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Specifications RECEIVED MiTek® .JUN I6 2011 PcWCR To PCRPORM.'" rrry Of TIGARI) vn i'e `I Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676 -1900 Re: B 1 106181 Fax 916/676 - 1909 • Pulte Homes - Building 16 Main Floors 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: R33126352 thru 833126374 My license renewal date for the state of Oregon is December 31, 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. A City of Tigard ? .(3 pproved Plans By (D Date 7 1-7 t ( iA4 ST-'71'3[t _ate c 7 DEB PROFFs t j tt - , NEF / 2 / : - P E � �� OFFICE COPY y, OREGON J 0 O & gRY 1 - • / 0 SOO Digital Signature EXPIRATION DATE: 12 -31 -12 May 19,2011 Ong, Choo Soon 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 1. �1 Job Truss Truss Type Qty Ply Pulte Homes - Building 16 Main Floors R33126352 B1106181 10 -FTGE Floor Truss 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc Thu May 19 15:06.35 2011 Page 1 • ID.La5k9S_VH0am6f17gihmpNzHOhy l 1J uTGYPCzGTTK1W8ROOp _y6o1B87PSJmY4YSEzEtEI 1 1� \ 1, 0 0.1143 0.1143 Scale =1295 , 3x4 = 556 - 354 = 1 2 3 4 5 6 7 8 9 10 11 12 13 556 = 14 ��/ ii I III Y i III I III 1 I 110. II 29 11/ - ma Ra ai N I CI • III A ICI MUI Y�Y�Y- Y- Y�v- Y�V�1i1 V- V�Y�Y�i =, 28 27 26 25 24 23 22 21 20 19 18 17 16 15 556 = 456 I 3s4 II 458 = QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW 17 -7 -8 17 -7 -8 Plate Offsets (X,Y): 12:0- 1- 8,Edgel, [13:0- 1- 8,Edgel, 114:0- 1- 8,Edgel, 115:Edge,0 -1 -81, 129:0- 1- 8,0 -1 -81, 130:0- 1- 8,0 -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 0.24 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1 00 BC 0 24 Vert(TL) n/a - n/a 999 BC LL 0.0 Rep Stress Incr YES WB 0 64 Horz(TL) 0.01 21 n/a n/a BC DL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 76 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.1 &Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing, Except: OTHERS 4 X 2 DF Std G 10 -0 -0 oc bracing: 21 -22. REACTIONS All bearings 17 -7 -8. 1 (Ib) - Max Horz 28= -31(LC 3) Max Uplift All uplift 100 lb or less at joint(s) except 28=- 1761 2), 15 =- 1458(LC 3), 27=- 1659(LC 3), 16=- 1348(LC 2) 's Max Gray All reactions 250 lb or less at joint(s) 26, 25, 24, 23, 22, 21, 20, 19, 18, 17 except 28= 1868(LC 3), 15= 1592(LC 2), 27= 1953(LC 2), 16= 1690(LC 3)' , FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown ., , TOP CHORD 1 -2 =- 289/284, 2 -3 =- 1834/1817, 3 -4 =- 1501/1483, 4 -5 =- 1167/1150, 5 -6 =- 834/817, 6 -7 =- 501/483, 8- 9=- 517/499, 9- 10=- 850/833, 10- 11=- 1183/1166, 11 -12 =- 1517/1499, 12 -13 =- 1850/1833, 13 -14 =- 363/356 BOT CHORD 27 -28 =- 2104/2121, 26- 27=- 1832/1850, 25- 26=- 1499/1516, 24- 25=- 1166/1183, 23- 24=- 832/850, 22 -23 =- 499/516, 20- 21=- 484/501, 19 -20 =- 817/834,18 -19 =- 1150/1168, 17 -18 =- 1484/1501, 16 -17 =- 1817/1834, 15 -16 =- 2155/2172 WEBS 2 -27 =- 1939/1673, 13- 16=- 1674/1364, 2 -28 =- 2797/2 J., 1.3-Jk:2686R77 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 2x4 MT20 unless otherwise indicated. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i e. diagonal web). �� P R t c� 5) Gable studs spaced at 1 -4 -0 oc. 6) A plate rating reduction of 20% has been applied for the green lumber members. �� ss 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1761 lb uplift at joint 28, 1458 lb uplift at 5 G ( N�1 s �0 joint 15, 1659 lb uplift at joint 27 and 1348 lb uplift at joint 16, -0" 8) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced 83641 P E t-- standard ANSI/TPI 1. 9) This truss has been designed for a total drag load of 250 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag it / loads along bottom chord from 0 -0 -0 to 17 -7 -8 for 250.0 plf 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 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 -' ORE / .� ' qb to be attached to walls at their outer ends or restrained by other means c, 4' . 8 0- LOAD CASE(S) Standard yL/ SOO O � Digital Signature EXPIRATION DATE: 12 -31 -12 May 19,2011 y _ j ■ ® WARNING - Verifij design parameters and READ NOTES ON THIS AND INCLUDED MI TEK REFERENCE PAGE MII -7473 rev. 10-'08 BEFORE USE. ® j 1 Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component ME � Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, 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 Job Truss Truss Type Qty Ply Pulte Homes - Building 16 Main Floors R33126353 61106181 11 -FT Floor Truss 3 1 Job Reference (optional) r:, Pro-Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Thu May 19 1506:36 2011 Page 1 I - ID: La5k9S_ VH0am6f17gihmpNzHOhy- Y41eEfY1zHOK4Uai9XFMBVCF8PNsrYS ?Cp5_gzEtEH 0 -1.8 H I 2-6-0 I I 1 -7 -0 I I 1 -4 -0 I 0 -,1,8 Seale l -= 126 5 V 254 II 254 II 354 = 2x4 II 454 = 254 II • 4x10 = 354 = 1 2 4510 = 3 4 5 356 = 6 7 8 i .A ig∎ i■4∎∎ io •ice i g I II %� lit Ell 1 iii N■ 1e I Yom. e 1 13 12 11 10 i 410 = 254 II 2x4 II 4510 = 458 = 456 = 6 -7 -0 1 7 -3 -0 1 7.11-0 , 15.11 -0 6 -7 -0 0 -8 -0 0 -8 -0 8 - - Plate Offsets (X,Y): [4:0- 1- 8,Edge], [5:0- 1- 8,Edge], [8:0- 1- 8,Edge], [9:Edge,0 -1 -8), [10:0- 3- 12,Edge), [11:0- 1- 8,0 -0 -0], [12:0- 1- 8,Edge], [13 0- 4- 8,Edge], [14:Edge,0 -1 -8], [15:0 -1 -8 ,0 -1 -81, [16:0- 1- 8,0 -1 -8) LOADING (psf) - SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.53 Vert(LL) -0.20 10 -11 >959 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.75 Vert(TL) -0.34 10 -11 >553 240 BCLL 0.0 Rep Stress Incr NO WB 0.65 Horz(TL) 0.06 9 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 80 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.1 &Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 14= 855/0 -3 -8 (min. 0 -1 -8), 9= 855/0 -3 -8 (min. 0 -1 -8) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2 -3 =- 2914/0, 3 -4 =- 2911/0, 4 -5 =- 3199/0, 5 -6 =- 2947/0, 6 -7 =- 2947/0 DOT CHORD 13- 14= 0/1756, 12- 13= 0/3196, 11- 12= 0/3199, 10- 11= 0/3200, 9- 10= 0/1754 WEBS 2 -14 =- 1901/0, 2 -13= 0/1239, 4 -13 =- 636/55, 7 -9 =- 1898/0, 7 -10= 0/1277, 6 -10 =- 306/0, 5 -10 =- 566/83 (♦ 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 2009 International Residential Code sections R502.11.1 and R802.10.2 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, • N 4.. `S AO 43640P 9 r vow. i y OREGO■ , C <, gRY. -� C? SOO Digital Signature EXPIRATION DATE: 12 -31 -12 v May 19,2011 1 IMMIIA ® WARNING - Verify design parameters and READ NOTES ON MKS AND INCLUDED MIMIC REFERENCE PAGE Mil-7473 rev. 10 -'08 BEFORE USE. ( it Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. - Applicability of design commenters and proper incorporation of component is responsibility 'of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 6 the responsibility of the iVliTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI /TPIl Quality Criteria, 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 Pulte Homes - Building 16 Main Floors R33126354 B1106181 12 -FT Floor Truss 4 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 250 s Mar 23 2011 MiTek Industries, Inc. Thu May 19 15.06:37 2011 Page 1 r ID: La5k9S_ VH0am6f17gihmpNzHOhy- OGbOS? ZfkaWBieBvGs2UuP2PsYnHbO8cEsZfX7zEtEG 0 -1 -8 H I 2 -6 - II 1 -11 - 12 I I 7 - -0 I I 0 -9 -8 I Scale = 1.26 1 ■ 254 II 354 = 356 = 254 II 458 = h 4 II 354 II 1 2 3 4 456 = 5 6 4x4 = 7 6 456 = 9 f 7 . I "- ' rinipprliMi a L - it 11/ u,! m P 2- 411 b b e ∎/ i 15 2 12 11 a 4x6 = 2x4 II 2x4 II 456 = 356 = 458 = 4x8 = I 5 -9a 1 6-0 -0 , B -B -a 1 9a -0 1 15-7-8 1 5 -9-4 2 -2 -12 0 -8 -0 0 -8 -0 6 -3 -8 Plate Offsets (X,Y): (4:0- 2- 12,Edge), (5:0- 1- 8,Edge), 16:0- 1- 8,Edgel, f8:0- 1- 14,Edge),110 •Edge,0 -1 -81, [12:0- 1- 8,0 -0 -01, 113:0- 1- 8,Edge), 114:0- 1- 12,Edge), [17:0- 1- 8,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (Ioc) I /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.41 Vert(LL) -0.07 11 -12 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.58 Vert(TL) -0.15 10 -11 >796 240 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.02 10 n/a n/a BCDL 5.0 Code IRC2009/TP12007 (Matrix) Weight: 75 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except: 6 -0 -0 oc bracing: 14 -15. REACTIONS (lb /size) 16= 260/0 -3 -8 (min. 0 -1 -8), 10= 507/0 -3 -8 (min. 0 -1 -8), 14= 918/0 -3 -8 (min. 0 -1 -8) Max Grav16= 282(LC 5), 10= 515(LC 3), 14 =918(LC 1) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 4- 5= 0/274, 5 -6 =- 877/0, 6- 7=- 1206/0, 7- 8=- 1214/0 BOT CHORD 15- 16= 0/408, 13 -14= 0/873, 12- 13= 0/877, 11- 12= 0/888, 10 -11 =0/983 WEBS 6 -12 =- 282/0, 4 -14 =- 528/0, 2 -16 =- 433/0, 2 -15 =- 445/0, 3 -15 =- 289/0, 4 -15= 0/604, 5 -14 =- 1197/0, 8 -10 =- 1057/0, 7 -11 =- 315/0, 6 -11 =0/555 1 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 2009 International Residential Code sections R502.11.1 and R802.10.2 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. LOAD CASE(S) Standard j/ 83640PE 9 r 9 ORE e x y °° sooty °� 0 _ Digital Signature EXPIRATION DATE: 12 -31 -12 May 19,2011 b' 1 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIEN REFERENCE PAGE AM-7473 rev. 10 -VS BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and B for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 88881111���.YYYY1111 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the M iTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Qualify 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 Pulte Homes - Building 16 Main Floors R33126355 B1106181 13 -FT Floor Truss 2 1 Job Reference (optional) �a Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 250 s Mar 23 2011 MiTek Industries, Inc Thu May 19 15 06.39 2011 Page 1 ID. La5k9S_ VHOam6f17gihmpNzHOhy- yfinthbwGCmvyyLHN H4yzg7IMMT131euhA2lb '7zEtEE 0 -1 -8 H I 2 -6-0 1 -11 -12 I I 1 -4 - I I 0 -9 -B I Scale = 1 26 1 2x4 II 354 = 3x6 = 2s4 II 48 = 254 II 354 II 1 2 3 4 456 = 5 6 4s4 = 7 8 46 = 9 7 a w `iw11�ii ■Pr wow` 1� w 7 ,111 jiiiji 11 Mii MP 0 , i6 13 12 11 4x6 = 2x4 I I 2x4 I I 455 = 3x6 = 4x8 = 40 = I 5 -9-4 1 e -o -o a -e -o s -4 -o 15-7-8 5 -9-4 2 -2 -12 0 -8 -0 0 -8 -0 6 -3 -8 Plate Offsets (X,Y): 14:0- 2- 12,Edge1, 15:0- 1- 8,Edge), 16:0- 1- 8,Edge1, 18:0- 1- 14,Edgel, 110 •Edge,0 -1 -8), [12:0- 1- 8,0 -0 -0], ]13:0- 1- 8,Edge), 114 1- 12,Edge), 117'0-1-8,0-1-81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.41 Vert(LL) -0.07 11 -12 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.58 Vert(TL) -0.15 10 -11 >796 240 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.02 10 n/a n/a BCDL 5.0 Code IRC2009/TP12007 (Matrix) Weight: 75 lb FT = 0%F, 0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except. 6 -0 -0 oc bracing: 14 -15. REACTIONS (lb /size) 16= 260/0 -3 -8 (min. 0 -1 -8), 10= 507/0 -3 -8 (min. 0 -1 -8), 14= 918/0 -3 -8 (min. 0 -1 -8) Max Gray 16= 282(LC 5), 10= 515(LC 3), 14= 918(LC 1) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 4- 5= 0/274, 5 -6 =- 877/0, 6- 7=- 1206/0, 7- 8=- 1214/0 BOT CHORD 15- 16= 0/408, 13- 14= 0/873, 12- 13= 0/877, 11- 12= 0/888, 10 -11 =0/983 WEBS 6 -12 =- 282/0, 4 -14 =- 528/0, 2 -16 =- 433/0, 2 -15 =- 445/0, 3 -15 =- 289/0, 4 -15= 0/604, 5 -14 =- 1197/0, 8 -10 =- 1057/0, 7 -11 =- 315/0, 6 -11 =0/555 q 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 2009 International Residential Code sections R502.11.1 and R802.10.2 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. LOAD CASE(S) Standard \�'����� I Ec _ ` `r /O /% 8364•PE 9 r i t y ORE • O SOON Digital Signature - ( EXPIRATION DATE: 12 -31 -12 May 19,2011 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED RITEKREFERENCE PAGE M11-7473 rem. 10 -'O8 BEFORE USE. (j Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. ty Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown MiTek' is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction s the responsibillity of the 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, D5B -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Building 16 Main Floors R33126356 B1106181 14 -FT Floor Truss 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc Thu May 19 15.06 39 2011 Page 1 P ID La5k9S_ VH0am6f17gihmpNzHOhy- yfinthbwGCmvyyLHNH4yzg7 )gMR13JbuhA2lb °zEtEE 0 -1 -8 H 2 -6-0 2 -0-9 2 -4-8 I I 1 -9-7 1 1 a9 -8 1 Scale = 1 26 1 2x4 II 3x4 = 3x6 = 3x4 I I 458 = 2x4 I I 3x4 II 1 2 3 4 5 4x4 = 6 7 08 = 8 15 II iii sal 1s illr,-.*,ir,uuuuo..- 1 I I - .. WIWI 71P4 W. ga l 12 11 10 8 2x4 II 2x4 II 4x6 = 3x6 = 4510 = 458 = 4 -11 -1 I 8 -0 -0 8 -8 -0 9-4 -0 I 15-7 -8 4 -11 -1 3 -0 -15 0 -8 -0 0 -8 -0 8 -3 -8 Plate Offsets (X,Y): (4.0- 1- 8,Edgel, (5.0- 1- 8,Edgel, [7:0- 3- 2,Edgel, [9:Edge,0 -1 -81, 111:0- 1- 8,0 -0 -01, [12:0- 1- 8,Edgel, (13:0- 3- 8,Edge(, [15:0- 1- 8,0 -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 0.52 Vert(LL) -0.11 10 -11 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.71 Vert(TL) -0.19 10 -11 >666 240 BCLL 0.0 Rep Stress !nor YES WB 0.25 Horz(TL) 0.02 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 DF No 1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.1 &Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 14= 242/0 -3 -8 (min. 0 -1 -8), 9= 575 /Mechanical, 13= 867/0 -3 -8 (min. 0 -1 -8) Max Grav14= 287(LC 5), 9= 579(LC 3), 13= 867(LC 1) FORCES (Ib) - Max. Comp. /Max. Ten - All forces 250 (Ib) or less except when shown. TOP CHORD 4- 5=- 1239/0, 5- 6=- 1524/0, 6- 7=- 1533/0 BOT CHORD 13- 14= 0/417, 12- 13= 0/1237, 11- 12= 0/1239, 10- 11= 0/1250, 9- 10= 0/1143 WEBS 5 -11 =- 266/0, 2 -14 =- 442/0, 2 -13 =- 447/0, 4 -13 =- 1337/0, 7 -9 =- 1230/0, 7 -10= 0/420, 6 -10 =- 316/0, 5 -10 =0/483 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 2009 International Residential Code sections R502.11.1 and R802.10.2 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. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard � y E 0 PR Ore, GI NF / R S °2 9 a t 83. r y GREG' i ,7 C� , y �q A Y �� � SOON O Digital Signature EXPIRATION DATE: 12 -31 -12 May 19,2011 ., ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII -7473 reu. 10-'08 BEFORE USE, iii � .. ( Design valid for use only with Mirk connectors This design is based only upon parameters shown. and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown p/� �~ is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the " iTek` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ,o q..- 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 from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Building 16 Main Floors R33126357 81106181 15 -FT Floor Truss 1 1 Job Reference (optional) F' Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek lndustnes, Inc Thu May 19 15.0640 2011 Page 1 ID La5k9S_ VH0am6f17gihmpNzHOhy- QrG941bYOVumZ6vUx _bBWlfwWmsKomY2wgnJ7RzEtED I 2 -6 -0 1 -0-4 11 1 -4 -0 I I 2 -3 -0 I I 1 -6 -4 1 1 1 -2 -8 O - Scale= 1 26 9 254 II 3x4 I I 466 = 264 II 354 II 46 = 2x4 II 3x4 = 1 2 3 4 4x6 = 8 6 7 8 4x6 = 9 ,I =. iiH � WIRE Rep rd mow, 16 16 14 3x4 = 2x4 Id 12 11 1.:11. 2x4 II 3x4 = 458 = 4510 = 418 = I 7 -11 -12 16 -1 -0 I 7 -11 -12 8 - - Plate Offsets (X,Y): [1:Edge,0 -1 -8j, [2:0- 2- 12,Edge], [3'0 -1 -8, Edge], [4:0- 1- 8,Edge], [6:0- 1- 8,Edge], [7:0- 1- 8,0 -0 -0], [8:0- 1- 6,Edge], [9:0- 1- 8,Edgej, [10:Edge,0 -1 -8], [11:0 -1 -8 ,Edge), (12:0- 1- 8,Edge], 113:0- 4- 12,Edge], [14:0- 1- 8,0 -0 -01, [15:0- 1- 8,Edge], [16:Edge,0 -1 -8], [17:0- 1- 8,0 -1 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.08 10 -11 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.43 Vert(TL) -0.15 10 -11 >658 240 BCLL 0 0 Rep Stress Incr NO WB 0.20 Horz(TL) 0.02 10 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 74 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.1 &Btr G end verticals. WEBS 4 X 2 DF Std G SOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 16= 426/Mechanical, 10= 448/0 -3 -8 (min. 0 -1 -8), 13= 904/0 -3 -8 (min. 0 -1 -8) Max Grav16= 453(LC 7), 10= 516(LC 4), 13= 904(LC 1) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2- 3=- 886/0, 3 -4 =- 886/0, 6- 7=- 1078/0, 7- 8=- 1075/0 BOT CHORD 15- 16= 0/833, 14- 15= 0/886, 13- 14= 0/886, 12- 13= 0/1076, 11- 12= 0/1078, 10 -11 =0/991 WEBS 2 -16 =- 896/0, 4 -13 =- 829/0, 8 -10 =- 1059/0, 6- 13=- 1021/0 14 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 2009 International Residential Code sections R502.11.1 and R802.10.2 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. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 1) Floor: Lumber Increase =1.00, Plate Increase =1 00 Uniform Vert :10- 16 = -10, 1 -9= -100 <C: . ( RIF FS 5 Concentrated Loads (Ib) N. GINEE / Vert. 7= -43 ' :3640 9r -7 OREGOo. K. O SOON • Digital Signature EXPIRATION DATE: 12 -31 -12 j r May 19,2011 1 It ® WARNING - Verify design parameters tend READ NOTES ON THIS AND INCLUDED 11IITEKREFERENCE PAGE MIF7473 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 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 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 .n x+.. 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 Pulte Homes - Building 16 Main Floors R33126358 B1106181 16 -FT Floor Truss 16 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas.OR 97015 -1129 7 250 s Mar 23 2011 MITek Industries, Inc. Thu May 19 15 06 41 2011 Page 1 P ID: La5k9S_ VH0am6f17gihmpNzHOhy- u2gXHNcAnpOcBFUgVi6Q3FC6p9A7XC6B9UXsguzEtEC 0 -1 -8 H I 2 -6-0 i -0 -8 1 -4 -0 I I 1 -1-0 °'—I ScaYe = 1 20 1 • 3x4 = 458 = 254 II 254 II 1 2x4 II 2 3 4 3x4 = 5 214 I I 8 458 = 7 3x4 = • o 3 ��I '1 I FL- I1. 4 IW MR./. M 3x8 = 1'� 11 10 9 a ' 4x4 = 2x4 I 4110 = 4510 = 4 -0 -8 4 -� 4 -10-0 5- - 12 -1 -0 4 -0 -8 0 - 0 -B -0 0 -8 -0 6 -7 -0 Plate Offsets (X,Y): [2:0- 3- 2,Edge], [3:0- 1- 8,Edge], [4:0- 1- 8,Edge], [6:0- 2- 2,Edge], [7:0- 1- 8,Edge], [8:Edge,0 -1 -8], [10:0- 1- 8,Edge], [11:0- 1- 8,Edge], [12:Edge,0 -1 -8], [13:0 -1 -8 ,0- 1- 81,114:0- 1- 8,0 -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 0.35 Vert(LL) -0.09 9 -10 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1 00 BC 0.52 Vert(TL) -0.18 8 -9 >800 240 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code IRC2009/TP12007 (Matrix) Weight 56 lb FT = 0%F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.1 &Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 12= 645/0 -5 -8 (min 0 -1 -8), 8= 645/0 -3 -8 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2- 3=- 1728/0, 3- 4=- 1735/0, 4- 5=- 1877/0, 5 -6 =- 1882/0 BOT CHORD 11- 12= 0/1329, 10- 11= 0/1735, 9- 10= 0/1739, 8- 9= 0/1320 WEBS 3 -11 =- 257/0, 2 - 12 = - 1421/0, 2 -11= 0/607, 6 -8 =- 1414/0, 6 -9= 0/606, 5 -9 =- 271/0, 4 -9 =- 144/327 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 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4) "Fix heels only" Member end fixity model was used in the analysis and design of this truss, 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard \`o - GI EF9 SAO :36400 v Al Aii y OREGOr ' ' C � , y� �q R Y • 2.,...y0. O SOON • Digital Signature EXPIRATION DATE: 12 -31 -12 j May 19,2011 4 e ® WARNING - Verify design paramaters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIT -7473 res. 10 -'08 BEFORE USE. -� Design valid for use only with Mrfek connectors. This design a based only upon parameters shown, and is for an individual building component. - - ,r Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding wEA.o P :R oA..- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Building 16 Main Floors R33126359 B1106181 19 -FT Floor Truss 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc Thu May 19 15:0642 2011 Page 1 ID La5k9S_ VHOam6f17glhmpNzHOhy- NEOvV1doY78TpP3 s3PefbSIHZZZiGgYLN8GQCKzEtEB 0 -1 -8 H I 2-6-0 1-8-0 0-7-8 Scale = 1.17 8 458 = 3x4 = 1 3,,6 2 3254 II 4 254 II 5 458 = 6 354 II `ice a w 11 mom j II 11170. WIC; 354 = 10 9 8 7 354 = 4510 = 458 = 0 -4 -4 Olt- 168 -U 0 -1 10-3 -12 0 -2 -12 Plate Offsets (X,Y): (2:0- 3- 15,Edge), )3.0- 1- 8,Edge), 14:0- 1- 8,Edgel, 15:0- 3- 2,Edge), 17:Edge,0 -1 -81, 18:0- 1- 8,Edge), 19:0- 1- 8,Edge), 110:Edge,0 -1 -8), 111:0- 1- 8,0 -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 0.28 Vert(LL) -0 06 7 -8 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.18 7 -8 >706 240 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 51 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.1 &Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 10= 560/0 -5 -8 (min. 0 -1 -8), 7= 573 /Mechanical FORCES (Ib) - Max, Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. -- TOP CHORD 2 -3 =- 1447/0, 3 -4 =- 1450/0, 4 -5 =- 1448/0 BOT CHORD 9- 10= 0/1158, 8- 9= 0/1450, 7- 8= 0/1127 WEBS 5 -7 =- 1212/0, 2 -10 =- 1224/0, 5- 8= 0/434, 2 -9 =0/444 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 2009 International Residential Code sections R502.11.1 and R802.10.2 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. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard c o PROF 6 . �NGIN s /� c c 83. OPE v� I OREG• L Lf 4 R 2 O SOO Digital Signature EXPIRATION DATE: 12 -31 -12 May 19,2011 ® WARNING Verjjy design parameters and READ NOTES ON 72118 AND INCLUDED MITER" REFERENCE PAGE 16I.7473 res. 10'08 BEFORE USE, m�ra 1 r !4 Design valid for use only with MiTek connectors This design is based only upon parameters shown, and is for an individual building component. - "- Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown a 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. antol, oglivery, rec and ag, ult ANSI /T Qty Criteria SI B Safety Information qulity avcoairlable st fro e, Truss de Plate In tion 281 N. b Lee cin Street cons Suite 312, Ale xan Pl1 dria uali VA DSB -89 and BC eliding Component 7777 Greenback Lane, Suite 109 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Building 16 Main Floors R33126360 61106181 1 -FTGE Floor Truss 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc Thu May 19 15:06.43 2011 Page 1 7 ID: La5k9S_ VH0am6f17glhmpNzHOhy- rOyli2eQJQGKQZe2c79u8gHSRzwF ?OrUcoOzkmzEtEA 0 -H8 0 -N8 Scale = 1 303 3x4 = 5x6 = 5x6 = 3x4 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 • °► II r Y ill III r ; I rl mop �w� Y. -Y -. - Y- 1i1- V- V -VI - _ - Y.. ".111i•t_Vlelk • It i II 11= 'Al IMO 30 29 28 27 26 25 24 23 22 21 20 19 16 17 16 5x6 = 4x6 II 4x6 = 566 = QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 1 18-1 -8 1 18-1 -8 Plate Offsets (X,Y): [2:0- 1- 8,Edgel, (14:0- 2- 12,Edgel, 115:0- 1- 8,Edgel, (18:0- 1- 8,Edgel, (31:0- 1- 8,0 -1 -81, [32:0- 1- 8,0 -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 0.28 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.22 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.01 24 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 81 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.1 &Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. OTHERS 4 X 2 DF Std G REACTIONS All bearings 18 -1 -8. (Ib) - Max Horz 30 =31(LC 2) Max Uplift All uplift 100 lb or less at joint(s) 17 except 30=- 1699(LC 2), 16=- 1142(LC 3), 29=- 1590(LC 3), 18=- 1108(LC 2) Max Gray All reactions 250 lb or less at joint(s) 28, 27, 26, 25, 24, 23, 22, 21, 20, 19, 17 except 30= 1799(LC 3), 16= 1251(LC 2), 29= 1892(LC 2), 18= 1446(LC 3) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. 1 TOP CHORD 1 -2 =- 289/284, 2 -3 =- 1754/1745, 3 -4 =- 1420/1412, 4 -5 =- 1087/1078, 5 -6 =- 7541745, 6 -7 =- 420/412, 7 -8 =- 255/246, 8- 9=- 588/580, 9 -10 =- 922/913, 10 -11 =- 1255/1246, 11 -12 =- 1588/1580, 12 -13 =- 1922/1913, 13 -14 =- 2255/2246 BOT CHORD 29- 30=- 2032/2041, 28 -29 =- 1761/1769, 27 -28 =- 1427/1436, 26 -27 =- 1094/1103, 25 -26 =- 761/769, 24 -25 =- 427/436, 22 -23 =- 564/573, 21 -22 =- 897/906, 20- 21=- 1231/1239, 19 -20 =- 1564/1573, 18 -19 =- 1897/1906, 17- 18=- 571/625, 16 -17 =- 721/775 WEBS 2- 29=- 1878/1605, 2- 30=- 2691/2686, 14- 16=- 1468/1369, 14 -18 =- 2106/2048 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 2x4 MT20 unless otherwise indicated. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e diagonal web). 5) Gable studs spaced at 1 -4 -0 oc. �� PR -, 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 17 except (jt =1b) N U J GI NE, / 30= 1699,16= 1142,29= 1590,18 =1108. 2 '9 8) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced c S 3640 P r standard ANSI/TPI 1. �/ 9) This truss has been designed for a total drag load of 250 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag „ / / loads along bottom chord from 0 -0 -0 to 18 -1 -8 for 250.0 plf. 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 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 - OREGO ■• ' to be attached to walls at their outer ends or restrained by other means. 0 ,1 U Ry 2 0. LOAD CASE(S) Standard O SOON Digital Signature EXPIRATION DATE: 12 -31 -12 May 19,2011 1 11 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 res. 10•'08 BEFORE USE. - ._ W b Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. ' L Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown �/� is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibillity of the IV IiTek" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding .o s fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TInT 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 Pulte Homes - Building 16 Main Floors R33126361 81106181 20 -FT Floor Truss 1 1 Job Reference (optional) i Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Thu May 19 15.06'43 2011 Page 1 I D. La5k9S_ VHoam6fl7gihmpNzHOhy- rOyli2eQJQGKOZe2c79u8gHMnzzz ?9NUcoOzkmzEtEA 0 -1 -8 FH )54 = 6 2-5.8 2 1 3x4 I Scale = 1 10 6 5 111 ►V� U.' Mill %i NW 1 4 014 3 344 = 346 = 2118 I 2 -11 -8 Plate Offsets (X,Y): 15:0- 1- 8,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) 1 /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.70 Vert(LL) 0.00 4 "'" 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.05 Vert(TL) -0.01 3 -4 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 16 lb FT = 0 %F, 0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 2 -11 -8 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) 4= 206/0 -3 -8 (min. 0 -1 -8), 3= 185 /Mechanical FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. 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 ANSI/I 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. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 99 lb down at 1 -1 -4 on top chord. The design /selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Floor Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 3- 4 = -10, 1- 2 = -100 Concentrated Loads (Ib) Vert: 6=-99(F) 'S<C„ED PROPer, Co GIN�F L'1., I if :3640P 9 r ' • y OREGO■• tet 0 (�G R Y , 2 • 4. SOO Digital Signature EXPIRATION DATE: 12 -31 -12 May 19,2011 B , hi WARNING - Venif% design parameters and READ NOTES ON THIS AND INCLUDED MIMIC REFERENCE PAGE MfI-74 73 rev. 10'08 BEFORE USE y yi 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 p 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 dructure is the responsibility of the building designer. For general guidance regarding .o fabrication, qualify control, storage, delivery, erection and bracing, consult AN51 /TPI1 Duality Criteria, D5B -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Salety'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 Pulte Homes - Building 16 Main Floors R33126362 B1106181 21 -FT Floor Truss 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas.OR 97015 -1129 7 250 s Mar 23 2011 MiTek Industries, Inc Thu May 19 15 06:44 2011 Page 1 7. ID La5k9S_ VHOam6f17gihmpNzHOhy- JcWgwOf24kOB2 )DFAgg7gtgedNHPkaEdrRIWGDzEtE9 1 0 -11 -14 I I 1-4 -0 2 -6 -0 1 -6-2 1 1 1 -4 -0 I I 0 -6 -2 1 2 -6 -0 l 0 1 Scale =1198 ■ 354 = 456 = 2x4 II 254 II 13x4 I I 2 3 3x4 = 4354 I I 5 6 7 2x4 II 8 454 = 9 354 = ii MM fI ►W111 " 1 MAI W 3x4 = ha 16 15 14 I =' 12 11 254 II 254 II 3x4 = 356 = 458 = 456 = 1 3 -11 -4 11 -11 -0 I 3 -11 -4 7 -11 -12 Plate Offsets (X,Y): [1:Edge,0 -1 -8], [2:0- 1- 8,Edge], [3:0- 1- 8,Edge], [5:0- 2- 9,Edge], [6 1- 8,Edge], [7:0- 1- 8,Edge], [8:0- 0- 6,Edgej, [9:0- 1- 8,Edge], [10:Edge,0 -1 -8], [11:0- 1- S,Edge] , f12:0- 1- 8,Edge], [13:0- 3- 8,Edgel, [14:0- 1- 8,0 -0 -01, [15:0- 1- 8,Edge], [17•0- 1- 8,0 -1 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.02 10 -11 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.16 Vert(TL) -0.04 10 -11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight. 58 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. REACTIONS (lb /size) 16= 178/Mechanical, 10= 413/0 -3 -8 (min. 0 -1 -8), 13= 686/0 -3 -8 (min. 0 -1 -8) Max Grav16= 199(LC 2), 10= 418(LC 4), 13= 688(LC 5) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 5 -6 =- 762/0, 6- 7=- 764/0, 7 -8= -765/0 BOT CHORD 12- 13= 0/732, 11- 12= 0/764, 10 -11 =0/767 WEBS 5 -13 =- 822/0, 8 -10 =- 816/0, 5 -12 =- 31/261 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 2009 International Residential Code sections R502.11.1 and R802.10 2 and referenced standard ANSI/I 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. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard it ;3640P yr viii000 i - 7,OREGO /. o N. r Cr y. --, RY 2 /C? O SOON • Digital Signature i EXPIRATION DATE: 12 -31 -12 , May 19,2011 6 6 MIMI ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE &III -7473 rev. 10•'08 BEFORE USE. 9 Design valid for use only with Miiek connectors. This design is based only upon parameters strewn, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown � !!ll p ���•11111111����IIIIdddN 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 Qualify Criteria, DSB -89 and 8051 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 Pulte Homes - Building 16 Main Floors R33126363 B1106181 22 -FT Floor Truss 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek industries, Inc. Thu May 19 15.06:45 2011 Page 1 I D: La5k9S_ VHOam6f17gihmpNzHOhy- np327kfgr2 W2gtoRkYBMD5NifnXO7yln35V 4pffzEtE8 2 -6 -0 I 1 -2 -0 • Scale = 1 198 2x4 II 4x8 = 2s4 II 13x4 H 2 4n3 12 3 4 2x4 I 5 6 3x4 = 11i ro b 10 9 8 4x6 = IA 3x6 = 4x8 = 4x8 = 11 -11 -0 11 -11 -0 Plate Offsets (X,Y): [1:Edge,0 -1 -8], [2 3- 8,Edge], [3:0- 1- 8,Edge], [4 0- 1- 8,0 -0 -0], [5:0- 3- 8,Edge], [6 1- 8,Edge], [7:Edge,0 -1 -8], [8:0- 1- 8,Edge], [9:0- 1- 8,Edge], [10:Edge,0 -1 -8], 111:0- 1- 8,0 -1 -81 LOADING (psi) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.68 Vert(LL) -0.14 9 -10 >990 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.29 9 -10 >484 240 BCLL 0.0 Rep Stress Ina NO WB 0.46 Horz(TL) 0.03 7 n/a n/a BCDL 5.0 Code IRC2009/TP12007 (Matrix) Weight 62 lb FT = 0%F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.1 &Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 10= 735/Mechanical, 7= 673/0 -3 -8 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2- 12=- 2034/0, 3 -12 =- 2034/0, 3- 4=- 2038/0, 4 -5 =- 2034/0 SOT CHORD 9- 10= 0/1486, 8 -9= 0/2038, 7- 8= 0/1328 WEBS 5 -7 =- 1436/0, 2 -10 =- 1614/0, 5- 8= 0/903, 2 -9 =0/631 ri 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 2009 International Residential Code sections R502.11.1 and R802.10.2 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. 7) CAUTION, Do not erect truss backwards. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 211 lb down at 3 -5 -4 on top chord. The design /selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard QED PROFF 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 • �� ` Uniform Loads (plf) � N - ;, GI NE /o Vert: 7- 10 = -10, 1 -6= -100 Concentrated Loads (Ib) * , 836 /. O P E r Vert: 12=- 131(B) / I y OREGO I C E O (iq A y • SOO Digital Signature EXPIRATION DATE: 12 -31 -12 May 19,2011 rsi ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE hIIf-7473 refl. 10 -'08 BEFORE USE. sre Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the IVIiTek erecior. 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 /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 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Building 16 Main Floors R33126364 B1106181 23 -FT Floor Truss 1 1 Job Reference (optional) _ Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 250 s Mar 23 2011 Mi fek Industries, Inc. Thu May 19 15 06 45 2011 Page 1 r ID' La5k9S_ VH0am6f17glhmpNzHOhy- np327kfgr2W2gtoRkYBMD5Ng2neFT3En35V4pfzEtE8 0 -1 -8 1 1 1 2x4,11 1 -8 -0 2 os = 3 3x4 II • Scale = 1 10 6 • 6 3x4 • r 5 4 3x6 = 3x6 = 3 -10-0 3 -10-0 Plate Offsets (X,Y): (6:0- 1- 8,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.14 Vert(LL) 0.00 5 ` "" 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.04 4 -5 >999 240 BCLL 0 0 Rep Stress Incr NO WB 0.04 Horz(TL) 0 00 4 n/a n/a BCDL 5.0 Code IRC2009/TP12007 (Matrix) Weight: 20 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 3 -10 -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) 5= 225/0 -3 -8 (min. 0 -1 -8), 4= 231 /Mechanical FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2 -4 =- 285/0, 2- 5= -281/0 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 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. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 67 lb down at 1 -11 -12 on top chord. The design /selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Floor: Lumber Increase =1 .00, Plate Increase =1.00 Uniform Loads (plf) Vert:4- 5 = -10, 1- 3 = -100 Concentrated \ cJ��G- N -• • 9 2 • 83. -sP 9� y,�OREG�r' • •f O SOON Digital Signature EXPIRATION DATE: 12 -31 -12 May 19,2011 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE bIII -74 rev, 10 -'08 BEFORE USE Design valid for use only with MiTek connectors. This design Ts based only upon parameters shown, and IS for an individual building component ` Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responslbllldy of the M)Tek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPII Qualify Criteria, DSB -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street. Suite 312, Alexandria, VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Building 16 Main Floors R33126365 B1106181 25 -FT Floor Truss 1 1 Job Reference (optional) f Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MITek Industnes, Inc. Thu May 19 15'06:46 2011 Page 1 ID' La5k9S_ VH0am6f17gihmpNzHOhy- F ?dQL4gJcLfvH1 NdIFibmIvOcA_GCWnwIlEdL5zEtE7 0 -1 -8 1 2x4 II 1 -4 -12 2 3s1 = 3 3x4 II Scale = 1 10 6 6 3x4 = / ♦�� 1 ~ � 5 • 4 356 = 3x6 = 338 I 3 -3 -8 Plate Offsets (X,Y): (6:0- 1- 8,0 -1 -8I LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (Ioc) 1 /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.09 Vert(LL) 0.00 5 .... 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.07 Vert(TL) -0.02 4 -5 >999 240 BCLL 0.0 Rep Stress lncr YES WB 0,02 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 18 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 3 -3 -8 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) 5= 161/0 -3 -8 (min. 0 -1 -8), 4= 167 /Mechanical FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. 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 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. LOAD CASE(S) Standard P R OFF U. G /92 (�74 v` v OREG• o S O y O �gRY O SOO Digital Signature EXPIRATION DATE: 12 -31 -12 May 19,2011 1 ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII -7473 rev. 10'08 BEFORE USE. . � Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an 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 of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the " p iTek` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding POWCI7 To NN. 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, 281 N. Lee Street, Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply ' Pulte Homes - Building 16 Main Floors R33126366 81106181 2 -FT Floor Truss 9 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Nov 19 2010 MiTek Industries, Inc. Thu May 19 15.16:37 2011 Page 1 ID La5k9S_ VH0am6f17gihmpNzHOhy- kKaVAKPSOF20288X4NXhiBuvVPY4AkrwCCvPaLzEt4u 0 -1 -8 H 1 2 -6 -0 011_01 1 -7 -8 19-4 -9 2 -4 -8 0 -1� 8 SCale =1'297 Camber = 3/16 in - 2x4 H 4x6 = 2x4 H 3x4 = 4x10 = 2x4 H 5x8 = 2x4 H 2x4 II 4x10 = 304 = 1 2 3 4 5 6 7 8 9 10 11 wow A-A=11■1■011 ��I 9� IYI 1�U AIWA Y %� I. la ai 111 1//ab I iii. Y -i/ V Y •, 15 14 13 12 MI 4x8 = 4x10 = 5x6 = 4x4 = 4x10 = 4x8 = 9 -0-12 I 8 -1 -8 8 -9- 19 -10 -8 1 18-1 -8 I 8 -1 -8 0 -1 -8 0 -9-12 8 -3-0 0 -9-12 Plate Offsets (X,Y): [5:0- 3- 0,Edge], [6•0- 1- 8,0 -0 -0], [7:0- 1- 8,Edge], [10:0- 1- 8,Edge], [11:Edge,0 -1 -8], [13.0- 1- 8,Edge], [14:0- 1- 8,Edge], [16.Edge,0 -1 -8], [17:0- 1- 8,0 -1 -8], [18:0- 1- 8,0 -1 -8] 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 53 Vert(LL) -0.28 13 -14 >768 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.49 13 -14 >437 240 BCLL 0.0 Rep Stress Ina YES WB 0.36 Horz(TL) 0.09 11 n/a n/a BCDL 5.0 Code IRC2009/TP12007 (Matrix) Weight: 98 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.1 &Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 16= 977/0 -5 -8 (min. 0 -1 -8), 11= 977/0 -5 -8 (min. 0 -1 -8) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2 -3 =- 3450/0, 3 -4 =- 3490/0, 4 -5 =- 4174/0, 5 -6 =- 4175/0, 6 -7 =- 4171/0, 7 -8 =- 3487/0, 8 -9 =- 3448/0 c BOT CHORD 15 -16= 0/2149, 14- 15= 0/4170, 13 -14= 0/4175, 12- 13= 0/4146, 11- 12= 0/2149 WEBS 5 -14 =- 609/467, 6 -13 =- 493/305, 2 -16 =- 2305/0, 2 -15= 0/1418, 3 -15 =- 260/0, 4 -15 =- 821/0, 4 -14 =- 508/684, 9 -11 =- 2305/0, 9 -12= 0/1416, 8 -12 =- 255/0, 7 -13 =- 353/585, 7 -12= -781 /0 JOINT STRESS INDEX 1 = 0.55, 2 = 0.77, 3 = 0.54, 4 = 0.00, 5 = 0.82, 6 = 0.54, 7 = 0.92, 8 = 0.54, 9 = 0.77, 10 = 0.55, 11 = 0.71, 12 = 0.78, 13 = 0.91, 14 = 0.74, 15 = 0.82, 16 = 0.71, 17 = 0.00, 17= 0.36,18 =0.00 and 18 = 0.36 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 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard l 1. <C e, p P R OF6- 4) "Fix heels only" M els only" Member end fixity model was used in the analysis and design of this truss. E 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 CO ` ] NE - 4O to be attached to walls at their outer ends or restrained by other means. �y/ \ 9 2 LOAD CASE(S) Standard i, 8364•P E 9 r -v ORE ► 'c �� O & . C? y °° sOON °x- Digital Signature 1 EXPIRATION DATE: 12 -31 -12 May 19,2011 0 ® WARNING - Verify design parameters and READ NOTES ON TINS AND INCLUDED MITER REFERENCE PAGE 6611 -T4 rev. 10 -'08 BEFORE USE me ` Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibdhty of the MiTek` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ow o A fabrication, quality control, storage, delivery. erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 28 1 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Building 16 Main Floors R33126367 B1106181 3 -FT Floor Truss 6 1 Job Reference (optional) t.'• Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 S Mar 23 2011 MiTek Industries, Inc. Thu May 19 15:06 47 2011 Page 1 ID. La5k9S_ VH0am6f17gihmpNzHOhy- jBBoYQhxNfnmvBygrzDglWS45aA6xuo4XP _AtXzEtE6 0 -1 -8 H I 2 -6 -0 1 1 -1 -8 1 1 1-4 -0 1 1 2 -1 -8 I 0 - Scale = 1:30 2 2x4 II 254 II 3x4 = 4x10 = 2x4 II 358 = 2x4 II 254 II 4510 = 354 = 1 2 3 4 5 6 4x6 = 7 8 9 14 � \_ I i • / \ N 17 mak IVA A 1■ ■ 14 13 12 11 f 4x8 = 4510 = 3x4 = 2x4 II 4510 = 4x8 = 1 9 -0 -0 9 -f.9 9 -9 -8 110 -5-8 1 18 -1-0 1 9 -0 -0 0- - 0-8 -0 0 -B -0 7 -7 -8 Plate Offsets (X,Y): [4:0- 3- 13,Edge], [5:0- 1- 8,Edge], [6:0- 1- 8,Edge], [9:0- 1- 8,Edge], [10 Edge,0 -1 -8], [12:0- 1- 8,0 -0 -0], [13:0- 1- 8,Edge], [15:Edge,0 -1 -8], [16:0- 1- 8,0 -1 -8], [17:0 -1 -8 ,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 0.55 Vert(LL) -0.29 13 -14 >736 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.52 13 -14 >415 240 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.09 10 n/a n/a BCDL 5.0 Code IRC2009/TP12007 (Matrix) Weight: 97 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 OF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 15= 975/0 -5 -8 (min. 0 -1 -8), 10= 975/0 -3 -8 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten - All forces 250 (Ib) or less except when shown. - TOP CHORD 2 -3 =- 3442/0, 3 -4 =- 3482/0, 4 -5 =- 4134/0, 5 -6 =- 4134/0, 6 -7 =- 3457/0, 7 -8 =- 3424/0 BOT CHORD 14- 15= 0/2145, 13- 14= 0/4136, 12- 13= 0/4134, 11- 12= 0/4133, 10- 11= 0/2145 WEBS 2 -15 =- 2301/0, 2 -14= 0/1414, 3 -14 =- 259/0, 4 -14 =- 699/0, 4 -13 =- 300/394, 8 -10 =- 2301/0, 8 -11= 0/1394, 7 -11 =- 268/12, 6 -11= -973/0 ri 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 2009 International Residential Code sections R502.11.1 and R802.10 2 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 -\ ��Ep P R OFF S'S N I N FE- / off ( IN ' C, liq RY 2 O SOO Digital Signature EXPIRATION DATE: 12 -31 -12 May 19,2011 ® WARNING • Verify design parameters and READ NOTES ON 7711S AND INCLUDED MITEK REFERENCE PAGE 11II -7473 rev. 10 BEFORE USE. o�.q 1 5 Design valid for use only with MiTek connectors. Thu 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 buBding 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 P fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPIl Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 28 1 N Lee Street, Suite 312, Alexandria, VA 22314. Clirus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Building 16 Main Floors R33126368 B1106181 4 -FT Floor Truss 25 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 250 s Mar 23 2011 MiTek Industries, Inc. Thu May 19 15 06 48 2011 Page 1 ' ID: La5k9S_ VHOam6fl7gihmpNzHOhy- BOIBImiZ8zvdXKXOPgk3rj ?HU_WEgGW Dm3)kP_zEtES 0 -1 -8 H I 2-6 -0 I I 1 -4 -0 1 -1 -0 I 0 -�,a Scale =1265 — 2x4 II 2x4 II 3x4 = 254 I I 3x6 = 2x4 II 4510 = 354 = 1 2 4x10 = 3 4 6 4x4 = 6 7 8 150 ; `■ /� O . I` li 1I " 6 ''` fi, 1 Ell ∎ � I 1, ii, ►; - - - a - - 1 ► 1 ✓rl 13 12 11 10 /_/ 4x10 = 254 II 2x4 II 4510 = 4x8 = 4x8 = I 1511 -0 I 1511 -0 Plate Offsets (X,Y): [4:0- 1- S,Edge], [5:0- 1- 8,Edge], [8:0- 1- 8,Edge], [9:Edge,0 -1 -8], [10:0- 4- 0,Edge], [11:0- 1- 8,0 -0 -0], [12:0- 1- 8,Edge], [13:0- 4- 12,Edge], [14:Edge,0 -1 -8], [15:0 -1 -8 ,0- 1- 8],[16:0- 1- 8,0 -1 -81 LOADING (pat) SPACING 2 -0 -0 CSI DEFL in (lac) I /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.20 12 -13 >960 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.34 12 -13 >553 240 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.06 9 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 80 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.1 &Btr G end verticals WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 14= 855/0 -3 -8 (min. 0 -1 -8), 9= 855/0 -3 -8 (min. 0 -1 -8) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2 -3 =- 2946/0, 3 -4 =- 2947/0, 4 -5 =- 3199/0, 5 -6 =- 2911/0, 6 -7 =- 2915/0 - BOT CHORD 13 -14= 0/1751, 12- 13= 0/3200, 11- 12= 0/3199, 10- 11= 0/3196, 9- 10= 0/1759 WEBS 2 -14 =- 1896/0, 2 -13= 0/1279, 3 -13 =- 306/0, 4 -13 =- 566/82, 7 -9 =- 1904/0, 7 -10= 0/1236, 5 -10 =- 636/54 NOTES a 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 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 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 �co GI 4-. S /O A ;3640P 9 1 ' ......" i y OREGO■• 0 C�" 1 RY , 2 2 ∎ C? Li O SOON Digital Signature 1 EXPIRATION DATE: 12 -31 -12 3 May 19,2011 A ° WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIT-7473 rev. 10 -'08 BEFORE USE. Mi 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 poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown p ��6115 - is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction the responsibility of the IVIiTek• erector Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /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 Pulte Homes - Building 16 Main Floors R33126369 B1106181 4 -FTA Floor Truss 2 1 Job Reference (optional) 1" Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Thu May 19 15:06:50 2011 Page 1 ID: La5k9S_ VHOam6f17gihmpNzHOhy- 8mtxASjpga9LmegPX5nXw84afoEv8CpWDNCrUszEtE3 0 -1 -8 H I 2-6-0 1 1 1-3-8 1 1 1-0-13 11 1 -4.0 1 1 1 -1 -3 1 0 Scale =1265 2x4 II 2x4 II 3x4 = 4510 = 254 I I 2x4 I I 2x4 II 458 = 3x4 = 1 2 3 4 558 = 5 6 44 = 7 8 9 A AA A -rte ∎'A •` ∎∎ •� =A 10 in . M I \ II /A II LIM ICI t�� III 18 all �I i Y IiI -�■ k -♦- .-♦-.-._♦-♦-♦-♦- 13 12 11 ra. 556 = 254 II 458 = 458 = 254 I I 4510 = 458 = QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. I 7 -11 -13 1 8 -7 -13 1 9 -3-13 1 15-11 -0 I 7 -11 -13 0 -8 -0 0 -8 -0 6 -7 -3 Plate Offsets (X,Y): [2:0- 4- 8,Edge], [4:0- 3- 8,Edge], [5:0- 1- 8,Edge], [6:0- 1- 8,Edge], [8:0- 3- 8,Edge], [9:0- 1- 8,Edge], [10:Edge,0 -1 -8], [12:0- 1- 8,0 -0 -0], [13:0- 1- 8,Edge], [14:0 -4 -8 ,Edge), f16:Edge,0 -1 -81, [17:0- 1- 8,0 -1 -81, 118:0- 1- 8,0 -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 0.60 Vert(LL) -0.12 11 -12 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.18 11 -12 >778 240 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0,03 10 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 88 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.1 &Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. REACTIONS All bearings 4 -3 -8 except (jl= length) 10= 0 -3 -8. (Ib) - Max Horz 16 =19(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 10 except 16=- 997(LC 7), 15=- 233(LC 9), 14=- 356(LC 8) Max Gray All reactions 250 lb or less at joint(s) 15 except 16= 1062(LC 8), 10= 758(LC 7), 14= 1817(LC 2) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2 =- 976/968, 2 -3 =- 2559/3413, 3 -4 =- 1896/2861, 4 -5 =- 3212/1797, 5 -6 =- 2797/1319, 6 -7 =- 2930/1032, 7 -8 =- 2486/478, 8- 9=- 918/911 BOT CHORD 15 -16 =- 2195/1989, 14 -15 =- 3680/3480, 13- 14=- 1544/2312, 12- 13=- 1042/2520, 11 -12 =- 1034/2521, 10 -11 =- 192/1529 • WEBS 5 -13 =- 495/104, 6 -12 =- 345/88, 2 -16 =- 2562/2792, 2 -15 =- 216/287, 2 -14 =- 2194/1379, 8 -10 =- 1654/210, 8 -11 =- 377/985, 7 -11 =- 396/29, 6 -11 =- 463/976, 4 -14 =- 1944/157, 4 -13 =- 230/1151 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 100 lb uplift at joint(s) 10 except (jt =1b) 16 =997, 15 =233, 14 =356. 4) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced • standard ANSITTPI 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 Q, PR OF£ loads along bottom chord from 0 -0 -0 to 4 -3 -8 for 1409.2 plf. S' S 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. �NGI N '&. / 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 '� 2 to be attached to walls at their outer ends or restrained by other means. 1:t" 83 • 4 OP E 9 i LOAD CASE(S) Standard '=v- / y : O S OON if Digital Signature EXPIRATION DATE: 12 -31 -12 May 19,2011 ® WARNING - Verify disign parameters and READ NOTES ON THIS AND INCLUDED MITER' REFERENCE PAGE 1111.7473 rem 10-'08 BEFORE USE. fl Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. I , Applicability of design param and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown MiTek' is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 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, 055 -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 Pulte Homes - Building 16 Main Floors R33126370 B1106181 5 -FTGE Floor Truss 3 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Thu May 19 15:06•51 2011 Page 1 • ID' La5k9S_ VH0am6f17glhmpNzHOhy- czRJOokRRuHCOoFb4olmTMdrZBfEteYfS1 y00JzEtE2 0.N3 0-1141 Scale = 1'26 5 .. 3x4 = 5x6 = 556 = 354 = 1 2 3 4 5 6 7 8 9 10 11 12 13 p Q ' p 27 • �aI ' I I � I� � I 1 • a a_„_ tt hh , .,-►...._... ... ..:.. .:.....:.:..:........ _.._ _.._...:.._.._......._ 26 25 24 23 22 21 20 19 18 17 16 15 14 5x6 = 4x6 I I 456 II 5x6 = QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 1 15 -11.0 1 1511 -0 Plate Offsets (X,Y): 12:0- 1- 8,Edgel, 113:0- 1- 8,Edge), (14:Edge,0 -1 -8), [27:0- 1- 8,0 -1 -81, 128:0- 1- 8,0 -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 0.20 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) 0.01 20 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 69 lb FT = 0%F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. OTHERS 4 X 2 DF Std G REACTIONS All bearings 15 -11 -0. (Ib) - Max Horz 26 =31(LC 2) Max Uplift All uplift 100 lb or less at joint(s) except 26=- 1622(LC 2), 14=- 1734(LC 3), 25=- 1522(LC 3), 15=- 1636(LC 2) Max Gray All reactions 250 lb or less at joint(s) 24, 23, 22, 21, 20, 19, 18, 17, 16 except 26= 1731(LC 3), 14= 1836(LC 2), 25= 1814(LC 2), 15= 1916(LC 3) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. . TOP CHORD 1 -2 =- 289/284, 2 -3 =- 1674/1654, 3 -4 =- 1340/1321, 4 -5 =- 1007/988, 5 -6 =- 674/654, 6 -7 =- 340/321, 7 -8 =- 346/326, 8 -9 =- 679/660, 9- 10=- 1012/993, 10- 11=- 1346/1326, 11- 12=- 1679/1660,12 -13 =- 268/264 BOT CHORD 25- 26=- 1942/1961, 24 -25 =- 1670/1689, 23 -24 =- 1337/1356, 22 -23 =- 1003/1023, 21 -22 =- 670/689, 20 -21 =- 337/356,19 -20 =- 311/330, 18-19=-644/663, 17-18=-977/997, 16 -17 =- 1311/1330, 15- 16=- 1644/1663, 14 -15 =- 1897/1917 WEBS 2- 25=- 1800/1536, 12- 15=- 1902/1650, 2 -26 =- 2585/2566, 12 -14 =- 2648/2628 NOTES 1) Unbalanced floor live loads have been considered for this design. a 2) All plates are 2x4 MT20 unless otherwise indicated. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). �� P R Fs 5) Gable studs spaced at 1 -4 -0 oc. E O/C 6) A plate rating reduction of 20% has been applied for the green lumber members. S 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1622 lb uplift at joint 26, 1734 lb uplift at � 5 - GI 6' F ,9 . r0 joint 14, 1522 lb uplift at joint 25 and 1636 lb uplift at joint 15. 2 9 8) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced • 83 • 0 P standard ANSI/TPI 1. ' 9) This truss has been designed for a total drag load of 250 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag / loads along bottom chord from 0 -0 -0 to 15 -11 -0 for 250.0 plf. 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. .' 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 - OREG S' • to be attached to walls at their outer ends or restrained by other means. 0 (6 LOAD CASE(S) Standard 6 1 3 soo 0 N Digital Signature EXPIRATION DATE: 12 -31 -12 May 19,2011 - 9 1 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mil-7473 rest 10 -'08 BEFORE USE Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. M - 6. Applicability of design param enters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown �������• is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI /TPI1 Quality Criteria, 056 -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Street, Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Building 16 Main Floors R33126371 B1106181 6 -FT Floor Truss 2 1 Job Reference {optional) ti' Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Thu May 19 15:06:52 2011 Page 1 I D: La5k9S_V HOam6f17gi hmpNz H Ohy -49 ?hb 713C BP37ygne Wp ? ?Z9yYbsmc9ppghhxYlz EtE 1 0 -1 -8 H I 1-3-0 2-5-4 I 254 1-40 11 110 I I 26 0 260 PYn scale =4265 214 II 2x4 II 344 = 346 = 3x4 I I 2x4 II 2x4 II 3x4 = 1 2 3 4 448 = 5 615x6 = 8 8 4x8 = in _ a ,—i _ w lid K ,,_ 4 A A �I� � ' � a V � ICI � i� . 11 MOM I' ' II IIII`` ' - 1 1 MOM 1/1 �� % 1 �I at �1 �� ,■ /Y if∎aft f ∎ =� i. , 1 2 I 1a 4 3 446 = 244 II 346= 346 = 4410 = 4431 4 -0 -12 15-11 -0 I 4 -0 -12 11 -10-4 Plate Offsets (X,Y): [4:0- 3- 12,Edge], [5:0- 1- 8,Edge], [7:0- 1- 8,Edge], [9:0- 3- 2,Edge], [10:0- 1- 8,Edge], [11 Edge,0 -1 -8], [13:0- 1- 8,0 -0 -0], [14:0- 1- 8,Edge], [17:0- 1- 8,0 -1 -8], [18.0 -1 -8 ,0 -1 -8) LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) 1 /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.51 Vert(LL) -0.10 12 -13 >999 360 MT20 220/195 TCDL 10 0 Lumber Increase 1.00 BC 0.77 Vert(TL) -0.17 12 -13 >820 240 BCLL 0 0 Rep Stress Incr NO WB 0.37 Horz(TL) 0.02 11 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.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, Except: 6 -0 -0 oc bracing: 15 -16. REACTIONS (lb /size) 16= 88/0 -3 -8 (min. 0 -1 -8), 11= 579/0 -3 -8 (min. 0 -1 -8), 15= 1034/0 -5 -8 (min. 0 -1 -8) Max Upliftl6= -67(LC 3) Max Grav16= 175(LC 2), 11= 580(LC 3), 15= 1034(LC 1) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3= 0/459, 3 -4= 0/501, 4 -5 =- 1324/0, 5 -6 =- 1333/0, 7 -8 =- 1557/0, 8 -9 =- 1561/0 BOT CHORD 14- 15= 0/743, 13- 14= 0/1333, 12- 13= 0/1354, 11- 12= 0/1163 WEBS 2 -15 =- 527/0, 9 -11 =- 1245/0, 9 -12= 0/428, 7 -12= 0/332, 7 -13 =- 258/0, 6 -7 =- 1333/0, 4 -15 =- 1339/0, 4- 14= 0/735, 5 -14 =- 271/0, 3- 15= -290/0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 67 lb uplift at joint 16. 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) "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. 7) CAUTION, Do not erect truss backwards. LOAD CASES) Standard �� 6 5 D PRPi s Co � G INFF V 2 • :3640P 9r ..... Air y OREGOt• � 1. ,(O RY ,2 � •A � 7 ° SOON Digital Signature EXPIRATION DATE: 12 -31 -12 May 19,2011 4 1 ® WARNING - Verify design parameter and READ NOTES ON MIS AND INCLUDED MITEKREFERENCE PAGE MII -7473 rev. I0-'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 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 POWER TO PeA fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/1911 Quality Criteria, DSB -89 and SCSI Building Cornponent 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 Pulte Homes - Building 16 Main Floors R33126372 B1106181 7 -FT Floor Truss 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 250 s Mar 23 2011 MiTek Industries, Inc Thu May 19 15.06:52 2011 Page 1 ' I D: La5k9S _VHOam6f17gihmpNzHOhy -492hb713C BP37ygneWp 7 Z9y_btfc87pghhxYlzEtE1 0 -1 -8 H I 2 -4 -14 I 2 -5 -4 I I 1 -2 -13 1 -3 -9 I I 1 -4 -0 1 1 1 -1 -0 1 1 2 -5 -0 0 - 1 - '1 Scale =1265 — 2.1 II 2x4 II 3x4 = 3x5 = 3x4 I I 458 = 254 I I 4 = 2x4 II 3x4 = 1 2 3 4 5 67 8 e 4x6 = 10 ,II 11�-�1 I� lk ,6 mom ti ► _ ∎, 1 4 13 12 � � 7 ,' 4x6 = 2x4 II 3x6 = 3x6 = 4x10 = 4x8 = I 5 -2 -10 I 15-11 -0 I 5 -2 -10 10.8-6 Plate Offsets (X,Y): f5:0- 1- 8,Edgel, [7:0- 1- 8,Edgef, [9:0-1-6,Edgel, (10:0- 1- 8,Edgel, f11:Edge,0 -1 -81, [13:0- 1- 8,0 -0 -01 (14'0- 1- 8,Edgel, (17:0- 1- 8,0 -1 -81, 118:0- 1- 8,0 -1 -81 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 10 12 -13 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.71 Vert(TL) -0.17 12 -13 >756 240 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.02 11 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 74 lb FT = 0%F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.1 &Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except: 6 -0 -0 oc bracing: 15 -16. REACTIONS (lb /size) 16= 228/0 -3 -8 (min. 0 -1 -8), 11= 548/0 -3 -8 (min. 0 -1 -8), 15= 924/0 -7 -3 (min. 0 -1 -8) Max Gray 16= 262(LC 5), 11= 553(LC 3), 15= 924(LC 1) FORCES (Ib) - Max. Comp. /Max Ten. - All forces 250 (Ib) or less except when shown. _ TOP CHORD 2 -3= 0/273, 3 -4= 0/277, 4 -5 =- 1145/0, 5 -6 =- 1155/0, 7 -8 =- 1422/0, 8 -9 =- 1426/0 BOT CHORD 15- 16=- 9/349, 14- 15= 0/517, 13- 14= 0/1155, 12- 13= 0/1180, 11- 12= 0/1095 WEBS 2 -15 =- 529/0, 2 -16 =- 371/11, 9 -11 =- 1171/0, 9 -12= 0/357, 7 -12= 0/375, 7 -13 =- 280/0, 6 -7 =- 1155/0, 4 -15 =- 838/0, 4- 14= 0/821, 5- 14= -320/0 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 2009 International Residential Code sections R502.11.1 and R802.10.2 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. LOAD CASE(S) Standard Vs P R OF 04GIN4, s/0 '� 2 cr ' 83. OPE -7 83. V - OREG• O SOON Digital Signature EXPIRATION DATE: 12 -31 -12 j May 19,2011 / 0 ® WARNING - Verify drsign parameters and READ NOTES ON THIS AND INCLUDED MIMIC REFERENCE PAGE Mu 74 res. 10 -998 BEFORE USE. ��� Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 6 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 ,o A.oa..- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, 058.69 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 Pulte Homes - Building 16 Main Floors R33126373 B1106181 8 -FT Floor Truss 1 1 Job Reference (optional) ' Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 250 s Mar 23 2011 MiTek Industries, Inc. Thu May 19 15 06:53 2011 Page 1 ID' La5k95_ VH0am6f17gihmpNzHOhy- YLY4pTmizVXvd6PzCDKEYni76TDsLb7yvLRVSBzEtEO 0 -1 -8 H I 1 -11 -12 I 2 -5 -4 I I t -5-6 1 -6 -2 I I 1 -4 -0 1 1 1 -1 -0 1 1 2-6 -0 O - F - I Scale = 1 26 5 2x4 II 2x4 II 3x4 = 356 = 354 II 4x8 = 254 I I 454 = 254 II 364 = 1 2 3 4 5 67 B 9 456 = 10 ■,I _ I IN ,III! -I l� �� l�r � 1 1c ��1 � 1��, m .111: 4 �_� 0/ 1 "' 1 1 456 = 2x4 II 3x6 = 3x6 = 4x10 = 4x8 = 4 -9 -8 15-11 -0 I 4 -9 -8 11 -1 -8 Plate Offsets (X,Y): [5:0- 1- 8,Edge], [7:0- 1- 8,Edge], [9:0- 1- 2,Edge], [10'0- 1- 8,Edge], [11:Edge,0 -1 -8], [13:0- 1- 8,0 -0 -0], [14:0- 1- 8,Edge], [15:0- 4- 8,Edge], [17:0- 1- 8,0 -1 -8], [18:0 -1 -8 ,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) 1 /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.10 12 -13 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.72 Vert(TL) -0.17 12 -13 >775 240 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.02 11 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 74 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.1 &Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except: 6 -0 -0 oc bracing' 15 -16. REACTIONS (lb /size) 16= 176/0 -3 -8 (min. 0 -1 -8), 11= 562/0 -3 -8 (min. 0 -1 -8), 15= 962/0 -7 -3 (min. 0 -1 -8) Max Grav16= 226(LC 5), 11= 565(LC 3), 15= 962(LC 1) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3= 0/360, 3 -4= 0/362, 4 -5 =- 1224/0, 5 -6 =- 1233/0, 7 -8 =- 1482/0, 8 -9 =- 1486/0 BOT CHORD 15 -16 =- 73/262, 14- 15= 0/532, 13- 14= 0/1233, 12- 13= 0/1256, 11- 12= 0/1125 WEBS 2 -15 =- 524/0, 2 -16 =- 287/83, 9 -11 =- 1204/0, 9 -12= 0/389, 7 -12= 0/355, 7 -13 =- 273/0, 6 -7 =- 1233/0, 4 -15 =- 966/0, 4- 14= 0/854, 5- 14= -302/0 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 2009 International Residential Code sections R502.11.1 and R802.10.2 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. LOAD CASE(S) Standard < P R OF GINS - s ' , P E j 9 y OREGON ° 0 xf, R Y 1 ��w7i o so oty Digital Signature 1 EXPIRATION DATE: 12 -31 -12 May 19,2011 Al. E, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITREFERENCE PAGE 1}1:74 73 rev. iO "08 BEFORE USE }IR 1 Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. [ . - 9 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown � i �pp ,� ■ ■■ is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the IYI iTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding POWER ro .. fabrication, quality control, storage. delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Building 16 Main Floors R33126374 B1106181 9 -FT Floor Truss 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industnes, Inc Thu May 19 15:06 54 2011 Page 1 ' ID La5k9S_ VHOam6f17gihmpNzHOhy- OY6SOpmKjpfmFF _AmxrT4_FIPPX341s68 ?A2ddzEtE? 0 -1 -8 H 134 251 I 1 -9 -13 1 -10-6 140 110 260 01� Scale = 1,26 5 254 II 254 II 3x4 = 356 = 3x4 iI 4510 = 2x4 II 254 II 3x4 = 1 2 3 4 5 67 5x6= 8 94x8= 10 b o5- - ��� ��` .. i s +- .: ��I ill 1111117 lip !11 III /Illlll /Ir 1n • �l -�� i / me 711 1= M/ 14 13 12 4x6 = 254 H 356 = 356 = 4x12 = 458 = 4 -0 -13 4- -0 1`5-11 -0 4 -0 -13 0 -d -3 11 -10 -0 Plate Offsets (X,Y): [2.0- 2- 1,Edge], [4:0- 4- 10,Edge], [5 1- 8,Edge], [7:0- 1- 8,Edge], [9:0- 2- 14,Edge], [10:0- 1- 8,Edge], [11:Edge,0 -1 -8], [13:0- 1- 8,0 -0 -0], [14:0- 1- 8,Edge], [15:0 -5 -4 ,Edge], [17:0- 1- 8,0 -1 -81, 118:0- 1- 8,0 -1 -81 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) -0.10 12 -13 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.78 Vert(TL) -0.17 12 -13 >810 240 BCLL 0.0 Rep Stress Incr NO WB 0.47 Horz(TL) 0.02 11 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 74 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except' 6 -0 -0 oc bracing: 15 -16. REACTIONS (lb /size) 16= 63/0 -3 -8 (min. 0 -1 -8), 11= 584/0 -3 -8 (min. 0 -1 -8), 15= 1054/0 -5 -10 (min. 0 -1 -8) Max Uplift16= -86(LC 3) Max Grav16= 162(LC 2), 11= 585(LC 3), 15= 1054(LC 1) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3= 0/539, 3 -4= 0/540, 4 -5 =- 1358/0, 5 -6 =- 1365/0, 7 -8 =- 1579/0, 8 -9 =- 1583/0 BOT CHORD 14- 15= 0/563, 13- 14= 0/1365, 12- 13= 0/1385, 11- 12= 0/1175 WEBS 2 -15 =- 582/0, 9 -11 =- 1257/0, 9 -12= 0/440, 7 -12 =- 1/326, 7 -13 =- 262/0, 6 -7 =- 1365/0, . 4 -15 =- 1217/0, 4- 14= 0/919, 5 -14 =- 283/0, 3 -15= -263/0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 86 lb uplift at Joint 16. 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) "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. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard ���EO PR Ore, -, , GINEF / O1i jf 83641/PE -37 r--- t y , L ORE d it 0 � , y ° ° soo o Digital Signature EXPIRATION DATE: 12 -31 -12 May 19,2011 ® WARNING - Verify design parameters and READ NOTES ONT EUS AND INCLUDED MITEK REFERENCE PAGE P111-7473 res. 10'08 BEFORE USE. ® x Design valid for use only with MiTek connectors. This design B based only upon parameters shown, and is for an individual building component Mil 1,, Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsib,tity of the MiTek" erector Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding +� fabrication. quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1/4' Center plate on joint unless x, y offsets are indicated. 6 -4 -8 dimensions shown in ft in sixteenths Damage or Personal Injury IIM= Dimensions are in ft -in- sixteenths. I I (Drawings not to scale) 114 Apply full py lates to embed te both sides eth of truss 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. see BCSI. 2. Truss bracing must be designed by an engineer. For O /16 1 2 3 wide truss spacing, individual lateral braces themselves 1 TOP CHORDS may require bracing, or alternative T, I, or Eliminator MilliEff _ bracing should be considered. r lb-C 3. stace eaed e deed th made n lo ua a how elyg r and never !a3 evk mxte he e ig din bs ced trusses. 4. Provide copies of this truss design to the building r 4 x 2 orientation, locate designer erection supervisor, property owner and all other interested parties. ab ates 0- ' from outside edge of truss. c cv ass 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI /TPI 1. Plate location details available in MiTek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED /LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT 9 Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the 4 x 4 NUMBERS /LETTERS. width measured perpendicular responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION species and size, and 1 2. Lumber used shall be of the s ICC -ES Reports: p in all respects, equal to or better than that ii Indicated by symbol shown and /or ESR 1311, ESR 1352, ER 5243, 9604B, specified. by text in the bracing section of the 95 43, 96 31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T. I or Eliminator bracing NER -487, NER -561 spacing indicated on design. if indicated. 95110, 84 -32, 96 67, ER 3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2006 MiTekC� All Rights Reserved approval of an engineer. ■ =d reaction section indicates joint number where bearings occur. 1111=•111111 OD 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable ►.1 environmental, health or performance risks. Consult with Industry Standards: MI project engineer before use. ANSI /TPI1 : National Design Specification for Metal 1 9. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. • l'e 6,® a pictures) before use. Reviewing pictures alone DSB -89: Design Standard for Bracing. snot sufficient. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER rp PERFORM:" ANSI /TPI 1 Quality Criteria. Instating & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII -7473 rev. 10 -'08 —a® MiTek® PO WCR ro PERFORM, MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676 -1900 Re: B1 106180 - Fax 916/676 -1909 Pulte Homes - Building 16 Upper 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: R33126668 thru R33126687 My license renewal date for the state of Oregon is December 31, 2012. hnportant 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. ���EGNF /o 17 :3640P / y OREG• 0 �y 0 4 RY 20 G� O SOON Digital Signature EXPIRATION DATE: 12 -31 -12 3 May 20,2011 Ong, Choo Soon 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 1. Job Truss Truss Type Qty Ply Pulte Homes - Building 16 Upper Floor R33126668 B1106180 -A 10 -FTGE Floor Truss 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas.OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Thu May 19 15:19 09 2011 Page 1 ID:La5k9S_VH0am6f17gihmpNzHOhy - JH8gMdeGUwCgRJoXgN _BzkhXXoQ619s1RWXZEt2W 0-he 0 - Scale =1295 - 354 = 556 = 3x4 = 1 2 3 4 5 6 7 8 9 10 11 12 13 556 = 14 MI r r V r r m r SS Ili 36 7 il a l HO II II I I I I I ��� PM I mi YIY- V- 111 =V - - V�Y- 1i1�Y N -Y�i�, 28 27 26 25 24 23 22 21 20 19 18 17 16 15 556 = 456 II 354 II 458 = QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. I 17 -7 -8 I 17 -7 -8 Plate Offsets (X,Y): 12:0- 1- 8,Edge1, )13:0- 1- 8,Edge), 114:0- 1- 8,Edge1, (15:Edge,0 -1 -8i, (29:0- 1- 8,0 -1 -8), )30:0- 1- 8,0 -1 -81 LOADING (psf) SPACING 2 - - CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.24 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.01 21 n/a n/a BCDL 5.0 Code IRC2009/TP12007 (Matrix) Weight: 76 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No,1 &Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing, Except: OTHERS 4 X 2 DF Std G 10 -0 -0 oc bracing: 21 -22. REACTIONS All bearings 17 -7 -8. (Ib) - Max Horz 28 =31(LC 2) Max Uplift All uplift 100 lb or less at joint(s) except 28=- 1761(LC 2), 15=- 1458(LC 3), 27=- 1659(LC 3), 16=- 1348(LC 2) Max Gray All reactions 250 lb or less at joint(s) 26, 25, 24, 23, 22, 21, 20, 19, 18, 17 except 28= 1868(LC 3), 15= 1592(LC 2), 27= 1953(LC 2), 16= 1690(LC 3) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2 =- 289/284, 2 -3 =- 1834/1817, 3 -4 =- 1501/1483, 4 -5 =- 1167/1150, 5 -6 =- 834/817, 6 -7 =- 501/483, 8 -9 =- 517/499, 9 -10 =- 850/833, 10- 11=- 1183/1166, 11- 12=- 1517/1499, 12 -13 =- 1850/1833, 1 3-14=-363/356 BOT CHORD 27 -28 =- 2104/2121, 26 -27 =- 1832/1850, 25- 26=- 1499/1516, 24 -25 =- 1166/1183, 23 -24 =- 832/850, 22 -23 =- 499/516, 20 -21 =- 484/501, 19- 20=- 817/834, 18- 19=- 1150/1168, 17 -18 =- 1484/1501, 16 -17 =- 1817/1834, 15 -16 =- 2155/2172 WEBS 2 -27 =- 1939/1673, 13 -16 =- 1674/1364, 2- 28=- 2797/2781, 13 -15 =- 2686/2673 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 2x4 MT20 unless otherwise indicated. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). � P R ��i5' 5) Gable studs spaced at 1 - - oc. Q n 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1761 lb uplift at joint 28, 1458 lb uplift at N G) NEF s i p � joint 15, 1659 lb uplift at joint 27 and 1 348 lb uplift at joint 16 9 8) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced ;3640P standard 1. truss has been This truss has beee n designed for a total drag load of 250 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag ....000 loads along bottom chord from 0 -0 -0 to 17 -7 -8 for 250 0 plf. Aff 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss 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 c.-- OREGO' • ' to be attached to walls at their outer ends or restrained by other means. C 04 � . Z 2 - •- LOAD CASE(S) Standard O SOON • Digital Signature EXPIRATION DATE: 12 -31 -12 May 20,2011 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIt -7473 rcn. 10 '08 BEFORE USE. Design valid for use only with Mire!, connectors. This design is based only upon parameters shown, and is for an individual building component. Ma Verify to Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown � QQQiii q MMN is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction a the responsibillity of the IYIiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ,e fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /IPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Building 16 Upper Floor R33126669 61106180 -A 11 -FT Floor Truss 6 1 Job Reference o.tional r" Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 250 s Mar 23 2011 MiTek Industries, Inc. Thu May 19 15:19:10 2011 Page 1 ID La5k9S_ VHOam6f17glhmpNzHOhy- T8ahUUg_ OxOLYMFdtV23vC1505oNXyhRNVT ?SzzEt2V I 2 -6 -0 i 1 -1 -8 I I t -4 -0 1 I 1 -1 -4 I o-1 . Scale = 1.19 8 448 = 244 II 2.4 II 1 3x4 II 2 3 4 3x4 = 5 244 II 5 448 = ] 344 = 111 ��V It MO ICI ram 1, 13 Ff, 0 ,....... I ' x10 = 11 10 9 348 = kid 444 = 2x4 II 4x10 = I 4 -0 -0 1 4 -8 -0 1 5 -4 -0 I 11 -11 -4 4 -0 -0 0 -8 -0 0 -8 -0 6 -7-4 Plate Offsets (X,Y): [1:Edge,0 -1 -8], [2:0- 3- 3,Edge], [3:0- 1- 8,Edge], [4:0- 1- 8,Edge], [6:0- 2- 6,Edge], [7:0- 1- 8,Edge], [8'Edge,0 -1 -8], [10:0- 1- 8,0 -0 -0], [11:0- 1- 8,Edge], [12:Edge ,0- 1- 81, [13:0- 1- 8,0 -1 -81 LOADING (pat) SPACING 2 -0 -0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.37 Vert(LL) -0.09 9 -10 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.52 Vert(TL) -0.18 8 -9 >798 240 BCLL 0.0 Rep Stress lncr YES WB 0.30 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 56 lb FT = 0%F, 0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except SOT 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= 643/0 -3 -8 (min. 0 -1 -8), 8= 637/0 -3 -8 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2- 3=- 1669/0, 3- 4=- 1677/0, 4- 5=- 1838/0, 5- 6=- 1843/0 BOT CHORD 11- 12= 0/1318, 10- 11= 0/1677, 9- 10= 0/1682, 8- 9= 0/1300 ' WEBS 3 -11 =- 275/0, 2 -12 =- 1416/0, 2 -11= 0/587, 6 -8 =- 1392/0, 6 -9= 0/586, 5 -9 =- 273/0, 4 -9 =- 123/339 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 -2009 International Residential Code sections R502.11 1 and R802.10.2 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 ' LOAD CASE(S) Standard N &F9 /O2 ( 4OPE -- IN p' OR �� ��y MP O SOO Digital Signature EXPIRATION DATE: 12 -31 -12 May 20,2011 8 ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED PATEN REFERENCE PAGE 8111.7473 rev. 10 -'D8 BEFORE USE. -.e Design valid for use only with MiTek connectors. This design is based only upon parameters'shown, and is for an individual building component Applicability of design paramenfers 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 guidurree 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 available from Truss Plate Institute, 281 N. Lee Street, Suite 312. Alexandria, VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Building 16 Upper Floor ' R33126670 B1106180 -A 12 -FT Floor Truss 4 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Thu May 19 15 1911 2011 Page 1 I D' La5k9S_ VHOam6f17gihmpNzHOhy- xK83ighd9FWC9WgpRDaIS PGF5U5eGJoac9CY_QzEt2U o -1 -8 H I 2 - - I I 1 -4 -0 1 : 0 -9 -8 Scale - 1 26 1 — 2x4 II 3x4 = 2x4 II 3x4 = 2x4 II 4x10 = 3x4 II 1 2 4x10 = 3 4 6 4x4 = 6 7 8 1 , .0 ....000 0 - -:—IM lipplipP/ 1,1111111111111/MSTE1111 IIIM MIVA: II III NW" 041-712 -. ` — ice, A —' ■■i, i AIL 17 13 12 11 10 9 4x8 = 2x4 II 2x4 it 4x10 = 4x8 = 4x8 = 1 8 -0 -0 1 8 -8 -0 1 9 -4 -0 1 15-7 -8 8 -0 -0 0 -8 -0 0 -8 -0 6 -3 -8 Plate Offsets (X,Y): (4:0- 1- 8,Edge), (5:0- 1- 8,Edgej, j9:Edge,0 -1 -81, 111:0- 1- 8,0 -0 -01, (12.0- 1- 8,Edgej, 113:0- 3- 8,Edgej, (14:Edge,0 -1 -81, 115:0- 1- 8,0 -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 0.44 Vert(LL) -0.19 12 -13 >984 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.71 Vert(TL) -0.32 12 -13 >569 240 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 80 lb FT = 0%F, 0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.1 &Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 14= 839/0 -3 -8 (min 0 -1 -8), 9= 846 /Mechanical FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 2868/0, 3 -4 =- 2868/0, 4 -5 =- 3073/0, 5 -6 =- 2835/0, 6- 7=- 2839/0 BOT CHORD 13 -14= 0/1713, 12 -13= 0/3074, 11- 12= 0/3073, 10- 11= 0/3068, 9- 10= 0/1723 WEBS 2 -14 =- 1855/0, 2 -13= 0/1236, 3 -13 =- 306 /0, 4 -13 =- 519/103, 7 -9= -1871 /0, 7 -10= 0/1193, 5 -10 =- 634/80 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 2009 International Residential Code sections R502.11 1 and R802.10.2 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. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard \ �� � � ED P Fq 62, :36400 11 if y OREGO-• �- , � ( �1R Y 2 Z . . C? SOO Digital Signature EXPIRATION DATE: 12 -31 -12 May 20,2011 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII -7473 rca. 10-'05 BEFORE USE, "- 0 x Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 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 POW6W ,e fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPl1 Quality Criteria, 058 -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite312, Alexandria, VA 22314 • Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Building 16 Upper Floor R33126671 61106180 -A 15 -FT Floor Truss 2 1 Job Reference (optional) r r Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc Thu May 19 15:19:12 2011 Page 1 ID La5k9S_ VHOam6f17gihmpNzHOhy- PWRv91FwZe3ngP ?w5X 2 -6 -0 1 t -0 -4 1 1 1 -4 -0 1 -4 -0 1 1 0 -11 -12 1 0. Scale = 1'26 6 2x4 II 3x4 I I 2x4 II 3x4 II 456 = 2x4 II 4x6 = 354 = 1 2 48 = 3 4 4x6 = 5 6 7 8 9 PO lfi� , ice in 7�', � N II � I� II � i� ►u 17;. WM NI n EIPIi �� Lm Mil M. 1: / 15 14 , 12 „ Pril 4x4 = 2x4 II 2x4 II 3x4 = 418 = 4x12 = 48 = 1 7 -11 -12 1 15-11 -0 7 -11 -12 7 -11 -4 Plate Offsets (X,Y): [1:Edge,0 -1 -8], [2:0- 3- 8,Edge], [3:0- 1- 8,Edge], [4:0- 1- 8,Edge), [6:0- 1- 8,Edge], [7:0- 1- 8,0 -0 -0], [8:0- 1- 8,Edge], [9:0- 1- 8,Edge], [10:Edge,0 -1 -8], [11.0- 1- 8,Edge] , 112:0- 1- 8,Edgel, [14:0- 1- 8,0 -0 -01, [15:0- 1- 8,Edgei, [16:Edge,0 -1 -81, [17:0- 1- 8,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) I /dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.73 Vert(LL) -0.10 15 -16 >900 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.70 Vert(TL) -0.19 15 -16 >489 240 BCLL 0.0 Rep Stress Incr NO WB 0.21 Horz(TL) 0.03 10 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (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 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= 714/0 -3 -8 (min. 0 -1 -8), 10= 442/0 -3 -8 (min 0 -1 -8), 13= 1061/0 -3 -8 (min. 0 -1 -8) Max Gray 16= 735(LC 7), 10= 463(LC 4), 13= 1061(LC 1) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 1715/0, 3 -4 =- 1727/0, 4 -5 =- 302/0, 5 -6 =- 302/0, 6 -7 =- 963/0, 7 -8= -960/0 BOT CHORD 15- 16= 0/1451, 14- 15= 0/1727, 13- 14= 0/1727, 12- 13= 0/963, 11- 12= 0/963, 10 -11 =0/838 WEBS 2 -16 =- 1573/0, 4 -13 =- 1592/0, 2 -15= 0/421, 3 -15 =- 328/0, 8 -10 =- 902/0, 6 -13= -82210 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 2009 International Residential Code sections R502.11 1 and R802.10 2 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. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 500 lb down at 3 -10 -4 on top chord. The design /selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD 1)) Floor: Lumber PR umber ncrease= =1.00, Plate Increase =1.00 �� � Q��s Uniform Loads (plf) �d G]NE / Vert: 10- 16 = -10, 1 -9= -100 2 4 1117 Concentrated Loads (Ib) 04. 8 3641 P E p r - Vert: 3=- 500(F) or V' ORE P. qb Cz ,' 51 . 184 0 y ° ° sooN Digital Signature EXPIRATION DAT 12 -31 - 12 May 20,2011 ORME ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1111 -T4 rev. 10.08 BEFORE USE. ,. Design valid for use only with MiTek connectors. Tho design is based only upon parameters shown, and is for an individual building component � Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 44 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 6 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 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Solely Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314 - Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Building 16 Upper Floor R33126672 B1106160 -A 16 -FT Floor Truss 4 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries. Inc. Thu May 19 1519 2011 Page 1 ID La5k9S_ VH0am6f17gihmpNzHOhy- tjGg6V /thsmwPo CYecmXgLcwlg0klGt4Thf3lzEt2S 0 -1 -8 H I 260 1-3-3 1-4-0 1 I 5 I 0 1- Sc 1 .1201 354 = 458 = 254 II 254 II 1 2x4 II 2 3 4 3.4 = 5 2.4 II 8 458 = 7 354 = ' MI 111 b _ 1 ��wom ill ,, , • I� 11 0 9 3x8 = 454 = 254 II 4510 = 4510 = I 4 -0 -3 4 -]-1 4 -9 -11 1 s -5 -11 0 -6 -0 1 12 -1 -0 I 4 -0 -3 0 -1 -9 0 -8 -0 6 -7 -5 Plate Offsets (X,Y): [2:0- 3- 2,Edge], [3:0- 1- 8,Edge], [4:0- 1- 8,Edge], [6:0- 2- 2,Edge], [7.0- 1- 8,Edge], [8•Edge,0 -1 -8], [10:0- 1- 8,Edge], [11:0- 1- 8,Edge], [12:Edge,0 -1 -8], [13 0 -1 -8 ,0 -1 -81, [14:0- 1- 8,0 -1 -81 LOADING (psf) SPACING 2 - - CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1 00 TC 0.36 Vert(LL) -0.09 9 -10 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.52 Vert(TL) -0.18 8 -9 >798 240 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 56 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.1 &Btr G end verticals WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 12= 645/0 -5 -8 (min. 0 -1 -8), 8= 645/0 -3 -8 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2- 3=- 1724/0, 3- 4=- 1732/0, 4- 5=- 1878/0, 5- 6=- 1882/0 BOT CHORD 11- 12= 0/1330, 10 -11= 0/1732, 9- 10= 0/1736, 8 -9= 0/1320 WEBS 3 -11 =- 261/0, 2 -12 =- 1422/0, 2 -11= 0/607, 6 -8 =- 1413/0, 6 -9= 0/606, 5 -9 =- 271/0, 4 -9 =- 142/328 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 2009 International Residential Code sections R502.11.1 and R802 10.2 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��� G N RD P EEC s �o 2 �� 8364••PE 9 r' 9 ORE . e . O soo ty 0 Digital Signature EXPIRATION DATE: 12 -31 -12 May 20,2011 d ® WARMNG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIEN REFERENCE PAGEMTI -7473 rev. 10 -'08 BEFORE USG �' 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 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, qualify 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 Pulte Homes - Building 16 Upper Floor R33126673 B1106180 -A 19 -FT Floor Truss 1 1 _ Job Reference (optional) 1 Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 250 s Mar 23 2011 MiTek Industries, Inc Thu May 19 15 19 14 2011 Page 1 . . ID La5k9S_ VH0am6f17gihmpNzHOhy- LvgCKrjVSAun1_Z06L7 ?41 uoniDdTmj117RCbkzEt2R 0 -1 -8 H , I 2-60 1 80 I I 0-7-8 Scale = 1'17.8 4x6 = 3x4 = 1 3.6 = 2 32:4 II 4 2x4 II 5 4x8 = 6 3x4 II o 11 �1 - . p , 0 3 8 4 = 7 3x0 - 4:10 = 4x8 = 0 -4 -4 011- I 10-8 -0 i 0 -1- 103 -12 0 -2 -12 , Plate Offsets (X,Y): f2:0- 3- 15,Edge1, 13:0- 1- 8,Edge), f4.0- 1- 8,Edge), (5:0- 3- 2,Edge), 17:Edge,0 -1 -8), 18:0- 1- 8,Edge), f9:0- 1- 8,Edge), [10:Edge,0 -1 -81, M1'0-1-8,0-1-8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) 1 /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.28 Vert(LL) -0.06 7 -8 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.18 7 -8 >706 240 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 51 lb FT = 0%F, 0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 10= 560/0 -5 -8 (min. 0 -1 -8), 7= 573 /Mechanical FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 1447/0, 3 -4 =- 1450/0, 4 -5 =- 1448/0 BOT CHORD 9 -10= 0/1158, 8- 9= 0/1450, 7- 8= 0/1127 WEBS 5 -7 =- 1212/0, 2 -10 =- 1224/0, 5 -8= 0/434, 2 -9 =0/444 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 2009 International Residential Code sections R502.11.1 and R802.10.2 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. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard �( \ - 0 PR Op c. N,A GIN�F �O r . 40:4 8 364 #PE 9 1' ( f y,� ORE �' e, C Ci . g C? y ° o sooty Digital Signature EXPIRATION DATE: 12 -31 -12 ` May 20,2011 ® WARNING - Verify/ design parameters and READ NOTES ON MI5 AND INCLUDED NITER REFERENCE PAGE ti11.7473 ren. 10 -'08 BEFORE USE. -�'' f. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction n the responsibillity of the MiTek" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding .w.,,,-a P. - fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, 086.89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Intermatlan available from Truss Plate Institute, 281 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Building 16 Upper Floor R33126674 B1106180 -A 1 -FTGE Floor Truss 2 1 Job Reference (optional) Pro - Build Clackamas Truss, Clackamas,OR 97015 - 1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Thu May 19 15:19 15 2011 Page 1 ID: La5k9S _VH0am6f17gihmpNzHOhy -p50aX Bk7DUOde77ag3eEcF Rzf6aAC70AXnAm7BzEt2Q 0 -N8 0.N8 Scale = 1 30 3 3x4 = 5x6 = 586 = 384 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 •il I 1 � III Mill �I YI l 32 / I I 1 I I I 1 , Ot Ha I Iii iI 1 Ii NI it I i ICI P�if t 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 5x6 = 4x6 II 4e6 = 5e6 = QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. I 18-1 -8 I 18-1 -8 Plate Offsets (X,Y): (2:0- 1- 8,Edge), 114:0- 2- 12,Edgel, [15:0- 1- 8,Edgel, 116:Edge,0 -1 -81, f18.0- 1- 8,Edgel, (31:0- 1- 8,0 -1 -81, 132:0- 1- 8,0 -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 28 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1 00 BC 0.22 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0 61 Horz(TL) 0 01 24 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 81 lb FT = 0%F, 0%E LUMBER BRACING TOP CHORD 4 X 2 DF No 1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No 1 &Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. OTHERS 4 X 2 DF Std G REACTIONS All bearings 18 -1 -8. (Ib) - Max Horz 30 =31(LC 2) Max Uplift All uplift 100 lb or less at joint(s) 17 except 30 =- 1699(LC 2), 16=- 1142(LC 3), 29=- 1590(LC 3), 18=- 1108(LC 2) Max Gray All reactions 250 lb or less at joint(s) 28, 27, 26, 25, 24, 23, 22, 21, 20, 19, 17 except 30= 1799(LC 3), 16= 1251(LC 2), 29 =1892(LC 2), 18 =1446(LC 3) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. - TOP CHORD 1 -2 =- 289/284, 2 -3 =- 1754/1745, 3 -4 =- 1420/1412, 4 -5 =- 1087/1078, 5 -6 =- 754/745, 6 -7 =- 420/412, 7 -8 =- 255/246, 8- 9=- 588/580, 9 -10 =- 922/913, 10 -11 =- 1255/1246, 11 -12 =- 1588/1580, 12 -13 =- 1922/1913, 13- 14=- 2255/2246 BOT CHORD 29- 30=- 2032/2041, 28- 29=- 1761/1769, 27- 28=- 1427/1436, 26- 27=- 1094/1103, 25 -26 =- 761/769, 24 -25 =- 427/436, 22 -23 =- 564/573, 21- 22=- 897/906, 20 -21 =- 1231/1239, 19 -20 =- 1564/1573, 18 -19 =- 1897/1906, 17 -18 =- 571/625, 16 -17 =- 721/775 WEBS 2- 29=- 1878/1605, 2- 30=- 2691/2686, 14 -16 =- 1468/1369, 14- 18=- 2106/2048 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 2x4 MT20 unless otherwise indicated. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1 -4 -0 oc. ,i),0 PR 6) A plate rating reduction of 20% has been applied for the green lumber members. '\C" ....),O 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 17 except (jt =lb) " • .' G'(NE *� o 30= 1699,16= 1142,29= 1590,18 =1108. �� 2 9 8) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced •' 8364. I PE (-- standard ANSI/TPI 1. 9) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1 33) Plate grip DOL= (1.33) Connect truss to resist drag / / loads along bottom chord from 0 -0 -0 to 18 -1 -8 for 250 0 plf. 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 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 � OREGO • to be attached to walls at their outer ends or restrained by other means. c Oq RY v LOAD CASE(S) Standard o sooty Digital Signature EXPIRATION DATE: 12 -31 -12 May 20,2011 - A ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITRE REFERENCSPAGE 1411-74 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. _ t Applicability of design paramen fers 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 responsibdlity of the Mi Iek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Pow�r„o Foe.. fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI /TP11 Quality Criteria, D58 -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Building 16 Upper Floor R33126675 81106180 -A 21 -FT Floor Truss 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7250 s Mar 23 2011 MiTek Industries, Inc. Thu May 19 1519116 2011 Page 1 la La5k9S_ VH0am6f17gihmpNzHOhy- IHyylX11 _n8UGHinEm9T9Sz8XVwMxhOJm RwJfdzEt2 P 0 -1 -8 H I 2-6 -0 1 0 -11 -12 1-4-0 I 1 t -4 -0 I I 1 -0 -4 I ' ! Scale a 126 6 2x4 H 304 = 456 = 254 H 354 I I 456 = 254 I I 456 = 354 II 1 2 q 3 4 456 = 5 6 7 8 9 111 MEM NN ,... ij „111 - III ` „ l �' 7 [ 03 II Oft/ ! � Mr S rya _ � waor, Irl 2,1 15 14 A7 12 11 10 354 = 2x4 II �� 254 II 3x4 = 456 = 4510 = 4x6 = I 7 -11 -4 15-11 -0 1 7 -11 -4 7 -11 -12 Plate Offsets (X,Y): [2:0- 2- 8,Edge], [3:0- 1- 8,Edge], [4:0- 1- 8,Edge], [6:0- 1- 8,Edge], [7:0- 1- 8,0 -0 -0], [8:0- 2- 1,Edge], [10:Edge,0 -1 -8], [11:0- 1- 8,Edge], [12:0- 1- 8,Edge], [14:0 -1 -8 ,0 -0 -0], [15:0- 1- 8,Edcie], [16:Edoe,0 -1 -8], 117:0- 1- 8,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TOLL 40,0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.04 10 -11 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.23 Vert(TL) -0.09 10 -11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.02 10 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 74 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.1 &Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 16= 399/0 -3 -8 (min. 0 -1 -8), 10= 407 /Mechanical, 13= 911/0 -3 -8 (min. 0 -1 -8) Max Grav16= 418(LC 7), 10= 427(LC 4), 13= 911(LC 1) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2 -3 =- 766/0, 3 -4 =- 765/0, 6- 7=- 773/0, 7- 8= -773/0 BOT CHORD 15- 16= 0/757, 14- 15= 0/765, 13- 14= 0/765, 12- 13= 0/772, 11- 12= 0/773, 10 -11 =0/766 WEBS 5 -13 =- 277/0, 2 -16 =- 806/0, 4 -13 =- 878/0, 8 -10 =- 823/0, 6 -13= -885/0 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) 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) "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. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard e 'S <C GIN EF S w ( , 4 OPE 1 OP IN . -9, OREG• 0 o � 0 �y 0 � ' gR Y O SOON ill Digital Signature EXPIRATION DATE: 12 -31 -12 May 20,2011 c + ® WARNING - VerJ5j design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1411.7473 rev. 10 -'08 BEFORE USE. _'' Design valid for use only with M1 MI ek connectors. This design is based only upon parameters shown. and is for an individual building component Applicability of design commenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 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 fhe responsibility of the building designer. For general guidance regarding POWER TO Pr: 1714; fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPII Quality Criteria, 05e -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 Pulte Homes - Building 16 Upper Floor R33126676 81106180 -A 22 -FT Floor Truss 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 250 s Mar 23 2011 MiTek Industries, Inc. Thu May 19 15:19 16 2011 Page 1 ID' La5k9S_V H0am6f17gihmpNzHOhy- IHyyIXll_ n8UGHinEm9T9Sz58VrbxgPJmRwJfdzEt2P 0 -1 -8 H I 2 -6 -0 I I 1,4 -0 I I 1 -6 -8 Scale = 1 163 4x6 = 1 2x4 II 2 3 254 II 11 4 4x6 = 5 3x4 II 10 . I a , t Imo` 2x4 II 3x4 = 8 6 4x6 = 4x8 = 8 -7 -8 8 -7 -8 Plate Offsets (X,Y): f2:0- 1- 8,Edgel, f3:0- 1- 8,0 -0 -0), f4:0- 1- 4,Edge), (6:Edge,0 -1 -8), [7:0- 1- 8,Edgel, f8:0- 1- 8,Edge), f9:Edge,0 -1 -81, f10:0- 1- 8,0 -1 -81 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 11 6 -7 >949 360 MT20 220/195 TCDL 10.0 Lumber Increase 1 00 BC 0.53 Vert(TL) -0 20 6 -7 >502 240 BCLL 0.0 Rep Stress lncr NO WB 0.22 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 40 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 9= 505/0 -3 -8 (min. 0 -1 -8), 6= 538 /Mechanical Max Grav9= 505(LC 1), 6= 553(LC 3) FORCES (Ib) - Max. Comp. /Max Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 1065/0, 3 -11 =- 1064/0, 4 -11 =- 1064/0 BOT CHORD 8- 9= 0/1064, 7 -8 =0/1065, 6 -7= 0/1079 WEBS 4- 6=- 1160/0, 2- 9=- 1136/0 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) 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) "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. 7) CAUTION, Do not erect truss backwards. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 209 lb down at 5 -2 -4 on top chord. The design /selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard p PR 1) Floor: Lumber Increase =1 00, Plate Increase =1.00 < F '- GINS F£s s / Uniform 9I Vert: 6-9=-10, 1- 5 = -100 9 O 2' Concentrated Loads (Ib) x 43640P 9 l Vert: 11=-129(B) y OREGO■• 0 3, (/qRY 2 2•" SOO Digital Signature EXPIRATION DATE: 12 -31 -12 May 20,2011 t g ® WARMING - Verify design parameters and READ NOTES 011 THIS AND INCLUDED MITEK REFERENCE PAGE 171 74 rev. 10 -0S BEFORE USE. MBE Design valid for use only with MiTek connectors This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction a the responsibillity of the MiTek" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding *a A..- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPIi Qualify Criteria, DSB•89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria. VA 22314. Citus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Building 16 Upper Floor R33126677 81106180 -A 23 -FT Floor Truss 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc Thu May 19 15:19:17 2011 Page 1 ID La5k9S_ VHoam6f17gihmpNzHOhy- mUWKytmNI5GLuRHznTgilgWLGvIBgAQT _5ftC3zEt20 1-8-0 I ?-1-61 1 3x4 11 2 354 = 3 2x4 II Scale =1.106 3x4 — ■ • 11 5 3x6 = 3x6 = 3 -10.0 3-10-0 Plate Offsets (X,Y): (1:Edge,0 -1 -81, f3:0- 1- 8,Edge1, (6:0- 1- 8,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /def L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.14 Vert(LL) 0.00 5 ' 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.04 4 -5 >999 240 BCLL • 0.0 Rep Stress Incr NO WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 20 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 3 -10 -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) 5= 228 /Mechanical, 4= 221/0 -3 -8 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2- 4=- 274/0, 2 -5= -279/0 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 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. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 61 lb down at 1 -10 -4 on top chord. The design /selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 4-5=-10, 1 -3= -100 Concentrated � �' P EE S`r�0 9 2 '� 836 All PE v -v OREGO • • SOON Digital Signature EXPIRATION DATE: 12 -31 -12 May 20,2011 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED 1IIITEK REFERENCE ',AGEISM-7473 rev. 10 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 of individual web members only. Additional temporary bracing to insure stability 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 /TPI1 Quality Criteria, DS8-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Putts Homes - Building 16 Upper Floor R33126678 61106180 -A 25 -FT Floor Truss 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MITek Industries, Inc. Thu May 19 15:19 17 2011 Page 1 ID' La5k9S_VHOam6f17gihmpNzHOhy -m UWKytmNl5GLu RHznTgligWM4v IygAiT_5ftC3zEt20 0 -1 -8 11 1 254 1 11 1 -4 -12 2 355 = 3 354 II . Scale - 1 10 6 6 �� IIIIIIIII` III �� MUM =MN 6 � 4 356 = 356 = 3 -3 -8 I 3 -3 -8 Plate Offsets (X,Y): 16:0- 1- 8,0 -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 0.09 Vert(LL) 0.00 5 '.,. 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0 07 Vert(TL) -0.02 4 -5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0 00 4 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight. 18 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 3 -3 -8 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) 5= 161/0 -3 -8 (min. 0 -1 -8), 4= 167 /Mechanical FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. 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 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. LOAD CASE(S) Standard • �, �� P R �F 4-SS g GINEE jlf 83640PE / 9,,ORE • �'` o (i „ , y ° ° soo °� Digital Signature EXPIRATION DATE: 12 -31 -12 May 20,2011 i r ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITRE REFERENCE PAGE 11911-7473 rim 10-OS BEFORE USE. _.w 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 paramenlers 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 /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 Pulte Homes - Building 16 Upper Floor R33126679 61106180 -A 2 -FT Floor Truss 18 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Nov 19 2010 MiTek Industries, Inc. Thu May 19 15:46'27 2011 Page 1 ID La5k9S_ VHOam6fl7gihmpNzHOhy- JhkCsO3GrDZ2oE _YyJeSFflpmzTralzOphV7PbzEsew 0 -1 -8 H ■ 2 -6 -0 I 0,3=41 1 -7 -8 19-4 -8 2-4 -8 1 0- 8 Scale = 1297 Camber = 3/16 in 2x4 H 406 = 2x4 II 3x4 = 4x10 = 2x4 II 5x8 = 2x4 II 2x4 II 4x10 = 3x4 = 1 2 3 4 5 6 7 8 9 10 III W , 18 9 NM m 15 14 13 • 12 4x8 = 4x10 = 5x6 = 4x4 = 4x10 = 4x8 = 9 -0-12 8 -1 -8 8 - 9 -10 -8 18-1 -8 8 -1 -8 0- -8 0 -9-12 8 -3-0 0 -9-12 Plate Offsets (X,Y): [5:0- 3- 0,Edge], [6:0- 1- 8,0 -0 -0], [7:0- 1- 8,Edge], [10:0- 1- 8,Edge], [11 Edge,0 -1 -8], [13:0- 1- 8,Edge], [14:0- 1- 8,Edge], [16:Edge,0 -1 -8], [17:0- 1- 8,0 -1 -8], [18:0- 1- 8,0 -1 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) I /dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.53 Vert(LL) -0.28 13 -14 >768 360 MT20 220/195 TCDL 10 0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.49 13 -14 >437 240 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.09 11 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 98 lb FT = 0%F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.1 &Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 16= 977/0 -5 -8 (min. 0 -1 -8), 11= 977/0 -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 =- 3450/0, 3 -4 =- 3490/0, 4 -5 =- 4174/0, 5 -6 =- 4175/0, 6 -7 =- 4171/0, 7 -8 =- 3487/0, 8 -9 =- 3448/0 BOT CHORD 15 -16= 0/2149, 14- 15= 0/4170, 13- 14= 0/4175, 12- 13= 0/4146, 11- 12= 0/2149 WEBS 5 -14 =- 609/467, 6 -13 =- 493/305, 2 -16 =- 2305/0, 2 -15= 0/1418, 3 -15 =- 260/0, 4 -15 =- 821/0, 4 -14 =- 508/684, 9 -11 =- 2305/0, 9 -12= 0/1416, 8 -12 =- 255/0, 7 -13 =- 353/585, 7 -12= -781/0 JOINT STRESS INDEX 1 = 0.55, 2 = 0.77, 3 = 0.54, 4 = 0.00, 5 = 0.82, 6 = 0.54, 7 = 0.92, 8 = 0.54, 9 = 0.77, 10 = 0.55, 11 = 0.71, 12 = 0.78, 13 = 0.91, 14 = 0.74, 15 = 0.82, 16 = 0.71, 17 = 0.00, 17 = 0.36, 18= 0.O0 and 18 =0.36 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 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. � D PR z 4) "Fix heels only"Member only" Member end fixity model was used in the analysis and design of this truss. F 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 c\ -, GIN EB 7 to be attached to walls at their outer ends or restrained by other means. R 2 LOAD CASE(S) Standard ' 836 E - 17i, / F - v OREGO O 04 pi , Y • O SOON Digitaf EXPIRATION DATE: 12 -31 -12 May 20,2011 ■ I ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII -74 rev. 10 -'08 BEFORE US& Design valid for use only with M7ek connectors This design is based only upon parameters shown, and is for an individual building component. ME 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 responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding POWER - - --------- -- - fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPII Quality Criteria, 058 -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite312, Alexandria, VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Building 16 Upper Floor R33126680 B1106180 -A 3 -FT Floor Truss 12 1 Job Reference (optional) • Pro -Build Clackamas Truss, Clackamas.OR 97015 -1129 7 250 s Mar 23 2011 MiTek Industries, Inc Thu May 19 15.19'19 2011 Page 1 ID La5k9S_ VH0am6f17glhmpNzHOhy- isd5NZneHIW371RMvu1An5bbKjg18 ?ymSP8zGyzEt2M 0 -1 -8 H I 2 -6 -0 I 1 1 -1 -8 1 1 1 -4 -0 I I 2 -1 -8 1 0 - N B - Bcaie - 1 30 2 2x4 II 2x4 II 3x4 = 4x10 = 2x4 II 3x8 = 2x4 II 2x4 II 4x10 = 354 = 1 2 3 4 5 6 4x6 = 7 8 9 • O o� `I� ji "WI � � . 17 1 1; 1111. 14 13 - 12 11 a �� 4x8 = 4510 = - >4 = 2x4 II 4x10 = 4x8 = I 9 -0 -0 9- -f 0 -9 -B 1100--:--80 l 18 -1-0 1 9 -0-0 0- - 0 -B -0 7 -7 -8 Plate Offsets (X,Y): [4:0- 3- 13,Edge], [5:0- 1- 8,Edge], [6:0- 1- 8,Edge], [9:0- 1- 8,Edge], [10.Edge,0 -1 -8], [12:0- 1- 8,0 -0 -0], [13:0- 1- 8,Edge], [15:Edge,0 -1 -8], [16:0- 1- 8,0 -1 -8], [17:0 -1 -8 ,0 -1 -81 LOADING (psf) SPACING 2 - - CSI DEFL In (roc) I /detl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.29 13 -14 >736 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.52 13 -14 >415 240 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0 09 10 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 97 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Bfr 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) 15= 975/0 -5 -8 (min. 0 -1 -8), 10= 975/0 -3 -8 (min. 0 -1 -8) FORCES (lb) - Max. Comp /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2 -3 =- 3442/0, 3 -4 =- 3482/0, 4 -5 =- 4134/0, 5 -6 =- 4134/0, 6 -7 =- 3457/0, 7 -8 =- 3424/0 BOT CHORD 14- 15= 0/2145, 13- 14= 0/4136, 12 -13= 0/4134, 11- 12= 0/4133, 10- 11= 0/2145 WEBS 2 -15 =- 2301/0, 2 -14= 0/1414, 3 -14 =- 259/0, 4 -14 =- 699/0, 4 -13 =- 300/394, 8 -10 =- 2301/0, 8 -11= 0/1394, 7 -11 =- 268/12, 6 -11= -973/0 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 2009 International Residential Code sections R502.11.1 and R802.10.2 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 I PROFF6-S '7 836 9 r A -v OREGO y qRY 7 O SOON Digital Signature 1 EXPIRATION DATE: 12 -31 -12 May 20,2011 4 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mir -74 rep. 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. MOE Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ,o se.oe fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 quality Criteria, 058 -89 and BCSI'Bssilding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street. Suite 312, Alexandra, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Building 16 Upper Floor R33126681 61106180 -A 4 -FT Floor Truss 18 1 Job Reference lootionall Pro - Build Clackamas Truss, Clackamas,OR 97015 -1129 7250 s Mar 23 2011 MiTek Industries, Inc. Thu May 19 15.19:20 2011 Page 1 I D hm pNz HOhy- A3BTavoG20ewIvOYTCEPJ18oi7AAtNgvh 3uXoOz Et2 L 0 -1 -8 . H I 2-6-0 I I 1-4.0 I I 1 -1 -0 I 0 -4 Scale =1265 254 II 254 II 3x4 = 254 II 356 = 2x4 II 4510 = 3x4 = 1 2 4510 = 3 4 5454= 6 7 8 q x Y, ■■ 0 �■� 15 m ,] �� ly ■ -^ 1,� 1 pi ■ ,,II 13 12 it 10 4510 = 254 II 254 II 4510 = 458 = 455 = 1 15-11.0 1 15-11 -0 Plate Offsets (X,Y): [4:0- 1- 8,Edge], [5:0- 1- 8,Edge], [8:0- 1- 8,Edge], [9:Edge,0 -1 -8], [10:0- 4- 0,Edge], [11:0- 1- 8,0 -0 -0], [12:0- 1- 8,Edge], [13:0- 4- 12,Edge], [14:Edge,0 -1 -8], [15:0 -1 -8 ,0 -1 -81, [16:0- 1- 8,0 -1 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.20 12 -13 >960 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.34 12 -13 >553 240 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.06 9 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 80 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.1 &Blr 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= 855/0 -3 -8 (min. 0 -1 -8), 9= 855/0 -3 -8 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 2946/0, 3 -4 =- 2947/0, 4 -5 =- 3199/0, 5 -6 =- 2911/0, 6 -7 =- 2915/0 BOT CHORD 13- 14= 0/1751, 12- 13= 0/3200, 11- 12= 0/3199, 10- 11= 0/3196, 9- 10= 0/1759 WEBS 2 -14 =- 1896/0, 2 -13= 0/1279, 3 -13 =- 306/0, 4 -13 =- 566/82, 7 -9 =- 1904/0, 7 -10= 0/1236, 5 -10 =- 636/54 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 2009 International Residential Code sections R502.11.1 and R802.10.2 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 Sm GI N4- w j 8364-• PE p c r y OR y °° soo, 0.‘-\. Digital Signature i EXPIRATION DATE: 12 -31 -12 j May 20,2011 I t / ® WARNING - Verify design parameters and READ NOTES ON 77IIS AND INCLUDED MI7EKREFERENCE PAGE MfI -7473 rem. 10 -'08 BEFORE USE. � � • Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown pq is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the IVIiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding POWER To e. fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 28 1 N. Lee Street, Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Building 16 Upper Floor R33126682 81106180 -A 4 -FTA Floor Truss 1 1 Job Reference (optional) - Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc Thu May 19 15:19:21 2011 Page 1 ID: La5k9S_ VH0am6f17gihmpNzHOhy- eFlroEpupKmnM2bk0JlesWhvYWXkcsY3vjd4LgzEt2K 0 -1 -8 H 2 -6 I 1 -5 - 0 I I 2 -5 -13 I 1 -1.0 I I 1 -4 -0 I I 1 -7 -3 I 0 Scale - 1 26 5 254 II 254 II 354 = 4x8 = 2x4 I I 254 I I 254 II 458 = 3x4 = 1 2 3 4 5.8 = 5 6 4x6 = 7 8 9 160 jj [" ���� I �` I � ,� 17 1��������1������� Q 13 12 11 al. 556 = 2x4 II 4x8 = 458 = 4510 = 458 = QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. I 7 -11 -13 , fia -13 i 9 -3 -13 I 15-11 -0 7 -11 -13 0 -8 -0 0 -8 -0 6 -7 -3 Plate Offsets (X,Y): [2:0- 3- 8,Edge], [4:0- 3- 8,Edge], [5:0- 1- 8,Edge], [6:0- 1- 8,Edge], [8:0- 3- 8,Edge), [9:0- 1- 8,Edge], [10:Edge,0 -1 -8), [12:0- 1- 8,0 -0 -0], [130- 1- 8,Edge], [14:0 -4 -0 ,Edge], ]15:Edge,0 -1 -8], [16:0- 1- 8,0 -1 -81, [17:0- 1- 8,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.70 Vert(LL) -0.12 11 -12 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.60 Vert(TL) -0.18 11 -12 >767 240 BCLL 0.0 Rep Stress Incr NO WB 0.55 Horz(TL) 0.03 10 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 87 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 OF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied. REACTIONS (lb /size) 15= 57/4 -3 -8 (min. 0 -1 -8), 10= 563/0 -3 -8 (min. 0 -1 -8), 14= 1591/4 -3 -8 (min. 0 -1 -8) Max Horz 15 =30(LC 9) Max Uplift15=- 1039(LC 7), 10= -44(LC 8), 14=- 137(LC 8) - Max Grav15= 1108(LC 8), 10= 759(LC 7), 14= 2343(LC 2) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2 =- 955/947, 2 -3 =- 2598/3418, 3 -4 =- 1907/2875, 4 - = - 3251/1834, 5 - = - 282911348, 6 -7 =- 2956/1053, 7 -8 =- 2512/499, 8- 9=- 918/911 BOT CHORD 14 -15 =- 3338/3710, 13 -14 =- 1554/2322, 12 -13 =- 1050/2530, 11 -12 =- 1042/2531, 10 -11 =- 194/1533 ' WEBS 5 -13 =- 499/97, 6 -12 =- 341/85, 2 -15 =- 2615/2856, 2 -14 =- 2261/1435, 3 -14 =- 711/0, 4 -14 =- 1913/148, 8 -10 =- 1658/212, 8 -11 =- 378/990, 7 -11 =- 399/28, 6 -11 =- 457/980, 4 -13 =- 220/1147 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 100 lb uplift at joint(s) 10 except (jt =lb) 15= 1039,14 =137. 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 total drag load of 380 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag s O PR OF F loads along bottom chord from 0 -0 -0 to 4 -3 -8 for 1409.2 plf. <<- 5- s 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. �N - �' Ca] 0c) 6) /0 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 "9 to be attached to walls at their outer ends or restrained by other means. . / 8364, I PE r 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 500 lb down at 4 -3 -8 on top I chord. The design /selection of such connection device(s) is the responsibility of others. / , 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). _` / LOAD CASE(S) Standard y OREG 1) Floor: r: Lumber Increase =1.00, Plate Increase =1.00 0 -vi, i Uniform Loads (plf) ' A IRY Vert: 10- 15 = -10, 1 -9= -100 LI S00 • Digital Signature Continued on page 2 EXPIRATION DATE: 12 -31 -12 May 20,2011 81 8 ® WARNING - Verify dcsrgn paramet and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE RIII -7473 rev. 10'08 BEFORE USE. _ " • Design valid for use only with M1ek 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 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 w ,a fabrication. quality control. storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, D58 -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Building 16 Upper Floor R33126682 61106180 -A 4 -FTA Floor Truss 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc Thu May 19 15'19:21 2011 Page 2 ID• La5k9S_ VHoam6f17gihmpNzHohy- eFlroEpupKmnM2bk0JlesWhvYWXkcsY3v )d4LgzEt2K LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3o- 500(F) 4 s ® WARNING - Verifrj design parameter and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII -7473 rev. 10.'08 BEFORE USE. o�Q 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 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 POWER ro fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street. Suite312, Alexandria, VA 22314.• Citrus Heights. CA, 95610 Job Truss Truss Type qty Ply Pulte Homes - Building 16 Upper Floor R33126683 61106180 -A 5 -FT Floor Truss 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas.OR 97015 -1129 7 250 s Mar 23 2011 MiTek Industries, Inc. Thu May 19 15'19'22 2011 Page 1 ID La5k9S_ VH0am6f17gihmpNzHOhy- 6RJD _CAwalGtPjD1ZwnOLLGC8NNetHzEt2J 0 -1 -8 H I 2 -6 -0 I 1-8 -0 I I 1 -0 -0 ; I 1 -4 -0 I I 1 -1 -0 I 0 - 1 — f -5 Scale = 1'26 5 254 II 254 II 354 = 4510 = 254 11 4x4 = 04 II 2x4 II 4510 = 04 = 1 2 3 4 5 It11 11 458 = 454 = 2x4 II 5510 = 458 = 4x8 = 8-0-0 8 -8 -o s -4 -o 15-11 -0 8 -0 -0 0 -8 -0 0 -B -0 6 -7 -0 Plate Offsets (X,Y): [4:0- 1- 8,Edge], [5:0- 1- 8,Edge], [6:0- 1- 8,Edge], [9 0- 1- 8,Edge], [10'Edge,0 -1 -8], [12:0- 1- 8,0 -0 -0], [13'0- 1- 8,Edge], [15:Edge,0 -1 -8], [16:0- 1- 8,0 -1 -8], [17:0 -1 -8 ,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.87 Vert(LL) -0.27 13 -14 >704 360 MT20 220/195 TCDL 10 0 Lumber Increase 1.00 BC 0.98 Vert(TL) -0.48 13 -14 >394 240 BCLL 0 0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.08 10 n/a n/a BCDL 5.0 Code IRC2009/TP12007 (Matrix) Weight: 87 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 10 -0 -0 oc bracing. REACTIONS (lb /size) 15= 1222/0 -3 -8 (min. 0 -1 -8), 10= 989/0 -3 -8 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten - All forces 250 (Ib) or less except when shown. . TOP CHORD 2 -3 =- 3967/0, 3 -4 =- 4034/0, 4 -5 =- 4105/0, 5 -6 =- 4099/0, 6 -7 =- 3490/0, 7 -8 =- 3479/0 BOT CHORD 14- 15= 0/2707, 13- 14= 0/4325, 12- 13= 0/4099, 11- 12= 0/4094, 10- 11= 0/2184 WEBS 5 -13 =- 127/280, 2 -15 =- 2915/0, 2 -14= 0/1527, 3 -14 =- 691/0, 4 -14 =- 505/0, 8 -10 =- 2344/0, 8 -11= 0/1409, 6 -11 =- 1019/0, 4 -13 =- 548/239 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 2009 International Residential Code sections R502.11 1 and R802.10.2 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 500 lb down at 4 -3 -8 on top chord. The design /selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Uniform Loads 1 Plate .00, Increase =1.00 \c ���� GI �� S/ Concentrated Loads (Ib) t. '9 Vert:3=- 500(F) I 3640 „woo of y OREGO'• • O 6. , RY 2 2 • •• O SOON Digital Signature EXPIRATION DATE: 12 -31 -12 j May 20,2011 ® WARNING - Verify design parameters d READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE PEI -7473 rev. 10 -'08 BEFORE USE. -� parameters as Design valid for use only with MiTek connectors This design is based only upon parameters shown, and is for an individual building component - - Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 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 POWeR .o PCI,1717P, fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPII Qualify Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 98610 Job Truss Truss Type ' Qty Ply Pulte Homes - Building 16 Upper Floor R33126684 61106180 -A 5-F1 Floor Truss 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Thu May 19 15:19:23 2011 Page 1 I D: La5k9S_VHOam6fl7gihm pNz HOhy- aetcDwg8 KxOVcMl78kn6xxm MnKJA41j LN 16BP)z Et21 s- 0 -49 , Scale = 1 26 5 3x4 = 5x6 = 5,6 = 1,4 = 1 2 3 4 5 6 7 yr� 6 9 10 11 12 13 2] , l_ 0a • • ■ a I III I• 3 1 2 4 ,., 7 al L �� o- MIK K *Ii► M K•IKKKK •IMISKGICK•IIIE4CK•IK•: I K 4IMir: IKK •NvKKIIzK•IIIIKK• *I4PvzIIzKK *1•I•IK •i 26 25 24 23 22 21 20 19 16 17 16 15 14 5x6 = 4x6 II 4x6 II 5x6 = QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. I 15-11 -0 15-11 -0 Plate Offsets (X,Y): [2:0- 1- 8,Edgel, [13:0-1-8,Edqel, [14:Edge,0 -1 -81, (27.0- 1- 8,0 -1 -81, [28:0- 1- 8,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (10c) I /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) 0.01 20 n/a n/a BCDL 5 0 Code IRC2009/TPI2007 (Matrix) Weight: 69 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.1 &Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. OTHERS 4 X 2 DF Std G REACTIONS All bearings 15 -11 -0. (Ib) - Max Horz26 =31(LC 2) Max Uplift All uplift 100 lb or less at joint(s) except 26=- 1622(LC 2), 14=- 1734(LC 3), 25=- 1522(LC 3), 15=- 1636(LC 2) Max Gray All reactions 250 lb or less at joint(s) 24, 23, 22, 21, 20, 19, 18, 17, 16 except 26= 1731(LC 3), 14= 1836(LC 2), 25= 1814(LC 2), 15= 1916(LC 3) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown, TOP CHORD 1 -2 =- 289/284, 2 -3 =- 1674/1654, 3 -4 =- 1340/1321, 4 -5 =- 1007/988, 5 -6 =- 674/654, 6 -7 =- 340/321, 7 -8 =- 346/326, 8 -9 =- 679/660, 9- 10=- 1012/993, 10- 11=- 1346/1326, 11 -12 =- 1679/1660, 12 -13 =- 268/264 BOT CHORD 25 -26 =- 1942/1961, 24 -25 =- 1670/1689, 23 -24 =- 1337/1356, 22- 23=- 1003/1023, 21 -22 =- 670/689, 20 -21 =- 337/356, 19 -20 =- 311/330, 18 -19 =- 644/663, 17 -18 =- 977/997, 16-17=-1311/1330, 15 -16 =- 1644/1663, 14 -15 =- 1897/1917 WEBS 2- 25=- 1800/1536, 12- 15=- 1902/1650, 2 -26 =- 2585/2566, 12 -14 =- 2648/2628 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 2x4 MT20 unless otherwise indicated. 3) Gable requires continuous bottom chord bearing 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web) �� p P R O 5) Gable studs spaced at 1 -4 -0 oc. F Fs 6) A plate rating reduction of 20% has been applied for the green lumber members. GI N S 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1622 lb uplift at joint 26, 1734 lb uplift at � ' /) / 0 joint 14, .1522 lb uplift at joint 25 and 1636 lb uplift at joint 15. 9 8) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced •. ' g 4 *4 P E stands 1. i / /,* / 9) This truss has been has been designed for a total drag load of 250 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0 -0 -0 to 15 -11 -0 for 250.0 plf. �• 10) "Fix heels only" Member end fi xity model was used in the analysis and design of this truss. 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 y OREGO N to be attached to walls at their outer ends or restrained by other means 'V �y °/ RYA LOAD CASES O •• ) Standard O SOON Digital Signature 1 EXPIRATION DATE: 12 -31 -12 J May 20,2011 a ■ ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MI REFERENCE PAGE MII -7473 rev. 10-'08 BEFORE USE. Design valid for use only with Mrrek connectors. This design is based only upon parameters shown, and is for an individual building component , Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown k 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 PaR�oAH. fabrication, quality control. storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, 058 -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety 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 Pulte Homes - Building 16 Upper Floor R33126685 81106180 -A 6 -FT Floor Truss 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek lndustnes, Inc. Thu May 19 151924 2011 Page 1 ID La5k9S_ VH0am6f17glhmpNzHOhy- 3qR_ QGrm5F9MDWJJISILU8JVSkaXpGjVbhskx9zEt2H I 260 I 38 I I 40 I I 0 I 04 Scale = 1,20 1 2x4 II 2x4 II 1 3x4 II 2 4x8 = 3 4 3x4 = 5 2x4 II 8 4x8 = 7 3x4 = ��� Mal +iiuuum l■ Ili - 12 11 10 9 8 4x4= 2x4II 4x8 = 4,510 = 4 -2 -0 1 4 -10-0 1 5-6 -0 12 -1 -0 I 4 -2 -0 0 -8 -0 0 -8 -0 6 -7 -0 Plate Offsets (X,Y): [1:Edge,0 -1 -8], [2:0- 3- 8,Edge), [3:0- 1- 8,Edge], [4:0- 1- 8,Edge], [6:0- 2- 2,Edge], [7:0- 1- 8,Edge], [8:Edge,0 -1 -8], [10:0- 1- 8,Edge], [11:0- 1- 8,Edge], [12:Edge ,0- 1- 81,[13:0- 1- 8,0 -1 -81 LOADING (pat) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) -0.09 9 -10 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.53 Vert(TL) -0.17 8 -9 >815 240 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.03 8 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 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.1 &Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 8= 645/0 -3 -8 (min. 0 -1 -8), 12= 651 /Mechanical FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. _ TOP CHORD 2- 3=- 1728/0, 3- 4=- 1736/0, 4- 5=- 1877/0, 5 -6 =- 1882/0 BOT CHORD 11- 12= 0/1269, 10- 11= 0/1736, 9- 10= 0/1740, 8- 9= 0/1320 WEBS 2 -12 =- 1376/0, 2 -11= 0/641, 6 -8 =- 1414/0, 6 -9= 0/606, 5 -9 =- 271/0, 4 -9 =- 147/329 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 2009 International Residential Code sections R502.11 1 and R802.10.2 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. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard � `o�� - Gi P E F ,q ` / 0 i 2 : 36400 9 r „so y OREGO■- >~ C, 3y„ �q RY 2� O • SOO Digital Signature EXPIRATION DATE: 12 -31 -12 j May 20,2011 MEM ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED 11711F1( REFERENCE PAGE 1411 -7473 rem. 10-'08 BEFORE USE. �y Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. E $ Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown NNN��.���� h for lateral support of individual web members only. Additional temporary bracing to insure stability during cohstruction is the responsibillity of the MiTek* erector. Additronal permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding POIVER To fabrication, quality control, storage, delivery. erection and bracing, consult ANSI /T11 Quality Criteria, 055 -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 Pulte Homes - Building 16 Upper Floor R33126686 B1106180 -A 7 -FT Floor Truss 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 250 s Mar 23 2011 MiTek Industries, Inc. Thu May 19 1519.24 2011 Page 1 ID. La5k9S_ VH0am6f17gihmpNzHOhy- 3qR_ QGrm5F9MDWJJiSILU8JYRke ?pK5Vbhskx9zEt2H 1 -7.10 i -4 -0 i 1 458 = Scale = 1:12 2 3x4 II 2 3 418 = 4 254 II '.. 3x4 — :& 11 1 11 3x4 II 354 II 8 7 6 4x8 = 448 = 574 5 -7-4 Plate Offsets (X,Y): 11:Edge,0 -1 -81, 12:0- 3- 0,Edge), f3:0- 3- 0,Edge1, 14:0- 1- 8,Edgel, f5:Edge,0 -1 -81, f8:Edge,0 -1 -81, 19:0- 1- 8,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.14 Vert(LL) -0.02 7 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.30 Vert(TL) -0.03 7 >999 240 BCLL 0 0 Rep Stress Incr NO WB 0.11 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 35 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 -7 -4 oc purlins, except BOT CHORD 4 X 2 DF No.1 &Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (Ib /size) 8= 845 /Mechanical, 5= 839/0 -3 -8 (min. 0 -1 -8) Max Grav8= 902(LC 2), 5= 896(LC 3) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 1356/0 BOT CHORD 7- 8= 0/1358, 6- 7= 0/1356, 5 -6= 0/1357 WEBS 2- 8=- 1578/0, 3- 5=- 1572/0 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) 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 ANSIfTPI 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. 7) CAUTION, Do not erect truss backwards • 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 631 lb down at 1 -10 -4, and 631 lb down at 3 -10 -4 on top chord. The design /selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard �� PRor 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 - S < C• GINS S i5'j Uniform Loads (plf) NCo Vert: 5- 8 = -10, 1- 4 = -100 R �� Concentrated Loads (lb) Vert: 2=-551(F) 3=-551(F) 83• PP yyOREG•x• % O SOON Digital Signature EXPIRATION DATE: 12 -31 -12 May 20,2011 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII -7473 rev. 1O 'OS BEFORE US& ��.. 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 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 POWGR TO PERFORM.' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TP11 Quality Criteria, DSB -89 and 8CSI 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 Pulte Homes - Building 16 Upper Floor R33126687 B1106180 -A 8 -FT Floor Truss 1 1 Job Reference (optional) . Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 250 s Mar 23 2011 MiTek Industries, Inc Thu May 19 15:19 25 2011 Page 1 I D' La5k9S_ VHOam6f17gihmpNzHOhy- X0_ MecsPsYHDrguVF9ga0Mrcp8tmYhTegLblUczEt2G 0 -1 -8 H I 2 6 - 0 1 1 -1 -0 11 2 -4 -2 1 1.5 -0 11 t -4 -0 11 1 -1 -6 I 01 - le = 1'26 9 254 II 2x4 II 354 = 3x4 11 455 = 2x4 Il 2x4 11 4510 = 3x4 = 1 2 4512 = 3 4 5 6 5x6 = 7 8 9 10 aII p7I /� i �� ii i i�. ,7 149 14 13 12 11 A 8512 = 556 = 356 II 8512 = 556 = 558 = 1 7 -11 -10 18 -7 -10 1 9 -3 -10 1 15.11 -0 1 7 -11 -10 0 -8 -0 0 -e -0 6 -7-6 Plate Offsets (X,Y): [4:0- 3- 4,Edge], [5:0- 1- 8,Edge], [6:0- 1- 8,Edge], [9:0- 1- 8,Edge], [10:Edge,0 -3 -0], [12:0- 3- 0,0 -0 -0], [13:0- 1- 8,Edge], [14;0- 4- 4,Edge], [15:Edge,0 -3 -0], [16:0 -1 -8 ,0 -1 -81, [17:0- 1- 8,0 -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 62 Vert(LL) -0.24 13 -14 >800 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.72 Vert(TL) -0.42 13 -14 >453 240 BCLL 0.0 Rep Stress lncr NO WB 0.49 Horz(TL) 0 05 10 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 113 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 -10 -4 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) 15= 1461/0 -3 -8 (min. 0 -1 -8), 10= 1052/0 -3 -8 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. _ TOP CHORD 2 -3 =- 5003/0, 3 -4 =- 4918/0, 4 -5 =- 4821/0, 5 -6 =- 4821/0, 6 -7 =- 3976/0, 7 -8 =- 3953/0 BOT CHORD 14- 15= 0/3439, 13- 14= 0/5124, 12- 13= 0/4821, 11- 12= 0/4809, 10- 11= 0/2464 WEBS 6 -12= 0/509, 2 -15 =- 3681/0, 2 -14= 0/1910, 3 -14 =- 1019/0, 8 -10 =- 2623/0, 8 -11= 0/1608, 6 -11 =- 1325/0, 4 -13= -650/0 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 2009 International Residential Code sections R502.11.1 and R802.10.2 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 882 lb down at 3 -11 -12 on top chord. The design /selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Vert: 10- 15 = -10, 1 -9= -100 '�: - PR OF Concentrated Loads (Ib) � Co ,GINEF / Vert: 3=-802(B) R 2 '9 836 r / A r y , / OREGO�� 0 y VW ,.. O SOON Digital Signature EXPIRATION DATE: 12 -31 -12 i May 20,2011 / 9 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED NITRE REFERENCE PAGE MR -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 on individual building component. - Applica of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek• erector Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ,o e 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 from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA. 95610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3 Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. 6 -4 -8 dimensions shown in ft- in- sixteenths Damage or Personal Injury r te= Dimensions are in ft- in- sixteenths. I ( (Drawings not to scale) 1140,4„ Apply full p y lates embed te to both sides eth of truss 1. Additional stability bracing for truss system, e.g. diagonal or X- bracing, is always required. See BCSI. 1 2. Truss bracing must be designed by an engineer. For 0" /16 1 2 3 wide truss spacing, individual lateral braces themselves 1 TOP CHORDS may require bracing, or alternative T, I, or Eliminator bracing should be considered. O 3. Never exceed the design loading shown and never �-� stack materials on inadequately braced trusses. O Ii 4. Provide copies of this truss design to the building all For 4 x 2 orientation, locate O � designerother i erection nterested superviparties. sor, property owner and plates 0 -'hb' from outside edge of truss. , c7 -8 c 7 cs 6 O 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI /TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI /TPI 1. *Plate location details available in MiTek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED /LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT 9 Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular NUMBERS /LETTERS. responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION species and size, and 1 2. Lumber used shall be of the s ICC -ES Reports: p in all respects, equal to or better than that " Indicated by symbol shown and /or ESR -1311, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95 -43, 96 -31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER -487, NER -561 spacing indicated on design. if indicated. 95110, 84 32, 96 67, ER 3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING 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. •1.111� reaction section indicates joint number where bearings occur. _ ®0 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. • T e IC Q 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 - -® MiTeke POWER ra PERFORM,"" MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676 -1900 Re: B 1 106181 -B Fax 916/676 -1909 Pulte Homes - Building 16 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: 833126703 thru R33126733 My license renewal date for the state of Oregon is December 31, 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. co G N F� ` /p 4 IT— :3640 - OREG• ,moo �, o C) <, "1 RY • • O SOON Digital Signature EXPIRATION DATE: 12 -31 -12 May 20,2011 Ong, Choo Soon 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 1. Job Truss Truss Type Qty Ply Pulte Homes - Building 16 Roof R33126703 61106181 -B Al Special Truss 1 1 Job Reference (optional) . Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 250 s Mar 23 2011 MiTek Industries, Inc_ Thu May 19 15 20:14 2011 Page 1 ID:_DnULTmwg93VNPUuxnB117zF2Y bSStwMS8KcSGDC8wdyC4VhNyyudFWw4s5Tz0iGzEt1 V 19 -6-0 39-0 -0 AO-69 19 -6 -0 19-6 -0 '1 -0 -0 Scale =1753 5x6 = it CI 600 12 19 12 9 71, 4 7 15 5x8 8x10 MT20H - :- - -- 6 - 16 i 5 9 8 18 d 3 5 9 2 11111 4512 = 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 4x12 356 = 3x6 = I 39-0-0 39-0-0 Plate Offsets (X,Y): f1:Edge,0 -3 -141, (16:0- 4- 0,0 -3 -41, (21:0- 0- 10,Edgel LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.65 Vert(LL) 0.00 22 n/r 180 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.59 Vert(TL) 0.01 22 n/r 180 MT20H 165/146 BCLL 0.0 * Rep Stress 'nor YES WB 0.14 Horz(TL) 0.06 32 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.00 22 n/r 90 Weight: 238 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 2 -8 -12 oc purlins. BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 2 -11 -13 oc bracing. OTHERS 2 x 4 DF Std G WEBS 1 Row at midpt 11 -32, 10 -33, 12 -31 WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2 X 4 SYP No.3, Right: 2 X 4 SYP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 39 -0 -0. (Ib)- Max Horz1=- 152(LC 18) p PR O _ Max Uplift All uplift 100 lb or less at joint(s) 33, 35, 36, 37, 38, 39, 40, 31, 30, 28, 27, 26, 25, 24 except �� `So 1=- 2499(LC 17), 41=- 159(LC 16), 23=- 143(LC 17), 21=- 2523(LC 18) - D , , , GIN -. „. ` s /p Max Gray All reactions 250 lb or less at joint(s) 32, 33, 35, 36, 37, 38, 39, 40, 31, 30, 28, 27, 26, 25, 24 except 1= 2616(LC 10), 41= 342(LC 25), 23= 325(LC 28), 21= 2695(LC 9) ., 836 s P E -P:.... FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. // / TOP CHORD 1 -2 =- 5668/5507, 2 -3 =- 4592/4530, 3 -4 =- 3993/3984, 4 -5 =- 3483/3487, 5 -6 =- 3403/3459, 6 -7 =- 2837/2932, 7 -8 =- 2278/2406, 8 -9 =- 1719/1879, 9 -10 =- 1159/1355, 10 -11 =- 606/828, ',a, / 11-1 2=-607/823, 12 -13 =- 1159/1334, 13 -14 =- 1719/1844, 14 -15 =- 2278/2357, 9 OREGONit 15 -16 =- 2481/2509, 16- 17=- 2837/2875, 17 -18 =- 3397/3401, 18 -19 =- 3953/3932, 0 " 0 19 -20 =- 4536/4478, 20 -21 =- 5608/5458 A4 � 0 ' RY BOT CHORD 1- 41=- 4841/5056, 40 -41 =- 3992/4180, 39 -40 =- 3492/3680, 38- 39=- 2992/3180, 37 -38 =- 2492/2680, 36 -37 =- 1992/2180, 35 -36 =- 1492/1680, 34- 35=- 992/1180, 33 -34 =- 742/930, 32 -33 =- 492/680, 31 -32 =- 493/681, 30 -31 =- 993/1181,29 -30 =- 1043/1231, Digital Signature 28- 29=- 1493/1681, 27 -28 =- 1993/2181, 26 -27 =- 2493/2681, 25 -26 =- 2993/3181, ( EXPIRATION SATE: 12-31 2 24 -25 =- 3493/ 3681,23 -24 =- 3993/4181,21 -23 =- 4814/5055 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT NOTES LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE 1) Unbalanced roof live loads have been considered for this design. SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 2) Wind: ASCE 7 -05; 105mph; 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 3) 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 4) All plates are MT20 plates unless otherwise indicated 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2 -0 -0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * 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. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 33, 35, 36, 37, 38, 39, 40, 31, 30, 28, 27, 26, 25, 24 except (jt =lb) 1 =2499, 41 =159, 23 =143, 21 =2523. Continued on page 2 May 20,2011 e I ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED 141TEKREFERENCE PAGE M1I -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 building component. Applicability of design pararnenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Niel(' 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 POWER •o PERFORM: fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPIl 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 Oty Ply Pulte Homes - Building 16 Roof R33126703 B1106181-8 Al Special Truss 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc Thu May 19 15:20:15 2011 Page 2 I D,_ DnU LTmwg93VN P Uuxn B lj7zF2Y_- 3e0G7iTm5va7rMj6 Bf1J2vw7i lzU F N K? K7ixEizEtl U NOTES 12) 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. 13) This truss has been designed for a total drag load of 250 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 250.0 plf. 14) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard r � ® WARNING - Verify design parameters and READ NOTES ON MS AND INCLUDED MITER REFERENCE PAGE M11-74 rev. 10 -'OS BEFORE USE. —� Design valid for use only with M7ek 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 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 responsibllify of the MiTek` erector.. Additional permanent bracing of the overall siructuie is the responsibility of the building designer. For general guidance regarding Pmv.R ,a P fabrication. quality control, storage, delivery, erection and bracing, consult ANSI /TPIl Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 • Job Truss Truss Type Oty Ply Pulte Homes - Building 16 Roof R33126704 811 061 81 -B A2 Special Truss 5 1 Job Reference (optional) . Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 250 s Mar 23 2011 MiTek Industries, Inc Thu May 19 15 20.16 2011 Page 1 ID:_DnULTmwg93VNPUuxnBlj7zF2Y_ XgaeL2UOsDi_ TVIJIMEYb6SKRhSW_i59ZnSUm8zEt1T 5 -7 -4 13-0-0 19-6 -0 I 26 -0-0 33 -4 -13 39-0-0 490-0 5 -7 -4 7 -4 -13 6 -6 -0 6 -6 -0 7 -4 -12 5 -7 -3 '1 -0 -0 Scale =1.742 5x6 = 5 6 00 12 to. 3x4 i 3x4 4 6 3x8 i 3 0. .41‘ 3x6 `2x4 . -.% 2x4 7 2 ,rt.,, 1 M-7,—, 9 R r. I bb `be -_.. ti 15 16 1714 13 18 12 19 11 3x10 = 300 = 3s4 = 4x8 = 4 = 558 WB = 3x4 = l 9 -9 -11 19-6 -0 1 292 -5 39-0-0 I 9 -9 -11 9 -8 -5 9 -8 -4 9 -9 -11 Plate Offsets (X,Y): 11:0- 10 -0,0 -0 -101, [6:0- 0- 0,0 -0 -01, [8:0-0-0,0-0-01,19:0-10-0,0-0-101 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1 15 TC 0.52 Vert(LL) -0.37 11 -13 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.79 Vert(TL) -0.75 11 -13 >622 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.68 Horz(TL) 0.18 9 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight: 185 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3 -2 -6 oc purlins. BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 8 -0 -10 oc bracing. WEBS 2 x 4 DF Std G WEBS 1 Row at midpt 4 -13, 6 -13 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 (lb /size) 1= 1777/Mechanical, 9= 1860/0 -5 -8 (min. 0 -2 -0) Max Horz 1=- 152(LC 6) Max Upliftl=- 341(LC 5), 9=- 403(LC 6) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -2 =- 3501/706, 2 -3 =- 3141/569, 3 -4 =- 3039/585, 4 -5 =- 2185/474, 5 -6 =- 2185/477, 6 -7 =- 2996/569, 7 -8 =- 3098/543, 8 -9 =- 3422/679 BOT CHORD 1 -15 =- 680/3078, 15 -16 =- 414/2458, 16 -17 =- 414/2458, 14 -17 =- 414/2458, 13 -14 =- 414/2458, 13 -18 =- 296/2439, 12 -18 =- 296/2439, 12- 19=- 296/2439, 11 -19 =- 296/2439, 9- 11=- 509/2985 WEBS 2 -15 =- 435/293, 4 -15 =- 43/598, 4 -13 =- 863/362, 5 -13 =- 280/1535, 6 -13 =- 840/354, 6 -11 =- 29/558, 8 -11 =- 378/273 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 105mph; 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. ( ID R 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. '� S. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except ()t =lb) Nom, G(NE� /O � 1= 341,9 =403 -9 8) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced �' :3640 P t standard ANSI /TPI 1. // 9) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. �/ / LOAD CASE(S) Standard v so -v OREGO■• �� C , S,O CiA RY • 2 / C � O SOO • Digital Signature EXPIRATION DATE: 12 -31 -12 May 20,2011 ® WARNING - Verify design parameters and READ NOTES ON 77fIS AND INCLUDED MI EA REFERENCE PAGE MT IYIII.74 rev. 10'08 BEFORE (FEB. `� Design valid for use only with ek 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 q 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 POWeli ,a fabrication, quality control. storage, delivery, erection and bracing, consult ANSI /TOil quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Solely Information available from Truss Plate Institute, 281 N Lee Street, Suite 312, Alexandria, VA 22314 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Building 16 Roof R33126705 B1106181 -B A3 Special Truss 2 1 Job Reference (optional) - Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 250 s Mar 23 2011 MiTek Industries, Inc. Thu May 19 15'20.18 2011 Page 1 ID:_DnULTmwg93VNPUuxnBl)7zF2Y TDhOmkVeOgyhipShsnG0gXYg _Vx_SciS05xbr1 zEt1 R 1 0 - 0 5 -7 -4 13-0-0 I 19-6-0 I 26 -0-0 33 -4 -13 39-0-0 9 0.0.0 1 I -0 -0 5 -7 -4 7 -4 -13 6 -6 -0 6-6 -0 7 -4-12 5 -7 -3 I -0 -0 ,. Scale = 1.74 1 5x6 = 6 600 12 3x4 % 1,4 5 7 3x6 346 . 2x4 2x4 4 8 3 1 t,� 9 yl r• 188 MI I \ r : 1 \ 1 1 d 16 17 1815 14 19 13 20 12 - 3x10 = 3x4 = 4x8 = 4x6 = 5x8 W5= 3x4 = 3510 = 9 -9 -11 16-6 -0 29-2 -5 1 39-0-0 I 9 -9 -11 9 -8 -5 9 -8 -4 9 -9 -11 Plate Offsets (X,Y): 12:0-10-0,0-0-101,17:0-0-0,0-0-01, 18.0- 0- 0,0 -0 -01, [9:0-0-0,0-0-01,110:0-10-0,0-0-101 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.52 Vert(LL) -0 36 14 -16 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.79 Vert(TL) -0.74 14 -16 >628 180 BCLL 0.0 * Rep Stress Incr YES WB 0.67 Horz(TL) 0.18 10 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 186 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3 -3 -10 oc purlins. BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 8 -2 -13 oc bracing. WEBS 2 x 4 DF Std G WEBS 1 Row at midpt 5 -14, 7 -14 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 (lb /size) 2= 1851/0 -5 -8 (min. 0 -2 -0), 10= 1851/0 -5 -8 (min. 0 -2 -0) Max Horz2= 142(LC 5) Max Uplift2=- 402(LC 5), 10= 402(LC 6) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 3405/676, 3 -4 =- 3080/540, 4 -5 =- 2978/566, 5 -6 =- 2166/471, 6 -7 =- 2166/471, 7 -8 =- 2976/566, 8 -9 =- 3079/540, 9 -10 =- 3403/676 BOT CHORD 2 -16 =- 647/2971, 16 -17 =- 404/2422, 17 -18 =- 404/2422, 15 -18 =- 404/2422, 14 -15 =- 404 / 2422,14 -19 =- 291 / 2422,13 -19 =- 291/2422,13 -20 =- 291/2422, 12 -20 =- 291/2422,10 -12 =- 506/2969 WEBS 3 -16 =- 380/273, 5 -16 =- 29/559, 5 -14 =- 841/355,.6 -14 =- 275/1518, 7- 14=- 840/354, 7- 12=- 29/558, 9 -12 =- 378/273 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 105mph; 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 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. � D PRO S 5) A plate rating reduction of 20% has been applied for the green lumber members. F F 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt =lb) 5 <(' G NE -' 2= 402, 10 =402. \ Fi4 - . 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. t 83. ' 0 P 9 l 8) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. . / LOAD CASE(S) Standard y �OREG•r• ‘ SOON Digital Signature EXPIRATION DATE: 12 -31 -12 r. May 20,2011 1 t ® WARNING - Verify design parameters and READ NOTES ON 77115 AND INCLUDED MITER" REFERENCE PAGE MII.74 res. 10 BEFORE USE, ��'' Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and 6 for an individual building component Applicability of design par amenters 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 k the responsibillity of the MiTek" erectOr. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding .o fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Building 16 Roof R33126706 811 061 81 -B A4 Special Truss 1 1 Job Reference (optional) - Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 250 s Mar 23 2011 MiTek Industries, Inc. Thu May 19 15 20'26 2011 Page 1 ID: _ DnULTmwg93VNPUuxnBl)7zF2Y_ EIAQRTbfVIyZf23EKTQu ?Dt20)mbK8' .11 -0 -0 5 -7-4 1 &0.0 19-6 -0 I 26 -0-0 33 -4 -13 39-0-0 4p-u -9 0 -0 5 -7 -4 7 -4-13 6 -6 -0 6 -6 -0 7 -4 -12 5 -7 -3 0 -0 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT Scale =1.792 - LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE sxs = SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 6 600 12 Sxfi i T. . - 5x6 5 ill 1 3x6 i _ :. / \� 3x4 3 3x4 x6 q 8 3 .1 . - , y klaAll I 1 11 , 41.1 , 4x6 = 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 4x6 = 8x8 = 3x6 = 4x10 = 3x6 = 8x8 = 9 -9 -11 19-6-0 29-2 -5 39-0 -0 9 -9 -11 9 -8 -5 9 -8 -4 9 -9 -11 Plate Offsets (X,Y): [2:0 -0- 12,0 -0 -2], [5:0 -1- 12,0- 1 -12], [7:0 -1- 12,0- 1 -12], [8:0- 0- 0,0 -0 -0], [10:0 -0- 12,0 -0 -2], [21:0- 5- 0,0- 1 -12], [38:0- 0- 3,0 -2 -4], [44:0- 0- 0,0 -0 -0], [44.0- 0- 0,0 -0 -0], 146:0- 0- 0,0 -0 -0], 146:0- 0- 0,0 -0 -01, 147.0-0-0,0-0-01,149'0-1-15,0-1-01, (49:0-1-15,0-1-01,150:0-0-3,0-2-41, (53.0-0-0,0-0-01,153:0-0-0,0-0-01 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (roc) I /detl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0 55 Vert(LL) 0 01 11 n/r 180 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.43 Vert(TL) 0.02 11 n/r 180 BCLL 0.0 * Rep Stress Incr YES WB 0.97 Horz(TL) 0.03 19 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) -0.01 11 n/r 90 Weight: 290 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3 -5 -5 oc purlins. BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 3 -11 -0 oc bracing. WEBS 2 x 4 DF Std G WEBS 1 Row at midpt 5 -27, 5 -21, 6 -21, 7 -21, 7 -15 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 39 -0 -0. (Ib) - Max Horz 2= 142(LC 16) Max Uplift All uplift 100 lb or less at joint(s) except 2=- 1532(LC 15), 27=- 2418(LC 15), 21=- 285(LC 15), 15=- 2404(LC 18), 10=- 1562(LC 18) Max Gray All reactions 250 lb or less at joint(s) 22, 24, 25, 26, 28, 29, 30, 20, 19, 17, 16, 14, 13, 12 except 2= 1756(LC 27), 27= 2780(LC 27), 21= 728(LC 10), 15= 2779(LC 26), 10= 1757(LC 26) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown TOP CHORD 2 -3 =- 3467/3245, 3 -4 =- 1654/1626, 4 -5 =- 1269/766, 5 -6 =- 1875/1928, 6 -7 =- 1874/1910, 7- 8=- 1327/765, 8- 9=- 1592/1619, 9 -10 =- 3468/3231 BOT CHORD 2- 30=- 2894/3023, 29 -30 =- 1968/2154, 28- 29=- 1518/1604, 27 -28 =- 1018/1154, 26- 27=- 1382/1560, 25 -26 =- 959/1136, 24 -25 =- 459/636, 23- 24 = -111 /289, 22- 23 = -561 /739, 21 -22 =- 1061/1239, 20- 21=- 1061/1195, 19 -20 =- 561/695, 17 -18 =- 459/593, 16 -17 =- 959/1093, 15- 16=- 1381/1515, 14 -15 =- 935/1155, 13 -14 =- 1435/1605, 12- 13=- 1909/2155,10 -12 =- 2809/3023 WEBS 3 -27 =- 460/320, 5 -27 =- 2794/2542, 5 -21 =- 1692/1689, 6 -21 =- 400/73, 7 -21 =- 1692/1698, 7 -15 =- 2793/2526, 9 -15 =- 460/320 NOTES � � S E D PROFF . 1) Unbalanced roof live loads have been considered for this design. 't . s 2) Wind: ASCE 7 -05; 105mph; TCDL= 4.2psf; BCDL =6 Opsf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; N G] NFF. 4 cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 y 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry .. ;3640P c Gable End Details as applicable, or consult qualified building designer as per ANSI/I 1 -2002. // 4) All plates are 2x4 MT20 unless otherwise indicated. �/ Air 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. -T OR EGO'. ms ' s 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 0 &.. R Y 2- 1. ma c? will fit between the bottom chord and any other members, with BCDL = 10.Opsf. ' • 9) A plate rating reduction of 20% has been applied for the green lumber members. SOON 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1532 lb uplift at joint 2, 2418 lb uplift at joint 27, 285 lb uplift at joint 21, 2404 lb uplift at joint 15 and 1562 lb uplift at joint 10. Digital Signature Continued on page 2 EXPIRATION DATE: 12 -31 -12 May 20,2011 ' 4 4 ® WARNING - Verify design parameters an READ NOTES ON TIES AND INCLUDED MITRE REFERENCE PAGE MII -74 rev. 10'08 BEFORE USE. Design valid for use only with MiTek connectors. This design k based only upon parameters shown, and is for an individual building component iiii Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding POWER TO PERFORM, 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 available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Building 16 Roof R33126706 B1106181-8 A4 Special Truss 1 1 Job Reference o.tional Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 250 s Mar 23 2011 MiTek Industries, Inc. Thu May 19 15:20.26 2011 Page 2 ID:_DnULTmwg93VNPUuxnB117zF2Y EIAQRTbfVIyZf23EKTQu ?Dt20jmbK8 ?dsKtO7ZZEt1J NOTES 11) 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. • 12) This truss has been designed for a total drag load of 250 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 250.0 plf. 13) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 4 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE MR-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 building component Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI /TPI7 Quality Criteria, 098 -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 Pulte Homes - Building 16 Roof R33126707 81106181 -B B1 Special Truss 2 1 Job Reference (optional) - Pro -Build Clackamas Truss, Clackamas.OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc Thu May 19 15:20 32 2011 Page 1 ID:_ DnULTmwg93VNPUuxnBlj7zF2Y 3vYhiWgQ58pNzWNhkXIEU72x8n5k36VEGKLKDzEt1 D 1 1 -0 - 18-0-0 36 -0-0 7 -o-9 1 -0 -0 O 18-0-0 18-0-0 l -o -o • Scale =1.697 514 = 11 600 10 12 y n 13 8 14 i l I . 5 y tl 656 i 6 0 16 656 wB 5 q 17 Ilit 11111111 %%14‘11111%1411%1 ■ 8 19 3 4510 5x6 = 36 35 34 33 32 31 305x6 = 29 28 27 26 25 24 23 22 4x10 1 36 -0-0 I 36-0-0 Plate Offsets (X,Y): [2:0- 0- 7,Edge), 15:0- 3- 0,Edge1, f17:0- 3- 0,Edgel, [20:0- 0- 6,Edge[, [26:0- 3- 0,0 -3 -01, f30:0- 3- 0,0 -3 -01 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.61 Vert(LL) 0.01 21 n/r 180 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.55 Vert(TL) 0 01 21 n/r 180 BCLL 0.0 * Rep Stress Ina YES WB 0.16 Horz(TL) 0 06 29 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.00 20 n/r 90 Weight: 212 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 2 -10 -2 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 3 -1 -9 oc bracing. OTHERS 2 x 4 DF Std G WEBS 1 Row at midpt 11 -29 WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2 X 4 SYP No.3, Right: 2 X 4 SYP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 36 -0 -0. (Ib) - Max Horz2= 161(LC 16) Max Uplift All uplift 100 lb or less at joint(s) 30, 31, 32, 33, 34, 35, 28, 27, 26, 25, 24, 23 except 2=- 2335(LC 17), 36=- 148(LC 16), 22=- 149(LC 17), 20=- 2341(LC 18) Max Gray All reactions 250 lb or less at joint(s) 29, 30, 31, 32, 33, 34, 35, 28, 27, 26, 25, 24, 23 except 2= 2520(LC 10), 36= 358(LC 25), 22= 359(LC 28), 20= 2517(LC 9) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 5242/5106, 3 -4 =- 4024/3994, 4 -5 =- 3434/3458, 5 -6 =- 3392/3417, 6 -7 =- 2843/2918, 7 -8 =- 2283/2391, 8 -9 =- 1724/1864, 9 -10 =- 1164/1339, 10 -11 =- 612/813, 11- 12=- 602/797, 12- 13=- 1154/1308, 13- 14=- 1714/1819, 14 -15 =- 2273/2331, 15 -16 =- 2833/2853, 16 -17 =- 3333/3352, 17 -18 =- 3404/3393, 18 -19 =- 3981/3935, 19- 20=- 5176/5047 BOT CHORD 2 -36 =- 4459/4659, 35 -36 =- 3484/3659, 34 -35 =- 2958/3159, 33 -34 =- 2484/2659, 32- 33=- 1984/2159, 31 -32 =- 1484/1659, 30 -31 =- 984/1159,29 -30 =- 484/659, 28 -29 =- 502/678, 27 -28 =- 1002/1178, 26 -27 =- 1502/1677, 25 -26 =- 2002/2178, 24 -25 =- 2502/2678, 23- 24=- 2952/3178, 22- 23=- 3502/3678, 20 -22 =- 4452/4677 WEBS 3 -36 =- 259/177, 19 -22 =- 261/178 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT NOTES LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 1) Unbalanced roof live loads have been considered for this design. � �o) P R OAFS 2) Wind: ASCE 7 -05; 105mph; 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 c� G11\1.• 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry N F9 � Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. y 4) All plates are 2x4 MT20 unless otherwise indicated. : 3640 P r" 5) Gable requires continuous bottom chord bearing. // studs 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 v ■ , will fit between the bottom chord and any other members. 9� OREGO r • �K. 9) A plate rating reduction of 20% has been applied for the green lumber members. 04 RY 2- r Z �0? 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 30, 31, 32, 33, 34, �� • 35, 28, 27, 26, 25, 24, 23 except (1t =lb) 2 =2335, 36 =148, 22 =149, 20 =2341 O SOO 11) 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. Digital Signature Continued on page 2 EXPIRATION DATE: 12 -31 -12 May 20,2011 ■ r ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIRK REFERENCE PAGE MI1-74 rev, 10-'08 BEFORE USE. =B 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 paramenters and proper incorporation of component is responsibility of building,designer - not truss designer. Bracing shown Miele 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 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 Pulte Homes - Building 16 Roof R33126707 61106181 -B B1 Special Truss 2 1 ,lob Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 250 s Mar 23 2011 MiTek Industries, Inc. Thu May 19 15:20:32 2011 Page 2 ID:_DnULTmwg93VNPUuxnBlj7zF2Y_ 3vYhrWgQ58jiNzWNhkXIEU72x8n5k36VEGKLKDzEt1 D NOTES 12) This truss has been designed for a total drag load of 250 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 250.0 plf. 13) "Fix heels only Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIMIC REFERENCE PAGE MD -74 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 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 POWER To PrIarOlane fabrication, quality control, storage, delivery. erection and bracing, consult ANSI /TPI7 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 Pulte Homes - Building 16 Roof R33126708 61106181-B B2 Special Truss 7 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 250 s Mar 23 2011 MiTek Industries, Inc. Thu May 19 15 20 34 2011 Page 1 ID _DnULTmwg93VNPUuxnBlj7zF2Y_ 'IfR6ChhclzQdGgmo8ZmJvCJQySOCu1 oiapRP6zEt1 B 1 -0 -0 1 9 -0 -0 l 19-0-0 I 27 -0-0 I 36 -00 37 -0-0 I -0-0 9 -0 -0 9 -0 -0 9 -0 -0 9 -0 -0 1 -0 -0 Scale =1692 5x6 = 4 6 0 t2 . ax1aMT2ora % 8x10 MT2OH 3 5 2 6 °/ bb MI' 1bb g : � d 3x6 = 12 11 10 9 6 3x8 = 2x4 0 456 = 3x8 = 456 = 2x4 I I 9 -2 -0 18-0-0 27 -0-0 36 -0-0 I 9 -0 -0 9.0 -0 9 -0 -0 9 -0 -0 Plate Offsets (X,Y): 12:0- 8- 0,0 -0- 61,16:0- 8- 0,0 -0 -61 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.93 Vert(LL) -0.16 2 -12 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.62 Vert(TL) -0.50 2 -12 >853 180 MT2OH 165/146 BCLL 0.0 * Rep Stress Incr YES WB 0.46 Horz(TL) 0.15 6 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 156 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 No.1&Btr G BOT CHORD Rigid ceiling directly applied or 9 -3 -2 oc bracing WEBS 2 x 4 DF Std G WEBS 1 Row at midpt 3 -10, 5 -10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 2= 1571/0 -5 -8 (min. 0-1-11), 6=1571/0-5-8 (mm. 0-1-11) Max Horz 2= 132(LC 5) Max Uplift2=- 376(LC 5), 6=- 376(LC 6) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2- 3=- 2722/548, 3- 4=- 1805/416, 4- 5=- 1805/416, 5- 6=- 2721/549 BOT CHORD 2 -12 =- 490/2321, 11- 12=- 491/2318, 10 -11 =- 491/2318, 9 -10 =- 359/2317, 8 -9 =- 359/2317, 6- 8=- 358/2321 WEBS 3 -12= 0/384, 3 -10 =- 956/396, 4 -10 =- 163/1032, 5 -10 =- 955/396, 5 -8 =0/384 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 105mph; 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 3) All plates are MT20 plates unless otherwise indicated. c� °3 P R O,�E 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. c , Gi NSF s /O 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide ,� R will fit between the bottom chord and any other members. -9 6) A plate rating reduction of 20% has been applied for the green lumber members. � ( 836. • P E t 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt =lb) // 2 =376, 6 =376. / 8) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802 10.2 and referenced - standard ANSI/7P1 1. 9) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 9 OREGO , �/ 0 vv&, R Y '' LOAD CASE(S) Standard �'� O .SOON Digital Signature EXPIRATION DATE: 12 -31 -12 May 20,2011 ' o ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII -7473 ren+. 10-'08 BEFORE USE 4 �; i - Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. E Applicability of design paramenters and proper incorporation of component is responsibility of building des igner - 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 _MI erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ws .r .a .o fabrication, quality control. storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 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 Pulte Homes - Building 16 Roof R33126709 81106181 -B C1 Common Truss 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7,250 s Mar 23 2011 MiTek Industries, Inc. Thu May 19 15:20'41 2011 Page 1 ID: _ DnULTmwg93VNPUuxnBlj7zF2Y lea5abn4zvrRZLi6i7BP50 ?ccmu6LxigJA ?J9CzEt14 q 5 -7 -4 13-0-0 I 19-6 -0 20_-0.0 33-4-13 I 39-0-0 40.0 -0 5 -7-4 7 -4 -13 6.6.0 6-6 -0 7 -4 -12 5 -7 -3 0-0 le Scale = 1 792 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT 5x6 = LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 6 in 5x 600 12 5x6 G 6 5 4 r., 3x6 4 Y _ 3xd 3x4 ,---' ` ■ ■1 3x6 3 4` - 8 9 4x6 = 30 29 28 27 26 25 2423 22 21 20 1918 17 16 15 14 13 12 4x6 = 8x8 = 3x6 = 4x10 = 3x6 = 8x8 = I 9 -9 -11 I 19.6 -0 29-2-5 I 39-0-0 I 9 -9 -11 9 -8 -5 9 -8 -4 9 -9 -11 Plate Offsets (X,Y): [2:0 -0- 12,0 -0 -2], [5:0 -1- 12,0- 1 -12], [7:0 -1- 12,0- 1 -12], [8:0- 0- 0,0 -0 -0], [10:0 -0- 12,0 -0 -2], [21:0- 5- 0,0- 1 -12], [38:0- 0- 3,0 -2 -4], [44:0- 0- 0,0 -0 -0], [44:0- 0- 0,0 -0 -0], 146:0- 0- 0,0 -0- 01,146:0- 0- 0,0 -0 -01, 147: 0- 0- 0,0 -0- 01,149:0 -1- 15,0- 1 -0],1 49:0 -1- 15,0 -1- 01,[50:0- 0- 3,0 -2- 41,153:0- 0- 0,0 -0- 01,153:0- 0- 0,0 -0 -01 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1,15 TC 0.55 Vert(LL) 0.01 11 n/r 180 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.43 Vert(TL) 0.02 11 n/r 180 BCLL 0.0 * Rep Stress lncr YES WB 0.97 Horz(TL) 0.03 19 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) -0.01 11 n/r 90 Weight: 290 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3 -5 -5 oc purlins. BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 3 -11 -0 oc bracing. WEBS 2 x 4 DF Std G WEBS 1 Row at midpt 5 -27, 5 -21, 6 -21, 7 -21, 7 -15 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 39 -0 -0. (Ib) - Max Horz2= 142(LC 15) Max Uplift All uplift 100 lb or less at joint(s) except 2=- 1532(LC 15), 27=- 2418(LC 15), 21=- 285(LC 15), 15=- 2404(LC 18), 10=- 1562(LC 18) Max Gray All reactions 250 lb or less at joint(s) 22, 24, 25, 26, 28, 29, 30, 20, 19, 17, 16, 14, 13, 12 except 2= 1756(LC 27), 27= 2780(LC 27), 21= 728(LC 10), 15= 2779(LC 26), 10= 1757(LC 26) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 3467/3245, 3 -4 =- 1654/1626, 4 -5 =- 1269/766, 5 -6 =- 1875/1928, 6 -7 =- 1874/1910, 7- 8=- 1327/765, 8- 9=- 1592/1619, 9 -10 =- 3468/3231 BOT CHORD 2 -30 =- 2894/3023, 29- 30=- 1968/2154, 28- 29=- 1518/1604, 27- 28=- 1018/1154, 26- 27=- 1382/1560, 25 -26 =- 959/1136, 24 -25 =- 459/636, 23- 24=- 111/289, 22- 23=- 561/739, 21- 22=- 1061/1239, 20- 21=- 1061/1195, 19- 20=- 561/695, 17 -18 =- 459/593, 16 -17 =- 959/1093, 15- 16=- 1381/1515, 14 -15 =- 935/1155, 13 -14 =- 1435/1605, 12 -13 =- 1909/2155, 10 -12 =- 2809/3023 WEBS 3 -27 =- 460/320, 5 -27 =- 2794/2542, 5 -21 =- 1692/1689, 6 -21 =- 400/73, 7 -21 =- 1692/1698, 7 -15 =- 2793/2526, 9 -15 =- 460/320 NOTES 0 P ROFF S 1) Unbalanced roof live loads have been considered for this design. -S<°\\ - IS' 2) Wind: ASCE 7 -05; 105mph; TCDL= 4.2psf; BCDL= 6.0psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; \� G]IVFFi9 /�2 cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 9 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry : 36400 ` Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002, 4) All plates are 2x4 MT20 unless otherwise indicated. ' 5) Gable requires continuous bottom chord bearing. Ng 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. 9 OREGO ∎ • 0' 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 �A RY 2 2 ' 0J will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) A plate rating reduction of 20% has been applied for the green lumber members. O O SOON • 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1532 lb uplift at joint 2, 2418 lb uplift at joint 27, 285 lb uplift at joint 21, 2404 lb uplift at joint 15 and 1562 lb uplift at joint 10. Digital Signature Continued on page 2 EXPIRATION DATE: 12 -31 -12 May 20,2011 MINN A ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED bIITEK REFERENCE PAGE bill -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 building component. - - - Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown !6•� rt 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 fabrice lion, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Building 16 Roof R33126709 811 061 81 -B C1 Common Truss 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Thu May 19 15:2041 2011 Page 2 ID._ DnULTmwg93VNPUuxnBlj7zF2Y _- Iea5abn4zvrRzLi6i7B P50 ?ccmu6LxigJA ?J9CzEt14 NOTES 11) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSITTPI 1. • 12) This truss has been designed for a total drag load of 250 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 250.0 plf. 13) "Fix heels only Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED IITTEK REFERENCE PAGE 1$E1.7473 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 building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding .o 0 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPIl Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Building 16 Roof R33126710 91106181-B C2 Common Truss 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Thu May 19 15 20 43 2011 Page 1 IDI _DnULTmwg93VNPUuxnBIj7zF2Y-F1 ir? HoKVW68CfsVgXDtBp4ygaTgpvu7mTUQD4zEt12 - 1 -0 -0, 5 -7.4 13-0-0 19-6-0 26 -0-0 33 -_ 4 -13 39-0-0 9aaC� -0 -0' 5 -7-4 7 -4 -13 e-6 -0 6-6-0 7 -4 -12 5 -7 -3 1 -0 -0 * Scale =1741 5x6 = 6 itt 600 Ir< 3x4 % 3x4 5 7 3x6 i 346 2x4 2x4 4 a 3 1 1 ' 04 9 2 0 c _ ....I G� .. 11 3I1 16 17 1815 14 19 13 \ I 3810 = 3x10 = 3x4 = 4x8 = 4x8 = 5x8 AS 3x4 = 9 -9 -11 19-6-0 29-2 -5 39-0-0 9 -9 -11 9 -8 -5 9 -8-4 9 -9 -11 Plate Offsets (X,Y): [2:0- 10 -0,0 -0 -101, [7:0- 0- 0,0 -0 -01, (8:0- 0- 0,0 -0 -01, [9:0- 0- 0,0 -0 -01, [10:0- 10 -0,0 -0 -101 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.52 Vert(LL) -0.36 14 -16 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.79 Vert(TL) -0.74 14 -16 >628 180 BCLL 0 0 * Rep Stress Incr YES WB 0.67 Horz(TL) 0.18 10 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 186 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3 -3 -10 oc purlins. BOT CHORD 2 x 4 DF No,18Bfr G BOT CHORD Rigid ceiling directly applied or 8 -2 -13 oc bracing. WEBS 2 x 4 DF Std G WEBS 1 Row at midpt 5 -14, 7 -14 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 (lb /size) 2= 1851/0 -5 -8 (min 0 -2 -0), 10= 1851/0 -5 -8 (min. 0-2-0) Max Horz2= 142(LC 5) "" Max Uplift2=- 402(LC 5), 10=- 402(LC 6) FORCES (Ib) - Max Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 3405/676, 3 -4 =- 3080/540, 4 -5 =- 2978/566, 5 -6 =- 2166/471, 6 -7 =- 2166/471, • 7 -8 =- 2976/566, 8 -9 =- 3078/540, 9 -10 =- 3403/676 BOT CHORD 2 -16 =- 647/2971, 16 -17 =- 404/2422, 17 -18 =- 404/2422, 15 -18 =- 404/2422, 14 -15 =- 404 / 2422,14 -19 =- 291 /2422,13 -19 =- 291/2422,13 -20 =- 291/2422, 12 -20 =- 291/2422,10 -12 =- 506/2969 WEBS 3 -16 =- 380/273, 5 -16 =- 29/559, 5 -14 =- 841/355, 6 -14 =- 275/1518, 7 -14 =- 840/354, 7 -12 =- 29/558, 9 -12 =- 378/273 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind. ASCE 7 -05; 105mph; 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * 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 = 10.0psf. �� D DO i -s 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 402 lb uplift at joint 2 and 402 lb uplift at 5< - GI N4 5 > joint 10. \ 9 7) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced 9 standard ANSI/TPI 1. :3640P r 8) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. // LOAD CASE(S) Standard �/ Air y OREGO■ v. 0 Ck (j R . 2 /9 O SOON Digital Signature 1 EXPIRATION DATE: 12 -31 -12 May 20,2011 ■ 1 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED hIITEK REFERENCE PAGE 1911.7473 rev. 10 BEFORE USE. �' 1• Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown �q 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 ro , .. - .13.. fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPII Quality Criteria, DSB •89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Building 16 Roof R33126711 81106181 -B C3 Common Truss 6 1 Job Reference (optional) _ Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 250 s Mar 23 2011 MiTek Industries, Inc Thu May 19 15:20.44 2011 Page 1 ID•_DnULTmwg93VNPUuxnBlj7zF2Y_ -)DGDDdpyGgE2gpRhOFk6jOd7Q _p6YM8G27EzIXzEt11 5-7-4 13-0-0 19-6-0 26-0-0 33-4-13 39-0-0 40 -0-0 5 -7 -4 7 -4 -13 6 -6 -0 6 -6 -0 7 -4 -12 5 -7 -3 1 -0 -0 Scale -1742 5x6 = 5 600 12 .. 3x4 66 3x4 4 6 3x8 i 3 �I 3x6 ,2x4 , 2x4 2 �! 8 9 r.. 1 b 1 \ 15 16 1714 13 19 12 19 Si 3x10 = 3510 = 3x4 = 4x8 = 48 = 555 745 = 3x4 = 9 -9 -11 136 -0 29-2 -5 39-0 -0 9 -9 -11 9 -8 -5 9 -8-4 9 -9 -11 Plate Offsets (X,Y)• (1:0-10-0,0-0-101,16:0-0-0,0-0-01, (8:0- 0- 0,0 -0 -0), (9:0- 10- 0,0 -0 -10) LOADING (psf) SPACING 2 -0 -0 CSI DEFL • in (loc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.52 Vert(LL) -0.36 11 -13 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.79 Vert(TL) -0.74 11 -13 >628 180 BCLL 0.0 * Rep Stress Incr YES WB 0 67 Horz(TL) 0.18 9 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 185 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3 -2 -12 oc purlins. BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 8 -1 -14 oc bracing. WEBS 2 x 4 DF Std G WEBS 1 Row at midpt 4 -13, 6 -13 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 (lb /size) 1= 1770/0 -5 -8 (min. 0- 1 -14), 9= 1851/0 -5 -8 (min. 0 -2 -0) Max Horz1=- 152(LC 6) Max Uplift1=- 339(LC 5), 9=- 402(LC 6) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2 =- 3417/689, 2 -3 =- 3088/560, 3 -4 =- 2985/575, 4 -5 =- 2167/472, 5 -6 =- 2167/474, 6 -7 =- 2977/567, 7 -8 =- 3079/541, 8 -9 =- 3403/677 BOT CHORD 1 -15 =- 662/2984, 15 -16 =- 409/2426, 16 -17 =- 409/2426, 14 -17 =- 409/2426, 13 -14 =- 409/2426, 13 -18 =- 293/2423, 12 -18 =- 293/2423, 12 -19 =- 293/2423, 11-19=-293/2423, 9-11=-507/2969 WEBS 2 -15 =- 388/280, 4 -15 =- 36/566, 4 -13 =- 844/358, 5 -13 =- 277/1519, 6 -13 =- 840/355, 6 -11 =- 29/557, 8 -11 =- 379/273 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 105mph; 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 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. �� D P R O � 5) A plate rating reduction of 20% has been applied for the green lumber members. Or e 6, Provide mechanical connection (by others) of truss bearing plate capable of withstanding 339 lb uplift at joint 1 and 402 lb uplift at �'� G( NR s / joint 9. \ E '9 0 , 7) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced -9 it standard ANSI/TPI 1. i 364OP .. 8) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. // LOAD CASE(S) Standard �/ c...-- ilig OREGO'- C� 'f, ' Coq RY ' 2 2� ∎C? O SOON Digital Signature EXPIRATION DATE: 12 -31 -12 May 20,2011 ® WARNING - Verify design parameters and READ NOTES ON 7711S AND INCLUDED MITER REFERENCE PAGE M11 -7473 rcu, 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 building designer - not truss designer Bracing shown p is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the IVIiTek^ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TP11 Qualify 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 Pulte Homes - Building 16 Roof R33126712 81106181 -B C4 Common Truss 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc Thu May 19 15 20 52 2011 Page 1 ID DnULTmwg93VNPUuxnBI17zF2Y= UmIFuMvzNHEtnl2Dswu _21yUrCdDQvRSgNA003zEtOv 5 -7-4 13-0-0 136-0 26-0-0 33 -4 -13 39 -0-0 4,0.0.9 5 -7 -4 7-4 -13 6 -6 -0 6-6 -0 7 -4-12 5 -7 -3 i -0 -0 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT Scale =1.792 LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE 556 = SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 5 600 12 %i 5x6 - 5 x6 4 6 3x6 i �� 3 fi 354 O �� 3x6 3x4 i 2 Mi6. B lib i .■i 11..11 iiiii \IVA _ i, .... .. .. .. .--,±-r?...•-,..:-;_'--g...,.1....-....__ 1 ___ ,--..a.Tw.9...p..;. i i 4x8 = 29 28 27 26 25 24 23 22 21 20 19 1817 16 15 14 13 12 11 4x8 = 858 = 355 = 4510 = 356 = 858 = 9-9-11 19-6 -0 ■ 232 -5 39-0-0 9 -9 -11 9 -8 -5 9 -8 -4 9 -9 -11 Plate Offsets (X,Y): [1:0- 0- 0,0 -0 -4], [4:0 -1- 12,0- 1 -12], [6:0 -1- 12,0- 1 -12), [9:Edge,0 -0 -4], [20:0- 5- 0,0- 1 -12], [37:0- 0- 3,0 -2 -4], [43:0- 0- 0,0 -0 -0], [43:0- 0- 0,0 -0 -0], [45:0- 0- 0,0 -0 -0], [45.0- 0- 0,0 -0 -01, [46:0- 0- 0,0 -0 -01, [48:0 -1- 15,0 -1 -01, [48:0 -1- 15,0 -1 -0], 149:0- 0- 3,0 -2 -41 152:0- 0- 0,0 -0 -01, [52:0- 0- 0,0 -0 -01 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.55 Vert(LL) 0.01 10 n/r 180 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.46 Vert(TL) 0.02 10 n/r 180 BOLL 0.0 * Rep Stress !nor YES WB 0.97 Horz(TL) 0.03 18 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) -0.01 10 n/r 90 Weight: 288 lb FT = 10% LUMBER BRACING TOP CHORD 2 x:4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3 -5 -4 oc purlins. BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 3 -10 -8 oc bracing. WEBS 2 x 4 DF Std G WEBS 1 Row at midpt 4 -26, 4 -20, 5 -20, 6 -20, 6 -14 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 39 -0 -0. (Ib) - Max Horz 1=- 152(LC 17) Max Uplift All uplift 100 lb or less at joint(s) 29 except 1=- 1486(LC 17), 26=- 2420(LC 15), 20=- 285(LC 15), 14=- 2404(LC 18), 9=- 1562(LC 18) Max Gray All reactions 250 lb or less at joint(s) 21, 23, 24, 25, 27, 28, 29, 19, 18, 16, 15, 13, 12, 11 except 1= 1683(LC 27), 26= 2782(LC 27), 20= 728(LC 10), 14= 2779(LC 26), 9= 1757(LC 26) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2 =- 3468/3246, 2 -3 =- 1655/1625, 3 -4 =- 564/767, 4 -5 =- 1874/1928, 5 -6 =- 1874/1910, 6- 7=- 1327/765, 7- 8=- 1592/1619, 8 -9 =- 3468/3231 BOT CHORD 1 -29 =- 2895/3031, 28 -29 =- 1990/2156, 27 -28 =- 1520/1606, 26 -27 =- 1020/1156, 25 -26= 1382/1560, 24 -25 =- 959/1137, 23 -24 =- 459/637, 22 -23 =- 111/289, 21 -22 =- 561/739, 20 -21 =- 1061/1239, 19 -20 =- 1061/1195, 18- 19=- 561/695, 16 -17 =- 459/593, 15 -16 =- 959/1093, 14-15=-1381/1515, 13- 14=- 935/1155, 12 -13 =- 1435/1605, 11 -12 =- 1909/2155, 9 -11 =- 2809/3023 WEBS 2 -26 =- 463/323, 4 -26 =- 2794/2542, 4 -20 =- 1691/1688, 5 -20 =- 401/73, 6 -20 =- 1692/1698, 6 -14 =- 2793/2526, 8 -14 =- 460/320 NOTES � 0 P R °FL 1) Unbalanced roof live loads have been considered for this design. C G[ NEF .// 2) Wind: ASCE 7 -05; 105mph; TCDL= 4.2psf; BCDL= 6.0psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; N R cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL= 1,33 -7 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry :� 8364 • P E r Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. 4) All plates are 2x4 MT20 unless otherwise indicated. / . 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. 9 ORE 2 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 C &1,,q will fit between the bottom chord and any other members, with BCDL = 10.0psf `� 9) A plate rating reduction of 20% has been applied for the green lumber members. y� 0 SOON O\ 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 29 except (jt =1b) 1 =1486, 26 =2420, 20 =285, 14 =2404, 9 =1562. Digital Signature Continued on page 2 EXPIRATION DATE: 12 -31 -12 May 20,2011 1 ® WARNING - Verify design parameters and READ NOES ON THIS AND INCLUDED MITER" REFERENCE PAGE 14471 -7473 rev. I0 BEFORE USE, I' Design valid for use only with Milk connectors. This design is based only upon parameters shown, and is for an individual building component. MI Applicability of design pararnenters 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 POWCIV POW .a fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TP11 Qualify Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Building 16 Roof R33126712 B1106181 -B C4 Common Truss 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 250 s Mar 23 2011 MiTek Industries, Inc Thu May 19 15 20'52 2011 Page 2 ID:_DnULTmwg93VN PUuxnBli7zF2Y_ -Uml FuMvzN HEtn 12 Dswu_2iyUrCdDQvRSgNA003zEtOv NOTES 11) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. 12) This truss has been designed for a total drag load of 250 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 250.0 plf. 13) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII -7473 rev. 10'03 BEFORE USE. °1 mo Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. - - Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 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 POWER To Pr< .o .,. fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /fRi Quality Criteria, DSB -69 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 Pulte Homes - Building 16 Roof R33126713 B1106181 -B D1 Common Truss 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Thu May 19 15:20:56 2011 Page 1 ID:_DnULTmwg93VNPUuxnBlj7zF2Y_ MX_ mkjyURWklGfM ?5mywCY6A0p ?_Mgk21 ?8cAgzEtOr o -o zs -is 18-0-0 I 34 -0-0 5-0-t( 1 -0 -0 2E -15 15-5-1 16-0 -0 1 -0 -0 1- Scala = 190 1 4x4 = 12 600 12 11 3 10 14 9 IS 6 5- s5s 6x6 WB - 7 C1 17 6 1 B 9 5 , 12516 MT18H II 556 4 d 20 3 21 2 ' r y: 22 ■ _ _ _ ' i% 13 3x6 = 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 5x6 I 1 656 = 5x6 = 556 = 6x8 = 2E -15 34 - 245 -15 31 -5-1 Plate Offsets (X,Y): [2:0 -4- 12,0 -1 -81, [3:0- 2- 4,0 -1 -8[, 16:0- 3- 0,Edge[, [17:0- 3- 0,0 -3 -41, [21:Edge,0 -3 -8), [24:0 -2- 12,0 -3 -0[, [28:0- 3- 0,0 -3 -01, 132:0- 3- 0,0 -3 -01, 138:0 -2- 12,0 -3 -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 0.54 Vert(LL) 0.00 21 -22 n/r 180 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.40 Vert(TL) 0.00 21 -22 n/r 180 MT18H 220/195 BCLL 0.0 * Rep Stress Incr YES WB 0.57 Horz(TL) 0.04 31 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.01 21 -22 n/r 90 Weight: 212 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3 -1 -1 oc purlins, except BOT CHORD 2 x 4 DF No.1 &Btr G end verticals. WEBS 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 3 -6 -15 oc bracing. OTHERS 2 x 4 DF Std G WEBS 1 Row at midpt 12 -31 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 34 -0 -0. (Ib) - Max Horz2 =191(LC16) ��p PR Max Uplift All uplift 100 lb or less at joint(s) 32, 33, 34, 35, 36, 37, 30, 29, 28, �� � G[NE S s / 27, 26, 25 except 23=- 4309(LC 14), 2=- 1239(LC 17), 38=- 2198(LC 16), F.9 0 24=- 2462(LC 17), 39=-3143(LC 13) 9 . Max Gray All reactions 250 lb or less at joint(s) 31, 32, 33, 34, 35, 36, 37, 30, it :3640P ,' 29, 28, 27, 26, 25 except 23= 4474(LC 9), 2= 1379(LC 10), 38 =2207(LC 25), 24= 2480(LC 28), 39= 3355(LC 10) / FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 7.8__2904/2954, 8 -9=- 2345/24288, 9. 0 - 1 786/11 901, -7 6, 11-1 =-3468/34 =-67 5 3/850, 9 oREGO' e/ 2 r 12- 13=- 534/705, 13 -14 =- 1086/1215, 14- 15=- 1646/1726, 15 -16 =- 2205/2240, y 2 � • 16 -17 =- 2735/2740, 17 -18 =- 2781/2781, 18 -19 =- 3338/3313, 19 -20 =- 3900/3862, O SOON 20 -21 =- 4479/4365, 21 -23 =- 4460/4318 BOT CHORD 2 -39 =- 2294/2305, 38 -39 =- 1649/1724, 37 -38 =- 3543/3702, 36 -37 =- 3043/3202, Digital Signature 35 -36 =- 2543/2702, 34 -35 =- 2043/2202, 33- 34=- 1543/1702, 32- 33=- 1043/1202, EXPIRATION DATE: 12-31-12 31- 32=- 544/702, 30 -31 =- 446/605, 29 -30 =- 946/1105, 28- 29=- 1446/1605, 27- 28=- 1946/2105, 26 -27 =- 2446/2605, 25 -26 =- 2946/3105, 24 -25 =- 3446/3605, 23 -24 =- 463/463 WEBS 3 -38 =- 3133/3222, 3 -39 =- 3295/3157, 21 -24 =- 4561/4746 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE NOTES SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 105mph; 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 3) 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/1 - PI 1 -2002. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2 -0 -0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Continued on page 2 May 20,2011 4 5 ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED DIITEK REFERENCE PAGE MT -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 building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the 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 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 Pulte Homes - Building 16 Roof R33126713 B1106181 -B D1 Common Truss 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 250 s Mar 23 2011 MiTek Industries, Inc. Thu May 19 15:20:57 2011 Page 2 ID._DnULTmwg93VNPUuxnBII7zF2Y gjY8x3z6Cps9tpwBeUT9lmfLmDLD5H _B_ft9iGzEtOq NOTES 9) * 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. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 32, 33, 34, 35, 36, 37, 30, 29, 28, 27, 26, 25 except (jt =lb) 23 =4309, 2 =1239, 38 =2198, 24 =2462, 39 =3143. 12) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. 13) This truss has been designed for a total drag load of 250 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 250.0 plf. 14) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • ® WARNING - Verify design parametere and READ NOTES ON THIS AND INCL SIDED hII7EKREFERENCE PAGE MII -7473 sea. 10'08 BEFORE USK ®� Design valid for use only with Mffek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 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 /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 Pulte Homes - Building 16 Roof R33126714 B1106181 -B D2 Common Truss 3 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 250 s Mar 23 2011 MiTek Industries, Inc. Thu May 19 15 2011 Page 1 I D:_DnU LTmwg93VNP Uuxn B 117zF2Y_ -Iv6W 9P_kz720Vy VN C B_OIzC RUde KggaK DJdj EjzEtOp Ii -0 -0 9 -0 -0 I 18-0-0 I 26 -0.0 I 34 -0.o 5-0-0 1 -0 -0 9 -0 -0 9 -0 -0 8 -0 -0 8 -0 -0 1 -0 -0 r. Scale = 1.69.1 4x4 = 4 600 12 600 MT2OH % 3x4 5 3 3xfi .1 ,od164,,_ .f., R� 3x6 2 M 13 b ar .= 3x8 = 14 13 12 1 � 10 9 2x4 II 3x6 = 3x8 = 3x6 = 4512 = 2x4 II 9 -0 -0 18-0 -0 26 -0-0 34 -0-0 I 9 -0 -0 9 -0 -0 8 -0 -0 8 -0 -0 Plate Offsets (X,Y): 12.0 -4- 12,0 -1 -81, [7:0- 3- 3,0 -1 -81, (10:0 -2- 12,0 -2 -01 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.86 Vert(LL) -0.15 2 -14 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.60 Vert(TL) -0.47 2 -14 >856 180 MT2OH 165/146 BCLL 0.0 ' Rep Stress Incr YES WB 0.80 Horz(TL) 0.09 9 n/a n/a BCDL 10 0 Code IRC2009/TPI2007 (Matrix) Weight: 162 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied, except end verticals BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 9 -2 -11 oc bracing. WEBS 2 x 4 DF Std G WEBS 1 Row at midpt 3 -12, 5 -12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. , '- REACTIONS (lb /size) 2= 1491/0 -5 -8 (min 0 -1 -9), 9= 1485/0 -5 -8 (min. 0 -1 -9) Max Horz2= 162(LC 5) Max Uplift2=- 363(LC 5), 9=- 346(LC 6) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2 -3 =- 2548/520, 3 -4 =- 1'628/382, 4 -5 =- 1612/396, 5 -6 =- 1893/428, 6 -7 =- 2072/410, 7 -9 =- 1421/383 BOT CHORD 2 -14 =- 494/2167, 13 -14 =- 496/2163, 12 -13 =- 496/2163, 11 -12 =- 268/1795, 10 -11 =- 268/1795 WEBS 3 -14= 0/390, 3 -12 =- 961/394, 4 -12 =- 152/898, 5 -12 =- 621/297, 7 -10 =- 271/1813 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind. ASCE 7 -05; 105mph; TCDL= 4.2psf; BCDL= 6.0psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; R "P cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 okvD er> 3) All plates are MT20 plates unless otherwise indicated. G(NE' Li, 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 9 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 "9 will fit between the bottom chord and any other members. , 8 .o PE r 6) A plate rating reduction of 20% has been applied for the green lumber members. / / 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt =1b) 2 =363, 9 =346. ' 8) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced OREGO standard ANSI/TPI 1. -' 9) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 0 0, I RY 1 LOAD CASE(S) Standard O O S OON - Digital Signature 1 EXPIRATION DATE: 12 -31 -12 May 20,2011 I t � ® WARNING - Verify design parameters an READ NOTES ON THIS AND INCLUDED MIIEKREFERENCE PAGE MII-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 building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek" iTek" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding POWER ,o PERFORM fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Building 16 Roof R33126715 81106181-B D3 Common Truss 6 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 250 s Mar 23 2011 MiTek Industries, Inc. Thu May 19 15 20 59 2011 Page 1 ID _ DnULTmwg93VNPUuxnBlj7zF2Y_- n6guMl? MkR7t764amuWdgBkcJ1 _5Z7pURzMGm9zEtOo 9 -0 -0 18-0-0 I 26 -0-0 34 -0-0 s-o -o 9 -0 -0 9 -0 -0 8 -0 -0 8 -0 -0 I -0 -0 Scale -1:686 - 4x4 = 3 6 00 12 8x10 MT2OH i 3x4 4 2 356 3x8 6 y 358 = 13 12 11 10 9 8 254 II 356 = 3x8 = 3x6 4512 = 254 II 9 -0 -0 18-0-0 27-0-0 34-0-0 9 -0 -0 9 -0 -0 9 -0 -0 7 -0.0 Plate Offsets (X,Y): (1:0 -4- 12,0 -1 -81, [6:0- 3- 3,0 -1 -8), [9.0 -2- 12,0 -2 -0) LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.86 Vert(LL) -0.16 1 -13 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.63 Vert(TL) -0.49 1 -13 >820 180 MT2OH 165/146 BCLL 0.0 * Rep Stress lncr YES WB 0.80 Horz(TL) 0.09 8 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 161 lb FT= 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 9 -0 -8 oc bracing. WEBS 2 x 4 DF Std G WEBS 1 Row at midpt 2 -11, 4 -11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 1= 1411/0 -5 -8 (min. 0 -1 -8), 8= 1487/0 -5 -8 (min. 0 -1 -9) - Max Horz 1= 135(LC 5) Max Uplift1=- 300(LC 5), 8=- 347(LC 6) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -2 =- 2559/530, 2 -3 =- 1631/383, 3 -4 =- 1615/398, 4 -5 =- 1895/429, 5 -6 =- 2075/411, 6 -8 =- 1423/384 BOT CHORD 1 -13 =- 504/2178, 12 -13 =- 506/2174, 11 -12 =- 506/2174, 10 -11 =- 269/1798, 9 -10 =- 269/1798 WEBS 2 -13= 0/391, 2 -11 =- 970/402, 3 -11 =- 155/901, 4 -11 =- 621/297, 6 -9 =- 272/1816 NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7 -05; 105mph; 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 3) All plates are MT20 plates unless otherwise indicated � ��-' P R O FF S 4) This truss has been.designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. ''s S 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide N.. G (N ��'9 /t will fit between the bottom chord and any other members. - 3 7 6) A plate rating reduction of 20% has been applied for the green lumber members. - 4:3640P �� l 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt =1b) 1 =300, 8 =347. Air 8) 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. 9) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. -v OREGO r , -7 1 O LOAD CASE(S) Standard � 4O � A RY .2- C? • O SOON • Digital Signature EXPIRATION DATE: 12 -31 -12 j May 20,2011 I o ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 517174 rev. 10-'08 BEFORE USE. . - rte - $ Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design commenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 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 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 Pulte Homes - Building 16 Roof R33126716 B1106181 -B D4 Common Truss 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Thu May 19 15:21.03 2011 Page 1 ID:_ DnULTmwg93VNPUuxnBlj7zF2Y _ -ftvPC 72tnfdJbkOL ?kaZ ?1 vMEeOaV_U3MbKUvwzEtOk 2 -5-9 I 16-0.0 34 -0-0 500 I 2 -s -9 15-6-8 16-0-0 1 -0 -0 Scale =1'695 4x4 = 11 600 10 El 12 9 13 8 14 15 5x6 W8 % 5x6 a 6 / 16 17 5 I� 4 •‘ - 6 i ✓ 12x16 MT18H II sxfi i 3 i .111x1 /M _ �1 lv 356 = 3B 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 456 II 6x6 = 5x6 = 556 = 6x8 = 2 -59 I 34 -0-0 2 -s -9 31.6.7 Plate Offsets (X,Y): 12:0- 2- 8,0 -1 -81, 15:0- 3- 0,Edge1, 116:0- 3- 0,0 -3 -41, 120:Edge,0 -3 -81, 123:0 -2- 12,0 -3 -01, 127:0- 3- 0,0 -3 -01, 131:0-3-0,0-3-01,137:0-2-12,0-3-01 LOADING (pst) SPACING 2 -0 -0 CSI DEFL in (roc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.54 Vert(LL) 0.00 20 -21 n/r 180 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.41 Vert(TL) 0.00 20 -21 n/r 180 MT18H 220/195 BCLL 0.0 * Rep Stress Incr YES WB 0.57 Horz(TL) 0.04 30 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.01 20 -21 n/r 90 Weight: 211 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3 -0 -15 oc purlins, except BOT CHORD 2 x 4 DF No.1 &Btr G end verticals. WEBS 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 3 -6 -14 oc bracing. OTHERS 2 x 4 DF Std G WEBS 1 Row at midpt 11 -30 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 34 -0 -0. (Ib) - Max Horz 1= 148(LC 16) p PROF A . Uplift All uplift 100 lb or less at joint(s) 31, 32, 33, 34, 35, 36, 29, 28, 27, (<...`. . F So 26, 25, 24 except 22=- 4299(LC 14), 1=- 1159(LC 17), 37=- 2041(LC 16), I^,INFs, /Q 23=- 2457(LC 17), 38=-3069(LC 15) 1 Max Gray All 1'7 2 25 250 lb less 30, 31, 10), 3 36, 62 """ 8 i PE 28, 27, 26, 6, 25, 24 4 except pt 224464(L (LC 9)), 1= 123 233(L (LC 10 10), 7= 2062(LC 25), / / 23= 2475(LC 28), 38= 3285(LC 10) FORCES (Ib) - Max. Comp. /Max. Ten, - All forces 250 (Ib) or less except when shown. 4111111 TOP CHORD 1 -2 =- 2577/2505, 2 -3 =- 4564/4438, 3 -4 =- 4062/4040, 4 -5 =- 3504/3489, 5 -6 =- 3195/3124, - OREGO -7 =- 2914/2964, 7 -8 =- 2355/2438, 8 -9 =- 1796/1911, 9 -10 =- 1237/1387, 10- 11=- 684/860, 0 ti& 11- 12=- 524/695, 12 -13 =- 1075/1204, 13 -14 =- 1636/1716, 14 -15 =- 2195/2229, y /1 RY 1 15 -16 =- 2724/2729, 16 -17 =- 2770/2770, 17 -18 =- 3328/3303, 18 -19 =- 3889/3851, O • SOO 19 -20 =- 4469/4355, 20 -22 =- 4449/4307 BOT CHORD 1 -38 =- 2187/2196, 37 -38 =- 1544/1642, 36 -37 =- 3552/3711, 35 -36 =- 3052/3211, Digital Signature 34 -35 =- 2552/2711, 33 -34 =- 2052/2211, 32 -33 =- 1552/1711, 31- 32=- 1052/1211, EXPIRATION DATE 12-31-12 . 30- 31=- 553/712, 29 -30 =- 437/595, 28 -29 =- 937/1095, 27 -28 =- 1437/1595, , 26- 27=- 1937/2095, 25 -26 =- 2437/2595, 24 -25 =- 2937/3095, 23 -24 =- 3437/3595, 22 -23 =- 463/463 WEBS 2 -37 =- 3119/3208, 2 -38 =- 3215/3076, 20 -23 =- 4550/4735 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT NOTES LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE 1) Unbalanced roof live loads have been considered for this design. SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 2) Wind: ASCE 7 -05; 105mph; 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 3) 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. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2 -0 -0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Continued on page 2 May 20,2011 • ® WARNING - Verjfy design parameters and READ NOTES ON 77118 AND INCLUDED MITER REFERENCE PAGE 101-74 70 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 parcmenters 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 S the responsibillily 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 Qualify 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 Pulte Homes - Building 16 Roof R33126716 81106181-B D4 Common Truss 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Thu May 19 15:21:04 2011 Page 2 ID'_DnULTmwg93VNPUuxnBlj7zF2Y_ 73TnPS3VYzIADtzXZS5oXESX _2kpERkDbF41SMzEtOj NOTES 9) * 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. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 31, 32, 33, 34, 35, 36, 29, 28, 27, 26, 25, 24 except (jt =lb) 22 =4299, 1 =1159, 37 =2041, 23 =2457, 38 =3069. 12) 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. 13) This truss has been designed for a total drag load of 250 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 250.0 plf. 14) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MI7£K REFERENCE PAGE M71.7473 reg. 1008 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 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 /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 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Building 16 Roof R33126717 B1106181 -B Et Common Truss 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 250 s Mar 23 2011 MiTek Industries, Inc. Thu May 19 15:21.05 2011 Page 1 • ID._DnULTmwg93VNPUuxnBlj7zF2Y_ bG19do37JHtlr1Y169c14S _m5RypzgJMgvpa_pzEtoi 0 - 0 1 2 - - 5 -5 -12 8 -2 -10 10-11 -8 i 11 -11 -8 { 1 -0 -0 z -B -14 2-8 -14 2 -8 -14 2 -8 -14 1 -0 -0 Scale = 1 31 5 458 II 4 4 LL 800 12 254 \\ I 2x4 // 3 5 f■ 6 AllkAlMIF d 2 111111 111 INNI =111 � . 7 i _, 10 11 9 12 B 13 a HUS26 HUS26 8x8 = HUS26 8x8 = HUS26 4x6 2- HUS26 4x6 islisi 3 -7 -13 1 7 -3 -11 10 -11 -8 1 3 -7 -13 3 -7 -13 3 -7 -13 Plate Offsets (X,Y): [2:0- 1- 9,0 -2- 01,[6:0- 1- 9,0- 2 -0),[8 0- 4- 0,0- 4- 121,[9:0- 4- 0,0 -4 -12) LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (roc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.26 Vert(LL) -0.05 8 -9 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.93 Vert(TL) -0.11 8 -9 >999 180 BCLL 0,0 * Rep Stress Incr NO WB 0.80 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code IRC2009 /TPI2007 (Matrix) Weight: 121 lb FT= 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 RBtr G TOP CHORD Structural wood sheathing directly applied or 5 -7 -2 oc purlins. 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 REACTIONS (lb /size) 2= 5210/0 -5 -8 (min. 0- 2 -12), 6= 4581/0 -3 -8 (min. 0 -2 -7) Max Horz 2= 122(LC 4) Max Uplift2=- 1093(LC 5), 6=- 964(LC 6) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown TOP CHORD 2 -3 =- 6045/1204, 3- 4=- 5911/1220, 4 -5 =- 5993/1239, 5 -6 =- 6107/1218 BOT CHORD 2 -10 =- 949/4786, 10 -11 =- 949/4786, 9 -11 =- 949/4786, 9 -12 =- 613/3373, 8 -12 =- 613/3373, 8 -13 =- 935/4890, 6 -13 =- 935/4890 WEBS 4 -8 =- 749/3623, 5- 8=- 88/256, 4 -9 =- 715/3466, 3- 9=- 100/325 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) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7 -05; 105mph; 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 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 PR F will fit between the bottom chord and any other members. E� OF s 7) A plate rating reduction of 20% has been applied for the green lumber members. F. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt =lb) " G N �F> ` S /O 2 =1093, 6=964. 2 9 9) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced : 8364 P P E r stan dard ANSI/TPI 1. 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. / 11) 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 - ,- end to 9 -1 -4 to connect truss(es) C3 (1 ply 2 x 4 DF) to back face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 9 ORE O � LOAD CASE(S) Standard �4' 1 - __„,C.1- 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 00 SOO O Digital Signature Continued on page 2 ( EXPIRATION DATE: 12 -31 -12 May 20,2011 4 ■ ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED JBIITEK REFERENCE PAGE 141 -74 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 building component MEI Applicability of design param enters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the 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 /TPn Quality Criteria, DSB -89 and BCSI.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 Pulte Homes - Building 16 Roof R33126717 81106181 -B El Common Truss 1 Job Reference (optional) - Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 250 s Mar 23 2011 MiTek Industries, Inc. Thu May 19 15 21:05 2011 Page 2 ID._DnULTmwg93VN PUuxn BI)7zF2Y_- bG19do37JH11 r1 Yj69c14S_m5RypzgJMgvpa_pzEt01 LOAD CASE(S) Standard Uniform Loads (plf) Vert 1- 4 = -64, 4- 7 = -64, 2 -6 = -20 Concentrated Loads (lb) Vert: 8=-1750(B) 10=-1750(B) 11=-1750(B) 12=-1750(B) 13=-1750(B) B ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREPERENCE PAGE M11-74 73 rev. 10 -'OS BEFORE USE. MO =I a Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown �q is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the iVliTekr erector. Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding POWER TO PERFORM.. 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 Pulte Homes - Building 16 Roof R33126718 61106181 -B E2 Common Truss 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Thu May 19 15:21:07 2011 Page 1 ID:_ DnULTmwg93VNPUuxnB117zF2Y_- Ye9w2U5Nru7k4Lh6EafV9t47zFgtRvAfHClh2hzEtOg -1 -0 -0 5 -5 -12 I 10- 11 -8 11 -11 -8 1 -0 -0 5 -5 -12 5 -5 -12 1 -0 -0 424 = Scale = 1 32 8 4 2.4 II 5 2.4 11 8,00 12 3 V Al 6 � A A ,, b + Y II ` 7 i 10 9 8 426 I I 224 I I 254 I I 254 I I 40-6 I I I 10- 11 -8 I 10- 11 -8 Plate Offsets (X,Y): (2:0- 3- 0,0 -1 -41, [6:0- 3- 0,0 -1 -4) LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.24 Vert(LL) 0.00 7 n/r 180 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.19 Vert(TL) 0.01 7 n/r 180 BCLL . 0.0 * Rep Stress lncr YES WB 0.07 Horz(TL) 0.01 9 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.00 6 n/r 90 Weight: 49 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 5 -0 -6 oc purlins. BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 5 -8 -14 oc bracing. OTHERS 2 x 4 DF Std G MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2 x 4 DF Std, Right: 2 x 4 DF Std Installation guide. REACTIONS All bearings 10 -11 -8. (Ib) - Max Horz 2= 124(LC 14) - Max Uplift All uplift 100 lb or less at joint(s) except 2=- 1051(LC 15), 6=- 1064(LC 18), 10=- 163(LC 16), 8=- 162(LC 17) Max Gray All reactions 250 lb or less at joint(s) 9 except 2= 1192(LC 10), 6= 1192(LC 9), 10= 315(LC 9), 8= 315(LC 10) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2- 3=- 1771/1751, 3 -4 =- 668/695, 4 -5 =- 668/689, 5- 6=- 1766/1708 BOT CHORD 2- 10=- 1388/1465, 9- 10=- 518/595, 8 -9 =- 518/595, 6 -8 =- 1338/1465 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT NOTES LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE 1) Unbalanced roof live loads have been considered for this design. SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 2) Wind: ASCE 7 -05; 105mph; 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 3) 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, 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2 -0 -0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��� P R Fs s 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide �� �F will fit between the bottom chord and any other members. C N� 9 / 8) A plate rating reduction of 20% has been applied for the green lumber members. N E Q 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1051 lb uplift at joint 2, 1064 lb uplift at q / 2 9 joint 6, 163 lb uplift at joint 10 and 162 lb uplift at joint 8. �' 8364 P E - 10) 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. 11) This truss has been designed for a total drag load of 250 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 -11 -8 for 250.0 plf. 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. � ORE • Q ' LOAD CASE(S) Standard �y 0 (//4 ' O� �? O SOON Digital Signature EXPIRATION DATE: 12 -31 -12 May 20,2011 ® WARNING - Verify design parameter and READ NOTES ON THIS AND INCLUDED EIITEFP REFERENCE PAGE b111-74 73 res. 10'08 BEFORE US& I 1• Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design commenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding :o fabrication, quality control, storage, 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 Pulte Homes - Building 16 Roof R33126719 81106181 -B F1 Common Truss 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladcamas,OR 97015 -1129 7 250 s Mar 23 2011 MiTek Industnes, Inc. Thu May 19 1521.08 2011 Page 1 ID:_DnULTmwg93VNPUuxnB117zF2Y OriIFg60cCFbiVGloHAki4cK9fBRANppWs2Fb8zEtOf 2 -9 -4 4 -11 -8 2 -9 -4 2 -2 -4 454 = Scale =1:180 • 2 60012 r, d540 4 • 11:1 • - 356 I 5 254 354 = 358 I I 1 2 -9 -4 4 -11 -8 2 -9 -4 2 -2 -4 Plate Offsets (X,Y): 11:0-0-11,0-4-51,11 :0-0-0,0-0-121, 14:0 -5- 14,0 -0 -8j LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (roc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.08 Vert(LL) -0.00 5 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 1 -5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 22 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4 -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 WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2 x 4 DF Std Installation guide. SLIDER Right 2 X 6 DF No.2 -G 1 -8 -12 REACTIONS (lb /size) 4= 202 /Mechanical, 1= 202/0 -3 -8 (min. 0 -1 -8) Max Horz 1= -65(LC 3) Max Uplift4= -37(LC 6), 1= -40(LC 5) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 105mph; 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` 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. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 37 lb uplift at joint 4 and 40 lb uplift at joint 1. 8) 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. 9) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. K(<51/4°) PR OF6-s LOAD CASE(S) Standard �j _ ;, GINF /02 9 '. 836 I PE 9 r y y OREGO • 0 /y, RY O SOON Digital Signature EXPIRATION DATE: 12 -31 -12 May 20,2011 � r ® WARNING - Verify design pat-modem and READ NOTES ON TIWIS AND INCLUDED MITER REFERENCE PAGE MI 7473 meu, 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 building component. Applicability of design poramenters 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 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 Pulte Homes - Building 16 Roof R33126720 81106181 -B F2 Common Truss 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industnes, Inc. Thu May 19 15:21:10 2011 Page 1 ID:_DnULTmwg93VNPUuxnBlj7zF2Y_ yDr2gW7G8pVJxoQhviCCnVifoSsMeHp5zAXLfOzEtOd - - - 2 -9 -4 5-6 -8 6 -6 -8 1 -0 -0 2 -9-4 2 -9-4 1 -0 -0 Scale =1 21 0 4x4 = 3 ,4 . � 5 6 4x4 = 2x4 I I 4x4 = 358 II 358 II 5 -6 -8 5 -6 -8 Plate Offsets (X,Y): 12:0- 0- 0,0 -1 -41, 12:0- 1- 15,Edge), (4:0- 0- 0,0 -1 -41, (4:0- 1- 15,Edge) LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.14 Vert(LL) 0.00 5 n/r 180 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.08 Vert(TL) 0.01 5 n/r 180 BCLL 0.0 " Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) -0.00 4 n/r 90 Weight: 24 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 5 -6 -8 oc purlins. BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. OTHERS 2 x 4 DF Std G MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2 x 4 DF Std, Right: 2 x 4 DF Std Installation guide. REACTIONS (lb /size) 2= 203/5 -6 -8 (min. 0 -1 -8), 4= 203/5 -6 -8 (min 0 -1 -8), 6= 187/5 -6 -8 (min. 0 -1 -8) Max Horz2= -67(LC 12) Max Uplift2=- 614(LC 15), 4=- 622(LC 18) Max Grav2= 713(LC 10), 4= 713(LC 9), 6= 187(LC 9) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 950/899, 3 -4 =- 950/887 BOT CHORD 2 -6 =- 633/672, 4 -6 =- 633/672 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE NOTES SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05, 105mph; 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 3) 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. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2 -0 -0 oc. 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. P R 8) A plate rating reduction of 20% has been applied for the green lumber members. �� OF 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 614 lb uplift at joint 2 and 622 lb uplift at ( S' s joint4. �NGINEF,9 ( 10) 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. 83.A OPE r 11) This truss has been designed for a total drag load of 250 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist / drag loads along bottom chord from 0 -0 -0 to 5 -6 -8 for 250.0 plf. 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard i' OREG• C 3.. 6 gR SOO Digital Signature EXPIRATION DATE: 12 -31 -12 May 20,2011 • WARNING - Verify design parameters and READ NOES ON 7'1115 AND INCLUDED MITEK REFERENCE PAGE MTI -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 building component. - Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding w ra 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 from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314, Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Building 16 Roof R33126721 B1106181 -B G1 Special Truss 1 L Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 250 s Mar 23 2011 MiTek Industries, Inc. Thu May 19 15.21:11 2011 Page 1 ID _DnULTmwg93VNPUuxnBli7zF2Y_ OPORts8uv7dAZy�tTQjRJjEoWsOdNYSFCgGvBSzEtOc 0 -0 2 -9 -0 5 -6 -0 8 -3 -0 11 -0-0 I 1 -0 -0 2 -s -0 2 -9 -0 2 -9 -0 2 -9 -0 5x6 = Scale= 1 329 4 aas T 2x4 \ 2x4 // 3 5 At. 6 I % � Ill lll !1II IIII 9 8 70 11 7 12 13 ga H W4-1 US26 8x8 = HUS26 8x8= HU626 4x6 = 4x6 = HUS26 HUS26 3 -8 -0 7 -4 -0 I 11 -0-0 I 3 -8 -0 3 -8 -0 3 -8 -0 Plate Offsets (X,Y): 12:0- 0- 4,0 -0- 1),[4:0- 3- 0,0 -1 -1 2 1,[6:0- 0- 4,0 -0- 11,17:0- 4- 0,0 -4- 121,[8:0- 4 -0,0 -4 -121 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.27 Vert(LL) -0.05 7 -8 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.84 Vert(TL) -0.11 7 -8 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0 82 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 118 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5 -6 -0 oc purlins. 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 REACTIONS (lb /size) 6= 5259/0 -5 -8 (min. 0- 2 -13), 2= 4492/0 -5 -8 (min. 0 -2 -6) Max Horz2= 131(LC 4) Max Uplift6=- 1055(LC 6), 2=- 952(LC 5) FORCES (Ib) - Max Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown TOP CHORD 2 -3 =- 6080/1219, 3- 4=- 5948/1231, 4 -5 =- 6098/1276, 5 -6 =- 6233/1256 BOT CHORD 2 -9 =- 967/4800, 8 -9 =- 967/4800, 8 -10 =- 633/3414, 10 -11 =- 633/3414, 7 -11 =- 633/3414, 7 -12 =- 962/4936, 12- 13=- 962/4936, 6- 13=- 962/4936 WEBS 4 -7 =- 786/3725, 5- 7=- 103/341, 4 -8 =- 713/3451, 3- 8=- 109/368 , 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) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7 -05; 105mph; 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 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. ?,0) PR 7) A plate rating reduction of 20% has been applied for the green lumber members. S ' 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1055 Ib uplift at joint 6 and 952 lb uplift at N C O G) NEF9 `r joint 2. 2 9 9) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced : 8364 • PE sr standard ANSI/I 1. 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 11) Use Simpson Strong -Tie HUS26 (14 -10d Girder, 4 -10d Truss) or equivalent spaced at 2 -0 -0 oc max. starting at 2 -0 -12 from the left 11 . j / end to 9 -11 -4 to connect truss(es) A2 (1 ply 2 x 4 DF) to back face of bottom chord lb 12) Fill all nail holes where hanger is in contact with lumber. - V OR LOAD CASES) Standard �yO �04 O O\ 1) Regular Lumber Increase =1.15, Plate Increase =1 15 O SOON Digital Signature Continued on page 2 EXPIRATION DATE: 12 -31 -12 May 20,2011 I r ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MiT MIMIC REFERENCE PAGE MI1 -7473 rev. I0-'OS BEFORE USE ��'' Design valid for use only with ek connectors. This design is based only upon parameters shown, and is for an individual building component. - Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown MiTeka 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 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, 098 -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 Pulte Homes - Building 16 Roof R33126721 81106181 -B G1 Special Truss 1 Job Reference (optional) • Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 250 s Mar 23 2011 MiTek Industries, Inc. Thu May 19 15'21:11 2011 Page 2 ID:_DnULTmwg93VNPUuxnBl)7zF2Y= QPORts8uv7dAZy ?tTQ)RJjEoWsOdNYSFCgGvBSzEtOc LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1- 4 = -64, 4- 6 = -64, 2 -6 = -20 Concentrated Loads (lb) Vert: 9=-1757(B) 10=-1757(B) 11=-1757(B) 12=-1757(B) 13=-1757(B) • t f ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 161.7473 reo. 10 -'08 BEFORE USE. ®� n (. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 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 POWER TO ego ro - fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPIf Quality Criteria, OSB -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 Pulte Homes- Building 16 Roof R33126722 01106181-B G2 Special Truss 1 1 Job Reference (optional) Pro-Build Clackamas Truss, Clackamas,OR 97015 -1129 7 250 s Mar 23 2011 MiTek Industries, Inc. Thu May 19 15 21 13 2011 Page 1 ID:_DnULTmwg93VNPUuxnBlj7zF2Y MoWBIXA8RktuoG9Garmv08K9RgtGrdfYgam ?GLzEtOa 0 -0 5-6 -0 11-0-0 I 12 -0.0 0 -0 5-6 -0 5 -6 -0 1 -0 -0 454 = Scale -1329 4 r1 2x4,11 5 2.1 II 800 — 8 d,i 2 ' +• Y Y Y 161111111111• 1 7 I ° 10 9 8 4x6 I I 2x4 II 2x4 II 214 II 4x6 II I 11 -0-0 I 11 -0.0 Plate Offsets (X,Y): 12:0- 3- 0,0 -1- 41,16:0- 3- 0,0 -1 -41 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.24 Vert(LL) 0.00 7 n/r 180 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.19 Vert(TL) 0.01 7 n/r 180 BCLL 0.0 ' Rep Stress Incr YES WB 0 07 Horz(TL) 0.01 9 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.00 6 n/r 90 Weight: 49 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 5 -0 -4 oc purlins. / BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 5 -8 -12 oc bracing. OTHERS 2 x 4 DF Std G MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2 x 4 DF Std, Right 2 x 4 DF Std Installation guide. REACTIONS All bearings 11 -0 -0. (Ib) - Max Horz 2= 124(LC 13) Max Uplift All uplift 100 lb or less at joint(s) except 2=- 1054(LC 15), 6=- 1068(LC 18), 10=- 164(LC 16), 8=- 163(LC 17) Max Gray All reactions 250 lb or less at joint(s) 9 except 2= 1195(LC 10). 6= 1195(LC 9), 10= 317(LC 9), 8= 317(LC 10) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2- 3=- 1778/1757, 3 -4 =- 668/695, 4 -5 =- 668/689, 5- 6=- 1772/1714 BOT CHORD 2- 10=- 1393/1470, 9- 10=- 518/595, 8- 9=- 518/595, 6 -8 =- 1344/1470 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT NOTES LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE 1) Unbalanced roof live loads have been considered for this design. SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 2) Wind: ASCE 7 -05; 105mph; 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 3) 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. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2 -0 -0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. � P R OF p,„ 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 V will fit between the bottom chord and any other members. S ' 8) A plate rating reduction of 20% has been applied for the green lumber members. �Co G(NE� / 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1054 lb uplift at joint 2, 1068 lb uplift at d 9 �17 joint 6, 164 lb uplift at joint 10 and 163 lb uplift at joint 8. 8364 • PE 10) 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. / 11) This truss has been designed for a total drag load of 250 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist t j drag loads along bottom chord from 0 -0 -0 to 11 -0 -0 for 250.0 plf. 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 9 ORE • ' , LOAD CASE(S) Standard g3 �9 O � O SOON Digital Signature 1 EXPIRATION DATE: 12 -31 -12 j May 20,2011 ° 1 1 ® WARNING - Ve design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev, 10 -'08 BEFORE USE. °� rify Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. ME of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Aro sA oA fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPII Qualify Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Building 16 Roof R33126723 B1106181 -B H1 Common Truss 1 1 • Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 250 s Mar 23 2011 MiTek Industries, Inc Thu May 19 15.21 15 2011 Page 1 ID:_DnULTmwg93VNPUuxnB)17zF2Y JBexjDBPyL8c2aJeiFoNUZPWITZgJYJr7SF6LEzEtOY 0 -0 4 -3 -12 8 -7 -8 1 9 -7 -8 I 1 -0 -0 4 -3 -12 4 -3 -12 • 1 -0 -0 y Scale = 1 27 6 4x4 = 4 r, 800 254 II 1 S zx4 3 6 II - 2 .: Y • Y , p 7 Im • b d 10 9 8 358 II 254 I I 254 I I 2x4 I I 3x8 I I 8 -7 -8 8 -7 -8 Plate Offsets (X,Y): 1 3- 8,Edgel, (6:0- 3- 8,Edgel LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0 18 Vert(LL) -0.00 6 n/r 180 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.12 Vert(TL) -0.00 7 n/r 180 BCLL 0.0 * Rep Stress 'nor YES WB 0.06 Horz(TL) 0.00 9 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.00 7 n/r 90 Weight: 39 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 5 -8 -2 oc purlins. BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. OTHERS 2 x 4 DF Std G MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left 2 x 4 DF Std, Right: 2 x 4 DF Std Installation guide. REACTIONS All bearings 8 -7 -8. (lb) - Max Horz2= -99(LC 12) • Max Uplift All uplift 100 lb or less at joint(s) except 2=- 870(LC 15), 6=- 881(LC 18), 10=- 134(LC 16), 8=- 132(LC 17) Max Gray All reactions 250 lb or less at joint(s) 9, 10, 8 except 2= 978(LC 10), 6= 978(LC 9) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2- 3=- 1418/1361, 3 -4 =- 665/676, 4 -5 =- 665/668, 5 -6 =- 1413/1342 BOT CHORD 2 -10 =- 1034/1096, 9 -10 =- 514/575, 8 -9 =- 514/575, 6 -8 =- 1034/1096 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT NOTES LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE 1) Unbalanced roof live loads have been considered for this design. SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 2) Wind: ASCE 7 -05; 105mph; 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 3) 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. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2 -0 -0 oc. 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. ‹<,. .D PR OFF 8) A plate rating reduction of 20% has been applied for the green lumber members. S 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 870 lb uplift at joint 2, 881 lb uplift at joint ` Co GI N�� / ' 2 6, 134 lb uplift at joint 10 and 132 lb uplift at joint 8. p 10) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10 2 and :4 83640 PE r' referenced standard ANSI/TPI 1. 11) This truss has been designed for a total drag load of 250 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist IL /11 / drag loads along bottom chord from 0 -0 -0 to 8 -7 -8 for 250.0 plf. / / 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 0 , 1 & c) , -.. y ° ° soo ° Digital Signature EXPIRATION DATE: 12 -31 -12 " May 20,2011 8 _ I ® WARNING - Verify design parameters and REED NOTES ON THIS AND INCLUDED flIITEKREPERENCE PAGE 1411 -7473 rev. 10 BEFORE USE. Mil (• Design valid for use only with MiTek connectors. This design 8 based only upon parameters shown. and is for an individual building component. C,,,Ef Cf- Applicabldy of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown MiTek* k for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the IVIiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding *o fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPII Quality Criteria, D5B -89 and SCSI Building Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312. Alexandria, VA 22314. Carus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Building 16 Roof R33126724 811 061 81 -B H2 Common Truss 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 250 s Mar 23 2011 MiTek lndustnes, Inc Thu May 19 15 21:16 2011 Page 1 I D._DnU LTmwg93VN P Uuxn B Ij7zF2Y_ -n N C KxZC 1 jfGTfjtrGzJcOmxgl tv B2_G_M6_gtgz EtOX -1 -0 -0 4 -3 -12 8 -7 -8 1 -0 -0 4 -3 -12 4 -3 -12 4x4 = Scale =1279 3 r1 800 12 2 Si 4 1 5 2x4 II 354 = 3x4 x6 356 II 4 -3 -12 8 -7 -8 4 -3 -12 4 -3 -12 Plate Offsets (X,Y): f2:0- 0 -0,0 -0 -121, j2:0 -0- 11,0 -4 -51, 14:Edge,0 -0 -121, 14:0 -0- 11,0 -4 -51 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /defi L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.22 Vert(LL) -0.01 4 -5 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.11 Vert(TL) -0.02 4 -5 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.08 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 33 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. BOT CHORD 2 x 4 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 WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2 x 4 DF Std, Right: 2 x 4 DF Std Installation guide. REACTIONS (lb /size) 2= 430/0 -7 -0 (min. 0 -1 -8), 4= 334/0 -5 -8 (min 0 -1 -8) Max Horz2= 107(LC 4) Max Uplift2=- 138(LC 5), 4= -66(LC 6) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 373/61, 3 -4 =- 348/51 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05, 105mph; 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) "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. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 138 lb uplift at joint 2 and 66 lb uplift at joint 4. 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) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard -S� G NE '9 er 8364# PE ORE c� c .�,1► o �, c� O SOO Digital Signature EXPIRATION DATE: 12 -31 -12 May 20,2011 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED 14IITEK REFERENCE PAGE MII-74 73 rev, 10•'08 BEFORE USE. iV�91� 0 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 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 POWER Tv PERPORne fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 • Job Truss Truss Type Qty Ply Pulte Homes - Building 16 Roof R33126725 81106181 -B H3 Common Truss 1 1 Jab Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Thu May 19 15:21.17 2011 Page 1 ID:_DnULTmwg93VNPUuxnBl)7zF2Y FZmi8vDfUzOKHtS1 pggrZ_UgeHFXnRZ7amkDP6zEtOW 4 -3 -12 7 -11 -8 4.3 -12 3 -7 -12 Scale = 1 26 8 le 4x4 2 00 rtY 4x4 ,d, w M, 3x6 11 5 254 II 3x4 = 3x8 11 4 -3 -12 7 -11 -8 4 -3 -12 ' 3 -7 -12 Plate Offsets (X,Y): (1:0 -0- 11,0 -4 -5), 11:0- 0 -0,0 -0 -121, (4:0- 6- 1,0 -0 -4( LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.23 Vert(LL) -0 01 1 -5 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.11 Vert(TL) -0.02 1 -5 >999 180 BCLL 0.0 * Rep Stress Ina YES WB 0.08 Horz(TL) 0,00 4 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 34 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 x 4 DF Std G MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2 x 4 DF Std Installation guide. SLIDER Right 2 X 6 DF No 2 -G 2 -3 -5 REACTIONS (lb /size) 4 =328 /Mechanical, 1= 328/0 -3 -8 (min. 0 -1 -8) Max Horz1= -97(LC 3) Max Uplift4= -63(LC 6), 1= -66(LC 5) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -2 =- 336/59, 2 -3 =- 264/68, 3 -4 =- 354/59 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 105mph; 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * 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. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 63 lb uplift at joint 4 and 66 lb uplift at joint 1. 8) 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. � J PR 9) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. \ � � GI N �� s LOAD CASE(S) Standard R 2 :3640 9 OREGO■• 03, C iq RY 2 2..C? SOON Digital Signature EXPIRATION DATE: 12 -31 -12 May 20,2011 ® WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE IkIII -7473 rep. 10-'08 BEFORE USE. �A Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. p Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding PaWER ro fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, 056-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Building 16 Roof R33126726 81106181 -B 11 Hip Truss 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Thu May 19 15:21:18 2011 Page 1 ID:_ DnULTmwg93VNPUuxnBlj7zF2Y_ -jmJ4LFEHFGWBv11DNOL45B1 _nhZ6WtBHpOTmxYzEtOV -1 -0 -0 4 -5 -12 7 -6 -4 12-0-0 13-0-0 I 1 -0 -0 4 -5 -12 3 -0 -8 4 -5 -12 1 -0 -0 3x6 = Scale =1278 no 2x4 II 4x4 = 4 5 6 2x4 • • , 3 6 00 12 a Y r7 2x4 11 8 I 2 t o j Y Y I ` 9 IR 13 12 11 10 456 2x4 I I 2x4 I I 2x4 I I 2x4 II 5s5 = I 12 -0-0 1 12 -0-0 Plate Offsets (X,Y): 12:0- 3- 0,0 -1- 41,14:0- 4- 8,0 -2- 81,16:0- 2- 0,0 -2- 31,18:0- 2- 4,0 -3 -01 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.27 Vert(LL) -0.00 8 n/r 180 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.21 Vert(TL) -0.00 8 n/r 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.18 Horz(TL) 0.01 8 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.00 9 n/r 90 Weight: 53 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4 -6 -3 oc purlins, except BOT CHORD 2 x 4 DF No.1 &Btr G 2 -0 -0 oc purlins (6 -0 -0 max.): 4 -6 OTHERS 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 5 -2 -15 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2 x 4 DF Std, Right: 2 x 4 OF Std be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 12 -0 -0. (Ib) - Max Horz 2=- 104(LC 3) Max Uplift All uplift 100 lb or less at joint(s) except 2=- 982(LC 15), 8=- 1311(LC 18), 11=- 455(LC 17), 12=- 160(LC 12), 13=- 193(LC 16), 10=- 182(LC 17) Max Gray All reactions 250 lb or less at joint(s) except 2= 1129(LC 10), 8= 1446(LC 26), 11= 583(LC 10), 12= 256(LC 26), 13= 353(LC 25), 10= 289(LC 10) + FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 1677/1603, 3 -4 =- 502/498, 5 -6 =- 553/583, 6 -7 =- 1375/1344, 7 -8 =- 2222/2144 BOT CHORD 2- 13=- 1289/1416, 12- 13=- 415/536, 11- 12=- 606/727, 10 -11 =- 1106/1227, 8 -10 =- 1664/1847 WEBS 6- 11=- 542/478, 3 -13 =- 279/226 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT NOTES LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 105mph; 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 3) 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. 4) Provide adequate drainage to prevent water ponding. �� D P R OF �i S 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2 -0 -0 oc. , GI NE cn '- Co ,' 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r\ 2 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 y will fit between the bottom chord and any other members. 7 836 4. • P E 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 982 lb uplift at joint 2, 1311 lb uplift at , joint 8, 455 lb uplift at joint 11, 160 lb uplift at joint 12, 193 lb uplift at joint 13 and 182 lb uplift at joint 10. 11) 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. - OREGO 12) This truss has been designed for a total drag load of 250 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist 0 , 0q �Y drag loads along bottom chord from 0 -0 -0 to 12 -0 -0 for 250.0 plf. r O 0 le 13) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. SOO 14) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. Digital Signature LOAD CASE(S) Standard ( EXPIRATION DATE: 12 -31 -12 May 20,2011 • ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REVERENCE PAGE MT! -7473 rev, 10.478 BEFORE USE. m Design valid for use only with M1ek connectors This design a based only upon parameters shown, and is for an individual building component. - E • Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown ME 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 /T P11 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 Pulte Homes - Building 16 Roof R33126727 61106181 -B 12 Common Truss 1 2 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Thu May 19 15.21 19 2011 Page 1 ID _DnULTmwg93VNPUuxnB1j7zF2Y_ BytSZbEvOae1 WBcQx5tJePZBj5mMFBWQ24DKU7zEtOU -t -0 -0 3 -0 -0 6 -0 -0 9 -0 -0 i 12 -0-0 13-0 -0 1 -0 -0 3 -0 -0 3 -0 -0 3 -0 -0 3 -0 -0 1 -0 -0 4x6 Scale -.1 4 \, PIIN /1 600 1 2x4 \\ 2x4 // 3 8 • • AV 2 ISlll�iii�lll�IIII I — to 9 11 B 12 OM MI HUS26 Bx6 = HUS26 Bxe = HUS26 C 3x8 = 3x8 = HU526 HUS26 I 4 -0 -0 I 8 -0 -0 12 -0-0 I 4 -0 -0 4 -0 -0 4 -0 -0 Plate Offsets (X,Y): 12:0- 8- 0,0 -0- 13],(4:0- 2- 8,0 -2- 0),(6:0- 8- 0,0 -0- 13),(8:0- 4- 0,0 -4- 12(,(9:0- 4 -0,0 -4 -121 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.19 Vert(LL) -0.05 8 -9 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.79 Vert(TL) -0.11 8 -9 >999 180 BCLL 0.0 * Rep Stress Ina NO WB 0.69 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 132 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 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing WEBS 2 x 4 DF Std G REACTIONS (lb /size) 2= 4063/0 -5 -8 (min. 0 -2 -3), 6= 4019/0 -5 -8 (min. 0 -2 -2) Max Horz 2=- 133(LC 3) Max Uplift2=- 946(LC 5), 6=- 936(LC 6) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2- 3=- 5391/1187, 3 -4 =- 5267/1209, 4 -5 =- 5270/1210, 5 -6 =- 5395/1187 BOT CHORD 2 -10 =- 940/4278, 9 -10 =- 940/4278, 9 -11 =- 593/2982, 8 -11 =- 593/2982, 8 -12 =- 901/4280, 6-12=-901/4280 WEBS 4 -8 =- 720/3122, 5- 8=- 100/269, 4 -9 =- 719/3116, 3 -9 =- 99/266 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) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7 -05; 105mph, 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 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 �� P R will fit between the bottom chord and any other members. � 0 O F es 7) A plate rating reduction of 20% has been applied for the green lumber members. " s 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 946 lb uplift at joint 2 and 936 lb uplift at N5 GI NEF9 /Q joint 6. 2 9 9) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced 'd 8364 P E r' standard ANSI/TPI 1. 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss 11) 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 I L. _ ' / 1 -11 -4 from the left end to 9 -11 -4 to connect truss(es) D3 (1 ply 2 x 4 DF) to back face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. - OR O '- LOAD CASE(S) Standard � 4, 0, . „ Os 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 0 SOO 0 Digital Signature Continued on page 2 EXPIRATION DATE: 12 -31 -12 May 20,2011 ■ / ® WARNING - Verify design parametera and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1471.7473 rev. I0 -'08 BEFORE USE, ®� � AR A 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 commenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown �/� a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the IVIiTek" erector, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Qualify 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 Pulte Homes - Building 16 Roof R33126727 61106181-B 12 Common Truss 1 2 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MITek Industries, Inc. Thu May 19 15:21.19 2011 Page 2 ID _DnULTmwg93VNPUuxnB117zF2Y BytSZbEv0ae1 WBcQx5tJePZB15mMFBWQ24DKU ?zEtOU LOAD CASE(S) Standard Uniform Loads (plf) • Vert: 1- 4 = -64, 4- 7 = -64, 2 -6 = -20 Concentrated Loads (lb) Vert: 8=- 1391(B)9 =- 1391( B) 10=- 1391(B)11=- 1391(B)12=- 1391(B) • 6 1 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE A5II -7473 reu, 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. _ ,0 • Applicability of design param enters and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding POWER TO PIERFORM, 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, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Pulte Homes - Building 16 Roof R33126728 B1106181 -B J1 Monopitch Truss 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Cladsamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc Thu May 19 15:21:20 2011 Page 1 ID:_DnULTmwg93VNPUuxnBlj7zF2Y_ f8RgmxFXnumu8LBcVpOYBc60kUlY _oWaHkytORzEI0T -1 -0 -0 2.0.0 1 -0 -0 2 -0.0 254 II Scale .1 11.9 3 600 12 2 ■ P 4 354 = 2x4 I I 2-0-0 2 -0 -0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) 1 /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.04 Vert(LL) 0.00 1 n/r 180 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.02 Vert(TL) -0.00 1 n/r 180 BCLL 0.0 * Rep Stress lncr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) -0.00 1 n/r 90 Weight: 8 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, except BOT CHORD 2 x 4 DF No.1 &Btr G end verticals. WEBS 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 4= 61/2 -0 -0 (min. 0 -1 -8), 2= 159/2 -0 -0 (min. 0 -1 -8) Max Horz 2 =68(LC 5) Max Uplift4= -14(LC 5), 2= -77(LC 5) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7 -05; 105mph; 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 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) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 2 -0 -0 oc. 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 14 lb uplift at joint 4 and 77 lb uplift at joint 2. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 10) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and P 17 referenced standard ANSI/TPI 1. �� ' OF6-.9 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. \� , G(NEF. > LOAD CASE(S) Standard 2 9 83 P 4, y�OREG�r � cr y C i q �C? 00 SOON O Digital Signature EXPIRATION DATE: 12 -31 -12 May 20,2011 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE IIIII.74 res. 10-'08 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 paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown MiTek" is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding e� fabrication, quality control, storage. delivery, erection and bracing, consult ANSI /TPII Quality Criteria, DSB -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 Pulte Homes - Building 16 Roof R33126729 B1106181 -B J2 Monopltch Truss 5 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 250 s Mar 23 2011 MiTek Industries, Inc. Thu May 19 15:21:20 2011 Page 1 ID:_DnULTmwg93VNPUuxnBlj7zF2Y_ f8RgmxFXnumu8LBcVpOYBc60gUIZ _oWaHkytORzEtOT 2 -0 -0 1 -0 -0 2 -0 -0 2x4 It Scale =111.9 • 3 600 72 2 01 4 3r4 = 2x4 II 200 2 -0 -0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.05 Vert(LL) -0.00 2 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.02 Vert(TL) -0.00 2 -4 >999 180 BCLL 0.0 * Rep Stress 'nor YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 8 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, except BOT CHORD 2 x 4 DF No.1 &Btr G end verticals. WEBS 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 4 =57 /Mechanical, 2= 162/0 -5 -8 (min. 0 -1 -8) Max Horz 2 =68(LC 5) Max Uplift4= -12(LC 5), 2= -80(LC 5) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7 -05; 105mph; 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 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 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 capable of withstanding 12 lb uplift at joint 4 and 80 lb uplift at joint 2. 7) 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. 8) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard < O P R OFF 0 4G I N E `r Y �/ 41 83. "OPE r - 7,OREG•� 0 2 2 . O SOO Digital Signature EXPIRATION DATE: 12 -31 -12 May 20,2011 • 6 1 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 roe. 10 -'08 BEFORE USE. �sq Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. �^ Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown YYYY���.ii����YYYYIIII 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 w ,o fabrication, quality control, storage, delivery, erection and bracing. consult ANSI /TPII quality Criteria, 055.89 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 Pulte Homes - Building 16 Roof R33126730 B1106181 -B K1 Monopitch Truss 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc. Thu May 19 15:21:21 2011 Page 1 ID: DnULTmwg93VN PUuxn B lj7zF2Y_- 7L ?D_GG9Y Bul m Vmo2 WvnjgfZCudUjF2jVOI RYtzEtOS -1-0.0 5-0-0 1 -0 -0 5 -0 -0 it Scale = 1 214 II 2x4 II 600 12 3 of 2 6 5 3x4 = 2x4 I I 2x4 I I 1 5-0-0 5 -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 0.06 Vert(LL) 0.00 1 n/r 180 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.04 Vert(TL) 0.00 1 n/r 180 BCLL 0.0 * Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) -0.00 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 directly applied or 5 -0 -0 oc purlins, except BOT CHORD 2 x 4 OF No.1 &Btr G end verticals. WEBS 2 x 4 OF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 2 x 4 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) 5= 45/5 -0 -0 (min. 0 -1 -8), 2=180/5-0-0 (min. 0 -1 -8), 6= 247/5 -0 -0 (min. 0 -1 -8) Max Horz2=131(LC 5) Max Uplift5= -20(LC 5), 2= -51(LC 5), 6= -84(LC 5) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7 -05; 105mph; 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 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) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 2 -0 -0 oc. 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 20 lb uplift at joint 5, 51 lb uplift at joint 2 and 84 lb uplift at joint 6. 9) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard "FixTPI1. K(R E D PRO 10) "Fix heels els only" Member end fixity model was used in the analysis and design of this truss. F FS S LOAD CASE(S) Standard �g • GINE / :3640P 9 r • y OREGOr• 0 C .2�� O SOON Digital Signature EXPIRATION DATE: 12 -31 -12 "r May 20,2011 MINIM ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED dIITEK REFERENCE PAGB IsIII -7473 rev. 10 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 0��0��•YYYYffff1111 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 /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 Pulte Homes - Building 16 Roof R33126731 B1106181 -B K2 Monopitch Truss 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 250 s Mar 23 2011 MiTek Industries, Inc. Thu May 19 15.21 21 2011 Page 1 ID. _DnU LTmwg93VN PUuxnBlj7zF2Y _- 7L ?D_GG9YBulmVmo2 WvnjgfWUubdjFmjVOIRYtzEtOS -t - ° -0 5 -0 -0 1 -0 -0 5 -0 -0 Scale = 1 21 1 • 3 254 II 600 ,2 31 2 4 11 4 354 2.4 II 5-0-0 5 -0 -0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0 24 Vert(LL) -0.02 2 -4 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.16 Vert(TL) -0.06 2 -4 >867 180 BCLL 0.0 ` Rep Stress !nor YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 19 lb FT= 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 5 -0 -0 oc purlins, except BOT CHORD 2 x 4 DF No.1&Btr G end verticals. WEBS 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 4 =184 /Mechanical, 2= 283/0 -5 -8 (min. 0 -1 -8) Max Horz2=131(LC 5) Max Uplift4= -68(LC 5), 2= -94(LC 5) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7 -05; 105mph; 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 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 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 capable of withstanding 68 lb uplift at joint 4 and 94 lb uplift at joint 2. 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) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �• U P R(J 5 GINFF / ' ;3640P � y OREGO>- 0 0 o �'� RY • 2 /C? O • SOON Digital Signature EXPIRATION DATE: 12 -31 -12 May 20,2011 ■ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 5617 -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 building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the 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 Qualify Criteria, DSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Surety 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 Pulte Homes - Building 16 Roof R33126732 81106181-B M1 Special Truss 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7 250 s Mar 23 2011 MiTek Industries, Inc. Thu May 19 15:21:23 2011 Page 1 I D._DnU LTmwg93VNP UuxnBl)7zF2Y_- 4j7zPy HQ4p8T ?owBAxxFoFktVi IP B900zi BXdmzEtOQ -1 -0 -o 2 -9-4 5 -6 -8 6 -6 -8 1 -0 -0 2 -9-4 2 -9-4 1 -0 -0 Scale = 1 20 4 • 4x4 = 3 r /4 2x4 1,4 = 568 5 -6 -8 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.14 Vert(LL) 0.00 5 n/r 180 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.08 Vert(TL) 0.01 5 n/r 180 BCLL 0.0 * Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.00 4 n/r 90 Weight: 22 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 5 -6 -8 oc purlins. BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 6 -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 (lb /size) 2= 201/5 -6 -8 (min. 0 -1 -8), 4= 201/5 -6 -8 (min. 0 -1 -8), 6= 192/5 -6 -8 (min. 0 -1 -8) Max Horz 2=63(LC 13) Max Uplift2=- 580(LC 15), 4=- 589(LC 18) Max Gras2= 675(LC 10), 4= 675(LC 9), 6= 192(LC 9) M FORCES (Ib) - Max Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 924/880, 3 -4 =- 924/870 BOT CHORD 2 -6 =- 630/675, 4 -6 =- 630/675 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE NOTES SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 105mph; 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 3) 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. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2 -0 -0 oc. 6) This truss has been designed fora 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 580 lb uplift at joint 2 and 589 lb uplift at P R joint 4. ( s OF�c�, 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. c ' • �, GI NEF ' ' 11) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and �\ 9 referenced standard ANSI/TPI 1. • 4 "7 12) This truss has been designed for a total drag load of 250 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist �/ 836 4 , I P E r" drag loads along bottom chord from 0 -0 -0 to 5 -6 -8 for 250.0 plf. // 13) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. -..i IP LOAD CASE(S) Standard v - 9, 1 , OREGOprA C (/ q y le O SOO Digital Signature EXPIRATION DATE: 12 -31 -12 , r May 20,2011 A ■ I ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED NITRIC REFERENCE PAGE Mrl -7973 rep. 70 BEFORE USE. �' fa ' ID M ID Design valid for use only with nek 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 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 Duality Criteria, DS13-B9 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 Pulte Homes - Building 16 Roof R33126733 B1106181 -B M2 Special Truss 1 1 ,Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129 7.250 s Mar 23 2011 MiTek Industries, Inc Thu May 19 15.21.23 2011 Page 1 I D._ DnULTmwg93VNPUuxnBli7zF2Y_-417zPyHQ4p8T 2 -2 -12 5 -0 -0 2-2-12 2 -s 4 454 = Scale = 1'17.1 • 3 8 00 12 r1 354 2 le 4 254 ll • 356 II 354 = 2 -2 -12 5 -0 -0 2 -2 -12 2 -9-4 Plate Offsets (X,Y): [1:0- 3- 0,0 -0 -1] LOADING (pat) SPACING 2 -0 -0 CSI DEFL in (lac) 1 /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.08 Vert(LL) -0.00 5 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 4 -5 >999 180 BCLL 0 0 * Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 10 0 Code IRC2009/TP12007 (Matrix) Weight: 20 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 5 -0 -0 oc purlins. BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 x 4 DF Std G MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2 x 4 DF Std -G 1 -6 -15 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 1= 204 /Mechanical, 4= 204/0 -3 -8 (min. 0 -1 -8) Max Horz 1 =60(LC 4) Max Uplift1= -39(LC 5), 4= -41(LC 6) 0 FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 1 2) Wind: ASCE 7 -05; 105mph; 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * 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. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 39 lb uplift at joint 1 and 41 lb uplift at joint 4. 8) 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. 9) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard <<:c PROF. 5 - GINEF :3640P 9 r OREGO■- n .� C �� �q RY �C� • O SOON Digital Signature EXPIRATION DATE: 12 -31 -12 May 20,2011 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 61R -7473 res. 10'08 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. �� t Applicability of design param enters and proper incorporation of component is responsibility of building designer - not truss designer, Bracing shown 111���77V�YY� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding *o eK fabrication, quality control, storage. delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, D58 -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 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 1 3 Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. 6 -4 -8 dimensions shown in ft -in- sixteenths Damage or Personal Injury MM. Dimensions are in ft -in- sixteenths. I (Drawings not to scale) 111.\‘‘ Apand p ly plates embed to both sides Teeth of truss 1. Additional stability bracing for truss system, e.g. f u diagonal or X- bracing, is always required. See BCSI. 1 2. Truss bracing must be designed by an engineer. For 0' /16 „ 1 2 3 wide truss spacing, individual lateral braces themselves 1 TOP CHORDS may require bracing, or alternative T, I, or Eliminator bracing should be considered. 4 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building all For 4 x 2 orientation, locate U A � de signerother i erection nterested supervi parties. sor, property owner and plates 0- from outside U l edge of truss. 07 -8 C6-7 C5-6 O 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each . This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI /TPI 1. Plate location details available in MiTek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED /LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted, this design is not applicable for PLATE SIZE 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 PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that l e 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 15. Connections not shown are the responsibility of others. I Indicates location where bearings 16. Do not cut or alter truss member or plate without prio (supports) occur. Icons vary but © 2006 MiTekO All Rights Reserved approval of an engineer. *MEMO reaction section indicates joint number where bearings occur. 1=10 IV 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable i environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI /TPII : National Design Specification for Metal 19 Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. ® and pictures) before use. Reviewing pictures alone i 1• k 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, PDWER rD PERFORM.”" ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII -7473 rev. 10 -'08 .. is a . *.F o Ct x a V Q • 1, 67 -11 -08 y RECEI ° a 1 15-11-08 y 16 -00 -00 1, 16 -00 -00 ). 20 -00 -00 y JUN 16 2 011 x j 7 -11 -08 ). 7 -11 -08 7 -11 -08 y 7 -11 -08 7 -11-08 y 7 -11 -08 " W 9 -11 -08 ), 10 -00 -00 y CITY OF TIGARD BUILDIN W $ 2 X 8 JOIST FRAMING BY OTHERS o x o o ro c7, d' I DRAG LOAD OF 250 PLF ON THIS TRUSS DRAG LOAD OF 250 PLF ON THIS TRUSS DRAG LOAD OF 250 PLF ON THIS TRUSS ,..1 a.. P te .. �" ' v) "a G DIVISION - -�-. -. 6� w 5- ..1 ..1 O G a Cl h I Gt 5 -h I Gt - tn 14" DEEP TRUSSES a C) u C) C) F- 3 - 4 -FT 4 -FT 4 -FT t- 24" O.C. SPACING U.N.O H F" F` 1 - 4 w N LOADING 40- 10 -0 -5 4 -FT 4 -FT 4 -FT ~ I- F- I- I- F- F- I- I- ~ CHASES =1 s^ L l LL LL LL LL. LL 4 LL- LL 4 Z N N N N N N N N N ,- O FLOOR NOTES - ` o i 4 -FT 4 -FT 4-FT 0 _ _________ - - _ — o a'$ E a ALL BEAMS, RIM , OR ANYTHING ELSE - L-,.„..9., E - • NEEDED TO COMPLETE FLOOR SYSTEM = .E n g a - _ ' o` 4-FT 4 -FT 4 -FT "' TO BE SUPPLIED BY OTHERS. PROBUILD C TA ` .r. a o TO SUPPLY OPEN WEB AND TRUSS TO v ` _ ° A ` _ S p o TRUSS CONNECTIONS ONLY. p ? e .E E - : p 9 Z====a'. L 6 ' e g .1 • 4-FT 4 -FT 4-FT a ALL CONCENTRATED LOADS BEING H .- _ u _ _ - g.J 4 -FT 4 -FT 4 -FT O QQ TRANSFERED DOWN FROM ABOVE TO BE S a e 'u F e c 0 K SQUASHED BLOCKED AS TO NOT IMPOSE ANY V -. S c S _ - g u • ° ADDITIONAL LOADS ON TOP OF FLOOR TRUSSES • - 2 ° t - ; c E S - TA 4 -FT 4-FT 4 -FT o W S. 'B S . E_ B W ° E m + n 4 -FT 4 -FTA 4 -FTA o 9 ALL FLOOR TRUSSES THAT HANG INTO A BEAM, - - o RIM, OR GIRDER ARE HELD BACK 1/4" FOR A m °' n ° 5 1/2" X 12" G (ON) o m FIELD ADJUSTMENT. IF INTO BEAM ON BOTH F >: c`_ E 'E = s W E 2 a _ Ii o _ Q o ENDS, THEN HELD BACK A 1!4" ON EACH END L c ° 5 g 3 N 0 n 4 -FT 4 -FT 4-FT I-- --- c - — = - -� c ° a - s ^:Es o ° Q o ° CAUTION* PLUMBING MARKERS ARE AN y a u c � • E f - Q 11 -FT I 11 -FT STAIR Q =4 < 8 - °i a .9 a- 9 11 -FT m APPROXIMATE LOCATION ONLY AND NEED TO 5 c ° 0' m N F IELD VERIFIED BY INSTALLER. BUILDER TO F F" u ' -- ° ^ ,t -t ° 2 "` E Q M 16-FT i _ OPE =NING 1- VERIFY THAT FLOOR TRUSSES DO NOT I X 20 - F cc 1- INTERFERE WITH PLUMBING DROPS. 16 -FT T- I 16 -FT LJS46 16-FT 1- CAUTION NEVER CUT, SAW, DRILL, OR MODIFY /-k STAIR FLOOR TRUSS WITHOUT THE APPROVAL OF E..{ C 16-FT DPENINL 16 -FT STAIR 16 - v_ O PROBUILD TRUSS DEPT. �i OPENIN 2 /� ._ 6 _ a ALL 2X6 STRONGBACKING MUST BE INSTALLED H "~ 16 -FT OPENIN 1. 16 - 16 -FT r ON EDGE AT 10' ON CENTER AND FASTENED WITH O 00 CO I - - s 3 -16d NAILS. STRONGBACKS TO BE ATTACHED r i L � TO WALLS AT THIER ENDS OR RESTRAINED BY ' 16 -FT 16 _ - 16 -FT w o OTHER MEANS. Q a 16 - LusaE _ ¢ L a m o ,40 6 -FT _ =� \ 9 F . F 6-FT 2 ET L LL -i H F- 1- F- f- H L WA DO NOT INSTALL TRUSSES BACKWARDS �-+ M ,6 u '-, i' Mk' ! - A N n 11 w L w u1 o O OR UPSIDE DOWN. FOLLOW LAYOUT 00 O V N • N N ■-- M M M CO VI Q ON h LI r 14 - 8 -FT 14 -FT � -"" LUS13. OTY a 4 ° W CC , : r- Z E =- - all i I _ \ 7 F _ ___-.H. a �i I 3 1/2" X 14" LSL (UP) C4 CC O S.' 13 -FT • 51/2 "X14 "PS 13 - LUS16 -Q"Y6 2- 0 -00 � &" N Ts I i , - I DORMER ABOVE _ -X "i 3 1 /2" X 14" LSL (UP) O CS G Q\ x II 12 -FT 12 - J -' , ROOF FRAMING ROOF FRAMING _ .••I __ a II - I MISC. ITEMS B. iii v) w li - -- 12rt L__ __- ROOF FRAMIN E _ y __ it 51/2" x 161/2" G (UP) I s 1/2" x 1s�72 (uPJ II 2 -ou -oo 360 FT. OF RIM JOIST z 2'0u -00 h L1 I ��----- --- - -- 7 . w 3 Imo____ OOF FRAMIN _ _ _ �i a ¢ Y j - - 3 1 "LSL (UP) S 1 9E C 1 -on -001 -0,00 ( ) ____ -__� 31/2 "X1 "Lac(ur) HANGERS ,,, , Q Q " UNIT BM UNIT C UNIT B UNIT A LUS46 - 22 : - LOT 53 LOT 54 LOT 55 LOT 56 .t `" IMAIN FLOOR FRAMING PLANT . m ° a 10 -04 -08 5 -06 -08 5-09 -08 4 4 1 7 -08-00 To 5 - - 10 -04 -OB ° 8 -07 -OS ( 11 -04.0 y , •p- 7L 67 -11 -08 JL , U 2`' I � � 1 x E A ct r tos ir— s a - a = a a Cl) p 4 _ o 3:4o FA P. RT -1 .> ...., ;� - s- CI) • d • V k 67 -11 -08 RECEIVE 0 cA ), 15 -11 -08 b 16 -00 -00 y 16 -00 -00 j. 20 -00 -00 l JUN 16 2011 w x 7 -11 -08 7 -11 -08 7 -11 -08 7 -11 -08 7 -11 -08 7 -11 -08 1 9 -11 -08 10 - - CITY OF TIGARD BUILDING DIVISION w E- '''t • I 2 X ": JOIST FRA ING BY OTH g o o H R ,..i O V: O M Q ri t t V, V, ` r . ■J . `/J DRAG LOAD OF 250 PLF ON THIS TRUSS DRAG LOAD OF 250 PLF ON THIS TRUSS DRAG LOAD OF 250 PLF ON THIS TRUSS a — — 0. a w d z /n ;,_, . II I to.aaa`a�o 4 FT II 4 -FT II 4 -FT I 24 O C SP NG U N O. CHASES = 16" FLOOR NOTES ALL BEAMS, RIM , OR ANYTHING ELSE NEEDED TO COMPLETE FLOOR SYSTEM H • F A F A C1:1 CO uL LOADING " 40 0 - 5 4 FT II 4 FT II 4 FT I F,-.4.f. V F H 11 11 � LL ? N N N N r j 4 FT II 4-FT II 4 -FT I a -- 5 g e _ ` ❑ . o y �.r c _ _ • m 4 -FT II 4 -FT II 4 -FT I a TO BE SUPPLIED BY OTHERS PROBUIL ' _ O T O S OPEN WEB AN TRUSS TO u=.2'74="5".72213!. - T RUSS CONNECTIONS ONLY. p ' _ - _ y 3 E - e 2 p 4 II 4 II 4 - FT ' _ ALL CONCENTRATED LOADS BEING z .4 e ENDS T ERED DOWN FROM ABOVE TO BE 5 a a ` t= a 4 -FT II 4 -FT II 4 -FT 11111 SQUASHED BLOCKED AS TO NOT IMPOSE ANY = h c _ e O A DDITIONAL LOADS ON TOP OF FLOOR TRUSSES U ° v - : = _ E :-.`•c: I 4 - FT 'I 4 - FT II 4 - FT ' o m° ° g' E n • , ' _ ° ALL FLOOR TRUSSES THAT HANG INTO A BEAM, v� - e E „ y EA Q I 5 - 4 it 4 - FTA I R 5 - I o o RIM, OR GIRDER ARE HELD BACK 1/4" FOR `L 8 . J h :. a' n ay o II % 1'. - II .3 9Q6° _ , 2 Q B ,p 4 I'-' v � 'i 11 -FT 0- 2 G 1 o o ENDS, THEN HELD BACK A 1 ON EACH < ' � c s g F o I 0I. I` . �.� I m- m m =1 m II v h e co � t - o 11 - FT � Ii � y I � II 11-FT i .:q c. 4 _ - v I d � II O S) cp . 11 - � o '4 y "' -L c� uE CAUTION. PLUMBING MARKERS ARE AN 4 I 11 - a aI I II v Il 1 -FT �I T AIR ° APPROXIMATE LOCATION ONLY AND NEED TO FF ° 1i ° 5 IIN x o_ D I) 0 FIELD VERIFIED BY INSTALLER. BUILDER TO PEN , - I�' x v 1 - x �I 1 D VERIFY THAT FLOOR TRUSSES DO NOT d - 11 -FT ° = I ; `�� 11 -FT INTERFERE WITH PLUMBING DROPS. 1 T - i 16 -FT I - �_ I• NEVER CUT, SAW, DRILL, OR MODIFY O STAIR $T ' = CAUTION' V OO 16 - STAIR I 0 FLOOR TRUSS WITHOUT THE APPROVAL OF [� 1 -FT is PENINe •PENINe 6 -FT I OSTA ' Z PROBUILDTRUSSDEPT. ~ Z o 0 11 —I —I∎ J p ' ~ I` ' I a ALL 2X6 STRONGBACKING MUST BE INSTALLED ,--1 LL 6 - I N ON EDGE AT 10' ON CENTER AND FASTENED WITH y 00 16 - ' ^ ' " 16 - I NALS T T H R ATT T3-16d WALLS I SA THIER RGBACKS ENDS O S O ACHED BY ' 4 - FT I �' 8 - FT If 4 I LU w p OTHER MEANS. a m �Q �+ O U O 4 -FT a aII 4-FT II 4-FT 'I 2 LL LL LL t- H _ 1 LL OJ WARNING: DO NOT INSTALL TRUSSES BACKWARDS ..,043' M r., -' I .� N N n M M ) o O OR UPSIDE DOWN FOLLOW LAYOUT mn j } 12-FT t 4 FT II i t - 12-FT 1 C uSa a_ . I a o w E '-+ ,� Z i 1 e: - =-=_ eC p S 31/2 "X14 "LSL(UP) - 12 -FT a 5 12" X 14" P�L Ill 3 12" X 1 4 " LSL (UP) 12 -FT I 412 FT I - I 6 - .1 6 2 MISC. ITEMS B.O U N C I I 1 - I I 6 1 I 3 12" X 14" LSL UP FT. OF RIM JOIST 00 RS p N DORMER ABOVE 1 I ) ,y a 12 -FT 12 -FT ROOF FRAMING n � 1 ROOF FRAMING rl C> 04 n��raa I i r." I 2 z ROOF FRAMIN I I 5 12" X 16 1/2" GL (UP) II 2 -0u -00 ; Oo ° �I HAN F __ "OOF FRAMING. LUS46 - 31 - a o m 1 -On -00 3 1/ '" 1 LSL (UP) • I U 3 1/2" X 1 LS �' ) - UNIT BM UNIT C UNIT B UNIT A I UPPER FLOOR FRAMING PLAN nI 4 LOT 53 LOT 54 LOT 55 LOT 56 R a d cu 14 10 - - 5 - - 2. 5 -09 -08 ° 7 -08 -00 9 5 -06 -08 10 -04 -08 o 8 -07 -08 11 -04 -00 f"' of' .A. 4 o f T '( O L 67 -11 -08 r"C E ('d J ❑ W tY GA a. e RT - 1 {' C' - t .' r y • ,l 41 -00-00 y y 7 -00 -00 j, 34 -00 -00 y �.., -€8r �. . 11 p A I SH EAR LOAD 25 11 IF ' Alm" ,/ ._ _ . - _ ` _ _. - -_ 4445._ - - 44 O .< 11: O 2 A2 o , III o {7 A2 a on 0 t ( T' ' ' a wm■_____NO / IA2 . ... . d o 2 co im- - A2 1 Iy:07 _ =\ 11 11 Tf ---------4' m 1 I ii ( A3 o CFO �, A3 -10 :. A4 .. -� ... 1 Kl r .Y 81 SHEAR LOAD 250 x 'I ti . ... 7], - KZ B2 r;I D I g v B2 K2 o IV N 82 n ` ? cn _- ' b 0 0 82 i b B2 1_ B2 a z N i B2 x, me ._,.. ,v. . a r ° 1 -a a, I �� j� C1 SHEAR LOAD 250 m A I0, N • : - O 0 z: O NJ P' 1 I C2 g LI11S24^QT C C3 • O C3 - li A a = m ,. I I a D C3 % o ES 7n om C3 O N :— H L7 ES D ., { m o,4 lil ' O H C3 , A C3 C4 =Dl SHEAR LOAD 250 L - - 1 -5 m. '• D2 D . n' LUS24 QTY - ' D2 a , I I a ® f _ D3 , [ ''.1 i ., J2 �i 1I x m" D3 § b J2i m y D3 N !J 3 b .. O D3 N { 9 .. .. :.. ... . - .. .. .. T J2 I ., N D 3 tr! E I _..,....... _ ri Jag: r,.- , °•a ,a'. » . . ,,:, w� g "s A- t... – �.d.�. ..R7' ..._. :y '"t' .11 n4 SHEAR LOAD 250 �'" `� a ry ; , eia r) C C , 4 -00 -00 1 , 38 -00 -00 0 z ( . 42 -00 -00 I d lye _ t vpi, z. ` 1 S ' € THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. TRUSS LOADING 15877 SE 98th Ave These trusses are designed as individual building , i s i '' „ d components to be incorporated into the building design TCLL (PSF): 25 Clackamas, OR 97015 at the specification of the building designer. See the pp individual design sheets for each truss design identified TCDL (PSF): 7 Phone: 1-503-557-8404 on the placement drawing. The building designer is BCLL (PSF): 0 responsible for temporary and permanent bracing of the aal BUILDER: Summer Creek Phase II DATE SCALE: �TTS roof and floor system and for the overall structure. The BCDL (PSF): 10 ' t7 Creek 05/19/2011 1' 1 t7 design of the truss support structure including headers, TL (PSF): 42 beams, walls, and columns is the responsibility of the W ind Speed: 105 PROJECT: DRAWN BY: Vilas G. JOB #: B1106181 -B building designer For general guidance regarding ii Buld ng 16 Roof bracing, consult "Bracing of wood trusses" available LL DEFL: L/240 from the Truss Plate Institute, 583 D'Onifrio Drive; ADDRESS: Ti gard Madison, WI 53179