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Plans (179) �3 �y� Sw l7S�v� MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-359 UP Fax 916/676-1909 3413 A The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R43070829 thru R43070837 RECEIVED My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 DEC 3 0 2015 These truss designs rely on lumber values established by others. CITY OF TIGARD BUILDING DIVISION PR I N EF'q 87 2PE 9� N ti OREGON 4SER A. H'ER�A EXPIRES:06/30/2015 October 21,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. t Job Truss Truss Type Oty Ply3413 A 843070829 P1.14-359-LIP F01 Floor 8 1 Job Reference(optional) Pacific Lumber d Truss Co., Lake Oswego,Oregon 7.530 s Jul 112014 MTek Industries,Inc.Tue Oct 21 15:09:22 2014 Page 1 ID:zs2ygYHMYRI_Z1 p9yl2t1 yAg??-2ETRiXzMP196C8js5DWFOILU_MvhHO3m87ywE9yR7Th D-2-2 " H 11� 1r 2-0 1BA� Scale=1:34.6 3x6= 3x4= 3x4 I 4x4 = 3x4= 3x4= 3x4= 3x4 = 3x4= 3x6 FP= 3x4 = 4x4= �i,111 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 ry. 1N fall 35 33 32 31 30 29 28 27 26 25 24 23 3x4 11 3x10= 4x5= 3x5=3x6 FP= 3x5= 3x5= 3x4= 3x5 = 3x5= 4x5= 3x4= 1.5x3 SP= D-10-4 12 19-6-8 Plate Offsets(X.Y)— [12:0.1-S.Edae].[27:0-1-S.Edgql,t35:Edge.0.1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.28 Vert(LL) -0.26 28 >876 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.48 Vert(TL) -0.41 28-29 >566 360 BCLL 0.0 Rep Stress Incr NO WB 0.51 Horz(TL) 0.07 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:106 Ib FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 240OF 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, except BOT CHORD 2x4 DF 240OF 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (Ib/size) 23=840/Mechanical,34=1101/0.7-0 (min.0.1-8) Max Grav23=847(LC 4),34=1101(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 4-5=-1627/0,5-6=-1627/0,6-7=-2752/0,7-8=-2752/0,B-9=-3496/0,9-10=-3496/0, 10.11=-3871/0,11-12=-3871/0,12-13=-3861/0,13-14=-3861/0,14-15=-3456/0, 1516=-3456/0,16-17=-3456/0,17-18=-2689/0,18-19=-2689/0,19-20=-1538/0, 20.21=-1538/0 BOT CHORD 33-34=01916,32-33=0/2234,31-32=0/3169,30.31=0/3169,29-30=0/3724,28-29=0/3861, 27-28=0/3861,26-27=013700,2526=0/3116,24-25=0/2158,23-24=0/818 WEBS 13-27=-275129,12-29=-354/291,10-29=0/260,10.30=-329/0,8-30=0/468, 21-23=-1146/0,21-24=0/1007,19-24=-869/0,19-25=0/743,8-32=-593/0,6-32=0!736, 6-33=-859/0,4-33=011005,4-34=-121010,17-25=-598/0.17-26=0/476,14-26=-396/0, 14-27=-95/494 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. P R 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. � OFF�'s 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ?j 6)CAUTION,Do not erect truss backwards. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)164 Ib down at 0-1-8 on top chord. 870 2PE The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). N � LOAD CASE(S) Standard OREGON 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Q Uniform Loads Vert 23P 5 =-8,1-22=-80 �'ps'y6ER NP Concentrated Loads(lb) A. H'E� Vert:1=-164(F) EXPIRES:06/30/2015 October 21,2014 0WARW,%-Vedlydeesiya para merer3and READhGIFS CHTHIS AM7M IXEDNTTEXFIEF--EUKEPAGE HT77473rec21291201 499;MFLM Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. " Applicability of design parameters and proper incorporation of component is responsibility of building desgnw-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designee For general guidance regarding MiTek` fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine ISP)lumbar fr specified,the derign values ara thaw adfactive 06/01/2013 by AtSC rPJo—b russ russ ype ty Ply [413A 359_UP F02 Floor 10L14- 1 ob Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 112014 MiTek Industries,Inc.Tue Oct 21 15:09:24 2014 Page 1 ID:zs2y�,g�,Y�H(n1MYlt1I_Zl p9yl2t1 yy7Ag7?�?-_cbB7D?cxePgSSsFDe4TjQoy9Y41Hs3bRR1 JYyR7Tf 1-0-01I r� I 12T12T Scale=1:33.9 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 6j 6 �N Jll 30 29 28 27 26 25 24 23 22 21 3x4= 4x5= 3x5= 3x5= 3x5= 3x5= 3x4= 3x5 = 4,6= 3x4= 14-2-2 13-0.2 3-7-2 19-114 13-0- 7-0 0.7-0 5-9-2 Plate Offsets(X)0= 114'0.1-8 Edge] 124'0.1-8 Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.31 24-25 >756 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.4924-25 >482 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012lrP12007 (Matrix) Weight:99 Ib FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 240OF 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 240OF 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 30=871/Mechanical,20=871/0-4-4 (min.0-1-8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1588/0,3-4=1588/0,4-5=-2786/0,5-6=-2786/0,6-7=-3608/0,7-8=-3608/0, 8-9=-4042/0,9-10=-4042/0,10-11=-4122/0,11-12=-4122/0,12-13=-3586/0, 13-14=-3586/0,14-15=-3053/0,15-16=-3053/0,16-17=-1806/0,17-18=-1 806/0 BOT CHORD 29-30=0/843,28-29=0/2232,27-28=0/3242,26-27=0/3871,25-26=0/4132,24-25=0/3999, 2324=0/3586,22-23=0/3586,21-22=0/2507,20-21=0/970 WEBS 14-23=0/364,2-30=-1181/0,2-29=0/1042,4-29=-903/0,4-28=0!776,6-28=639/0, 6-27=0/513,8-27=-367/0,12-24=-662!7,18-20=-1271/0,18-21=0/1096,16-21=919/0, 16-22=0/716,15-22=-31/252,14-22=-1052/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSVTPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10.0.0 oc and fastened to each truss with 3-1Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. p PRO s LOADCASE(S) Standard j GIW; I� 87022PE r N �`0 OREGO ©S A. HER�A EXPIRES:06/30/2015 October 21,2014 0WAW,%-Ve kAs4a;aramewr3andREAS+MIESCHT EAMLk2iffEQXffE.YREEEkEfiYftM1C�Y7b7473�atrd9f23I&BmZk4Et/SE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. . Applicability of design parameters and proper incorporation of component is responsblity of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity,of the MiTek* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erecfion and bracing,consult ANSI/TPII Quality Criteria,DSS-89 and SCSI Sulldln9 Component 7777 Greenback Lane,Sufte 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 H Sieuthe—Pine('SPI wmisec is sporifiect.the d*siV v11b1lS we tlwu eftctive 0610112013 byALSC L Job Tru5a Truss Type Qty Ply 3413 A 843070831 PI14-359 UP F03 Floor 1 1 Job Reference tonal Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.530 s Jul 112014 fill rek Industries,Inc.Tue Oct 21 15:09:26 2014 Page i ID:zs2y�,g�_YHY M�1 Ittl—Zl p9yl2t1 yAg??-w9jyYvt sTGgXhmOdK3bBYBV98z36D5mL3kw8NRyR7Td 1T r-1-1-1�� �'r1 I�'"�15-."3 Scale=1:38.1 3x4= 4x8= 3.4 11 4x4= 3x5= 3x4 = 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4= 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 1 IN 35 34 33 32 31 30 29 28 27 28 25 24 23 11 4x5= 3x8= 4x6=3x6 FP=4x5= 3x5= 3x5= 3x4= 3x5= 3x5= 3x5= 3x4= 14-0-14 3-0-4 12-10-141 Sit 22+12 e 04 9-10.10 7-0 7-0 8-3-14 Plata nfE%ets(X-Y)= [12.0-1-8 Edge] [27'0-1-8 Edge).[35'Edge 0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) -0.16 27 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.32 Vert(TL) -0.25 27 >941 360 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(rL) 0.02 23 n/a n/a BCDL 5.0 Code IBC2012rFP12007 (Matrix) Weight:112 Ib FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 240OF 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 240OF 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:3435,33-34,31-33. REACTIONS. (Ib/size) 23=693/Mechanical,34=2158/0-7-0 (min.0-1-8),35=-893/0-2-4 (min.0-1-8) Max UpIM5=-984(LC 4) Max Grav23=693(LC 4),34=2158(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=0/2846,3-4=0/2846,45=0/872,5-6=0/872,6-7=-574/0,7-8=-574/0,8-9=-1631/0, 9-10=1631/0,10-11=-2296/0,11-12=-2296/0,12-13=-2565/0,13-14=-2565/0, 1415=-2528/0,155-16=-2528/0,16-17=-2528/0,17-18=-2064/0,18-19=-2064/0, 19-20=-1227/0,20-21=-1227/0 BOT CHORD 3435=-1498/0,3334=-1735/0,30-31=0/1148,29-30=0/2013,28-29=0/2565, 27-28=0/2565,26-27=0/2603,25-26=0/2342,2425=0/1690,2324=0/663 WEBS 2-35=0/1800,2-34=-1780/0,12-29=-548/0,10-29=0/396,10-30=-537/0,8-30=0/677, 8-31=-804/0,6-31=0/946,6-33=-1070/0,4-33=0/1208,434=-1446/0,21-23=-928/0, 21-24=0/790,19-24=-649/0,19-25=0/523,17-25=-389/0,17-26=0/261,1427=-266/229 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. O PR 0Ffis� 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)35. 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �Gj �N�[N��� fD 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 310d(0.131"X 3")nails. Strongbacks to ?i be attached to walls at their outer ends or restrained by other means. $7��,ZPE f 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard y R`,o� DREG N HE RNP EXPIRES:06/30/2015 October 21,2014 0tAM1%-Ver1f,design pmn*mrs and UAD W TES rN THIS AW IM20ED MITEK REFEREAa A4W MIT 7473 its I,125120148trtWLSE Design valid for use only with Mitek connectors.This design B based only upon parameters shown,and is for an individual building component. 'µ Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity,of the MiTek' erector.Additional permanent bracing of the overall stricture is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DS949 and SCSI Building Component Safety Information available from Trun Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane,Suite 109 If S�outlle€n p'iru lSpy fumhe5 k apec:ifieal,xhe desagn vNuss a4+e-tfwsa effective 0610112013 by ALSC Citrus Heights,CA,95610 Jo cuss Truss Type ty Ply 3413A 843070832 PL14-359_UP F04 FLOOR 3 1 Job Refenance tional Pacific Lumber 3 Truss Co., Lake Oswego,Oregon 7.530 s Jul 112014 MTek Industries,Inc.Tue Oct 21 15:09:28 2014 Page 1 ID:zs2ygYHMYItI_Z1 p9yl2tl yAg??-sOriya27?twFw3AOSUdfdZaWOmOdh1 DeVV2PFSJyR7Tb 14-0 i 1-4-0 1-2f—T1 P:10-10i it 1-2T 1-2T Scale=1:36.1 3x4= 4,6= 3.4 II 4x4= 3x4= 3x4= 3x4= 3x4 = 3x6 FP= 3x4= 3x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 1516 17 18 19 20 kr 1 IN KI 6I 32 31 30 29 28 27 26 25 24 23 22 21 4x5= 3x8= 3x6 FP= 3x6= 3x5= 3x5= 3x4= 3x5= 3x5= 3x4= 4x6= 2-11-0 21-3-0 2-11-0 184-0 Plates Offset¢Oi.Y)— [12'0.1-8 Edge] 124'0-1-8 Edge] 132'Edgp 0.1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.12 25 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.19 24 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.79 HOrz(TL) 0.02 21 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:105 Ib FT=0%F,O%E LUMBER- BRACING- TOP CHORD 2x4 OF 240OF 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 OF 240OF 2.OE(flat) end verticals. WEBS 2x4 OF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing, Except: 6-0-0 oc bracing:31-32,30.31,28-30. REACTIONS. (Ib/size) 21=655/Mechanical,31=2027/0-5-8 (min.0-1-8),32=-825/Mechanical Max UpIIM2=-913(LC 4) Max Grav21=656(LC 4),31=2027(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=0/2546,3-4=0/2546,4-5=0/648,5-6=0/648,6-7=-675/0,7-8=-675/0.8-9=-161 1/0, 9-10=-1611/0,10-11=-2163/0,11-12=2163/0,12-13=-2325/0,13-14=-2325/0, 14-15=-2077/0,15-16=-2077/0,16-17=-2077/0,17-18=-1298/0,18-19=-1298/0 BOT CHORD 31-32=-1244/0,30.31=-1452/0,27-28=0/1188,26-27=0/1933,25-26=0/2325, 24-25=0/2325,23-24=0/2268,22-23=0/1747,21-22=0/715 WEBS 2-32=0/1552,2-31=-1691/0,12-26=-428/65,10.26=0/322,10-27=-453/0,8-27=0/592, 8-28=-719/0,6-28=0/861,6-30=-985/0,4-30=0/1125,4-31=-1399/0,19-21=937/0, 19-22=0/764,17-22=-589/0,17-23=0/433,14-23=-281/0,14-24=-135/300 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. O PRO F`�'S 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Gj GI N c 9 6)CAUTION,Do not erect truss backwards.? �2 LOADCASE(S) Standard 87022PE �r N OREGO `c'y$ES ©S A. HE�NP EXPIRES:06/3012015 October 21,2014 Q WAFMIC-Vedfyde=Fyn rarameiErs and READ W IFS ON THUT AAC MI LSED NSTEK REFERENL7 PACE NI7 7473 rt c 112 512014 DISRMtM Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. . Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability,during construction is the responsibillity,of the MTek' erector,Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPIt Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 If SuuthomPir,e(3P)ksmb*rissPa.Wwd,ihe.dosg.v to%-atho,;*¢Maces.06f011201.3 byAtSC r Job Truss Truss Type Qty Ply 3413 A 843070833 PL14-359 UP FOS Floor 8 1 Job Reference Tonal Pathic Lumber 8 Truss Co., Lake Oswego,Oregon7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 21 15:09:30 2014 Page 1 ID:zs2ygYHMYkI_Z1p9y12tlyAg??-pmySNG4NXUAzANKPZvf7i_goLabR9 bx_MuLWCyR7TZ 1-0-0 O.4,�� 1-2-0 1-2-0 1-2-0 1-2-0 r--'-'--1 -t1�� fT IT Scale=1:36.4 4x4= 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 I� 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4= 4x6= 3x6=3x6 FP= 3x5= 3x5= 3x5= 3x5= 4x4= 3x5 = 44= 3x4= 1.5x4 SP= 15814 14-4-14 14-11-14 21-4-0 14-4-14 7-0 7-n 59-2 Plate Offsets(X.Y),- [17:0-1-8.Edge] 127'0-1-8.Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.40 29 >641 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.62 29 >410 360 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.09 23 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:107 Ib FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 240OF 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 240OF 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 23=933/0-4-4 (min.0-1-8),35=933/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1712/0,3-4=-1712/0,4-5=-3036/0,5-6=-3036/0,6-7=-3981/0,7-8=3981/0, 8-9=-4547/0,9-10=-4547/0,10-11=-4727/0,11-12=-4727/0,12-13=-4554/0, 13-14=-4554/0,14-15=-4554/0,1576=-3935/0,16-17=3935/0,17-18=-3339/0, 18-19=-3339/0,19-20=-1950/0,20-21=-1950/0 BOT CHORD 3435=0/905,33-34=0/2419,32-33=0/3553,31-32=0/3553,30-31=0/4309,29-30=0/4682, 28-29=0/4688,27-28=0/4254,26-27=0/3935,2526=0/3935,2425=0/2723,23-24=0/1042 WEBS 16-27=01550,17-26=0/389,2-35=-1268/0,2-34=0/1130,434=-990/0,433=0/864, 6-33=-724/0,6-31=0/598,B-31=-460/0,8-30=0/334,12-28=-255/55,15-28=0/498, 1527=-885/0,21-23=-1366/0,21-24=0/1190,19-24=-1014/0,19-25=0/807, 18-25=-20/270,17-25=-1 150/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ED PRO 5)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be CL /+ tS attached to walls at their outer ends or restrained by other means. Gj� V1�G I Nje T s✓� LOAD CASE(S) Standard C 8 7P�2 2Pf >N SAT OREG N ti�Q1U� 9 c�`MBE;R NER�P EXPIRES:06/30/2015 October 21,2014 A WARft W-Vedfydest n parameters aad READ W,7ES CN 7H.rSAW IM20£D N17V(REE£RRa AkW NIT 7473 sea I,123/lt3ld9uaffIfSE: Design volld for use only with M7ek connectors.This design is based any upon parameters shown,and is for an individual building component. . Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members ony.Additional temrary pobracing to insure stability during construction is the responsibillity of the T el erector.Addim tional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Cdleda,DSB-89 and SCSI Building Componenf 7777 Greenback Lane,Suite 109 Safety Irdormallon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95810 if South—Piine 1sa)knmbet h speciill the design wak—ateth—aelfeativa W0112013 by AISC r rJob cuss Tlvss Type ty Ply 3x13 A 843070834 4-359_UP F06 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 21 15:09:32 2014 Pa 1 1_(1.n ID:zs2ygYHMYftl-�Z�1 p9yl2tl yAg??-194Doy5d360hPhUnhKiboPIBVOLGdpvERgNb4yR7TX r 1 T I i 1-1-10 1 1-M �irr--"—� Scale=1:38.5 3x4= 4x8= 3x4 11 4x5= 4x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 I 1N 34 33 32 31 30 29 28 27 26 25 24 23 4x5= 3x8= 3-IP--= 4x5= 3x5= 3x5= 3x4= 3x5= 3x5= 3x5 = 3x4= 4x6= UPLIFT CONNECTION SHALL BE DESIGNED AND APPROVE BY PROJECT ENGINEER 14-0-14 3-0-4 9-10-10 7-0 8S10 Plate Offsets(XY)- [12:0-1-8.Edgel.f27,0-1-8 Edgel.j35:Fdge.0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.35 Vert(LL) -0.17 27 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.34 Vert(TL) -0.26 26-27 >899 360 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.03 23 n/a n/a BCDL 5.0 Code IBC2012/1 PI2007 (Matrix) Weight:113 Ib FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 240OF 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 OF 240OF 2.OE(flat) end verticals. WEBS 2x4 OF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-D-0 oc bracing, Except: 6-0-0 oc bracing:34-35,33-34,31-33. REACTIONS. (Ib/size) 23=70110-2-12 (min.0-1-8),34=2195/0-7-0 (min.0-1-8),35=-917/0-2-4 (min.0-1-8) Max Uplift35=-1009(LC 4) Max Grav23=702(LC 4),34=2195(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=0/2915,3-4=0/2915,4-5=0/915,5-6=0/915,6-7=-555/0,7-8=-555/0,8-9=-1636/0, 9-10=-1636/0,10-11=-2324/0,11-12=-2324/0,12-13=-2618/0,13-14=-2618/0, 14-15=-2578/0,15-16=-2578/0,16-17=-2578/0,17-18=-2096/0,18-19=-2096/0, 19-20=-1244/0,20-21=-1244/0 BOT CHORD 3435=-1534/0,3334=-1790/0,30-31=0/1141,29-30=012031,28-29=0/2618, 27-28=0/2618,26-27=0/2665,25-26=0/2384,2425=0/1715,2324=01671 WEBS 2-35=0/1844,2-34=1820/0,12-29=-579/0,10-29=0/411,10-30=-553/0,8-30=0/694, B-31=-821/0,6-31=0/963,6-33=-1086/0,4-33=0/1225,434=-1464/0,21-23=-940/0, 21-24=0/801,19-24=-661/0,19-25=0/534,17-25=-402/0,17-26=0/273,1427=268/229 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.50 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)23,35. ED PROF 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement �Cj �1JGI NSR at the bearings.Building designer must provide for uplift reactions indicated. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 4� $7O ZP� be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard (D 0REGO(V FM$ER EXPIRES:06/30/2415 October 21,2014 Q N°AkMI"Xi-Yes:Prdesign;:arame�rs and itE4?+i�Tc'SGN7N:$Ah�L IM"Ztf�`£D Mf'f£KRE££R£M'�fi4�Nff7473 rns i,`Z9/25Id9E0,4£t�5£' Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. . Applicability of design parameters and proper incorporation of component is responsibility of building des finer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction Is the respomibillity of the Mil'ek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII QuaRly Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 ffSauthexn P=A fumber is"cified,tha Alosign v%tues methase efiestlsre 06MI13013 by A SC y Job Truss Truss Type ly3413 A 843070835 PL14-359 UP F07 Floor 3 1 Job Reference Tonal Pacific Lumber d Truss Co., Lake Oswego,Oregon 7.530 s Jul 112014 Mrrek Industries,Inc.Tue Oct 21 15:09:34 2014 Page 1 I D:zs2ygYHMYRI_Z1 p9yl2tl yAg??-hXCzDe7tajgPe_dAolk3tggMBz25pCXL_sZfzyR7TV 11 2-0 ♦ 1-2-0 RZ-2� Scale=1:34.3 4x4= 3x4= 3x4= 3x4= 3x4 = 4x4= 3x4=3x6 FP=3x4= 4x4 = qTI 1 2 3 4 5 6 7 8 9 10 11 12 13 1415 16 17 18 19 II 30 29 28 27 26 25 24 23 22 21 11 3x4= 4x6= 3x5= 3x6 FP= 3x5= 3x5= 4x5= 3x5= 4x6= 3x4= 1.5x4 SP= 144-14 13-2-14 113-9-14 20.2-0 13-2-14 Plate Offsets(j )D= [12.0-1 8 Edoel 113,0 t 8 Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.41 Vert(LL) -0.32 26 >750 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.50 26 >480 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/rP12007 (Matrix) Weight:99 It, FT=0%F,O%E LUMBER- BRACING- TOP CHORD 2x4 DF 240OF 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 240OF 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (Ib/size) 20=881/0-4-4 (min.0-1-8),31=881/0-2-12 (min.0-1-8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1828/0,34=-1828/0,4-5=-3135/0,5-6=-3135/0,6-7=-3937/0,7-8=3937/0, 8-9=4227/0,9-10=4227/0,10-11=-4040/0,11-12=-4040/0,12-13=-3625/0, 13-14=-3103/0,14-15=-3103/0,15-16=-3103/0,16-17=-1829/0,17-18=-1829/0 BOT CHORD 30-31=0/980,29-30=0/2541,28-29=0/3595,27-28=0/3595,26-27=0/4141,25-26=0/4181, 24-25=0/3625,23-24=0/3625,22-23=0/3625,21-22=0/2542,20-21=0/981 WEBS 12-24=-340/0,13-23=0/377,2-31=-1284/0,2-30=0/1112,4-30=935/0,4-29=0!778, 6-29=-603/0,6-27=0/448,8-27=-267/0,10-25=-256/66,11-25=-273/0,12-25=0!792, 18-20=-1287/0,18-21=0/1111,16-21=-934/0,16-22=0!735,13-22=-1024/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)31. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10.0.0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. E(� P R LOADCASE(S) Standard �NGIN� 4 870 2PE r N � OREGON 0ccE'a tit HERS EXPIRES:06/30/2015 October 21,2014 A WA.W,%-Venal,dealga pamnlemrs and UAD!;FES ON FNISAW IM20ED MITEK REFEREMU PAGE MIT 7473 sea 1/251MM 8P;aRFfW Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. - Applicability of design parameters and proper incorporation of component is responsibTty of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction B the responsibillity of the MiTek' erector.Addr tional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Qual ly Crit"a,DSB49 and SCSI Bull Component 7777 Greenback Lane,Suite 109 Safety Informa8on available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 11 Smuthem Pine(SPl lumberisI ifi"the 4etipa..,4—are-t*—afcti.OG/al/2£13.3 by A£SC Job FT-ss--- Truss ype Ply 3413 A PL14-359_LIP Floor 1 1 Job Reference(optional) Pacific Lumber d Truss Co., Lake Oswego,Oregon 7.530 s Jul 112014 MiTek Industries,Inc.Tue Oct 21 15:09:36 2014 Page 1 ID:zs2ygYHMYkI_Zt p9y12t1 yAg??-dwJkeJ886Kw7ulnYwAmXyFwlw?k?ZdJgMlLgksyR7T r 1-60 i 1-3-8 1-1-10T-0=0; X -2-0 i 1-41012-0 1-2rT-0 5- 1-2T� Scale=1:37.1 3x4= 5,6= 3x4 I I 4.4= 3x5= 3x4= 3x4= 3x4= 3x6 FP= 3x4 — 3x4— 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 I I" 32 31 30 29 28 27 26 25 24 23 22 21 4x5= 3x8= 3x6 FP= 3x6= 3x5= 3x5= 3x4= 3x5= 3x5= 3x4= 4x6= 14-1-2 3-0-0 12-11-2 3E-2 21-9-12 3-0.11 4-10-10 Plate Offsets(X Y)= 112.0-1-8 Edge] 124.0-1-8 Edgel,13, 2�Fdgg 0-1-$] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.32 Vert(LL) -0.14 24 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.28 Vert(TL) -0.22 24 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.02 21 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:107 Ib FT=O%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 240OF 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 240OF 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:31-32,30-31,28-30. REACTIONS. (Ib/size) 21=672/0-3-12 (min.0-1-8),31=2052/0.7-0 (min.0-1-8),32=-817/0-4-8 (min.0-1-8) Max Uplift32=-909(LC 4) Max Grav21=673(LC 4),31=2052(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=0/2654,3-4=0/2653,4-5=0!751,5-6=0!751,6-7=-630/0,7-8=-630/0,8-9=-1621/0, 9-10=-1621/0,10-11=-2223/0,11-12=-2223/0,12-13=-2440/0,13-14=-2440/0, 14-15=-2440/0,155-16=-2157/0,16-17=-2157/0,17-18=-1337/0,18-19=1337/0 BOT CHORD 31-32=-1386/0,3D-31=-1580/0,27-28=0/1171,26-27=0/1970,25-26=0/2440, 24-25=0/2440,23-24=0/2373,22-23=0/1808,21-22=0!734 WEBS 2-32=0/1666,2-31=-1672/0,12-26=-496/34,10-26=0/355,10-27=-491/0,8-27=01631, 8-28=-758/0,6-28=0/900,6-30=-1024/0,4-30=0/1162,4-31=-1397/0,19-21=-962/0, 19-22=0/790,17-22=-618/0,17-23=0/458,15-23=-282/0,1524=-147/318 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to �1G© PROFt� be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. �NGI Fp LOAD CASE(S) Standard `� $7022P � w �A OR GOIN ti �ti 9� ccyr E OS A. He EXPIRES:06/30/2015 October 21,2014 Q tyARl44IAC€-Yer.'If deakJn;.araraefen sad fifAJS I BES CN 7N13AAlr M1 tXE0 MI7E.K RFFEREAG t MIT 7:73 re r 1/251201$91WtlSE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and Is for an indvidual building component. . Applicability of design parameters and proper incorporation of component k responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIt Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety InformaBon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 1f Ssuatrern Pine 11vnsberisspecified,TM design values are Tho"effective 06301/341.3 byAISC Job Tru s TrussType Qty Ply 3413 A 843070837 PL14-359 UP F09 Floor 1 1 Job Reference(optional) Pacific Lumber d Truss Co., Lake Oswego,Oregon 7.530 s Jul 112014 M7ek Industries,Inc.Tue Oct 21 15:09:38 2014 Page 1 ID:zs2ygYHMYkI_Z1p9yl2t1yAg??-aJRU3?AOeyAr7cxxlap?1g?A7oJN1bm6pcgmokyR7TR 1-_0-0 1-2-0 i 1-2-0 i 1-2-0 i 1-2-0 Scale=1:35.8 3x4= 4x4= 3x4 = 3x4= 3x4= 3x4 = 3x4= 3x4 = 3x4= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 Ic� 33 32 31 30 29 Za2l 2Z7216 25 24 23 3x4= 4x6= 3x6 FP= 3x5 = 3x5= 3x5= 3,6= 3x5= 44= 3x4= 1.5x4 SP= 3x6= 15-2-10 14-0-10 1 -7-1 20-11-12 14-0-10 7-ll o-7.0 5.42 Plate Offsets(X.Y)— 114.0-1-8.Edge[.[15 D-1-8.Edae) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.46 Vert(LL) -0.38 28 >667 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.59 28 >427 360 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(rL) 0.08 22 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:105 Ib FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 240OF 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 240OF 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 22=917/044 (min.0-1-8),34=917/0-3-12 (min.0-1-8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1681/0,3-4=1681/0,4-5=-2973/0,5-6=2973/0,6-7=-3886/0,7-8=-3886/0, 8-9=-4421/0,9-10=-4421/0,10-11=-4572/0,11-12=-4572/0,12-13=-4395/0, 13-14=-4395/0,14-15=-3852/0,15-16=-3266/0,16-17=-3266/0,17-18=-3266/0, 18-19=-1914/0,19-20=-1914/0 BOT CHORD 33-34=0/890,32-33=0/2372,31-32=0/3474,30-31=0/3474,29-30=0/4199,28-29=0/4540, 27-28=0/4507,26-27=0/3852,25-26=0/3852,24-25=0/3852,23-24=0/2668,22-23=0/1024 WEBS 14-26=-316/0,15-25=0/423,2-34=-1246/0,2-33=0/1107,4-33=-968/0,4-32=0/842, 6-32=-702/0,6-30=0/576,8-30=438/0,8-29=0/312,13-27=257/0,14-27=0/843, 20-22=-1342/0,20-23=0/1166,18-23=-989/0,18-24=0/784,16-24=-25/257, 15-24=-1135/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSVrPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0.0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 0 P R OFF be attached to walls at their outer ends or restrained by other means. GINE LOAD CASE(S) Standard �t+J� 87022PE Nclil OREG N � EB 4'N P� S A. HERS EXPIRES:06/30/2015 October 21,2014 ®KVM,%-Ver:fydei4n;aramefrs and READ X TES CH 7N:SAML IK2ti�ED MI'fE.Y REEEREN�PA&E kf774)3 rea t;Z�f2G15BE27F£I�SE: Design valid for use only with Mifek connectors.This design B based only upon parameters shown,and 4 for an individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity,of the MiTeiC' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/711 QuaBly Criledo,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safey Irdonna8on available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 N 4evthem Pane(5A)lurnbec h sfracifiW,the deri;ps vatares ar+rtftose eNestve 06/01[2014 try A1.SC Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x,y 1 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. I i Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracin TOP CHORDS 9 g,is always required. See BCSI. t rr c1-2 C2-32. Truss bracing must be designed by an engineer.For Q'/16 4 wide truss spacing,individual lateral braces themselves WEBS calternativemay require bracing,or alternative Tor I � ,� y, ,. � p bracing should be considered. C U Cie 2 b O 3. Never exceed the design loading shown and never U s�v = c e' inadequately braced trusses. a_ � U stack materials on deq ly a0 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate z� z ~ designer,erection supervisor,property owner and plates 0-'Aa' from Outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available In MITek 20/20 NUMBERS/LETTERS. software or Upon request. 8. Unless otherwise noted,moisture content lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the width measured perpendicular ESR-131 1,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to 4 x 4 to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION Southern Pine lumber designations are as follows: 12.Lumber used shall al of the species and size,and 9 In all respects,equal to or better than that Indicated by symbol shown and/or SYP represents values as published specified. b text in the bracing section of the by AWC in the approved/new NDS Y 9 SP represents ALSC approved/new values 13.Top chords must be sheathed or puriins provided at output. Use T or I bracing with effective date of June 1,2013 spacing Indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,It no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless Indicated otherwise. Min size shown is for crushing only. 1111111011111110 40 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone snot sufficient. DSB-89: Design Standard for Bracing.BCSI: Building Component Safety Information, 20.Design assumes manufacture In accordance with MiTek Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:Mll-7473 rev.01/29/2013