb /size) 14=- 445/4 -2 -0 (min. 0 -1 -8), 8= 602/0 -2 -0 (min. 0-1-8), 13= 1529/4 -2 -0 (min. 0 -1 -8) Max Horz 14= 126(LC 8) QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT Max Uplift14= 1721(LC 7), 8= 85(LC 8), 13= 414(LC 8) LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE Max Grav14= 1154(LC 8), 8= 852(LC 7), 13= 2463(LC 2) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -14 =- 268/3, 7 -8 =- 842/96, 1 -21= 463/463, 2-21=-926/926, 2-22=-2877/2354, 3-22=-2054/1860, 3-23=-3452/1595, 4-23=-2937/797, 4-24=-2454/697, 5-24=-1956/79, 5 -25 =- 2483/921, 6- 25=- 1984/522, 6- 26=- 1485/0, 7- 26=- 1641/180 BOT CHORD 14 -15 =- 3576/1966, 13 -15 =- 2107/497, 13-16= 2474/901, 12 -16 =- 4337/2764, 12 -17 =- 2351/2874, 11- 17=- 2351/2874, 11 -18 =- 752/2815, 10- 18=- 752/2815, 10 -19 =- 752/2815, 9-19=-752/2815 WEBS 4 -11 =- 299/0, 3- 12=- 897/105, 5- 10=- 9/272, 2 -13= 2422/441, 6-9=-303/0, 2 -12 =- 235/2491, 3-11=-355/1695, 5 -11 =- 961/632, 5 -9 =- 1164/517, 2 -14 =- 2651/4403, 7 -9 =- 296/1887 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8. 5) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. O .Ep PR °FF 6) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the s �(, Top Chord and Bottom Chord, nonconcurrent with any other live loads. �� <0 L NG I .-.,s, s 7) This truss has been designed for a total drag load of 380 Of. 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 1432.5 plf. 1 ,,.: 9/ 9 t' 8) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. / 9) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. up. /��/ 10) 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 ♦ .1 to be attached to walls at their outer ends or restrained by other means. A ; OREG !"- %-A, LOAD CASE(S) Standard '9� Q - . N G � Digital Signature EXPIRATION DATE: 06/30/14 March 5,2013 t r A WARMING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIMIC REFERENCE PAGE HII -7473 BEFORE USE. ■ Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component Appkcability of design parameters 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 stabikty during construction is the responsiblllity 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/T9I1 Quality Criteria, DSB -89 and BC31 Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Sheet. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 If Southern vin. )l0) lumber is specified the design values are trios. effective 06/01 /2013 by Arse r e Job Truss Truss Type Qty Ply Pulte Summ. Crk. bldg 23 main floor R36011953 B1301889 C -DRG2 FLOOR 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Mar 04 10:33:01 2013 Page 1 ID: GMdi9PRdtBeBbCuA2ii2abzHwNB- xD5AncDkgg8R5LUgOPTrukO ?_FcdXvMFBUXHJKzeIaW I 2-8-12 I 54121.1718H = Sob • 1'12 2 I 344 II 9 2 10 3 344 II ; 5412 MT1 BH = 244 5412 MT18H = 6 7 5 8 4 I 1 -7-8 I 2 -10-8 I 5-9A I 1 -741 1 -3 -0 2 - 10 - Plate Offsets (X.Y): [1:Edge.0 -1 -8]. [4:Edge.0 -1 -8]. [6:Edge,0 -1 -8J LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.53 Vert(LL) - 0.08 5-6 >827 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.58 Vert(TL) - 0.09 5-6 >733 360 MT18H 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight: 30 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 5 -9-0 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) 6= 303/0 -2 -0 (min. 0 -1-8), 4= 303/0 -2 -0 (min. 0-1 -8) Max Uplift6=-93(LC 2), 4=-93(LC 3) QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT Max Grav6= 698(LC 3), 4= 698(LC 2) LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -6 =- 271/2, 3-4 =- 271/2, 1 -9 =- 398/398, 2 -9 =- 1045/1045, 2 -10 =- 1045/1045, 3-10 =- 398/398 BOT CHORD 6-7 =- 450/1431, 5-7=-32/1013, 5-8 =- 32/1013, 4 -8 =- 450/1431 WEBS 2- 5= 0/281, 2 -6= 1641/593, 2 -4= 1641/593 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6, 4. 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 6) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 7) This truss has been designed for a total drag load of 380 p8. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0 -0-0 to 5-9 -0 for 380.0 plf. 8) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 9) 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. '\t 0.0 P R Q(C -- LOAD CASE(S) Standard � � , \� ( G N � E ;9 ' , i R S - Digital Signature EXPIRATION DATE: 06/30/14 March 5,2013 I ■ A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MD78KRBPERENCB PAGE HI1 -7473 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 parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek° erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPIl Quardy Criteria, OSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 N Southern Pine (SP) lumber is specifier!. the design value' are those effective 06/01/2013 by ALSC 4 1' • Job Truss Truss Type Qty Ply Pulte Summ. Crk. bldg 23 main floor R36011954 B1301889 CG FLAT 6 Job Reference (ootionafl Pro-Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Mar 04 10:33:02 2013 Page 1 ID: SPb86QELgGoZrjIlfdSRUCzHwSd- PPeYy EMR8GIjV30x6 ?4Qyx8ReyJGKFOQ8GrrnzelaV I 5-3-7 I 10-5-1 I 15bb I 5-3-7 5 4-11 5-3 -7 Sine • 1,26 6 2r4 II 2r4 II 5.6 = 1 54 = 14 2 15 3 18 4 0 — — O of O F E — e e J 9 7 10 6 5■6 = 11 IZ 13 Sr8 = 20-4 II 2■4 11 I 5-3-7 I 10-5-1 I 15-8 -8 I 5 -3-7 5 -1 -11 5-3 -7 Plate Offsets (X.Y): [1:0- 2 -4.0 -2 -01. [4:0- 2- 4.0 -2 -01. (5:0- 2- 4,0-2- 0147:0- 2- 4.0 -2 -0J LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) I/defl Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.68 Vert(LL) -0.33 6 >561 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.62 Vert(TL) -0.58 6 >321 240 BCLL 0.0 Rep Stress Ina NO WB 0.47 Horz(TL) 0.02 5 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 140 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4 -8 -9 oc purlins, except BOT CHORD 2 X 6 DF 2250F 1.7E end verticals. WEBS 2 x 4 DF Std G *Except' BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. 1- 7,4-6: 2 x 4 DF No.1&Btr G REACTIONS (lb /size) 8= 1114/0 -5-8 (min. 0 -1-8), 5= 2182/0 -5-8 (min. 0-1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -8 =- 1101/0, 1 -14 =- 5884/0, 2 -14 =- 5884/0, 2 -15= 5884/0, 3 -15 =- 5884/0, 3-16 =- 5884/0, 4 -16 =- 5884/0, 4-5 =- 1194/0 BOT CHORD 7- 10= 0/5884, 6-10= 0/5884 WEBS 2 -7 =- 670/0, 3-6 =- 402/0, 1- 7= 0/5953, 4- 6= 0/5953 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) Unbalanced floor live loads have been considered for this design. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 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 c „E0 PR °F F to be attached to walls at their outer ends or restrained by other means. t(, s 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 800 lb down at 12 -0 -0, and 800 \� � IGNG 9 cS' j 0 lb down at 14 -0 -0 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 16 j� P f 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 / Uniform Loads (plf) Vert: 5 -8 =10, 1-4= -100 Concentrated Loads (Ib) .1. T • '4 . 1 Vert: 11=- 800(F) 13=- 800(F) . F ti18 y o e A ‘ 4 R S. G Digital Signature EXPIRATION DATE: 06/30/14 I March 5,2013 I r A WARNING - Verify design parameters and READ NOTES ON TIES AND INCLUDED MITERREPERENCB PAGE 1171.7473 BEFORE USE. m Design valid for use only with MTek connectors. Ohs design is based only upon parameters shown, and is for an individual building component. �' Applicability of design parameters 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 responsbitity 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/1911 Quality Criteria. DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Solely Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 If Southern Pine (SP) 'unbar is specified. the design values are those elective 06101/2013 by A1SC Job Truss Truss Type Oty Ply Pulte Summ. Crk. bldg 23 main floor R36011955 B1301889 C -STUB FLOOR 4 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Mar 04 10:33:03 2013 Page 1 ID: EgN5AgOtTrNyVMXwygLf2xzmrq2 -tcCxC IF ?CSO9KeeDVgWJz9UP 12KK ?pTYeo000DzelaU 2 -3 -8 I I 2-6-0 I 2 -3-8 Scale • 1,28 0 5812 MTIBM = 388 = 284 II 284 II 1 388 = 2 3 4 5 3410 = e 5812 MT18H = 78 'P 111111111111411111"".111111111111111111111111 gal IMF 0:4%11 1 00 1. I- 111T121110 12 388 = 11 10 9 IIILLLVVV 380= 3810= 5812 MT18H = 5812 MT18H = 156.0 1564 7-10-4 15-58 15 I 7 -10-4 7 -7-4 0 4 0 -2-8 Plate Offsets (X.Y): [2;0- 1- 8,Edgej, [3;0- 2- 12.Edge]. [5:0- 2- 0.Edge]. [6:0- 1- 8.Edge]. [9:Edge.0 -1 -8]. [10:0- 1- 8.Edge], [12:0- 1- 8.Edge]. (13 :Edge.0 -1 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.16 11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.50 Vert(TL) -0.31 11 -12 >597 360 MT18H 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.06 9 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 73 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 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) 9= 853 /Mechanical, 13= 836/0 -2 -0 (min. 0-1 -8) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2- 3=- 1768/0, 3-4 =- 3111/0, 4-5 =- 3111/0, 5-6 =- 1696/0 BOT CHORD 12 -13= 0/1768, 11- 12= 0/2744, 10- 11= 0/2711, 9- 10= 0/1696 WEBS 4-11 =- 258/0, 3 -12 =- 1053/0, 3-11= 0/396, 5-11= 0/432, 5-10=-1095/0, 2 -12= 0/438, 6 -10= 0/453, 2 -13 =- 1911/0, 6-9 =- 1847/0 NOTES 1) All plates are MT20 plates unless otherwise indicated. 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) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 13. 5) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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. LOAD CASE(S) Standard PROFe i 02 9 6: e / - � t41 f Nv S. Digital Signature EXPIRATION DATE: 06/30/14 March 5,2013 1 l A WARMING - Verify design parameters and READ NOTES ON THIS MID INCLUDED NITER REPS PAGE N11.7473 BEFORE US& ■' Design valid for use only with Mifek connectors. This design is based only upon parameters shown- and is for an individual building component Applicability of design parameters 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 responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPl1 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street- Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 If Southern Pine (SP) lumber is specified. the design values are those effective 06/01/2013 by AIM Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION /4 s " Center plate on joint unless x, y 6 -4-8 d imensions shown in ft -in- sixteenths (Drawings not to scale) Failure to Follow Could Cause Property offsets are indicated. I I Damage or Personal Injury IN= Dimensions are in ft -in- sixteenths. 11:6 Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or X-bracing, is always required. See BCSI. TOP CHORDS 1 „ 2. Truss bracing must be designed by an engineer. For 0' /16 L \ 1 1 RA 1 4 wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I O p bracing should be considered. 0 IMAIllor = 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate C7-8 c6 7 c5 -6 , designer, erection supervisor, property owner and plates 0 'hd' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED /LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector lates. THE LEFT. p 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI I. ' Plate location details available in MiTek 20/20 NUMBERS /LETTERS. software or upon request. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for PLATE SIZE use with fire retardant, preservative treated, or green lumber. ICC -ES Reports: The first dimension is the plate 10. Camber is a non - structural consideration and is the 4 x 4 width measured perpendicular ESR 131 1, ESR -1352, ESR 1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER 3907, ESR-2362, ESR -1397, ESR-3282 camber for dead load deflection. the length parallel to slots. II. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and Southern Pine lumber designations are as follows: in all respects, equal to or better than that i� Indicated by symbol shown and /or SYP represents values as published specified. i� y y by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved /new values 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1, 2013 spacing indicated on design. if indicated. 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less. if no ceiling is installed, unless otherwise noted. vs.- 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 © 2012 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/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and p ictures) 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, MI e ANSI /TPI 1 Quality Criteria. Installing & Bracing of Metal Plate a Connected Wood Trusses. MiTek Engineering Reference Sheet: MII -7473 rev. 02/26/2013 irt