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Report (4) M"0" - 0006 1/08 SW s.not. REC EI M 5 T �01� - 00065 dos`n Svr S eae D � .� , a 1-46r -coo t:6 ih 90 S �t MAR 19 2013 T o , - DvD 6 11 4 6 5 `" riS C 3 ITI'OFTIGARD _ BUILDING DIVISION CONSULTING LLC DrJ Consulting, LLC 6300 Enterprise Lane Madison, Wisconsin, 53719 Re: B1301888 MiTek 20/20 7.2 Pulte Summer Cr.ek bldg 19 roof The truss drawing(s) referenced below have been prepared by DrJ Consulting, LLC under my direct supervision based on the parameters provided by ProBuild (Clackamas). Pages or sheets covered by this seal: 16444486 thru16444513 My license renewal date for the state of Oregon is December 31, 2013. Important Notice: The accuracy of the Truss Design Drawings relies upon: 1. Accurate metal plate connector design values as published by MiTek. 2. Accurate design values for solid sawn lumber. Design values (E, Emin, Fb. Fc, Fcperp, Ft, and Fv) for solid sawn lumber and approved, grade stamped, finger jointed lumber shall be as defined by the grade stamp prior to cross cutting and in accordance with the published values of lumber rules writing agencies approved by the Board of Review of the American Lumber Standards Committee in accordance with the latest edition of ANSI/TPI 1 Section 6.3. City of Tigard A. •rove • Plans By WA Date t° � ��5 85525PE 1/ OREGON OFFICE COPY `iOSEP14 RE�` FJ _, 31/2013 February 27,2013 Ryan J. Dexter, P.E. The seal on these Truss Design Drawings indicates acceptance of professional engineering responsibility for the design assumptions as defined on this truss design drawing, solely for the truss component(s) depicted. The design assumptions, loading conditions. suitability and use of this component for any particular building is the responsibility of the building designer or owner of the trusses. per ANSI /TPI 1. The responsibilities and duties of the truss designer, truss design engineer and truss manufacturer shall be in accord with the latest edition of ANSI /TPI I Chapter 2 unless otherwise defined by a contract agreed upon by the parties involved. Job 'Truss !Truss Type City 'Ply I Pulte Summer Creek bldg 19 roof 16444486 51301888 A01 IGABLE 2 1 i Job Reference (optional) Pro-Build Clackamas Truss, Clackamas,OR 97015 -1129, tom ' ' 7.250 s May 11 2011 MiTek Industries, Inc. Wed Feb 27 14:08:03 2013 Page 1 I D:psYpOtL_XY7VhnhSwsUJYxzgertr D_ CVFj8zPs_ woOdFyoQdzp8HHg9pBhgx9WtIFrzgvxQ 1 -o-0 19-6-0 I 39-0 -0 1 -o-0 19-6 -0 19-6 -0 Scale: 3116•=1' 5x6 6.00 112 16 17 15 i'! '\ 14 /"- --C " \-J == 18 13 ; :,{s'' - ``',51 •`\ 19 ,„-:::..1:', 20 12 , ;�.` 5x6 ; 10 =" .�--.. 22 8 -< H I 1 1 I I r 6 i % 7 -,. i I , , 26 ..-- - I I ! I I i i I ' I I `�� 27 ' -, 28 3 ..----.:P'' 1 ! ` 3 - 2 9 i'.r ! ! I 1 I _ i ;---- 30 y - d - - "L /__ /._L .1.__J. ✓__ /__L.. L._1__L._L t_.L L.. _.l.__,_ L,l_..l._t.„->l>L !._>. <_>.G . <_>t,! .L_>L1t_><_>L>.t.i/ ,_> <_ >l._>L.>c>__1_1._l_ 1_.1. 1. 1_.1_.1_.,] _ \_ Is__>- \_,.._2_ . \_ \_ 1__l,_ \ -.I a 5x12 == 5x12 57 56 55 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 5x6 I -- -..._. 39-0-0 - - -- -- - I 39-0 -0 Plate Offsets (X,Y): [2.0 2 4,Edge), [10.0-3 - _0,0 - 3- 122:0.3 - 0,0 -3-01, [30:0 2 4,Edge], [44:0 - 3-0,0 - 3 - 0] .._..... _ ._ ... . - . - . _ _______ - - - _ - _ _ - -_ _ _ ________ ._.... . _ - - - - _ _ . -- - .._ _. . - - _ - - - - LOADING (psf) SPACING 2-0-0 CSI DEFL In (loc) I /deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.50 Vert(LL) -0.00 1 n/r 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.47 Vert(TL) -0,00 1 n/r 180 BCLL 0.0 • Rep Stress Ina YES WB 0.10 Horz(TL) 0.05 43 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Wind(LL) - 0.00 1 n/r 90 j Weight: 303 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3 -0-15 oc purtins. BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 3-4-7 oc bracing. WEBS 2 x 4 DF Std G WEBS 1 Row at midpt 16-44, 15-45, 14-46. 17 -43, 18-42 OTHERS 2 x 4 DF Std G'Except' 16-44: 2 x 4 DF No.18Btr G WEDGE Left: 2 X 6 DF No.2, Right: 2 X 6 DF No.2 • • REACTIONS All bearings 39 -0-0. r (lb) - Max Horz 2= 138(LC 15) Max Uplift All uplift 100 lb or less at joint(s) 45, 47, 48, 49, 50, 51; 52, 53. 54, 55, 56, 57. 43, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32 except 2=-2053(LC 11), 30=- 2004(LC 14), 31 - 124(LC 17) Max Gray All reactions 250 lb or less at joint(s) 44, 45, 46, 47, 48, 49,.50, 51, 52, 53, 54, 55, 56, 57. 43, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32 except 2= 2197(LC 10), 30= 2106(LC 9), 31= 260(LC 28) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2- 3=- 4572/4372, 3-4 =- 4023/3919, 4-5 =- 3695/3627, 5-6 =- 3369/3338, 6-7 =3048/3049, 7-8=-2733/2771, 8- 9=- 24132489,9 -10=- 21252223,10 -11 =- 182011940,11 -12 =- 1523/1660,12 -13 =- 1222/1379,13 -14 =- 924/1101, 14- 15=- 626/826.15-16 =- 328/536,16 -17 =- 328/503, - = - 626/813, -19=- 924/1079,19 -20 =- 1222/1349, 20- 21=- 1523/1622,21 -22 =- 1820/1892.22 -23 =- 21252174,23 -24 =- 24132441,24-25 =- 27142723. 25-26= 3012/30x1, 26 Th0/S298, 27- 28=- 3646/3565, 28.29= 3973/3870, 29- 30= -4527/4374 BOT CHORD 2- 57=- 3850/4041, 56- 57n3466/35S1, 55- 56 =- 3,194/341+54 -55 =- 2927/3074, 53.54 =- 26602807, 52 -53 =- 23942541,51 -52 =- 21272274,50 -51 =- 18602007,49 -50= 1595/1742,48.49 =- 1328/1475, 47 -48 =1062/1209, 46 -47 =- 795/942, 45 -46 =- 528/675, 44 -45 =- 262/409, 43.44 =- 262/409, 42- 43=- 528/675, C EtPR A�. 36- 37= 272 22743536 =- 23942540, 34 33- 34 1 2927/3074732 -33 3167/3344 � Gt. I NE �s' ' 31- 32=- 3461 /3580,30 -31 =- 3873/4040 . c ' Y ° F 0 � � NOTES - 8 .25PE r 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05: 100mph; TCDL= 4.2psf; BCDL= 6.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed : Lumber DOL =1.33 plate grip DOL =1.33 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. OREGON • 4 4) 115.OIb AC unit load placed on the bottom chord. 19-6-0 from left end, supported at two points, 5-0-0 apart. .1- ce Li v � � -k-A' 5) All plates are 2x4 MT20 unless otherwise indicated. - '�� �1 j )".12 ' r ■ �. 6) Gable requires continuous bottom chord bearing. J 7) Gable studs spaced at 1-4-0 oc. OSEpH Q 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. C 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. RENEWAL DATE; 12/31/2013 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 45, 47, 48, 49, 50, 51, 52, 53, 54, 55, 56, 57, 43, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32 except (jt=lb) 2 =2053, 30 =2004, 31 =124. February 27,2013 12) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a total drag load of 200 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from I 14) ' Sergri(1giaRIA WbeadOlelilkhcfe tmetariAleelfomt end featproactehWm® 48eklgrtnavrlelysislAnduieslfr .tettlfadmeSheet (rev. 03 -11') before use. Design Continudti'Cn page Or use with MiTek connector plates only, This design is based only upon parameters shown. and is for an individual building component. Applicability, E of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint iti designations shown on individual web and chord members are for compression buckling only. not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities. fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/PI 1, DSB -89 and SCSI (Building Component Safety Information) available from CONSULTING ac at www.sbcindus .com. Job 1 Truss Truss Type Qty Ply 1 Pulte Summer Creek bldg 19 roof 16444486 I B1 1A01 ( GABLE 2 1 1 ' _ I i • Job Reference (optional) Pro-Build Clackamas Truss, Clackamas,OR 97015 -1129, tom 7.250 s May 11 2011 MiTek Industries, Inc Wed Feb 27 14.08 03 2013 Page 2 I D: psYpOtL_XY7VhnhSwsUJYxzgerh - D_C VFj8zPs_woOdFyoOdzp8H Hg9pBhgx9 WIIFrzgvxO LOAD CASE(S) Standard • • I A WARNING_ Verity design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev 03-11) before use. Design ' valid for use with MiTek connector plates only This design is based only upon parameters shown. and is for an individual building component. Applicability ' of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint I rpf: 1 designations shown on individual web and chord members are for compression buckling only not forbuilding stability bracing Additional temporary restraint/ t diagonal bracing to insure stability dunng construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure ' ' ' ' ' is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities. fabncation, quality control, storage, CONSULTING LLC ,. delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB -89 and BCSI (Building Component Safety Information) available from COI ®iIIYG SBCA at www sbcintlustry com. _ . Job Truss Truss Type Qty Ply Pulte Summer Creek bldg 19 roof ' 16444487 B1301888 A02 DBL. FINK 4 � 1 j Job Reference (optional) Pro-Build Clackamas Truss, Clackamas,OR 97015 -1129, tom 7.250 s May 11 2011 MiTek Industnes, Inc Wed Feb 27 1408.04 2013 Page 1 ID: Lg_ RBYLLmE? e3e7GM8z4 ?kzgeri- hBmtS39b9A6nPYCRV VxsVthOrESZwOJ5OAcJnHzgvxP -1 -0-0 7 -10-13 14-0 -0 19 -6-0 25 -0-0 31 -1 -3 39 -0 -0 40-0 -0 1 -0-0 7 -10-13 6 -1 -3 5-6 -0 5-6 -0 6-1 -3 7 -10 -13 1 -0-0 Scale: 3/16 " =1' 5x6 = 6.00 '12 6 - 2x4 3x6 6 .---"::::2-- ,i ' =. 3x6 -- 4 \\ 8 3x4 - I \._ 3x4 0 ,' 9 I i 2 . : P' j , 10 11 , ` 5x12 = 15 14 16 17 18 19 13 12 5x12 2x4 8x8 = 8x6 = 2x4 ' 7 -10 -13 14 -0-0 25 -0-0 31 -1 -3 __ _ 39 -0 -0 7 -10-13 6 -1 -3 11 -0 -0 6-1 -3 7 -10-13 Plate Offsets (X,Y): [2:0- 2 -4,Edge], [10:0- 2- 4,Edge], [13:0-2- 12,Edge], [14.0-2- 12,Edge] -- — - - -- -- - - -- - - - - LOADING (psf) SPACING 2 -0-0 CSI DEFL in (too) I /deft L!d PLATES GRIP TCLL 25 0 Plates Increase 1.15 TC 0.58 Vert(TL) -0.42 13 -14 >999 240 MT20 220/195 TCDL 10 0 Lumber Increase 1.15 BC 0.69 Vert(TL) -1.11 13-14 >418 180 BCLL 0.0 • Rep Stress Ina Yes WB 0.52 Horz(TL) 0.18 10 n/a n/a BCDL 100 Code IRC2006/TPI2002 (Matrix) Weight. 200 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 2 -2 -0 oc purl ins. BOT CHORD 2 x 4 DF No.18Btr G'Except* BOT CHORD Rigid ceiling directly applied or 2 -2 -0 oc bracing. 13 -14 2 X 6 OF No.2 WEBS 2 x 4 DF Std G'Except' 6- 13,6 -14: 2 x 4 DF No 1&Btr G REACTIONS (lb /size) 2=2008/0-5-8 (min. 0 -2 -2), 10= 2008/0 -5-8 (min. 0-2 -2) Max Horz 2=- 128(LC 6) Max Uplift 2=- 270(LC 5), 10=- 270(LC 6) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2- 3=- 3619/365, 3-4=-3040/274, 4-5=-2872/294, 5-54- 3042/421, 6-7 =- 3042/421, 7 -8 =- 2872294, 8-9 =- 3040/274, 9-10 =- 3619/366 BOT CHORD 2 -15 =- 338/3109, 14- 15=- 338/3109, 14 -16 =- 37/1964, 16 -17 =- 37/1964, 17 -18 =- 37/1964, 18 -19 =- 37/1964, 13-19=-37/1964, 12-13=-210/3109. 10-12=-210/3109 WEBS 6-13 =- 215/1333, 7- 13= 422241, 9- 13=- 591233, 9-12=0/254, 6 -14 =- 216/1333, 5-14= 422241. 314 =- 591233, 3-15=0/254 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wnd. ASCE 7 -05; 100mph: TCDL= 4.2ps1; 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) 115.01b AC unit load placed on the bottom chord, 19-6 -0 from left end, supported at two points, 5-0-0 apart. - 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads C ��--yy PR ff11 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0-0 wide will fit between the bottom chord �Y i. il ' and any other members, with BCDL = 10.Opsf. 444 f � t � / . N. 6) A plate rating reduction of 20% has been applied for the green lumber members. .9 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt =lb) 2 =270, 10 =270, 8) This truss is designed in accordance with the 2006 International Residential Code sections R502.11 1 and R802 10 2 and referenced standard ANSI/TPI 1. 1 ' s _.52 r >• 9) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASES) Standard / I OREGON ,, 4 4 ' `' 12 , 2t • -/ 'OSEp p - RENEWAL DATE: 12/31/2013 February 27,2013 f 1 a WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03 -11') before use. Design valid for use with MiTek connector plates only, This design is based only upon parameters shown. and is for an individual building component. Applicability , ' of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint / designations shown on individual web and chord members are for compression buckling only. not forbuilding stability bracing. Additional temporary restraint/ ! diagonal bracing to insure stability during construction is the responsibility of the installer Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibildies. fabncalion, quality control, storage, • delivery, erection, lateral restraint and diagonal bracing, consult ANSI/I - PI 1, DSB -89 and BCSI (Building Component Safety Information) available from CONuc SULTING LLC SBCA at www,sbcindustry.com :Job Truss Truss Type Qt y Ply Pulte Summer Creek bldg 19 roof 16444488 ,81301888 A03 DBL FINK 10 1 : Job Reference (optional) Pro-Build Clackamas Truss, Clackamas,OR 97015 -1129, tom 7.250 s May 11 2011 MiTek Industries, Inc Wed Feb 27 14:08:05 2013 Page 1 I D: Lg_RBYLLmE ?e3e7 GM8z4 ?kzgeri -AN KFgPADwUFd 1 ine3DS52E Eb2eomfTxEdgMsJjzgvxO 7 -10-13 14 -0 -0 19 -6 -0 25 -0 -0 31 -1 -3 39 -0 -0 40 -0 -0 7 -10-13 6 -1 -3 5-6-0 5-6 -0 6-1 -3 7 -10 -13 1 - Scale = 1:63.2 5x6 6.00 12 5 i r, 2x4 - - 2x4 x 4 36 3x6 • 3 3x4 3x4 2 1 • ___ - -_ �. --, � y o 5x12 = 14 13 15 16 17 18 12 11 5x12 = 2x4 8x8 8x8 2x4 I' 7 -10-13 14-0 -0 25 -0-0 _ __ __ __ 31 -1 -3 39 -0 -0 7 -10-13 6 -1 -3 11 -0 -0 6 -1 -3 7 -10 -13 Plate Offsets (X,Y): [1:0- 2 -4,Edge], [9.0- 2- 4,Edge], [12:0- 2- 12,Edge]. [13'0-2- 12,Edge] LOADING (psf) SPACING 2 - I CSI DEFL in (loc) 1/deft lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 062 Vert(LL) -0.42 12 -13 >999 240 MT20 220/195 TCDL 100 Lumber Increase 1.15 BC 069 Vert(TL) -1.12 12 -13 >415 180 BCLL 0 0 • Rep Stress Incr Yes WB 056 1 Horz(TL) 0.19 9 n/a n/a BCDL 10 0 Code IRC2006/TPI2002 - (Matrix) Weight. 198 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No 18Btr G TOP CHORD Structural wood sheathing directly applied or 2 -2 -0 oc puilins. BOT CHORD 2 x 4 DF No.18Btr G'Except' BOT CHORD Rigid ceiling directly applied or 2 -2 -0 oc bracing, 12 -13.2 X 6 DF No 2 WEBS 2 x 4 DF Std G'Except' 5- 12,5- 13 G REACTIONS (lb /size) 1= 1926 /Mechanical, 9= 2016/0 -5-8 (min. 0 -2 -2) Max Horz 1=- 138(LC 6) Max Uplift 1=- 215(LC 5), 9=- 270(LC 6) FORCES (lb) - Max. Comp. /Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -2 =- 3680/382. 2- 3=- 3070281, 3-4 =- 2903/301, 4- 5=- 3071/427, 5-6 =- 3059/422, 6-7 =- 2889295, 7 -8 =- 3057275, 8-9 =- 3635/367 BOT CHORD 1 -14 =- 355/3175, 13- 14=- 355/3175, 13- 15=- 40/1979, 15 -16 =- 40/1979, 16- 17= -40/1979, 17- 18= -40/1979, 12- 18= -40/1979, 11 -12 =- 212/3123, 9 -11 =- 212/3123 WEBS 5-12 =- 215/1333, 6-12=-422/241, 8-12=-591/233, 8-11 =0254. 5 -13 =- 220/1353, 4- 13=- 417239, 2 -13 =- 636247, 2-14=0/260 NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf, BCDL= 6.Opsf, h =25ft; Cat II: Exp B; enclosed, MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 3) 115.OIb AC unit load placed on the bottom chord, 19-6-0 from left end, supported at two points, 5-0-0 apart. - -- 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads ' G0 PRQ� 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0-0 wide will fit between the bottom chord 4G it '� {, and any other members, with BCDL = 10.Opsf. '�k G 1N C w 6) A plate rating reduction of 20% has been applied for the green lumber members - t, FR C 7) Refer to girder(s) for truss to truss connections, 8) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 lb uplift at joint(s) except gt=lb) 1 =215, 9 =270. ( r 8 - .25PE ' 9) This truss is designed in accordance with the 2006 International Residential Code sections R502 11 1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss LOAD CASE(S) Standard '�.. v OREGON ,� 40 T ( u �`12,P -- -k- "OSEPH O RENEWAL DATE: 12/31/2013 February 27,2013 f • A WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev 03 -11') before use Design valid for use with MiTek connector plates only. This design is based only upon parameters shown. and is for an individual building component Applicability E of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint iwi designations shown on individual web and chord members are for compression buckling only. not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses For general guidance regarding design responsibilities. fabncation, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSIrtPI 1, DSB-89 and BCSI (Building Component Safety Information) available from CONSdLflNG ac SBCA at www,sbcindustry corn, 1Job I Truss Truss Type Qty , Ply Pulte Summer Creek bldg 19 roof 16444469 ,B1301888 A04 GABLE 2 1 Job Reference (optional) Pro-Build Clackamas Truss, Clackamas,OR 97015 -1129. tom 7,250 s May 11 2011 Mi'Tek Industnes, Inc Wed Feb 27 14'08'07 2013 Page 1 - ID: psYpOtL_ XY7VhnhSwsUJYxzgerh- 6mR? 54BUS5VLG0x0BeVZ7fJzHSVN7UgX48rzOczgvxM -1 -0 -0 19-6 -0 39 -0-0 40-0 -0 1 -0-0 19 -6-0 19 -6-0 1 -0-0 Scale 3/16 " =1' 5x6 6.00 112 16 17 15 14 ' 18 13 ' -�"�- 1 1 19 20 5x6 11: 1 t - 22 9 - :'�i 8 111 7 (. , , ' - 25 . 26 I i 27 "., =. , I I i I I 4 i w 28 3 II 1 I i 29 I i I- 5x12 5x12 58 57 56 55 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 5x6 39 -0-0 39-0-0 Plate Offsets (X,Y): [2:0-2-4,Edge], [10.0- 3- 0,0 -3-0], [22:0- 3 -0,0 -3 -0], [30:0- 2- 4,Edge], [45'0- 3-0,0 -3 -0] - - LOADING (psf) SPACING 2 -00 CSI DEFL in (IOC) Ildefl lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.50 Vert(LL) 0.00 30 nlr 180 MT20 220/195 TCDL 10 0 Lumber Increase 1.15 i BC 0.46 Vert(TL) 0.00 30 nil' 160 BCLL 0 0 ' Rep Stress Incr YES WB 0.10 Horz(TL) 0.05 44 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Wnd(LL) 0.00 31 nlr 90 Weight: 304 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No 18Btr G TOP CHORD Structural wood sheathing directly applied or 3-0-15 oc pudins BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 3-4-12 oc bracing. WEBS 2 x 4 OF Std G WEBS 1 Row at midpt 16-45, 15-46, 14-47, 17-44, 18-43 OTHERS 2 x 4 DF Std G'Except' 16 -45: 2 x 4 DF No 18Btr G WEDGE Left 2 X 6 DF No.2, Right 2 X 6 DF No.2 REACTIONS All bearings 39 -0-0. (Ib) - Max Horz 2=- 128(LC 17) Max Uplift All uplift 100 lb or less at joint(s) 46, 48. 49, 50, 51, 52, 53, 54, 55. 56, 57, 58, 44, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32 except 2=- 2055(LC 11), 30=- 2040(LC 18) Max Gray All reactions 250 lb or less at joint(s) 45, 46, 47, 48, 49, 50, 51, 52, 53, 54, 55, 56, 57, 58, 44, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32 except 2= 2197(LC 10), 30= 2197(LC 9) FORCES (Ib) - Max. Comp /Max. Ten. - All forces 250 (Ib) or less except when shown TOP CHORD 2-3=-4568/4375, 3-4=-4019/3923, 4- 5=- 3691/3631, 5-6 =- 3365/3342, 6-7 =- 3043/3060, 7 -8 =- 27272782. 8-9=-2413/2500, 9-10=-2125/2233, 10- 11=- 1820 /1951,11 -12 =- 152311671,12 -13 =- 1222/1389,13 -14 =- 924/1111, 14-15=-626/836, 15-16=-328/547, 16-17=-328/513, 17-18=-626/824, 18-19=-924/1090, 19-20=-1222/1359, 20- 21=- 1523/1632. 21 -22 =- 1820/1896, 22- 23=- 21252178, 23- 24=- 24132445, 24 -25 =- 27142727. 25 -26 =- 3012/3005,26 -27 =- 3310/3293,27 -28 =- 3636/3582,28 -29 =- 3964/3874,29 -30= 4513/4372 BOT CHORD 2 -58 =- 3851 /4056,57 -58 =- 346113596,56 -57 =- 3194/3356,55 -56=- 2927/3089,54 -55=- 26612823, 53 -54 =- 23942556, 52-53=-2127/2289, 51-52=-1861/2023, 50 -51 =- 1595/1757, 49 -50 =- 1329/1491, • 48 -49-- 1062/1224, 47-48=-795/957, 4647 =- 5291691, 45-46=-262/424, 4445 =- 262/424. 43 -44 =- 529/691, C c� P n 37-38=-2127/2289, 36- 37'�23942555� 35-36=-266112822, 34-35=- 3 =3194/3355, • " t n.t1 G]N ' 4SS • 32-33=-3461/3622, 30-32 =- 3851/4055 �( VS_ F9 9 . NOTES $ 5PE r 1) Unbalanced roof live loads have been considered for this design. 2) Wind' ASCE 7 -05: 100mph; TCDL= 4.2psf; BCDL= 6,Opsf, h =25ft; Cat. II, Exp B; enclosed; MWFRS (low -nse) gable end zone; cantilever left and nght 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. . OREGON Q' 4) 115.01b AC unit load placed on the bottom chord, 19-6 -0 from left end, supported at two points, 5 -0-0 apart 4- d vV + �,r 5) All plates are 2x4 MT20 unless otherwise indicated 9A' C/4 � !. 2 +��1�� - 6) Gable requires continuous bottom chord beanng. 'Y � 7) Gable studs spaced at 1-4-0 oc. � SEP� 8) This truss has been designed for a 10.0 psi 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. RENEWAL 10) A plate rating reduction of 20% has been applied for the green lumber members RENEWAL n DATE: 12/31/2013 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 46, 48, 49, 50, 51, 52, 53, 54, 55, 56, 57, 58, 4.4, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32 except (jt =lb) 2 =2055, 30 =2040. February 27,2013 12) This truss is designed in accordance with the 2006 International Residential Code sections R502,11,1 and R802 -102 and referenced standard ANSIITPI 1. 13) This truss has been designed for a total drag load of 200 plf. Lumber DOL= (1.33) Plate gnp DOL= (1.33) Connect truss to resist drag loads along bottom chord from r ■ 14) "SerpKigidh(Atd1b8 Icee tepdeeahtpeelsHdaIsB.the/ end tm7rsDOdItiSWaaasgkekigrtIteaMatyarefamdiztelip DEEfiedmaSheet (rev. 03 -11') before use Design ContinudC`4n p®@9 Err use with MiTek connector plates only. This design is based only upon parameters shown. and is for an individual building component. Applicability , ; of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ I diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stabdny bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities. fabncation, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/7P11, DSB -89 and BCSI (Building Component Safety Information) available from CONSULTING LL C SBCA at www.sbcindustry com. !Job Truss [Truss Type Qty !Ply i Pulte Summer Creek bldg 19 roof 16444489'1 161301888 1A04 GABLE 2 ! 1 :Job Reference (optional) I Pro-Build Clackamas Truss, Clackamas,OR 97015 -1129, tom 7.250 s May 11 2011 MTek Industries, Inc, Wed Feb 27 14:08.07 2013 Page 2 I D:psYpOtL_XY7 VhnhSwsUJYxzgerh 6mR ?54 BU S5VLGOxOBeVZ7fJzHSVVt7 UgX48rzOczgvxM LOAD CASE(S) Standard ■ a WARNING - Verily design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03.11') before use. Design valid for use with MiTek connector plates only This design is based only upon parameters shown. and is for an individual building component. Applicability • a r - t of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint • designations shown on individual web and chord members are for compression buckling only. not forbuilding stability bracing. Additional temporary restraint/ • diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses For general guidance regarding design responsibilities, fabrication, quality control, storage, c p//� delivery, erection, lateral restraint and diagonal bracing, consult ANSITTPI 1, DSB -89 and BCSI (Building Component Safety Information) available from CONSULTING QNSVL ac SBCA at www sbcindustry com, —. - -- ._,_ . „Job I Truss Truss Type lOty Ply Pulte Summer Creek bldg 19 roof • 16444490 181301888 x,801 GABLE 2 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129, tom 7.250 s May 11 2011 MiTek Industries, Inc. Wed Feb 27 1408:09 2013 Page 1 I D: ieoKEFPUbmdxAP ?D9hZFinzgerd- 28ZmVmDk_il3 WJ4 PI3X 1 C4OJ EF DIbOAgYSK3S UzgvxK -1 -0 -0 18 -0 -0 36-0 -0 37 -0 -0 1 -0-0 18-0-0 18-0 -0 1 -0-0 Scale = 1:59.6 54 6 00 12 15 14 16 13 - '9 1 7 11 - 19 3x6 10_,...-;:l.--. . l 20 3x6 g 9 I 21 22 c , 6 - - - -. C' 24 5 _ - 25 I 5x12 = 5x12 =_ 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 5x6 36 -0-0 _ _ _ 36 -0 -0 Plate Offsets (X,Y): [2.0-2- 4,Edge] [28 :0- 2- 4,Edge], [410-3-0,0-3-01 LOADING (psi) SPACING 2 -0-0 CSI , DEFL in (IOc) I /deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1 15 TC 047 Vert(LL) 000 29 n/r 180 MT20 220/195 TCDL 10 0 Lumber Increase 1.15 BC 0.43 Vert(TL) 0.01 29 n/r 180 BCLL 0 0 • Rep Stress Incr YES WB 0 10 1 Horz(TL) 0 04 40 n/a n/a BCDL 10 0 Code IRC2006/TPI2002 (Matnx) I Wind(LL) 000 29 n/r 90 Weight, 266 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No 18Btr G TOP CHORD Structural wood sheathing directly applied or 3 -2 -13 oc purlins. BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 3-6-6 oc bracing_ OTHERS 2 x 4 DF Std G WEBS 1 Row at midpt 15-41, 14 -42, 16-40 WEDGE Left: 2 X 6 DF 1600F 1.6E, Right' 2 X 6 DF 1800F 1-6E REACTIONS All bearings 36-0-0 (lb) - Max Horz 2= 120(LC 16) Max Uplift All uplift 100 lb or less at joint(s) 42, 44, 45, 46, 47, 48, 49, 50. 51, 40. 38, 37. 36, 35, 34, 33, 32, 31 except 2=- 1868(LC 11), 52=- 109(LC 16), 30=- 108(LC 17), 28=- 1871(LC 18) Max Gras All reactions 250 lb or less at joint(s) 41, 42, 43. 44, 45, 46, 47, 48, 49, 50, 51, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31 except 2= 2053(LC 10), 52=320(LC 25),30= 320(LC 28),28= 2053(LC 9) FORCES (lb) - Max Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2- 3= -4204/4073, 3-4 =- 3382/3328, 4- 5=- 3063/3036, 5-6=- 27392755, 6-7 =- 24242476, 7- 8=- 21182198, 8-9 =- 1897/1934,9 -10 =- 1820/1919,10 -11 =- 1521/1641,11 -12 =- 1223/1362,12 -13 =- 925/1084,13 -14 =- 627/809, 14- 15=- 333/496,15 -16 =- 333/493,16 -17= -627/797,17 -18 =- 925/1062,18 -19 =- 1223/1332,19 -20 =- 1521/1602, 20- 21=- 1820/1872,21 -22 =- 1854 / 1884,22 -23 =- 21182148,23 -24 =- 24162427,24 -25 =- 27142705, 25- 26=- 30132993,26 -27 =- 3332/3284,27 -28 =- 4155/4029 BOT CHORD 2 -52 =- 3570 / 3753, 51 -52= -2928 /3086,50 -51 =- 26342820,49 -50 =- 23942553,48 -49=- 21282286, 47-48=-1861/2020, 46-47=-1594/1753, 45-46=-1328/1486, 44-45=-1061/1220, 43-44=-794/953, 42-43=-528/686, 41- 42=- 261/420, 40- 41=- 261/420, 39-40 =- 528/686, 38 -39 =- 794/953, 37- 38=- 1061/1220, 36- 37=- 1328/1486, 35- 36=- 1594/1753, 34-35=-1861/2020, 33-34=-2128/2286, 32-33=-2394/2553, 31 -32 =- 26342820, . 30-31=-2928/3086, 28-30=-3548/3753 '' ns 4 O PR /1pf 1) NOTES Unbalanced roof live loads have been considered for this design. .^ L , s� ' . 2) Wind. ASCE 7 -05; 100mph; TCDL =4 2psf; BCDL= 6.Opsf; h =25ft; Cat. II; Exp 8; enclosed, MWFRS (low -rise) gable end zone; cantilever left and right exposed ; v Lumber DOL =1.33 plate gnp DOL =1.33 ; 5 - - 9 C 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. �. 4) 115.01b AC unit load placed on the bottom chord, 18-0 -0 from left end, supported at two points, 5 -0-0 apart. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. , � f (r 7) Gable studs spaced at 1 -4-0 oc. '... � v l 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, ,'' 71 6 t y 2 , 2 . y� n 11 `" 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 /(/ r/ 0V and any other members. OsEpH 10) A plate rating reduction of 20% has been applied for the green lumber members. �C 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 42, 44, 45, 46. 47, 48, 49, 50, 51, 40, 38, 37, 36, 35, 34, 33, 32, 31 except (jt =lb) 2 =1868, 52 =109, 30 =108, 28 =1871. RENEWAL 12) This truss is designed in accordance with the 2006 International Residential Code sections R502 11.1 and R802.10.2 and referenced standard ANSI/IPI 1. RENEWAL DATE 12/31/2013 13) This truss has been designed for a total drag load of 200 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0 -0 -0 to 36 -0 -0 for 200.0 plf February 27,2013 14) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. i ■ 1k WARNING • Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev 03-11) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown. and is for an individual building component Applicability Z of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer Lateral restraint designations shown on individual web and chord members are for compression buckling only. not forbuilding stability bracing Additional temporary restraint/ diagonal bracing to insure stability dunng construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses For general guidance regarding design responsibilities, fabncation, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB -89 and BCSI (Building Component Safety Information) available from CONSULTING L LC SBCA at www sbandustry.com Job Truss Truss Type !Ory Ply Pulte Summer Creek bldg 19 roof I 16444491 81301888 '802 DBL. FINK 7 1 : 1 1 Job Reference (optional) Pro-Build Clackamas Truss, Clackamas,OR 97015 -1129, tom 7.250 s May 11 2011 MiTek Industnes, Inc Wed Feb 27 14'08'10 2013 Page 1 I D:Aq MiRbP6M4InnZaQjP4U F? zgerc- WL78j6EMI0tw7Ttbsm2GllxVkfT3KkXzm63d _xzgvxJ -1 -0 -0 6-3 -12 13-0 -0 18 -0-0 23 -0-0 29-8 -4 36-0 -0 37 -0 -0 1 -0-0 6 -3-12 6 -8 -4 5-0-0 5-0 -0 6-8-4 6 -3-12 1 -0 -0 Scale = 1:59 3 5x6 6.00 12 6 2x4 -`� 2x4 3x6 ;r 3x6 4 ° 3x4 -2 " - - ...„, 3x4 3 • i "?- 1 10 4 ^ 5x10 - 15 14 16 17 13 12 5x10 2x4 ' 8x8 8x8 2x4 6 -3 -12 13-0-0 23 -0-0 29 -8-4 36-0 -0 6 -3-12 6 -8-4 10-0 -0 6-8-4 6 -3-12 Plate Offsets (X,Y). [2:0- 2- 1,Edge], [10:0-2- 1,Edge]. [13:0-2- 12,Edge], [14'0-2- 12,Edge] - - -- -- - -- - - -- — - - - -- - - - - -- - -- - - -- LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.43 Vert(LL) -0.30 13 -14 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.81 Vert(TL) -0.82 13 -14 >523 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.54 Horz(TL) 0 16 10 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matnx) Weight: 185 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&BIr G TOP CHORD Structural wood sheathing directly applied or 3 -3 -13 oc pudins. BOT CHORD 2 x 4 OF No.1&Blr G'Excepr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 13 -14:2 X 6 DF No.2 WEBS 2x4 DF Std G REACTIONS (lb /size) 10= 1843/0 -5-8 (min. 0- 1 -15), 2= 1843/0-5 -8 (min. 0-1 -15) Max Horz 2=- 120(LC 6) Max Uplift 10=- 249(LC 6), 2=- 249(LC 5) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 3344/337, 3-4=- 2773241, 4- 5=- 2670/253, 5-6=- 2770/385, 6-7 =- 2770/384, 7- 8=- 2670/253. 8 -9 =- 2773/241, 9-10 =- 3344/337 BOT CHORD 2- 15=- 3242883, 14-15=-324/2883, 14 -16 =- 26/1786, 16- 17=- 26/1786, 13 -17 =- 26/1786, 12 -13 =- 2052883, 10-12=-205/2883 WEBS 6-13 =- 203/1222, 7-13=-451/255, 9-13=-566/221, 6-14=-203/1222, 5-14=-451/255, 3-14=-566/220 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf, BCDL= 6.Opsf: h =25ft: Cat. It; Exp B: enclosed; MVVFRS (low -rise) gable end zone; cantilever left and nght exposed ; Lumber DOL =1.33 plate grip DOL =1.33 3) 115 Olb AC unit load placed on the bottom chord, 18 -0-0 from left end, supported at two points, 5 -0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 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 =lb) 10 =249, 2 =249 - C, • ' E0 PR fl- • - 8) This truss is designed in accordance with the 2006 International Residential Code sections R502.11 1 and R802.10.2 and referenced standard ANSI/TPI 1. L +� 9) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. Bt I� k ` G IN • ' / ' ' LOAD CASE(S) Standard L_ .�y Lt . 85 5P r ' • • a OREGON N i 0 . T4 ° 0'12 `l '}� RENEWAL DATE: 12/31/2013 February 27,2013 • ■ A WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11') before use Design ! valid for use with MiTek connector plates only. This design is based only upon parameters shown. and is for an individual building component. Applicability / I of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer Lateral restraint , C des shown on individual web and chord members are for compression buckling only. not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability dunng construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses For general guidance regarding design responsibilities, fabncation, quality control, storage, A�f delivery, erection, lateral restraint and diagonal bracing consult ANSI/TPI 1, DSB -89 and BCSI (Building Component Safety Information) available from CONSULTING tic SBCA at www sbandustry.com. Job 'Truss Truss Type Qty 'Ply Pulte Summer Creek bldg 19 roof • 16444492 61301888 C01 'GABLE '1 1 , I Job Reference (optional) Pro-Build Clackamas Truss, Clackamas,OR 97015 -1129, tom 7.250 s May 11 2011 MiTek Industnes, Inc. Wed Feb 27 1408 12 2013 Page 1 - I D:AgMiRbP6M4InnZaOj P4UF ?zgerc -SjF u8oFcHd7eNnp _B4kgj0pRTFSocCGE OYk3pzgvxH -1 -0-0 18-0 -0 34 -0-0 35-0 -0 1 -0-0 18-0 -0 16-0-0 1 -0 -0 Scale = 1 ,59.3 4x4 - 600 X 12 13 12 [` 14 11 15 5x6" 10 9 = j 17 5x6 8 ^'1 -- 18 _ 19 w 6 .. -fa ! I , 20 21 23 5x10 - 3 _ 24 Q 1 nr J - l : - _ ''' - ,. i1 _ - - ( 5x12 50 49 48 47 46 45 44 43 42 52 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 5x6 = 4x6 8x8 = 34 -0 -0 34-0-0 Plate Offsets (X,Y)• [2•0- 4- 11,Edge], [8'0-3- 0,0 -3-0], [18 0- 3- 0,0 -3-0], [24:0- 2- 8,0- 1 -12]. [27:0- 3- 0,Edge], [28:0- 3- 4,0 -2 -0], [39'0-3- 0,0 -3-0] LOADING (psi) SPACING 2 -0-0 CSI DEFL in (loc) 1 /dell Lid PLATES GRIP TCLL 25 0 Plates Increase 1.15 TC 0.48 Vert(LL) 0 00 25 n/r 180 MT20 220/195 TCDL 10.0 Lumber Increase 1 15 BC 0 43 Vert(TL) 0.00 25 rift 180 BCLL 0.0 ' Rep Stress Ina YES WB 0 66 1 Horz(TL) 0 04 38 n/a n/a BCDL 10 0 Code IRC2006/TPI2002 (Matrix) � Wnd(LL) 000 25 n/r 90 Weight' 260 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 -10 oc purlins, except end verticals BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 3-6-4 oc bracing. WEBS 2 x 4 DF Std G'Except' WEBS 1 Row at midpt 13 -39, 12 -40, 14-38 25- 27,13- 39,24 - 28,24 -27: 2 x 4 DF No 1 &Btr G OTHERS 2 x 4 DF Std G WEDGE Left. 2 x 4 DF No.1 &Btr REACTIONS All bearings 34-0-0. (lb) - Max Horz 2 =147(LC 15) Max Uplift All uplift 100 lb or less at joint(s) 40, 4 1 , 43, 44, 45, 47.48, 49, 37. 36, 35, 34, 33, 32, 31, 30 except 50=- 109(LC 16), 29=- 146(LC 17), 28=- 2944(LC 17), 2=- 1877(LC 11), 27= -4492(LC 14) Max Gray All reactions 250 lb or less at joint(s) 39, 40, 41, 42, 43, 44 45, 47, 48, 49, 38, 37, 36, 35, 34, 33, 32, 31, 30, 29, 46 except 50= 320(LC 25), 28 =2908(LC 28), 2= 2064(LC 10), 27= 4659(LC 9) FORCES (Ib) - Max. Comp. /Max Ten. - All forces 250 (Ib) or less except when shown TOP CHORD 2 -3 =- 4236/4092. 3 -4 =- 3413/3347, 4 -5 =- 3093/3055, 5-6=-2771/2768, 6-7=-2461/2501, 7- 8=- 1848/1936, 8 -9 =- 1537/1651, 9-10 =- 1246/1378. 10 -11 =- 949/1101, 11- 12=- 652/826, 12 -13 =- 356/514, 13 -14 =- 307/461, 14- 15=- 602/764.15 -16 =- 900/1030,16-17 =- 1197/1299,17 -18 =- 1488/1563,18 -19 =- 1791/1837,19 -20 =- 20932118, 20-21=-2389/2395, 21-22=-2690/2679, 22-23=-2980/2953, 23-24=-3356/3285. 24-25=-285/350 BOT CHORD 2 -50 =- 3600/3745, 49 -504- 2951/3079, 48 -404- 26582812, 47 -404- 24182545, 46-47=-2151/2279, 45- 46=- 18842012 ,44 -45=- 1618/1745,43 -44 =- 1350/ 1479, 42 -43 =- 1084 / 1185 ,42 -52 =- 8171945,41 -52 =- 717/845. 40- 41=- 550/679, 39 -40 =- 284/412, 38 -39 =- 2401368. 37- 38=- 506/634, 36-37 =- 773/901. 35- 36=- 1040/1168, - - /� F 34 -35 =- 1306/1434,33 -34=- 1573/1701,32 -33 =- 1840/1968,31 -32 =- 21062235,30 -31 =- 23732501, I]� s 29- 30=- 26402768,28-29=- 2906/3035,27 -28 =- 3120/3249 9, LF • WEBS 24 -28 =- 28802961, 24- 27=- 5729/5505 �\ N - �> o NOTES 7 1) Unbalanced roof live loads have been considered for this design. CC. 85 PE f 2) Wind ASCE 7 -05; 100mph; TCDL =4 2psf; BCDL= 6.Opsf; h =25ft; Cat- II' Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 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 consul) qualified building designer as per ANSI/TPI 1. 4) 115.OIb AC unit load placed on the bottom chord, 17-0-0 from left end, supported at two points, 5-0-0 apart. ®REGON y` ( it 5) All plates are 2x4 MT20 unless otherwise indicated � d - 6) Gable requires continuous bottom chord bearing - "7A GC )S; r r 2n 1 41.4. 7) Gable studs spaced at 1-4-0 Sc v � 8) This truss has been designed for a 10 0 psi bottom chord live load nonconcurrent with any other live loads, SEp 0 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, with BCDL = 10.Opsf. 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) 40, 41, 43, 44, 45, 47, 48, 49, 37, 36, 35, 34, 33, RENEWAL DATE: 12 / 31 / 2013 32, 31, 30 except 01=1b) 50 =109, 29 =146, 28 =2944, 2 =1877, 27 =4492. 12) This truss is designed in accordance with the 2006 International Residential Code sections R502 11.1 and R802.10 2 and referenced standard ANSI/7P11. February 27,2013 13) This truss has been designed for a total drag load o1200 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0 -0 -0 to 34 -0-0 for 200.0 plf. it ■ A WARNING - Verily design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev 03 -11') before use. Design LOAD E(el MiTek connector plates only. This design is based only upon parameters shown. and is for an individual building component, Applicability Z o design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint iff designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing, Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities. fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI ?PI 1, DSB -89 and BCSI (Building Component Safety Information) available from CONSULTING LLC SBCA at www sbcindustry corn Pl Job Truss Truss Type 'Qty y Pulte Summer Creek bldg 19 roof 16444493 • '91301888 CO2 MOD QUEEN 13 1 • Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129, tom 7 250 s May 11 2011 MITek Industnes, Inc. Wed Feb 27 14:08:13 2013 Page 1 ID: e0v4fxQ17OtePi9cH6bjnCzgerb- xwpHL8GF2xFV xOAXuczNwZ ?msUuX ?UPS41HbGzgvxG -1 -0 -0 6-3 -12 13-0 -0 18 -0-0 23 -0-0 29 -8 -5 _ 34-0 -0 35-0 -0 1 -0-0 6 -3 -12 6 -8 -4 5-0-0 5-0 -0 6-8 -5 4 -3-11 1 -0 -0 Scale = 1:56.2 4x6 6.00 12 16-0 -0_ , 6 2x4 2x4 3x6 5 7 3x6 4 8 m 3x4 I 3x4 • 3 9 ' i I 4x6 10 11 • 2 , _ i f i 4x10 16 15 17 18 19 20 14 13 12 2x4 8x8 = 8x8 = 5x6 = 2x4 6-3 -12 13-0 -0 18 -0-0 23 -0-0 29 -8-5 34 -0 -0 6 -3 -12 6 -8-4 5-0-0 5-0 -0 6-8 -5 4 -3-11 Plate Offsets (X,Y): [2.0 0 - 7,Edge], [6:0 2 - 4,0 - 1 - 12], [10.0 - 2 - 12,0 - 2 - 0], [13:0 0,0 1 - 12]. [14:0 2 12,Edge], [15:0 12,Edge] _ - -- - - - -- — - - - - -- - LOADING (psf) SPACING 2 - 0 - 0 CSI DEFL in (IOC) I /deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.44 , Vert(LL) - 0.27 14 -15 >999 240 MT20 220/195 TCDL 10 0 Lumber Increase 1.15 BC 0.80 Vert(TL) -0.72 14 -15 >564 180 BCLL 0.0 ' Rep Stress !nor YES I WB 0 91 1 Horz(TL) 0.11 12 n/a ' n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) i 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 -5-2 oc punins, except end verticals BOT CHORD 2 x 4 DF No.1 &Btr G'Except' BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. 14 -15:2 X 6 OF Not WEBS 2 x 4 DF Std G'Except' 10 -12: 2 x 4 DF No.1 &Btr G REACTIONS (lb /size) 2= 1762/0 -5 -8 (min. 0- 1 -14), 12= 1768/0 -5 -8 (min. 0 -1 -14) Max Horz 2= 147(LC 5) Max Uplift 2=- 239(LC 5), 12=- 224(LC 6) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2 -3 =- 3171/316, 3-4=-2598/220, 4-5=-2414/232, 5-6 =- 2595/364, 6-7 =- 2417/355, 7 -8 =- 2229/220, 8-9 =- 2414/208, 9-10 =- 2277/244,10 -12=- 1721245 BOT CHORD 2 -16=- 3332730, 15-16=-333/2730, 15 -17 =- 40/1615, 17- 18=- 40/1615, 18 -19 =- 40/1615. 19-20= -00/1615, 14 -20 =- 40/1615,13 -14 =- 148/1992 WEBS 5-15=-450/255, 7-14=-465/262, 3 -15 =- 568220, 9-13= -478/91, 10-13=-153/2062, 6 -15 =- 191/1249, 6 -14 =- 187/966 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05 100mph: TCDL= 4.2psf, BCDL= 6.Opsf, h =25ft: Cat II, Exp B: enclosed: MWFRS (low -rise) gable end zone, cantilever left and right exposed , Lumber DOL =1 33 plate grip DOL =1.33 3) 115.OIb AC unit load placed on the bottom chord, 17 -0-0 from left end, supported at two points, 5 -0-0 apart. . - - 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads- - G. G til PRO c �, , 5) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. ' i t �� ( sJ rs j� 6) A plate rating reduction of 20% has been applied for the green lumber members �f G 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except )jt =lb) 2 =239, 12 =224 - 8) This truss is designed in accordance with the 2006 International Residential Code sections R502.11 1 and R802.10.2 and referenced standard ANSI/TPI 1 Q 85 - • E r y - 9) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • OREGO = �. 4 -57 12, � SEPIA RENEWAL DATE: 12 /31/2013 February 27,2013 I I a WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03 -11') before use. Design j valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability Et of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only. not forbuilding stability bracing. Additional temporary restraint/ ' diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure • is the responsibility of the building designer or owner of the trusses, For general guidance regarding design responsibildies. fabncation. quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB -89 and BCSI (Building Component Safety Information) available from CONSULTING tic SBCA at www.sbcindustry.com. , Job ,Truss Truss Type ,Oty Ply Pulte Summer Creek bldg 19 roof 16444494 61301888 j CO3 MOD. QUEEN I6 I 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas.OR 97015 -1129, tom 7 250 s May 11 2011 MiTek lndustnes, Inc. Wed Feb 27 14:08:13 2013 Page 1 I D: e0v4fx0170tePi9cH6bjnCzgerb- xwpHLBGF 2xF V_xOAXuczNwZ ?msUrX5sPS41 H bGzgvxG 6-3 -12 13-0 -0 18 -0-0 23 -0-0 29 -8 -5 34-0 -0 35-0 -0 6 -3 -12 6 -8 -4 5-0-0 5 -0 -0 6 -8 -5 4 -3-11 1 -0 -0 Scale = 1:55.6 4x6 6.00 12 5 16-0-0 2x4 ' , ' 2x4 I I 3x6 - 6 • 3x6 7 a, 3x4 3x4 --- 2 4x6 I � 10 a - 4010 - - 15 14 16 17 18 19 13 12 1 2x4 ' 8x8 = 8x8 = 4x6 = 2x4 I 6-3-12 _ - _ 13-0 -0 18 -0 -0 , 23 -0-0 29-8 -5 34 -0 -0 _ 6 -3-12 6 -8 -4 5 -0-0 _5 -0 -0 6-8 -5 4 -3-11 Plate Offsets (X,Y): [1: Edge ,0 -3- 14],[50-3- 0,0-1- 8],[9:0 -2- 12,0 -2 -0],[12:0- 2- 4,0 -1- 12],[130- 2- 12,Edge), [14.0- 2- 12,Edge] LOADING (psf) SPACING 2_0-0 CSI DEFL in (toy Ildefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1 -15 I TC 0.44 Vert(LL) -0.28 13-14 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.81 Vert(TL) -0 72 13-14 >561 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.57 Horz(TL) 0.11 11 n/a n/a BCDL 10.0 Code IRC20061TPI2002 j (Matnx) Weight: 184 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc purlins, except end verticals BOT CHORD 2 x 4 DF No.1 &Btr G'Except' BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing 13 -14' 2 X 6 OF No.2 WEBS 2 x 4 DF Std G'Except' 9- 11,9-12: 2 x 4 OF No.1&Btr G REACTIONS (lb /size) 1= 1680 /Mechanical, 11= 1776/0 -5-8 (min. 0 -1 -14) Max Horz 1= 122(LC 5) Max Uplrft 1=- 184(LC 5), 11=- 225(LC 6) FORCES (Ib) - Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2 =- 3239/335, 2 -3 =- 2626/227, 3-4=- 2442239, 4 -84- 2622/370, 5-6 =- 2431/356, 6 -7 =- 2244/222, 7 -8 =- 2428/209. 8-84- 2289246, 9 -11 =- 1729/246 BOT CHORD 1-15=-352/2804, 14 -15 =- 3522804. 14 -16 =- 43/1629, 16 -17 =- 43/1629, 17- 18= -43/1629, 18 -19= -03/1629, 13 -19 =- 43/1629,12 -13 =- 1492003 WEBS 4-14=-448/253, 6-13=-465/262, 2- 14=- 519/236, 8-12 =- 480/92, 9-12=-155/2073, 5 -14 =- 195/1269, 5- 13=- 187/965 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind. ASCE 7 -05; 100mph; TCDL =4 2psf, BCDL= 6.Opsf, h =25ft; Cat, II; Exp B: enclosed, MWFRS (low -nse) gable end zone, cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 3) 115.016 AC unit load placed on the bottom chord, 17 -0-0 from left end, supported at two points, 5-0-0 apart. • . • 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcument with any other live loads. . ,?,yO v L PR /1 �� 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. �� L ` GINE '6> 6) A plate rating reduction of 20% has been applied for the green lumber members t`Y ' �>S 0 `- 7) Refer to girder(s) for truss to truss connections. 'v' 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at jomt(s) except Ot=lb) 1 =184, 11 =225 • 1 � c 8 • P- r 9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802,10.2 and referenced standard ANSITTPI 1, 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss LOAD CASE(S) Standard s h v OREGON ,, ,f� `�OSEMA O� RENEWAL DATE: 12/31/2013 February 27,2013 ■ , A l WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev- 03 -11') before use. Design valid for use with MiTek connector plates only This design is based only upon parameters shown, and is for an individual building component. Applicability T of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint mi t designations shown on individual web and chord members are for compression buckling only not forbudding stability bracing Additional temporary restraint) diagonal bracing to insure stability during construction is the responsibddy of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication. quality control, storage. delivery, erection, lateral restraint and diagonal bracing, consult ANSI ?PI 1, DSB -89 and BCSI (Building Component Safety Information) available from CONSULTING LLC ww SBCA at w.sbandustry.com. Job Truss Truss Type Qty Ply Pune Summer Creek bldg 19 roof 16444495 ' 'B1301888 C04 GABLE 1 1 I Job Reference (optional) Pro-Build Clackamas Truss, Clackamas,OR 97015 -1129, tom 7 250 s May 11 2011 MiTek Industries, Inc. Wed Feb 27 1408 14 2013 Page 1 I D:6DTTsH RNuhOV 1 skogg6yKQzgera- P6NfZUHtpF N Mc5zM5c7Cv8598GwoG WMZhk 1 g7izgvxF 18-0 -0 34 -0-0 35-0 -0 18 -0 -0 16-0 -0 1 -0-0' 4x4 = Scale = 1:58.7 600 12 12 10 - - -, _ 14 " l i.''-.. 15 5x6 .- 9 - 3x6 I ' i _ 16 ^ _ 17 - - 19 20 3 - _' � 23 5x10 .- 2 i - 24 ' 25 26 5x12 = 50 49 48 47 46 45 44 43 4252 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 5x6 4x6 8x8 - 34 -0-0 34 -0 -0 Plate Offsets (X,Y). [1:0- 2 -4,Edge], [7'0- 3- 0,0 -3 -0], [17 -1- 10,0 -1 -8], [24:0- 2- 8,0- 1 -12], [27:0- 3- 0,Edge], [28:0- 3- 4,0 -2 -0], [39:0- 3- 0,0 -3-0] LOADING (psf) SPACING 2 -0-0 CSI 1 DEFL in (loc) I /deft Ucl PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.46 Vert(LL) 0.00 25 n/r 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 , BC 0.44 Vert(TL) -0 00 25 n/r 180 BCLL 0.0 • Rep Stress Incr YES WB 0.66 Horz(TL) 0.04 38 n/a n/a BCDL 10.0 Code IRC2006/TP12002 (Matrix) Wind(LL) 0.00 25 n/r 90 Weight. 2601b FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18B1r G TOP CHORD Structural wood sheathing directly applied or 3 -2 -10 oc purins, except end verticals, BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 3 -6-0 oc bracing. WEBS 2 x 4 DF Std G'Except' WEBS 1 Row at midpt 12 -39, 11 -40, 13-38 25- 27,12- 39,24 - 28,24 -27 2 x 4 DF No 18Btr G OTHERS 2 x 4 DF Std G WEDGE Left' 2 X 6 DF No 2 REACTIONS All beanngs 34 -0-0 (lb) - Max Horz 1= 122(LC 15) Max Uplift All uplift 1001b or less atjoint(s) 40, 41, 43, 44, 45, 47, 48, 49, 37, 36, 35, 34, 33, 32, 31, 30 except 50=- 130(LC 16), 29=- 146(LC 17), 28=- 2944(LC 17), 1=- 1856(LC 17), 27= -4492(LC 14) Max Gray All reactions 250 lb or less at joint(s) 39, 40, 41. 42, 43, 44, 45, 47, 48, 49, 38, 37, 36, 35, 34, 33. 32, 31, 30. 29, 46 except 50= 346(LC 25), 28= 2907(LC 28), 1= 1980(LC 10), 27= 4660(LC 9) FORCES (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 1 -2 =- 4238/4091. 2- 3=- 3411/3347, 3-4=-3094/3026, 4-5=-2771/2768, 5-6 =- 2461/2501, 6-7 =- 1848/1936, 7 -8 =- 1536/1651, 8-9 =- 1246/1378, 9-10-- 949/1101, 10- 11=- 652/826, 11- 12=- 356/514. 12- 13=- 307/461, 13- 14=- 602/763.14 -15 =- 900/1030,15 -16 =- 1198/1300,16 -17 =- 1263 /1311,17 -18 =- 1496/1570,18 -19 =- 1794/1840, 19 -20 =- 20922117,20 -21 =- 23902395,21 -22 =- 26912680,22 -23 =- 29802953,23 -24 =- 3355/3285, 24 -25 =- 285/350 BOT CHORD 1 -50 =- 3600/3745, 49 -50 =- 2951/3079, 48 -49 =- 26582812, 47-48=-2418/2545, 46-47=-2151/2279, 45- 46=- 18842012,44 -45=- 1618/1745,43 -44 =- 1350/1479,42 -43 =- 1084/1185,42 -52 =- 817/945,41 -52 =- 717/845, 40- 41=- 550/679, 39-40=-284/412, 38- 39=- 240/368, 37- 38=- 506/635, 36- 37=- 773/901. 35- 36=- 1040/1168, ' fl PR it /1pcs 34-35=-1306/1435. 33 34 =- 1573/ 1701,32 -33 =- 1840/1968,31 -32 =- 2106/2235,30 -31 =- 23732501, U L • 29- 30=- 26402768, 28-29=-2906/3035, 27 -28 =- 3120/3248 It CJ� G[NE cry • WEBS 24 -28 =- 28792961,24 27=- 572915504 . ,�. F lo ' NOTES 85 5P 1) Unbalanced roof live loads have been considered for this design- - 2) Wind: ASCE 7 -05: 100mph; TCDL= 4.2psf, BCDL= 6.0psf, h =258; 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 1i n!�per�t� �� ,� 2 O 4) 115.OIb AC unit load placed on the bottom chord, 17 -0-0 from left end, supported at two points. 5 -0-0 apart. d VIlC13i7 + \ `L- 5) All plates are 2x4 MT20 unless otherwise indicated '� ��� '� / ,d. 6) Gable requires continuous bottom chord beanng � O 4._.4.. V • 7) Gable studs spaced at 1-4-0 oc cr�p.. 0 8) This truss has been designed for a 10 0 psf bottom chord live load noncona rrent with any other live loads, t7 ` T� 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. with BCDL = 10.Opsf. ' 10) A plate rating reduction of 20% has been applied for the green lumber members DATE: 12/31/2013 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 40, 41, 43, 44, 45, 47, 48, 49, 37, 36, 35, 34, 33, RENEWAL 32, 31.30 except (it =lb) 50 =130, 29 =146, 28 =2944, 1 =1856, 27 =4492 February 27,2013 12) This truss is designed in accordance with the 2006 International Residential Code sections R502 11.1 and R802.10.2 and referenced standard ANSI/TPI 1 13) This truss has been designed for a total drag load of 200 plf. Lumber DOL =(1 33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from t ■ 14) "Fix ti►els` iaSP19eb'it10er8pdfktgg paaAat./lsss arsecbad8estataajtda Incbdiniennatisitig ead included DrJ Reference Sheet (rev. 03 -11') before use. Design ContinuM'Cn page 0r use with MiTek connector plates only. This design is based only upon parameters shown. and is for an individual building component. Applicability Z of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ I diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibildy of the building designer or owner of the trusses. For general guidance regarding design responsibilities. fabncation. quality control, storage, uc �y delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB -89 and BCSI (Building Component Safety Information) available from CONSULTING LLC SBCA at www sbcindustry.com. • Job Truss Truss Type IDty Ply I Pulte Summer Creek bldg 19 roof 16444495 B1301888 C04 GABLE 1 1 i ;Job Reference (optional) Pro-Build Clackamas Truss, Clackamas,OR 97015 -1129, tom 7.250 s May 11 2011 MTek Industnes, Inc. Wed Feb 27 14:08:14 2013 Page 2 I D:6DTTsHRNuhOV t skogg6yKQzgera- P6NfZUHtpFNMc5zM5c7Cv8598GwoG WiZhk t g7izgvxF LOAD CASE(S) Standard ■ 1 i l k WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown. and is for an individual building component. Applicability r of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint • ,i i l t designations shown on individual web and chord members are for compression buckling only. not forbuilding stability bracing. Additional temporary restraint! diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, '' Muc 7Y delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB -89 and BCSI (Building Component Safety Information) available from CONSULTING TIMI LLC SBCA at ww w.sbcindust ry .com. ___ _ _ ( Job (Truss Truss Type Qty j Ply j Pulte Summer Creek bldg 19 roof I 16444496 81301888 D01 ',GABLE 1 1 I :Job Reference (optional) Pro-Build Clackamas Truss, Clackamas,OR 97015 -1129. tom 7.250 s May 11 2011 MiTek Industnes, Inc Wed Feb 27 14:08:15 2013 Page 1 ID:aP1 r4dS?f?8Me0J_OXdBsdzgerZ -tlwl mgHVaYVDEEYZfJeRSLeRTgMa ?7jiwOnOg8zgvxE -0-9 -0 . 4-4 -5 4-8-6 7 -3-10 7 -7 -11 12 -0-0 . 12 -9 -0 ' 0-9-0 ' 4-4 -5 0-4 -1' 2 -7 -4 0-4 -1' 4-4 -5 ' 0 -9 -0 ' •Scale = 1:21.7 4x6 — 2n4 H 4x6 6 ,�� y � _ 2x4 II .... - -- I 5 -- ..- . . -- 6 2x4 4 8 .00 112 �- � 2x4:1 I ° 9 2x4 � 0 3 I o • • � ! 2 Y ' / .,- - - -,_ 1 .,. - - - - -- - - - -I- � .._ ...__....- ( � ` � --- '.� I-------- - - - - -- -- - -- 1 0 11 _ 18 17 16 15 14 13 12 3x6 2x4 . 2x4 11 2x4 II 2x4 11 2x4 . 204 II 2x4 H 3x6 _ �- _ 4-4 -5 4-8-6 7 -3-10 - ____ - - -_ -- 7 __ -- 12 -0-0 4-4 -5 0-4-1' 2 -7 -4 0 -4 -1' 4 -4-5 Plate Offsets (X,Y): [2.0 [5:0 [70-3 0,0 - 0 - 8],[10 0 3 9,0 1 - 8] ,_ LOADING (psO SPACING 2 - CSI DEFL in (100) I /deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.04 Vert(LL) -0.00 10 n/r 180 MT20 220/195 TCDL 10.0 • Lumber Increase 1.15 BC 0.02 ! Vert(TL) 0,00 10 n/r 180 BCLL 0.0 ' Rep Stress Ina" YES WB 0.03 1 Horz(TL) 0.00 10 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 1 (Matnx) Wlnd(LL) 0.00 10 nlr 90 Weight 58 lb FT= 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purllns, except BOT CHORD 2 x 4 DF No.18Btr G 2 -0 -0 oc purlins (6 -0 -0 max ): 5-7. • OTHERS 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS All bearings 12 -0-0 (Ib) - Max Horz 2 =84(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 2, 10. 15, 16, 17, 18, 13, 12 Max Gray All reactions 250 lb or less at joint(s) 2, 10, 15, 16, 17, 18, 14, 13, 12 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) Wnd. ASCE 7 -05; 100mph, TCDL =4 2psf; BCDL= 6.Opsf; h =25ft; Cat II; Exp B; enclosed, MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 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/TP! 1. 4) Provide adequate drainage to prevent water bonding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc 7) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads, 8)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. .. 9) A plate rating reduction Of 20% has been applied for the green lumber members ct � t 10) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 lb uplift at joint(s) 2. 10, 15, 16. 17, 18, 13, 12 ,c ( ? i , PRO {� 11) This truss is designed in accordance with the 2006lntemational Residential Code sections R502,11.1 and R802.10,2 and referenced standard ANSI/I 1 ,. c ■ GIN�,�c++ t� _. 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss �J t� i9 q • 13) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and /or bottom chord. .,iy LOAD CASE(S) Standard �. '• "r 2 PE • A v OREGON,, 4@ -7 2 6 ZY72, 2 O� '$r tIQSEPN '01/- RENEWAL DATE 12 / 31 / 2 013 February 27,2013 f a WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev, 03 -11') before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint r (- designations shown on individual web and chord members are for compression buckling only. not forbuilding stability bracing. Additional temporary restraint/ / diagonal bracing to insure stability dunng construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure ' is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities. fabrication, quality control. storage, T delivery, erection, lateral restraint and diagonal bracing, consult ANSI(TPI 1, DSB -89 and BCSI (Building Component Safety Information) available from CONSULTING tic I SBCA at www sbcindustry.com - -_ - - :Job Truss !Truss Type Oty IPly : Pulte Summer Creek bldg 19 roof I 16444497 B1301888 W I DO2 IHOE 1 2 'Job Reference (optional) Pro-Build Clackamas Truss, Clackamas,OR 97015 -1129. tom 7.250 s May 11 2011 MiTek Industries, Inc. Wed Feb 27 14:0816 2013 Page 1 I D:2bbDHySdQJGDGAtByFBQPrzgerY -LU UPz917Lsd4r071D 19g ?ZBX04TmkRAs92 WxCazgvxD 3-3 -15 6-0 -0 • 8-8-1 12 -0-0 3-3-15 2 -8-1 2 -8 -1 3-3 -15 4x6 .l Scale = 1:24.6 3 800 12 3x6 3x6 C i"7 I ; 5 L_ .i h - - I 9 6 10 7 11 6 12 -' HUS26 306 ;I HUS26 6x8 —_ HUS26 3x6 it HUS26 7x14 MT18H 7x14 MT18H -: HUS26 3-3 -15 6-0-0 8-8-1 12 -0-0 3 -3-15 2 -8 -1 2 -8 -1 3-3-15 Plate Offsets (X,Y)' [1.0- 4- 11,Edge], [2,0- 2 -0,0 -1 8] [3:0- 2- 12,0 -2 -0]. [4 2- 0,0 -1 -8], [5.0- 4- 11,Edge], [6.0-4-0,0-1-8],[7:0-4-0,0-4-4],[8.0-4-0,0-i-8] LOADING (psf) SPACING 2-0-0 C SI DEFL i floc) I/def Lid PLATES GRIP TCLL 25 0 Plates Increase 1.15 TC 0.38 Vert(LL) -0.06 6-7 >999 240 MT20 220/195 TCDL 10 0 Lumber Increase 1.15 i i BC 0.98 Vert(TL) -0.14 6 -7 >999 180 11 MT18H 220/195 BCLL 0.0 • Rep Stress lncr NO WB 0.59 Horz(TL) 0.05 5 n/a n/a BCDL 10.0 j Code IRC2006/TPI2002 1 (Matrix) Weight 130 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No 18Btr G TOP CHORD Structural wood sheathing directly applied or 3 -10-6 oc purlins. BOT CHORD 2 X 6 DF No 2 BOT CHORD Rigid ceiling directly applied. WEBS 2 x 4 DF Std G'Except' 3 -7: 2 x 4 DF No 18Btr G WEDGE Left 2 x 4 DF Std, Right' 2 x 4 DF Std REACTIONS (lb /size) 1= 5269/0-5 -8 (min 0 -4-2), 5= 5269/0 -5-8 (min 0-4-2) Max Horz 1=- 114(LC 12) Max Uplift 1=- 3525(LC 15), 5=- 3525(LC 18) Max Gras 1= 7782(LC 10), 5= 7782(LC 9) FORCES (lb) - Max Comp /Max, Ten. - All forces 250 (lb) or less except when shown TOP CHORD 1- 2=- 11783/5522, 2-3=-7286/2879, 3-4=-7286/2879, 4- 5=- 11783/5523 BOT CHORD 1- 9= -4525/9799, 8-9 =- 3612/8693, 8-10 =- 2615/7862, 7 -10 =- 2362/7443, 7 -11 =- 2323/7443, 6-11 =- 2575/7862, 6-12=-3573/8693, 5-12=-4486/9799 WEBS 2- 8=- 5772775,3 -7 =- 1142/5800,4-6= -578 /2775,2 -7 =- 2471/657,4 -7 =- 2471/658 NOTES 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows, 2 x 4 - 1 row at 0-9-0 oc Bottom chords connected as follows: 2 X 6 - 2 rows at 0 -5-0 oc. Webs connected as follows 2 x 4 - 1 row at 0-9-0 oc. , . 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been �t'� PRO - t^ � prosided to distribute only loads noted as (F) or (B), unless otherwise indicated. �( { 3) Unbalanced roof live loads have been considered for this design. IN 4) Wind: ASCE 7 -05; 100mph, TCDL= 4.2psf, BCDL= 6.Opsf; h =25ft; Cat. II; Exp B W ; enclosed; MFRS (low -rise) gable end zone, cantilever left and right exposed ; ',NJ ) 01 DER �0 Lumber DOL =1.33 plate grip DOL =1.33 5) All plates are MT20 plates unless otherwise indicated. •, 525' E C 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20 -Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. , 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt =1b) 1 =3525, 5 =3525. '► d� . • GON +� 10) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1- ,L d v +. 11) This truss has been designed for a total drag load of 625 p11. Lumber DOL= (1.33) Plate gnp DOL= (1.33) Connect truss to resist drag loads along bottom chord from ,'74/ ‘ Y 3 , 2 2 6 + � 0-0-0 to 12 -0-0 for 625.0 plf. S, n 12) "Fix heels only' Member end fixity model was used in the analysis and design of this truss. 08: IA Y 13) Use Simpson Strong -Tie HUS26 (14 -10d Girder, 4 -10d Truss) or equivalent spaced at 2 -0-0 oc max starting at 2 -0-0 from the left end to 10 -0-0 to connect truss(es) i CO3 (1 ply 2 x 4 DF) to front lace of bottom chord 14) Fill all nail holes where hanger is in contact with lumber. RENEWAL DATE: 12 LOAD CASE(S) Standard 1) Regular Lumber Increase =l 15. Plate Increase =1.15 February 27,2013 Uniform Loads (ptf) Vert 1- 5 = -20, 1- 3 = -70, 3 -5 = -70 r �ppp WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03 -11') before use. Design Continud8 8li pie 0r use with MiTek connector plates only. This design is based only upon parameters shown. and is for an individual building component Applicability Mr 1 of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint . 0 ri ,... , . designations shown on individual web and chord members are for compression buckling only. not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure ' is the responsibility of the building designer or owner of the trusses For general guidance regarding design responsibilities. fabncation, quality control. storage, /� tii --I/ delivery, erection, lateral restraint and diagonal bracing, consult ANSIITPI 1. DSB -89 and BCSI (Building Component Safety Information) available from - CONSULTING ac SBCA at wwwsbcindustry com. lJob !Truss (Truss Type Oty !Ply Pulte Summer Creek bldg 19 roof 16444497 81301888 ID02 !HOWE 1 2 Job Reference (optional) l Pro-Build Clackamas Truss, Clackamas,OR 97015 -1129, tom 7.250 s May 11 2011 MiTek Industries, Inc Wed Feb 27 14'08 2013 Page 2 I D:2bbDHySdOJ GDGAtByF8OPrzgerY - LU UPz917Lsd4rO71D 19g ?ZBX04TmkRAs92 WxCazgvxD LOAD CASE(S) Standard Concentrated Loads (lb) Veil: 7= 1900(F) 9= 1900(F) 10= 1900(F) 11= 1900(F) 12= 1900(F) A r WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev 03 -11') before use Design valid for use with MiTek connector plates only This design is based only upon parameters shown. and is for an individual building component Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer Lateral restraint 0 r .,,, :i. designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing, Additional temporary restraint/ diagonal bracing to insure stability dunng construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses For general guidance regarding design responsibilities. fabrication, quality control, storage. s T�aa s NN/� IR . delivery, erection, lateral restraint and diagonal bracing, consult ANSPI 1, DSB -89 and BCSI (Building Component Safety Information) available from CONSULTING LLC sec!, at www.sbcindustry.com, 'Job 'Truss Truss Type Oty I�Ply I Pulle Summer Creek bldg 19 roof 6444498 B1301888 E01 GABLE 1 1 1 :Job Reference (optional) i Pro-Build Clackamas Truss, Clackamas,OR 97015 -1129, tom • 7 250 s May 11 2011 MiTek lndustnes, Inc. Wed Feb 27 14:08 17 2013 Page 1 ID: 2bbDHySdQJGDGAtByFBQPrzgerY- ph2nBVJ16AIwTYixmkgvXmjn_U27T 1 J ?NhGVk 1 zgvxC � -0 -9 -0 5 -5-12 10 -11 -8 11 -8 -8 0 -9 -0 ' 5 -5-12 5-5 -12 ' 0 -9 -0 4x4 = Scale = 1'23.3 6 2x4 ` 2x4 II 5 800 112 . i �I 204 I L I 254 it d v 2x4 .. — I ! `1. �' 9 2x4 II ' : I • i 1_I 10 z [ r ( - K- /. /. % % / / % /. /.7x->c>: ,,;',x /ic,;:r:/:; :> �i,y:;,/, : . \�NN.N.NN. \N�\ \'�\ - -, 1 I 18 17 16 15 14 13 12 3x6 — 2x4 2x4 2x4 2x4 2x4 .. 2x4 204 3x6 — 10 -11 -8 10 -11 -8 Plate Offsets (X,Y); [2.0- 3- 9,0 -1-8), [10.0- 3- 9,0 -1 -8] - _ _ - - - - - - - - - - ___ LOADING (p SPACING 2 -0-0 CSI DEFL in (loc) I /deft Lid PLATES GRIP TCLL 25 0 , Plates Increase 1.15 TC 0 -04 Ven(LL) -0.00 10 n/r 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.02 ! Vert(TL) -0.00 10 n/r 180 ' BCLL 0 0 • Rep Stress Inc- NO WB 0 -02 Horz(TL) 0.00 10 n/a n/a BCOL 10.0 Code IRC2006/TPI2002 (Mainz) j Wlnd(LL) 0.00 10 n/r 90 i Weight. 54 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No 18Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc pudlns BOT CHORD 2 x 4 DF No 18Btr G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. OTHERS 2 x 4 DF Std G REACTIONS All beanngs 10 -11-8. (Ib) - Max Horz 2=- 108(LC 3) Max Uplift All uplift 100 lb or less at joint(s) 2, 10. 16, 17, 18, 14, 13, 12 Max Gray All reactions 250 lb or less at joint(s) 2, 10, 15, 16, 17, 18, 14, 13, 12 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; 100mph, TCDL= 4.2psf, BCDL= 6.0psf, h =25ft; Cat II; Exp B; enclosed; MWFRS (low -rise) gable end zone, cantilever left and nght exposed ; Lumber DOL =1.33 plate grip DOL =1.33 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 10. 16, 17. 18, 14. 13, 12. 8) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. Lct LOAD CASE(S) Standard � C R�L PR F s ;L r✓ OREGO' ,, /Cr RENEWAL DATE: 12/31/2013 February 27,2013 4 4 a WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev 03-111 before use Design valid for use with MiTek connector plates only This design is based only upon parameters shown. and is for an individual building component Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint : ® rr. designations shown on individual web and chord members are for compression buckling only. not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability dunng construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication. quality control. storage, A _ /� delivery erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB -89 and BCSI (Building Component Safety Information) available from C IV IWV L lI 77 YY �{7 ac SBCA at www.sbcmdustry.com. Job Truss Truss Type Qty IPly ! Pulte Summer Creek bldg 19 roof I I 16444499 I 81301888 001 -A GABLE 1 1 I ; !Job Reference (optional) Pro-Build Clackamas Truss, Clackamas,OR 97015 -1129, tom 7,250 s May 11 2011 MiTek Industnes, Inc Wed Feb 27 14'08:17 2013 Page 1 I D: 2bbDHySdOJGDGAtByF8QPrzgerY- ph2nBVJ16AIwTYixmkgvXmjn_U27T 1 J ?NhGVk 1 zgvxC -0-9 -0 . 5-6-0 • 11 -0-0 11 -9 -0 0 -9 -0 ' 5 -6-0 5-6 -0 0-9 -0 4x4 = Scale = 1:23.4 6 2x4 II 7 2x4 800112 "1, . 2x4 . 8 2x4 .I 4 c 244 .. ' I 1 2x4 I 9 3 ' z i ,_.. , I h 10 1,;__ _ — d 18 17 16 15 14 13 12 3x6 — 2x4 2x4 H 2x4 !I 2x4 2x4 2x4 2x4 i. 3x6 _ 11 -0-0 11 -0 -0 PlateOffsets .(X,Y) [ 3- 9 , 0 -1- 8 3-9 .., - - - - LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ltd PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.04 Vert(LL) -0.00 10 n/r 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.02 Vert(TL) -0.00 10 n/r 180 BCLL 0.0 • Rep Stress Incr NO WB 0.02 Horz(TL) 0 00 10 n/a n/a BCDL 10.0 Code IRC2006rrP12002 i - (Matrix) Wlnd(LL) 0 00 10 n/r 90 Weight. 54 lb FT = 10% LUMBER BRACING TOP CHORD 2 it 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudms. BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 x 4 DF Std G REACTIONS All bearings 11 -0-0. (lb) - Max Horz 2= 109(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 2, 10, 16, 17, 18, 14, 13, 12 Max Gray All reactions 250 lb or less at joint(s) 2, 10, 15, 16, 17, 18, 14, 13, 12 FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7 -05; 100mph; TCDL= 4,2psf: BCDL= 6.0psf; h =25ft; Cat. II; Exp B; enclosed, MWFRS (low -rise) gable end zone; cantilever left and nght exposed ; Lumber DOL =1.33 plate grip DOL =1.33 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 10, 16, 17, 18. 14, 13, 12 8) This truss is designed in accordance with the 2006 International Residential Code sections R502.11 1 and R802.10.2 and referenced standard ANSI/TPI 1 9) "Fix heels only" Member end fixity model was used in the analysis and design of this truss - . • ,4 , • �v0 PROp LOADCASE(S) Standard � ' X47 _Ca Lt>;.,,GINc>fiii, `� ' 85 ,-• 5P v r ' � "OREGON , � '5y (j0 1 2 r 2 c , � JOSEPH O • RENEWAL DATE: 12/31/2013 February 27,2013 I 1 A WARNING - Verity design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev 03-11) before use Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component Applicability I ' of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint . a E designators shown on individual web and chord members are for compression buckling only not forbuilding stability bracing Additional temporary restraint/ k • diagonal bracing to insure stability during construction is the responsibilny of the installer. Additional permanent building stability bracing of the overall structure - " is the responsibilny of the building designer or owner of the trusses For general guidance regarding design responsibilities, fabrication, quality control, storage, .T,I. ._ delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from ! CONSULTING LLC • SBCA at www sbundustry com. ; _ Job 'Truss 'Truss Type Cry 'Ply ' Pulte Summer Creek bldg 19 roof �f ' 16444500 I W B1301888 1E02 iHOE 1 L I Job Reference (optional) ! Pro-Build Clackamas Truss, Clackamas,OR 97015 -1129, tom 7.250 s May 11 2011 MiTek Industnes, Inc Wed Feb 27 146816 2013 Page 1 I D: 2bbDHySdOJGDGAtByF8QPrzgerY- HtcAOrKNsTtn5i HBKS B84_GSitG2C L S9cL ?2GTzgvxB 2 -8 -14 5 -5 -12 8 -2 -10 10 -11 -8 2 -8 -14 2 -8 -14 2 -8 -14 2 -8 -14 4x6 Scale = 1:22.8 3 • • 8.00 112 • 3x6 "" I 3x6 • 2 i • • • 1 5 . I , :d HUS26 3x6 II HUS26 8x8 3x6 II HUS26 -- 7x14 MT18H ' -- 7x14 MT18H C HUS26 HUS26 2 8 14 55 12 , 8-2 -10 10 -11 -8 2-8-14 2 -8 -14 2 -8 -14 2 -8 -14 Plate Offsets (X,Y)' [1'0- 4- 11,Edge], [2;0.2- 0,0 -1 -8], [3 0- 2 ,8,0 -2 -0], [4:0- 2- 0,0 -1 -8], [5:0- 4- 11,Edge], [6 0 -4- 0,0 -1.8], [7'0- 40,0 -4 -8], [8'.0- 4- 0,0 -1 -81 . . LOADING (psf) I r SPACING 2.0.0 CSI 1 DEFL in (loc) 1 /deb Lid I PLATES GRIP TCLL 25 0 Plates Increase 1.15 TC 0 43 Vert(LL) -0.05 7 -8 >999 240 MT20 220/195 • TCDL 10 0 Lumber Increase 1.15 BC 0 55 Vert(TL) -0.13 7 -8 >946 180 MT18H 220/195 BCLL 0 0 ' Rep Stress lncr NO WB 0 61 Horz(TL) 0.04 5 n/a n/a • BCDL 10 0 Code IRC2006ITPI2002 (Matrix) Weight. 118 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3-8 -9 oc purlins. BOT CHORD 2 X 6 DF 2250F 1.7E BOT CHORD Rigid ceiling directly applied or 9-6-2 oc bracing. WEBS 2 x 4 DF Std G'Except' 3 -7: 2 x 4 DF No.18Btr G WEDGE Left 2 x 4 DF Std, Right 2 x 4 DF Std REACTIONS (lb /size) 1= 5381/0 -5 -8 (min 0 -4-4), 5= 6564/0 -5-8 (min. 0-4-14) Max Horz 1=- 107(LC 12) Max Uplrft 1=- 3612(LC 15). 5=- 3845(LC 18) Max Gray 1= 7957(LC 10).5= 9140(LC 9) FORCES (lb) - Max. Comp. /Max. Ten - All forces 250 (lb) or less except when shown TOP CHORD 1- 2=- 12211/5659, 2- 3=- 7813/3184, 3- 4=- 7817/3185, 4 -5 =- 12341/5685 BOT CHORD 1 -9= -4718/10091, 8 -9 =- 3559/8850, 8 -10 =- 2849/8141, 7 -10 =- 2158/7450, 7 -11 =- 1469/6902, 6 -11 =- 3023/8456, 6- 12=- 4270/9704, 5-12 = -4605/10038 WEBS 3 -7 =- 1176/6021, 4 -7 =- 2604/723, 4-6 =- 619/2866, 2 -7 =- 2453/692, 2 -8 =- 595/2745 NOTES 1) 2 -ply truss to be connected together with ISO (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 0-3-0 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 Cc �]R - • provided to distribute only loads noted as (F) or (B), unless otherwise indicated -L Qii 3) Unbalanced roof live loads have been considered for this design '+GINS s tP> • 4) Wind: ASCE 7 -05; 100mph, TCDL= 4.2psf, BCDL= 6,Opsf, h =25ft; Cat. II; Exp B: enclosed; MN/FRS (low -rise) gable end zone; cantilever left and right exposed ; . *) FR .4 ' Lumber DOL =1 33 plate grip DOL =1.33 44s .9 5) All plates are MT20 plates unless otherwise indicated. 1.- 85 (' 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads . • ;' 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. • 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt =lb) 1 =3612, 5 =3845. ORE GO !� 10) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. �� � 11) This truss has been designed for a total drag load of 700 plf Lumber DOL= (1.33) Plate grip DOL =(1 33) Connect truss to resist drag loads along bottom chord from —7 4, (/ C � , '� 2 r 2Q %i 0-0 -0 to 10 -11 -7 for 700.3 plf. -Y 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. " OS VA 0 13) Use Simpson Strong -Tie HUS26 (14 -16d Girder, 4 -16d Truss) or equivalent spaced at 2 -0 -0 oc max- starting at 2 -0 -0 from the left end to 10 -0 -0 to connect truss(es) A03 (1 ply 2 x 4 DF) to front face of bottom chord 14) Fill all nail holes where hanger is in contact with lumber LOAD CASE(S) Standard RENEWAL DATE: 12/31/2013 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 February 27,2013 Uniform Loads (plf) Vert. 1- 3 = -70, 3- 5 = -70, 1 -5 = -20 r 2C�it , WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev 03 -11') before use. Design Continu peg El Or use with MiTek connector plates only. This design is based only upon parameters shown. and is for an individual building component Applicability ® Y of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only. not fsrbuildmg stability bracing. Additional temporary restraint/ .rik. , diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure I `- - is the responsibility of the building designer or owner of the trusses For general guidance regarding design responsibilities. fabrication, quality control, storage, • delivery, erection, lateral restraint and diagonal bracing consult ANSI/TPI 1, DSB -89 and BCSI (Building Component Safety Information) available from CoINuc VLrIHG (L SBCA at www.sbandustry.com ( Job (Truss ;Truss Type Cry !Ply I Pulte Summer Creek bldg 19 roof I 16444500 B1301888 i E02 HOWE 1 2 Job Reference (optional) • • Pro-Build Clackamas Truss, Clackamas,OR 97015 -1129, tom 7.250 s May 11 2011 MiTek Industries, Inc Wed Feb 27 14:0818 2013 Page 2 I D: 2bbDHySdQJGDGAtByF8QPrzgerY HtcAOrKNsTtn5iH8KS B84_GsitG2C LS9cL ?2GTzgvxB LOAD CASES) Standard Concentrated Loads (lb) Vert. 6=- 2200(F) 9=- 2200(F) 10=- 2200(F) 11=- 2200(F) 12=- 2200(F) • • r • WARNING • Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev 03 -11') before use Design "'-.? °;;' • • valid for use with MiTek connector plates only. This design is based only upon parameters shown. and is for an individual building component Applicability • of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint 0 rit, designations shown on individual web and chord members are for compression buckling only. not forbuilding stability bracing. Additional temporary restraint/ 1 diagonal bracing to insure stability dunng construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure - is the responsibility of the building designer or owner of the trusses For general guidance regarding design responsibilrhes. fabrication, quality control, storage. yl� T��I • delivery, erection, lateral restraint and diagonal bracing, consult ANSIITPl 1, DSB-89 and SCSI (Building Component Safety Information) available from C�" ULflNG ac at w ww s bcindustry com. • Job I Truss Truss Type Qty 'Ply Pulte Summer Creek bldg 19 roof 16444501 61301888 E02 -A HOWE 1 2 Job Reference (optional) Pro-Build Clackamas Truss, Clackamas,OR 97015 -1129, tom 7250 s May 11 2011 MITek Industnes, Inc Wed Feb 27 14'08:19 2013 Page 1 ID: 2bbDHySdOJGDGAlByF8QPrzgerY- 13AYcBL ?dn ?eisrKu9iNcBp1 LHb5xodlr?IbpvzgvxA 2 -8 -14 5-6-0 8 -3-2 11 -0-0 2 -8 -14 2 -9-2 2 -9 -2 2 -8 -14 4x6 Scale = 1:22.9 3 800 12 3x6 - - , - - - , . „ .. 3x6 -'. 0 . 5 i - ,' - 7_ - �_ - - -. - - -- . . - -• -- - - - - --, - - - r l�� — 9 10 8 1112 - I 6 7 L HUS26 HUS26 HUS26 - -- 7014 MT18H 3x6 8x8 = 3x6 II 7x14 MT18H HUS26 HUS26 2 -8 -14 _ 5-6-0 8-3-2 11 -0-0 2 -8-14 2 -9-2 2-9-2 2-8-14 Plate Offsets (X,Y): [1:0- 4- 11,Edge], [2:0- 2- 0,0 -1 -8], [3.0- 2- 8,0 -2 -0], [4:0- 2- 0,0 -1 -8], [5:0-4- 11,Edge], [6:0-4 - 0,0 -1 -8], [7:0- 4-0,0-4 -8], [8 0,0-1 -8] LOADING (psi") SPACING 2 -0-0 I CSI DEFL in (hoc) I/de8 L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 I TC 0 43 Vert(LL) -0.06 7 -8 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1 15 BC 0.56 Vert(TL) -0.13 7 -8 >940 180 MT18H 220/195 BCLL 0.0 • Rep Stress Inc( NO WB 0.61 Horz(TL) 0.04 5 n/a n/a BCDL 10.0 Code IRC2006/TP12002 (Matnx) j Weight. 118 lb FT= 10% LUMBER BRACING TOP CHORD 2 x 4 DF No 18.Btr G TOP CHORD Structural wood sheathing directly applied or 3 -8-6 oc pudins BOT CHORD 2 X 6 DF 2250F 1.7E BOT CHORD Rigid ceiling directly applied or 9-5-9 oc bracing. WEBS 2 x 4 DF Std G'Except' 3 -7: 2 x 4 DF No 188trG WEDGE Left: 2 x 4 DF Std, Right 2 x 4 DF Std REACTIONS (lb /size) 1= 5398/0 -5-8 (min. 0 -4-4), 5= 6550/0 -5-8 (min. 0 -4-14) Max Horz 1=- 136(LC 12) Max Uplift 1=- 3626(LC 15), 5=- 3852(LC 18) Max Gray 1= 7984(LC 10), 5= 9136(LC 9) FORCES (lb) - Max. Comp /Max, Ten- - All forces 250 (lb) or less except when shown TOP CHORD 1- 2=- 12261/5681, 2- 3=- 7839/3202, 3 -4=- 7843/3202, 4 -5 =- 12399/5710 BOT CHORD 1 -9 =- 4765/10160,8 -9 =- 3601/8915,8 -10 =- 2887/8201,7 -10 =- 2195/7509,7 -11 =- 1448/6909,6 -11 =- 3037/8498, 6-12 =- 4260/9721,5 -12 =- 4625/10086 WEBS 3 -7 =- 1178/6031, 4 -7 =- 26321729, 4-6= -623/2890, 2 -7 =- 2473/698. 2 -8 =- 598/2763 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 0-3-0 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 • PRO provided to distribute only loads noted as (F) or (B), unless otherwise indicated. ( � ?E,O �p2^t3'n 3) Unbalanced roof live loads have been considered for this design. � �c NE 9 °/ 4) Wind: ASCE 7 -05, 100mph; TCDL= 4.2psf, BCDL= 6.0psf; h =25ft, Cat II; Exp B; enclosed; MWFRS (low -rise) gable end zone, cantilever left and nght exposed ; N y v Lumber DOL =1.33 plate grip DOL =1.33 • 5) All plates are MT20 plates unless otherwise indicated. 8' P: 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 ft between the bottom chord /// / and any other members. i/� 8) A plate rating reduction of 20% has been applied for the green lumber members ' 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at pinks) except (jt =1b) 1 =3626, 5= 3852. OREGON (� 10) This truss is designed in accordance with the 2006 International Residential Code sections R502 11.1 and R602.10 2 and referenced standard ANSI/TPI 1. c/ � .. 4J 11) This truss has been designed for a total drag load of 700 plf Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 1' 0 -0 -0 to 10 -11 -7 for 703.0 plf. t � 12 r 2'6\ f4. 1 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss "O S Ec 4 V 13) Use Simpson Strong -Tie HUS26 (14 -16d Girder, 4 -16d Truss) or equivalent spaced at 2 -0-0 oc max. starting at 2 -0-0 from the left end to 10 -0-0 to connect truss(es) A03 (1 ply 2 x 4 DF) to front face of bottom chord_ 14) Fill all nail holes where hanger is in contact with lumber RENEWAL DATE: 12/31/2 LOAD CASE(S) Standard 1) Regular. Lumber Increase =1.15, Plate Increase =1.15 February 27,2013 Uniform Loads (plf) Vert: 1- 3 = -70, 3- 5 = -70, 1 -5 = -20 r I WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03 -11') before use. Design Continu page Br use with MiTek connector plates only. This design is based only upon parameters shown. and is for an individual building component. Applicability - of design parameters and proper incorporation of the component is responsibdrty of building designer or owner of the trusses and installer. Lateral restraint • r designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses, For general guidance regarding design responsibilities. fabncation, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, OSB -89 and BCSI (Building Component Safety Information) available from CONSULTING ac SBCA at www sbcindustry corn. • Job 'Truss Truss Type Qty ;Ply Pulte Summer Creek bldg 19 roof 16444501 I 81301888 1002 -A IHOWE 1 2 ' Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129, torn 7.250 s May 11 2011 MiTek Industnes, Inc. Wed Feb 27 14'08:19 2013 Page 2 I D: 2bbDHySdOJGDGAtByF8QPrzgerY- 13AYcBL ?dn ?eisrKu9iNcBp 1 LHb5xodl r?IbpvzgvxA LOAD CASE(S) Standard Concentrated Loads (lb) Vert 6=-2200(9 9=- 2200(F) 10=- 2200(F) 11=- 2200(F) 12=- 2200(F) 1 1 Ak WARNING • Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11) before use Design `''' = valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component Applicability r J of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer Lateral restraint designatwns shown on individual web and chord members are for compression buckling only not forbtnlding stability bracing Additional temporary restraint/ , ; ' diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure '° . is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities. fabncation, quality control, storage, CONS UL I . delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from CONSULTI °'G tic SBCA at www sbcandustry com Job Truss Truss Type IOty Ply Pulte Summer Creek bldg 19 roof 16444502 1/31301888 .F02 ,MONO TRUSS 5 1 i I Job Reference (optional) - Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129, tom 7.250 s May 11 2011 MiTek Industries, Inc Wed Feb 27 1408:19 2013 Page 1 I D:Xo9bVITFBc04uKSN Wygf y2zgerX- 13AYcBL ?dn ?eisrKu9iNcBp65Hj WxxB( r?IbpvzgvxA -1 -0 -0 1 -0-0 1 -0-0 1 -0 -0 Scale = 1:6.5 3 6.00 12 0 2 o i 1 4 304 - 1 -0-0 1 -0 -0 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 I TC 0.07 Vert(LL) -0.00 2 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 I BC 0.02 Vert(TL) -0.00 2 >999 180 BCLL 0.0 • Rep Stress Ina YES WB 0.00 , Horz(TL) -000 3 n/a n/a • BCDL 10 0 Code IRC2006/TPI2002 (Matrix) Weight: 5 Ib FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 1 -0-0 oc purlins. BOT CHORD 2 x 4 OF Std G BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS (lb /size) 2= 156/0 -5 -8 (min. 0 -1 -8), 4 =9 /Mechanical, 3=- B /0-1 -8 (min. 0-1 -8) Max Horz 2 =45(LC 5) Max Uplift2= -82(LC 5), 3 = -8(LC 1) Max Gray 2= 156(LC 1), 4 =19(LC 2), 3 =12(LC 5) FORCES (Ib) - Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown NOTES 1) Wind: ASCE 7 -05; 100mph, TCDL= 4.2psf; BCDL= 6.0psf; h =25ft; Cat. II, Exp B: enclosed; MWFRS (low -rise) gable end zone; cantilever left and nght exposed ; Lumber DOL =1.33 plate 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 at joint(s) 3. 7) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 3. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802 10.2 and referenced standard ANSI/TPI 1. 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss LOAD CASE(S) Standard Ac© PRpFE .25PE • CC OREGON N 4 ' 'r 12, 2° ii: .. RENEWAL DATE 12/31/2013 February 27,2013 r • a WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev 03 -11') before use- Design valid for use with MiTek connector plates only, This design is based only upon parameters shown. and is for an individual building component. Applicability Ej of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only. not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibaies. fabrication, quality control, storage. delivery, erection, lateral restraint and diagonal bracing, consult ANSI1TPl 1. DSB -89 and BCSI (Building Component Safety Information) available from CONSULTING L LC SBCA at www.sbcindustry corn. Job Truss ',Truss Type Qty !Ply Pulte Summer Creek bldg 19 roof 16444503 I B1301888 1.01 I !GABLE 2 1 ' Job Reference (optional) Pro-Budd Clackamas Truss, Clackamas,OR 97015 -1129, tom 7.250 s May 11 2011 MiTek Industnes, Inc. Wed Feb 27 14 :0819 2013 Page 1 I D:Xo9bVITFBc04uKSN Wygfy2zgerX- 13AYcBL? dn? eisrKu9iNcBp3vHggxxPlr ?IbpvzgvxA -0-9 -0 2 -9-4 5-6-8 6 -3-8 ' 0 -9 -0 2 -9 -4 2 -9-4 0-9 -0 Scale = 1:14.5 4x4 = 3 • 8.00 1 12 2x4 2x4 4 2 �! ; ��I • -,- r • 4: c Z .o I 2x4 . 6 2x4 : 2x4 II - -- J 3x10 = 3x10 2-9-4 5-6 -8 2 ..._. 2 .. ,_Plate Offsets(X,Y). [2:0- 10- 3,0 -1 -2] [4;0- 10-3,0- 12]x LOADING (psf) 1 S PACING 2-0-0 C DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 25 0 Plates Increase 1.15 TC 0.27 Vert(LL) -0.00 6 >999 240 : MT20 220/195 TCDL 10.0 Lumber Increase 1,15 BC 0.19 Vert(TL) -0.00 2 -6 >999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 10 0 Code IRC2006/TPI2002 (Matrix) Weight: 24 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 4-5-8 oc purlins. BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 5-8 -2 oc bracing. WEBS 2 x 4 DF Std G OTHERS 2 x 4 OF Std G REACTIONS (lb /size) 2= 297/0 -5 -8 (min, 0 -1 -9), 4= 297/0 -5 -8 (min. 0-1 -9) Max Horz 2= -56(LC 11) Max Uplift 2=- 1266(LC 15), 4=- 1266(LC 18) Max Gray 2= 1482(LC 10), 4 =1482(LC 9) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2- 3=- 2219/1992, 3-4 =- 2219/1992 BOT CHORD 2 -6 =- 1416/1571, 4- 6=- 1416/1571 NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.Opsf, h =25ft: Cal. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and nght exposed ; Lumber DOL =1.33 plate grip DOL =1.33 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 ANSIITPI 1. 4) Gable studs spaced at 1-4-0 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 3 PRO 7) A plate rating reduction of 20% has been applied for the green lumber members. 9i5- 1 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at loint(s) except Qt=1b) 2 =1266. 4= 1266 c3 • 9) This t is designed in accordance with the 2006 International Residential Code sections R502 11.1 and R802.10 2 and referenced standard ANSI 1. \ ` "' , • 10) This truss has been designed for a total drag load of 625 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from .7 0 -0-0 to 5-6-8 for 625.0 plf. : j 25PE r - • 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss • LOAD CASE(S) Standard , 1)... ✓ OREGON ,, 4� N. ' CI O , ' 12, 2 -( RENEWAL DATE 12/31/2013 February 27,2013 • I A WARNING • Verity design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03 -11') before use Design valid for use with MiTek connector plates only This design is based only upon parameters shown, and is for an individual building component, Applicability - • 1 of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer Lateral restraint designations shown on individual web and chord members are for compression buckling only not forbuilding stability bracing. Additional temporary restraint/ ® L diagonal bracing to insure stab /ny dunng construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure ' is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities. fabncation, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB -89 and BCSI (Building Component Safety Information) available from � SBCA at www sbcindustry.com. ! , {� ®IYJVLlIl11�i Ll_C 'Job I Truss Truss Type Qty Ply Pulte Summer Creek bldg 19 roof 6444504 61301888 ICI L02 'GABLE 1 ' 1 Job Reference (optional) _ Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129, torn 7 250 s May 11 2011 MiTek lndustnes, Inc. Wed Feb 27 14.08.20 2013 Page 1 I D:Xo9bVITF Bc04u KSN Wygfy2zgerX- DGkwpXLe057 V KOQ WSsEc9PLCGhOhgOk R4fU9LMzgvx9 -5 -8 -8 - 4 -11 -8 , -2 -2 -4 ' 0 -9 -0 2 -9-4 2 -2-4 4 = Scale = 1:15.0 3 8.00 I 12 4x6 q N .. • - . o Q �. _ 1 j 1 7 2x4 3x10 = 6 508 -5-8 -8 - 4 -11 -8 -2 -2 -4 0 -9 -0 29-4 2-2-4 Plate Offsets (X,Y) [2:0-10-7,0-1-6], [50- 5- 14,Edge] - LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I /deft Lid ' PLATES GRIP TCLL 25.0 Plates Increase 1 15 TC 0.42 Vert(LL) -0 00 7 >999 240 MT20 220/195 TCDL 10 0 Lumber Increase 1.15 BC 0.22 Vert(TL) -0 00 2 -7 >999 180 BCLL 0 0 • Rep Stress lncr NO WB 0 05 Horz(TL) 0 00 5 n/a n/a BCDL 100 Code IRC2006/TPI2002 (Matnx) Weight 21 lb FT= 10% LUMBER BRACING TOP CHORD 2 x 4 DF No 18Btr G TOP CHORD Structural wood sheathing directly applied or 4 -4 -2 oc puffins. BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 5 -3 -3 oc bracing WEBS 2x4DF Std G SLIDER Right 2 X 6 DF No.2 1 - - REACTIONS (lb /size) 2= 283/0 -5-8 (min. 0- 1 -10), 5= 203 /Mechanical Max Horz 2= 167(LC 13) Max Uplift 2=- 1350(LC 15), 5=- 1294(LC 18) Max Gray 2= 1552(LC 10), 5= 1473(LC 9) FORCES (lb) - Max. Comp /Max Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2- 3=- 2336/2139, 3-4=- 1020/872, 4 -5 =- 1737/1545 BOT CHORD 2 -7 =- 1646/1769, 5 -7 =- 942/1064 NOTES 1) Unbalanced roof live loads have been considered for this design, 2) Wnd: ASCE 7 -05; 100mph, TCDL= 4.2psf, BCDL= 6.0psf, h =25ft, Cat II, Exp B, enclosed: MWFRS (low -rise) gable end zone, cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 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. . n 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt =lb) 2 =1350, 5= 1294. ' _ PROtr 8) This truss is designed in accordance with the 2006 International Residential Code sections R502.11 1 and R802 10.2 and referenced standard ANSI/7P11 .. v t 9) This truss has been designed for a total drag load of 625 plf. Lumber DOL= (1.33) Plate gnp DOL =(1 33) Connect truss to resist drag loads along bottom chord from c yGjN ' - - 0 -0 -0 to 4 -11 -8 for 625 0 plf i.e� , 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss LOAD CASES) Standard '. -y4/ 'r4 `12, <�i ab SEP . C} RENEWAL DATE: 12 / 31 / 2 013 February 27,2013 WARNING - yerify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev 03 -11') before use. Design valid for use with MiTek connector plates only This design is based only upon parameters shown. and is for an individual building component Applicability o1 design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability dunng construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses For general guidance regarding design responsibilities. fabncation, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSIITPI 1, DSB -89 and BCSI (Building Component Safety Information) available from SBCA at ww sbcindustry.com. c ®NSULT/AI6 LLC w Job Truss I Truss Type pry IPly Pulte Summer Creek bldg 19 roof 16444505 B1301888 ' L02 -A GABLE 1 1 ' I Job Reference (optional) • Pro-Build Clackamas Truss, Clackamas,OR 97015 -1129, tom 7 250 s May 11 2011 MiTek Industries, Inc. Wed Feb 27 14:08'20 2013 Page 1 ID:Xo9bVITF BcO4u KSN Wygfy2zgerX- DGkwpXLe057VKOQ WSsEc9PLCFhOjgOkR4fU9LMzgvx9 2 -2 -4 4-11 -8 2 -2 -4 2 -9-4 4x4 = Scale = 1:14.2 3 8.00 ,12 4x6 - 0 H 1 .. JI , m Sea ii 5 2x4 II 6 3x10 = I--_____ _ - „__ - 2 2-4 ____ 4-11 -8 2-2-4 2-9-4 Plate Offsets (X,Y); [7 :0- 5- 14,Edge), KO-10-3,0-1-2] „ LOADING (psi) SPACING 2 -0-0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0 42', Vert(LL) -0 00 5 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.22 Vert(TL) -0 00 4 -5 >999 180 BCLL 0.0 • Rep Stress Ina NO WB 0.05 Horz(TL) -0.00 1 n/a n/a I BCDL 10.0 Code IRC2006/TP12002 (Matrix) 1 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 4 -6-3 oc punins • BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 5-4 -7 oc bracing WEBS 2 x 4 DF Std G SLIDER Left 2 X 6 DF No.2 1 -3-0 REACTIONS (lb /size) 4= 207/0 -5 -8 (min 0 -1 -9), 1= 211/Mechanical Max Horz 4=- 172(LC 11) Max Uplift4=- 1300(LC 18), 1=- 1296(LC 15) Max Gray 4 =1477(LC 9), 1 =1480(LC 10) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3- 4=- 2129/1943, 1- 2=- 1770/1575, 2- 3=- 1030/880 BOT CHORD 1 -5 =- 943/1072, 5-7 =- 1177/1256, 4 -7 =- 1585/1714 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05, 100mph, TCDL= 4,2psf, BCDL= 6.Opsf: h =25ft: Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone, cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 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 beanng plate capable of withstanding 100 lb uplift at joint(s) except (it =lb) 4 =1300, 1 =1296 . r t A j PR 8) This truss is designed in accordance with the 2006 International Residential Code sections R502.11 1 and R802.10.2 and referenced standard ANSI/TPI 1. 4■fr'' flF�C 9) This truss has been designed for a total drag load of 625 plf. Lumber DOL= (1.33) Plate grip DOL =(1 33) Connect truss to resist drag loads along bottom chord from 0-0 -0 to 4-4-8 for 625.0 pit. ��` �� � �.9 f 0 ' 10) "Fix heels only Member end fixity model was used in the analysis and design of this truss. . . r LOAD CASE(S) Standard 8 5PE f OREGON N 4,, �� &or 12, >.�� jOSEPN C) RENEWAL DATE: 12/31/2013 February 27,2013 r • • A WAR NING - Verity design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03.11') before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown. and is for an individual building component Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint rp .” designations shown on individual web and chord members are for compression buckling only. not forbuilding stability bracing Additional temporary restraint/ ® diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage. - delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB -89 and BCSI (Building Component Safety Information) available from CONSULTING ac SBCA at www sbcindustry com V /6.7Yi•IIYGi Job 1Truss (Truss Type Qty !Ply ! Pune Summer Creek bldg 19 roof 16444516 B1301888 1M01 ;MONO TRUSS 1 1 ! Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129, tom 7250 s May 11 2011 MiTek lndustnes, Inc Wed Feb 27 14:08,20 2013 Page 1 I D:APXsFm1 cwfpn WKe4i96NF MzgeyY- DGkwpXLe057V KOQ WSsEc9PLHrh2dgORR4fU9LMzgvx9 . -1 -0 -0 2 -0 -0 • 1-0-0 2-0-0 Scale = 1 8.9 3 6.00 ''12 :i ; _ -/ o. 2 ' 4 3x4 = 2 -0-0 2 -0 -0 LOADING (psi) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud I PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.07 Vert(LL) -0.00 2 >999 240 1 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.09 Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.00 �'�! Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight 7 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 2 -0 -0 oc pudins. BOT CHORD 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing REACTIONS (lb /size) 2= 180/0 -5 -8 (min, 0 -1 -8), 4= 19/Mechanical, 3= 48/0-1 -8 (min. 0 -1 -8) Max Horz 2 =64(LC 5) Max Uplift 2 =-69(LC 5), 3= -24(LC 5) Max Gray 2= 180(LC 1), 4 =39(LC 2), 3 =48(LC 1) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7 -05; 100mph, TCDL= 4.2psf; BCDL= 6.Opsf, h =25ft, Cat. II, Exp B; enclosed: MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate gnp DOL =1.33 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 beanng plate at joint(s) 3. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 3, 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3 9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10 2 and referenced standard ANSI/TPI 1 10) "Fix heels only Member end fixity model was used in the analysis and design of this truss LOAD CASE(S) Standard , C` •- P Q 1 v OREGON \ w EP RENEWAL DATE: 12/31/2013 February 27,2013 ■ A WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03 -11') before use Design valid for use with MiTek connector plates only This design is based only upon parameters shown. and is for an individual building component Applicability y not ®� K of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint ' designations shown on individual web and chord members are for compression buckling onl forbuilding stability bracing. Additional temporary restraint/ - diagonal bracing to insure stability dunng construction is the responsibility of the installer, Additional permanent building stability bracing of the overall structure -` - ' is the responsibility of the building designer or owner of the trusses For general guidance regarding design responsibilities. fabrication. quality control, storage, delivery, erection, lateral restraint and diagonal bracing consult ANSI/TPI 1, DSB -89 and BCSI (Building Component Safety Information) available from CONSULTING (LC SBCA at www sbcindustry com. Job Truss ; ITruss Type Oty;Ply i Pulle Summer Creek bldg 19 roof 16444507 B1301888 MO2 ;MONO TRUSS 6 1 .Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129, torn 7.250 s May 11 2011 MiTek Industnes, Inc Wed Feb 27 14.08:20 2013 Page 1 ID: Xo9bVITFBc04uKSNWygfy2zgerX- DGkwpXLe057VKOQWSsEc9PLHrh2dgORR4 fU9LMzgvx9 -1 -0-0 2 -0-0 ' 1 -0-0 2 -0 -0 Scale = 1:8.9 3 6.00 ; 12 I% 2 0o i � 4 3x4 = 2 -0-0 • — ..._ _ 2 - 0 - 0 • • LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25 0 Plates Increase 1.15 1 TC 0.07 Vert(LL) -0.00 2 >999 240 MT20 220/195 TCDL 10 0 ' Lumber Increase 1.15 BC 0.09 Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 C ode IRC2006/TPI2002 (Matrix) Weight: 7 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 2 -0-0 oc purtins. BOT CHORD 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (Ib /size) 2= 180/0 -5 -8 (min. 0-1 -8), 4= 19/Mechanical, 3= 48/0 -1 -8 (min. 0-1 -8) Max Horz 2 =64(LC 5) Max Uplift 2= -69(LC 5), 3= -24(LC 5) Max Gray 2= 180(LC 1), 4 =39(LC 2), 3 =48(LC 1) FORCES (lb) - Max. Comp /Max Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 6.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and nght exposed ; Lumber DOL =1.33 plate gnp DOL =1 -33 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 beanng plate at joint(s) 3 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard O PRQF� - r°` I:'4 OREGO �� 44 12 , `�b . j� � `O Co' RENEWAL DA TE: 12 / 31/ 2013 February 27,2013 I s a WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11) before use Design `^ valid for use with MiTek connector plates only This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer, Lateral restraint designations shown on individual web and chord members are for compression buckling only, not lorbuilding stability bracing Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure - is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities. fabncation, quality control, storage. delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB -89 and BCSI (Building Component Safety Information) available from CONSULTING ac -._. _..__. SBCA at www sbcindustry.com. _ ..... ... 1 • Job Truss !Truss Type Dry �IPIy ! Pute Summer Creek bldg 19 roof 1 16444508 181301888 ;1.1 KINGPOST 1 1 I Job Reference (optional) Pro-Build Clackamas Truss, Clackamas,OR 97015 -1129, tom 7.250 s May 11 2011 MiTek Industries, Inc Wed Feb 27 14 21 2013 Page 1 I D:Xo9bVITFBc04u KSN Wygfy2zgerX -iSI l 1 tMG90GMy9 ?j ?alricu075LnPgRbl JEitozgvx8 4-3 -12 8 -5-0 4 -3-12 4 -1-4 • Scale = 1:19.3 404 - 2 • I ' 800 12 • • • . _ I I 'o 4 2x4 , 5x10 6x10 4 -3 -12 8 -5-0 4 -3-12 _ - 4-1-4 -- - -- - --- Plate Offsets ()C.,Y)' [1.0.1- 10,Edge] [3'0- 1- 11,Edge] _ • • LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 25 0 Plates Increase 1.15 1 TC 0.35 1 Vert(LL) -0.01 1-4 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.29 Vert(TL) -0.02 1 -4 >999 180 BCLL 0 0 ' Rep Stress Ina YES WB 0 -08 Horz(TL) 0.00 3 n/a n/a BCDL 100 Code IRC2006/TP12002 (Matrix) Weight 30 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3-4-6 oc purtins. BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 4 -5-4 oc bracing. WEBS 2 x 4 DF Std G WEDGE Right: 2 x 4 DF Std REACTIONS (lb /size) 1= 358/0-5 -8 (min. 0 -2 -5), 3= 358/0 -5 -8 (min. 0 -2 -5) Max Horz 1 =84(LC 14) Max Uplift 1=- 1882(LC 15), 3=- 1880(LC 18) Max Gray 1= 2186(LC 10), 3= 2186(LC 9) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 1- 2=- 3205/2857, 2- 3=- 3116/2765 BOT CHORD 14=- 22912552, 3-4 =- 2174/2435 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05: 100mph, TCDL= 4.2psf: BCDL= 6.Opsf: h =25ft; Cat. II: Exp B, enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate gnp DOL =1.33 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at /oint(s) except (it =lb) 1 =1882, 3 =1880. �f1 PR - 7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802 10.2 and referenced standard ANSI/TPI 1- GQt VV F 8) This truss has been designed for a total drag load of 625 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from • 0-0 -0 to 8 -5-0 for 625 0 plf. � \�� y�G' NtFR s� ,- 9) "Fix heels only Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard * OREGON N <� � 9l Gl l''12, 26 N - 1 1 - N ' RENEWAL DATE: 12/31/2013 February 27,2013 A WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03 -11') before use. Design - valid for use with MiTek connector plates only This design is based only upon parameters shown. and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only. not forbuilding stability bracing. Additional temporary restraint/ Vii` diagonal bracing to insure stability dunng construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibddies, fabncation, quality control. storage, I M hariae delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPl 1, DSB -89 and BCSI (Building Component Safety Information) available from I CONSULTING L LC ww. SBCA at wsbcintlustry.com, ( Job Truss (Truss Type Qty !Ply I Pude Summer Creek bldg 19 roof I I 16444509 B1301888 IP2 .KINGPOST 1 1 i ' 1 I 1 Job Reference (optional) Pro-Build Clackamas Truss, Clackamas,OR 97015.1129, tom 7.250 S May 11 2011 MiTek Industnes, Inc Wed Feb 27 14:0821 2013 Page 1 I D: ?JzieUtywWxVU 1 Z3fBuUGzgerW -iSI I1 tMG90GMy9 ?j ?alricuOm5OKPgUblJ Eitozgvx8 . 4 -3-12 . 7 -11 -8 . ' 4 -3-12 3-7 -12 • Scale = 1:19.3 404 2 8.00 ; 12 3 4x4 �� o_ Via- p o id 2x4 3x4 = 5 4x6 4-3 -12 7 -11 -8 4-3-12 3-7-12 Plate Offsets (X Y), [1:0 -0 -7,0 -0-2], [4:0- 4- 9,0-0 -10], • LOADING (pot) SPACING 2-0-0 CSI DEFL in floc) 1 /deft Ud PLATES GRIP TCLL 25.0 I Plates Increase 1.15 TC 0.25 Vert(LL) -0 01 1-6 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1 15 BC 0.13 Vert(TL) -0.02 1 -6 >999 180 BCLL 0.0 • R ep Stress Incr YES WB 0.08 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) ' Weight: 32 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudlns. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2x4DFStdG SLIDER Right 2 X 6 DF No.2 1 -11 -4 REACTIONS (lb /size) 1= 342/0 -5-8 (min 0 -1 -8), 4= 346/Mechanical Max Horz 1= -84(LC 3) Max Uplift 1= -51(LC 5), 4 = -46(LC 6) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 1 -2 =- 353/47, 2 -3 =- 280/54, 3- 4=- 373/46 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05: 100mph; TCDL= 4.2psf; BCDL= 6.Opsf; h =25ft; Cat. II: Exp B; enclosed, MWFRS (low -nse) 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 100 lb uplift at joint(s) 1, 4. 8) This buss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. , - - 9) "Fix heels only" Member end fixity model was used in the analysis and design of this truss yLr]Ri/Fris LOAD CASES) stantlard `�0NEZ cS 'j� e. Cr 8 5PE ' t" • x' OREGON A B'. 94 '0'12,20. 4 RENEWAL DATE: 12/31/2013 February 27,2013 r k a WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev, 03-11) before use. Design ' % a .> valid for use with MiTek connector plates only. This design is based only upon parameters shown. and is for an individual building component. Applicability `� of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer Lateral restraint ` designations shown on individual web and chord members are for compression buckling only. not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, labncation, quality control, storage, � d delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB -89 and BCSI (Budding Component Safety Information) available from CONSULTING ac w SBCA at ww.sbcindustry corn. - !Job Truss Truss Type Qty 1Ply Pulte Summer Creek bldg 19 roof 16444510 B1301888 P !KINGPOST 1 1 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129, tom 7.250 s May 11 2011 MiTek lndustnes, Inc. Wed Feb 27 14'08.21 2013 Page 1 I D:Xo9bVITFBc04uKSN Wygfy2zgerX -iSl I 1 tMG90GMy9 ?j ?alricu PX5NoPq Pbl JEitozgvx8 4 -3 -12 8 -7 -8 4 -3-12 4 -3 -12 Scale = 1:19.3 404 2 I 800 12 i . . I .d I'' 2x4 I I - ... 3x8 = 3x8 = 4-3-12 8 -7 -8 4 -3-12 4-3 -12 Plate Offsets (X,Y): [1:0- 8 -3,0- 0- 14],[3:0 -8 -3 0 -0-14] LOADING (pot) SPACING 2 -0-0 C SI DEFL in (roc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0 26 Vert(LL) -0.01 1-4 >999 240 MT20 220/195 TCDL 10 0 Lumber Increase 1 15 i BC 0.16 Vert(TL) -0.02 1 -4 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matnx) Weight: 30 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 4 -8-3 oc purtins. BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 x 4 DF Std G REACTIONS (lb /size) 1= 368/0 -5-8 (min. 0 -1 -8), 3= 368/0 -5-8 (min 0-1 -8) Max Horz 1= -84(LC 12) Max Uplift 1=- 932(LC 15), 3 =- 932(LC 18) Max Gray 1= 1245(LC 10), 3= 1245(LC 9) FORCES (lb) - Max, Comp /Max- Ten - All forces 250 (lb) or less except when shown TOP CHORD 1 -2 =- 1753/1390, 2- 3=- 1753/1390 BOT CHORD 1 -4 =- 1098/1371, 3-4 =- 1098/1371 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wnd. ASCE 7 -05, 100mph; TCDL =4 2psf, BCDL= 6,Opsf, 5 =255; Cat. II, Exp B. enclosed, MWFRS (low -rise) gable end zone; cantilever left and nght exposed ; Lumber DOL =1.33 plate grip DOL =1.33 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt =lb) 1 =932, 3 =932. 7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11 1 and R802.10.2 and referenced standard ANSI/TPI 1. - 8) This truss has been designed for a total drag load of 300 pit Lumber DOL= (1.33) Plate gnp DOL= (1.33) Connect truss to resist drag loads along bottom chord from - - CL PR 0 -0 -0 to 8 -7 -8 for 300.0 pit k ��' �+ 9) "Fix heels only Member end fixity model was used in the analysis and design of this truss. c ' 1 �GINE' € 6>0 • LOAD CASE(S) Standard v , 7 O,.a. P . .r p OREGON ,� . Q '9,L 64 )'12, 213' '¢ RENEWAL DATE: 12/31/2013 February 27,2013 4 1 WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev 03 -11') before use. Design '" ;WZ y +'.' valid for use with MiTek connector plates only This design is based only upon parameters shown. and is for an individual building component Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint ® - , designations shown on individual web and chord members are for compression buckling only. not forbuiId ng stability bracing. Additional temporary restraint/ diagonal bracing to insure stability dunng construction is the responsibility of the installer Additional permanent building stability bracing of the overall structure a . is the responsibility of the building designer or owner of the trusses For general guidance regarding design responsibilities. fabncation, quality control, storage. � �//� delivery, erection, lateral restraint and diagonal bracing. consult ANSI/TPI 1, DSB -89 and BCSI (Building Component Safety Information) available from CONSULTING LLC SBC at www.sbcindust corn V !■�i G !Job I Truss Truss Type Qty Pty I Pulte Summer Creek bldg 19 roof 16444511 . 61301888 PGE GABLE 1 1 :Job Reference (optional) Pro-Build Clackamas Truss, Clackamas,OR 97015 -1129, tom 7.250 s May 11 2011 MiTek Industnes, Inc Wed Feb 27 14:08.21 2013 Page 1 ID:? JzieUtywWxVU1Z3fBuUGzgerW- iS111tMG90GMy9 ?j ?alricuOI5N1 PgPbIJEitozgvx8 4 -3-12 8-7 -8 , 9 -4-8 1 4 -3-12 4-3 -12 ' 0-9 -0 Scale = 1:19 3 4x4 - -- 2 2x4 1 8.00 204 it 112 N 7 1 3 d I - 204 II 5 204 II -� 2x4 :1 : >< 3x4 = 3x4 = 4-3-12 8 -7 -8 4-3-12 4-3 -12 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deb Ud ' �, PLATES GRIP TCLL 25 0 Plates Increase 1.15 TC 0 25 Vert(LL) -0.01 1 -5 >909 240 MT20 220/195 TCDL 10 0 Lumber Increase 1.15 BC 0.15 Vert(TL) -0.02 1 -5 >999 180 BCLL 0.0 ' Rep Stress Inc( YES WB 0.08 Horz(TL) 0.00 3 n/a n/a BCDL 10 0 Code IRC2006/TPI2002 � (Matrix) • Weight: 36 lb FT = 10 LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc pudins. BOT CHORD 2 x 4 DF No.18Btr G SOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing WEBS 2 x 4 DF Std G OTHERS 2 x 4 DF Std G REACTIONS (lb /size) 1= 363/0 -5 -8 (min. 0 -1 -8), 3= 440/0 -5 -8 (min. 0 -1 -8) Max Horz 1= -92(LC 3) Max Uplift 1= -53(LC 5), 3=- 102(LC 6) FORCES (lb) - Max- Comp /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 - 2 = 390/44, 2 - 3 = 411/49 BOT CHORD 1- 5= 0/263, 3 -5 =0/263 NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind. ASCE 7 -05; 100mph; TCDL= 4.2psf, BCDL =6 Opsf; 9 =258; 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 4) Gable studs spaced at 1 -4-0 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 100 lb uplift at loint(s) 1 except Qt =lb) 3 =102. , o PROF SS 9) This truss is designed in accordance with the 2006 International Residential Code sections R502 11.1 and R802.10.2 and referenced standard ANSI/TPI 1. G 10) "Fix heels only" Member end fixity model was used in the analysis and design of this truss ��L� �G�NI r� / �‘ LOAD CASE(S) Standard v � .� : 8 5PE • ' f -- U �� 12 ,' - i•- ® E PH RENEWAL DATE 12/31 F ebruary 27,2013 t A WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03 -11') before use. Design valid for use with MiTek connector plates only This design is based only upon parameters shown. and is for an individual building component Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer Lateral restraint i••' designations shown on individual web and chord members are for compression buckling only not forbuilding stability bracing. Additional temporary restraint/ I . diagonal bracing to insure stability dunng construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure - is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities. fabncation, quality control, storage, T . l . sI/� delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB -89 and SCSI (Building Component Safety Information) available from CONSULTING , LLC . SBCA at www sbcindustry.com • !Job , Truss Truss Type iQty Ply Pulte Summer Creek bldg 19 roof 16444512 1 E31301888 X MONO TRUSS 3 1 ' 1 Job Reference (optional) _, • Pro-Build Clackamas Truss, Clackamas,OR 97015 -1129. tom 7.250 s May 11 2011 MiTek Industries, Inc Wed Feb 27 14 0822 2013 Page 1 I D: ?_ jzieUtywWxVU 1 Z3BuUGzgerW- AergEDN uwiODZJavZHG4EgRaXVg H814kXzzGO Ezgvx7 -1 -0 -0 3-0 -0 5 -0-0 ■ 1 -0 -0 3-0-0 2 -0 -0 Scale = 1:15.8 4 • 2x4 :. • 6.00 '12 3 • '7. L . • 2 . Li 5 3x8 = 6 2x4 3 -0 -0 , 5-0-0 - 3 -0 -0 2 -0 -0 Plate Offsets (X,Y). [2:0- 8- 0,0 -0-6] - -- - -- - -_ - -- - - -- LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Lid PLATES GRIP TOLL 25 0 Plates Increase 1 15 i TC 0.31 Vert(LL) -0.00 2 -6 >999 240 MT20 220/195 TCDL 10 0 Lumber Increase 1.15 BC 0.34 Vert(TL) -0.01 2 -6 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0 05 Horz(TL) -0.01 5 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 ( Matrix) I Weight 18 lb FT = 10% - LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 4 -5-9 oc purlins BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 4-0-8 oc bracing. WEBS 2x4DFStdG REACTIONS (lb /size) 2= 189/0 -5 -8 (min 0 -1 -8), 5 =9 /Mechanical, 6= 317/0 -5 -8 (min. 0 -1 -8) Max Horz 2= 1236(LC 15) Max Uplift 2=- 1052(LC 15). 6=- 106(LC 6) Max Gray 2= 1195(LC 10), 5 =18(LC 2), 6= 317(LC 1) FORCES (Ib) - Max. Comp./Max Ten- - All forces 250 (Ib) or less except when shown TOP CHORD 2- 3=- 21682063 BOT CHORD 2- 6=- 27602760, 5-6 =- 1120/1120 WEBS 3-6 =- 255/143 NOTES 1) Wnd. ASCE 7 -05, 100mph; TCDL= 4.2psf, BCDL= 6,Opsf; h =25ft; Cat II, Exp B; enclosed, MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate gnp DOL =1.33 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 beanng plate capable of withstanding 100 lb uplift at joint(s) except (jt =lb) 2 =1052, 6 =106 . • 7) This truss is designed in accordance with the 2006 International Residential Code sections R502,11.1 and R802 10.2 and referenced standard ANSI/TPI 1. • f� 8) This truss has been designed for a total drag load of 625 plf. Lumber DOL =(1 33) Plate gnp DOL= (1.33) Connect truss to resist drag loads along bottom chord from +;ee ROF { s • 0 -0 5-0-0 for 625.0 plf. �s l �( tSj 9) "Fix heels only" Member end fixity model was used in the analysis and design of this truss w Gs t,, 1 .16 Fjgr 0� LOAD CASE(S) Standard 8 , • v � OREGO a, 4 Y 12, 2 i- 1/p ©ti. RENEWAL DATE 12 / 31 / 2 013 February 27,2013 r • A WA RG - Vey design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11) before use Design v alid for NIN use with MiTek connector plates only. This design is based only upon parameters shown. and is for an individual building component Applicability EE of design parameters and proper incorporation of the component is responsibddy of building designer or owner of the trusses and installer, Lateral restraint N / designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability dunng construction is the responsibility of the installer Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses For general guidance regarding design responsibilities. fabrication, quality control. storage, tic � delivery, erection, lateral restraint and diagonal bracing, consult ANSIITPI 1, DSB -89 and BCSI (Building Component Safety Information) available from MOULTING LL C SBCA at www- sbcindustry.com. • ' Job 'Truss Truss Type Oty .Ply Pulte Summer Creek bldg 19 roof ' 16444513 1 iXGE MONO TRUSS 11 1 1 I Job Reference (optional) Pro-Build Clackamas Truss, Clackamas,OR 97015 -1129, tom 7.250 s May 11 2011 MiTek Industries, Inc Wed Feb 27 14:08.22 2013 Page 1 I D: ?JzieUtywWxV U 1 Z3fBuUGzgerW- AergEDN uwiODZJavZHG4 Eq RaX Vg H814kXzzGQ Ezgvx7 -1 -0-0 3-0 -0 5 -0-0 . 1 -0-0 3-0-0 2 -0 -0 Scale = 1:15.8 4 2x4 6.00 12 3 I -I M O _ . v L_; .� 3x8 — 8 2x4 I 3-0-0 5 -0-0 3-0-0 2-0-0 Plate Offsets (X,Y): [2:0-8-0,0-0-6] — — — — LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.31 Vert(LL) -0 00 2 -6 >999 240 MT20 220/195 TCDL 10 0 Lumber Increase 1.15 BC 0.34 Vert(TL) -0 01 2-6 >999 180 BCLL 0 0 • Rep Stress !nor NO WB 0.05 Horz(TL) -0 01 5 n/a n/a BCDL 10 0 Code IRC2006/TPI2002 1 (Matnx) Weight 18 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No 18Btr G TOP CHORD Structural wood sheathing directly applied or 4 -5-9 oc purlins. BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 4 -0-8 oc bracing. WEBS 2x4DF Sid G REACTIONS (Ib /size) 2= 189/0 -5-8 (min. 0 -1 -8). 5 =9 /Mechanical, 6= 317/0 -5-8 (min. 0-1 -8) Max Horz 2= 1236(LC 15) Max Uplift 2=- 1052(LC 15), 6=- 106(LC 6) Max Gray 2= 1195(LC 10), 5=18(LC 2), 6= 317(LC 1) FORCES (Ib) - Max Comp /Max. Ten - All forces 250 (Ib) or less except when shown. TOP CHORD 2- 3=- 2168/2063 BOT CHORD 2 -6 =- 2760/2760, 5-6 =- 1120/1120 WEBS 3- 6=- 255/143 NOTES 1) Wind. ASCE 7 -05; 100mph; TCDL= 4.2psf, BCDL= 6.Opsf, h =25ft, Cat. II; Exp B. enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 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 bosom 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 100 Ib uplift at joint(s) except Qt=lb) 2 =1052. 6 =106. . • -- 7) This truss is designed in accordance with the 2006 International Residential Code sections R502 11.1 and R802.10 2 and referenced standard ANSI/TPI 1_ - c�[.E� ❑ !2 8) This truss has been designed for a total drag load of 625 pll. Lumber DOL= (1.33) Plate gnp DOL= (1.33) Connect truss to resist drag loads along bottom chord from G ry u r v� 0 -0-0 to 5-0-0 for 625.0 pll. ' C "' (31N E'r R W ,. 9) "Fix heels only" Member end fixity model was used in the analysis and design of this truss�\� C .. LOAD CASE(S) Standard r' 85 P ' r • Cc �4 - OREGON ,, k, 17 4 �4Y12, 4 JOSEPH RENEWAL DATE: 12/31/2013 February 27,2013 I , A WA - y d pae note Drawing Re e (3') b. sign valid for use R NING with Verif MiTek esign connecto plates ters and only read This d esign on this is based Truss only Design upon parameters and shown, included DrJ and is eferenc for an ind et rev building .11 component. efore use Appli , of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint i designations shown on individual web and chord members are for compression buckling only. not forbuilding stability bracing Additional temporary restraint/ . diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure . is the responsibility of the building designer or owner of the trusses, For general guidance regarding design responsibilities. fabncation. quality control, storage, M delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB -89 and BCSI (Building Component Safety Information) available from CONSULTING LL C SBCA at www.sbcindustry corn. Symbols Numbering System 0 General Safety Notes PLATE LOCATION AND ORIENTATION �_ 3 j 4' Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. 6 -4 -8 dimensions shown in ft -in- sixteenths Damage or Personal Injury MN Dimensions are in ft -in- sixteenths. I I (Drawings not to scale) I4 and f Apply p ully lates to embed both sides teeth. of truss 1. Additional stability bracing for truss system, e.g. diagonal or X- bracing, is always required. See BCSI1 2. Truss bracing must be designed by an engineer For wide truss spacing, individual lateral 1 „ braces themselves may require bracing, or alternative T, I. or Eliminator bracing should be 1 3 - /16 1 2 3 considered. TOP CHORDS 3. Never exceed the design loading shown and never stack materials on inadequately braced Provide 4. Provide copies of this truss design to the building designer, erection supervisor, property F 4 owner and all other interested parties. 5 Cut members to bear tightly against each other. o .. p 6 . Place plates on each face of truss at each joint and embed fully, Knots and wane at joint O locations are regulated by ANSI/7P' 1. For 4 x 2 orientation, locate U O 7. Design assumes trusses will be suitably protected from the environment in accord with plates 0 'ns from outside ® u ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication i edge of truss. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative C7-8 C6-7 Cs -6 p treated, or green lumber. BOTTOM CHORDS 10. Camber is a non - structural consideration and is the responsibility of truss fabricator. General the ndica This symbol ites t practice is to camber for dead load deflection. 8 7 6 5 This s fed dlr ndica of the in 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that connector plates. specified. 13, Top chords must be sheathed or purlins provided at spacing indicated on design. • Plate location details available In MiTek 20/20 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless software or upon request. otherwise noted. JOINTS ARE GENERALLY NUMBERED /LETTERED CLOCKWISE 15, Connections not shown are the responsibility of others. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 16. Do not cut or alter truss member or plate without prior approval of an engineer, THE LEFT. 17. Install and load vertically unless indicated otherwise. PLATE SIZE 18. Use of green or treated lumber may pose unacceptable environmental, health or performance The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT Review all t p use. 19. Review all poortions of thiss design ( (ffront, , b back, words and pictures) before use. Reviewing x 4 width measured perpendicular NUMBERS /LETTERS. pictures alone snotsufficient. to slots. Second dimension is 20. Design assumes manufacture in accordance with ANSI /TPI 1 Quality Criteria. the length parallel to slots. 21. Unless information is otherwise provided to DrJ in writing, the use of these designs presumes approval, through the building designer or owner of the trusses, of the loads and related PRODUCT CODE APPROVALS design assumptions (e.g. spans, profiles, deflection, etc.) found on each of the individual LATERAL BRACING LOCATION design drawings. ICC -ES Reports: 22. These trusses are designed using MiTek Sapphire standard analysis methods in accordance with ANSIITPI 1 and related proprietary information. /� ESR 131 1, ESR 1352, ER -5243, 96048, Indicated by symbol shown and /or 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in �� by text in the bracing section of the Sheathing applied in the plane e otco Stabilizer, etc.). 9730, 95 -43, 96 -31, 9667A 24. Sheathing applied in the plane of the truss is not considered in the design of the individual truss output. Use T, I or proprietoy bracing NER -487, NER -561 components unless specifically noted. (e.g. eliminator) if indicated. 95110, 84 -32, 96 -67, ER -3907, 9432A 25. Graphical purlin representation, if shown, does not depict the size or orientation of the purlin along the top and/or bottom chord. Purlins must be designed by others for size, and positioned BEARING in such a way as to support the imposed load along the clearspan of the purlin. 26. Due to the lateral thrust developed by scissor type trusses, if scissor type trusses are part of this design, careful consideration should be given to bearing wall conditions. Bearing walls of 1 scissor type trusses should be designed in such a manner that the walls will safely withstand Indicates location where bearings the lateral forces of the trusses. Consideration of these items is not a part of this truss design (supports) occur. Icons vary but and is not the responsibility of the truss plate supplier, the truss designer, nor the truss © 2011 DrJ Consulting, LLC All Ri Reserved f abricator. Competent ti.( reaction section indicates joint petent p esi drawing on advice should be secured relative these items ■ a number where bearings occur. 27. The accuracy of the truss design drawing relies upon accurate metal plate connector design values as published d si by MiTek and accurate design values for solid sawn lumber Design values (E, Emin, Fb, Fc, Fcp, Ft, and Fv) for solid sawn lumber and approved, �� grade stamped, finger jointed lumber shall be as defined by the grade stamp prior to cross cutting and in accordance with the published values of lumber rules writing Industry Standards: / agencies approved by the Board of Review of the American Lumber Standards ANSI /TP11: National Design Specification for Metal Committee in accordance with the latest edition ofANSI /TPI1 Section 6.3. Plate Connected Wood Truss Construction. DSB -89: Design Standard for Bracing. DrJ Consulting, LLC BCSII: Building Component Safety Information, 6300 Enterprise Lane Guide to Good Practice for Handling, CONSULTING L Madison, WI 53719 Installing & Bracing of t , Metal Plate Connected Wood Trusses.