Loading...
363 4TH ST - TRUSS r 1 ■ r} r; _ J DrJ Engineering, LLC (FKA:DrJ Consulting,LLC) T. ENGINEERING Lcc 6300 Enterprise Lane Madison, Wisconsin 53719 RE: FLOOR- Phillips Residence Important Notice:Each Truss Design Drawing(TDD)uses Metal Connector Plate(MCP)design values published by MCP manufacturers.Any referenced connectors use design values published by the connector manufacturer or the American wood Council per NDS.The TDD further uses lumber design values published by the applicable lumber rules- writing agency as approved by the American Lumber Standards Committee.These are incorporated into lumber design provisions and equations created by the American Wood Council and input into modeling and analysis TDD software created and owned by the MCP manufacturers.The lumber design values correspond with the grade stamp identified by the Truss Manufacturer on the lumber prior to cross cutting. The lumber grading rules published by the rules-writing agency shall apply to the Owner,Building Designer and Contractor.All capitalized terms are as defined in ANSI/TPI 1,the National Design Standard for Metal Plate Connected Wood Truss Construction(TPI 1). Site Information: Project Customer: Durham Building Materials Project Name: 77621370 Lot/Block: Subdivision: Address: 363 4th Street Model: Phillips Residence City: Jacksonville each State: FL Name Address and License#of Structural Engineer of Record, If there is one,for the building. Name: License#: Address: City: State: General Truss Engineering Criteria& Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FRC2010/TPI2007 Design Program: MiTek 20/20 7.3 Wind Code: N/A Wind Speed: N/A mph Floor load: 55.0 psf Roof Load: N/A psf This package includes 2 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. This document processed per section 61G15-23.003 of the Florida Board of Professionals Rules ti No. Seal# 1Truss Name Date I 1 19407088 1F16 3/3/015 12 1 19407089 I F 16A 1 3/3/015 1 The design assumptions,loading conditions,suitability and use of this Truss for any Building is the responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,the local ,tttt1 11 building code and TPI I.The approval of the TDD and any field use of the Truss,including handling,storage, ��t��,SEP�1 j1, j installation and bracing,shall be the responsibility of the Building Designer and Contractor.All notes set out in the ,t1 ,O -• •• •O e •TDD and the practices and guidelines of Building Component Safety Information(SCSI)published by TPI and � ,ti • G N S•• 4" ' SBCA are referenced for general guidance.TPI I defines the responsibilities and duties of the Truss Designer, `z.• .X. •''V e Truss Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing :•j by the parties involved.The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for • 4 694 84 any Building. + * ;* =_ The Truss Design Drawing(s)(TDDEs))referenced have been prepared based on the construction documents(also .' referred to at times as"Structural Engineering Documents")provided by the Building Designer indicating the nature If STATE OF and character of the work.The design criteria therein have been transferred to DrJ Engineering(DrJ)by • ProBuild East(Pooler). ;•a •` , These TDDs(also referred to at times as"Structural Delegated Engineering Documents")are specialty structural componef • 3 P 14. 't ' designs and may be part of the project's deferred or phased submittals.As a Truss Design Engineer(i.e.,Specialty Engineer (• Cs" ••• •• the seal depicted on the TDD only.The Building acceptance sresponsible r for and shall coo coordinate responsibility nd review the TDDstf a single �1its�uit�AI- Truss depicted Y. 9 9 cifmpatibility with their written engineering requirements.Please review all TDDs and all related notes. March 3,2015 Truss Design Engineer's Name: Ryan Dexter, P.E. Ryan Dexter,P.E. ley license renewal date for the state of Florida is February 28,2017. Florida Certificate of Authorization:No.29766 1 of 1 BP- a Job Truss Truss Type Qty Ply Phtuips Residence 19407089 FLOOR F18A FLOOR 2 1 • Job Reference fop_tigiAl) ` Protuid, Pooler,GA 7.430 s Oct 14 2013 MITek Industries.Inc. Mon Mar 02 14:10:26 2015 Page 1 ID:H5C4KjHUu8FJwmVy8KkidxzpRye-Y3YHk?Kwo?ZW4h1axAGfvo7cRg3FBLSxx1OfYozexLB 0-1-8 1-1-8 0-9-8 1 S H I 1-3.0 1 1 1-1-8 1 1 1-0-12 II 1-0.0 1 1.0.0 1 1 2-0-0 I 1 1-5-0 1 FO-9-8 I I 1-0-0 I 0- : Scale a 129.2 484 = 1x10 - 8-2-12 5x42 = 5x6= 4x4=I „.. 1 2 3 4 12 13 14 15 2x4 11 2x4 I I 2x4 I I '�areu∎ra7-A t!7a�4A�a�a∎••∎∎∎•r4 +• III .. ,alrra� ty�iOrdisivrila 'II i /11.NI 27 26 25 24 23 22 21 20 19 18 17 18 3x6 = 4x6 = 4x6 = 2x4 II 3x12 MT2OH FP = 5x6 = 4x4 = 3x6 = 4x8 = I 2-9-0 I 5.5-4 I 743-12 1 8-6-12 1 9$12 I 10-11-4 1 12-3-12 1 13-7-12 1 17-4-12 I 2-9-0 2.8.4 2-1-8 1-0-0 1-0-0 1-4-8 1-4-8 1-4-0 3-9-0 Plate Offsets(X,Y): 11:Edge,0-1-8,13:0-1-8,Edge],18:0-1-8,Edae1,19:0-1-8,Edae1.f12:Edae,0-1-81,118:0-1-8,Edge1,122:0-1-8.0-0-01,123:0-1-8,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.40 Vert(LL) -0.32 22-23 >648 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.82 Vert(TL) -0.50 22-23 >413 360 MT2OH 187/143 BCLL 0.0 Rep Stress Ina YES WB 0.54 Horz(TL) 0.07 16 n/a n/a BCDL 5.0 Code FRC2010/TPI2007 (Matrix) Weight:109 lb FT=20%F,11%E ' LUMBER BRACING TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat)'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 'A 4-25,12-19:2x4 SP M 30(flat) REACTIONS (lb/size) 27=930/Mechanical,16=931/Mechanical FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1544/0,3-4=-396/0,12-13=422/0,13-14=1482/0,5-6=-3830/0,6-7=-3837/0, 7-8=-4491/0,8-9=-4491/0,9-10=-4204/0,10-11=-4193/0 BOT CHORD 26-27=0/862,25-26=0/3073,24-25=0/3294,23-24=0/4210,22-23=0/4491,21-22=0/4491, 20-21=0/3636,19-20=0/3636,18-19=0/3395,17-18=0/1974,16-17=0/877 WEBS 8-23=-319/0,2-27=-1219/0,2-26=0/989,7-24=-490/0,7-23=52/695,14-16=-1241/0, 14-17=0/899,13-17=-805/0,11-21=0/656,9-21=748/127,5-24=0/692,13-18=0/1142, 11-18=-1813/0,11-13=1704/0,3-26=0/258,5-26=-1789/0,3-5=-1216/0 NOTES (7-8) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)All plates are 3x4 MT20 unless otherwise indicated. 4)Refer to girder(s)for truss to truss connections. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ;�'ii ii��,+ 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 fts� j, be attached to walls at their outer ends or restrained by other means. •,s' 0SE PH(� ij. Q. • No •94$4 Al a r LOAD CASE(S) Standard #•; :* ': r• • / , a -, 1).• / C 1 ∎'9' TATE OF ::rota. ....... 9 VI;linsillslo-' March 3,2015 a 1 ®WARNING-Please thoroughly(rev t41'Customers gesso t Acknowledgement sale on the OD,only Tenor o rector Males Manufactured Products-total.the Vetch/O to parameters A rs seta s D notes ng nes Truce Design Drawing Engineer), seed the DrJ Reference Sheet(rev.11-141 before use Unless drrewee stated on the TOD,only hhTek connector planes stroll be used for the TOO to Ixe vaUd As a Tress Dee{1n Engineer(i.e..Specialty Enpneer), the seal on any TOO represents an acceptance of the profesaronal a grneering responsibility for the d n of the single Tress depicted on the TDO only,under Tel 1 The design assumptions,long conditions, suitability and use of the Taus for any Bradirg a the responsible,/of the Owner,the Owners aulhonzed agent or the Building signer in the context of the IRC.the IBC.the kcal Widelg code and TP11 The tert approval of the TOO and any held use of the Truss.erckuirg handling.storage.erstasation and biactng,shall be the respmssibley of Bulldog Downer and Contractor.All notes set out in 5re TOD and the efpraagkes and gudenee of Bulldog Component Safety Informatdn(SCSI)published by TPI and SBCA are referenced for general guidance.TPI 1 defines the responsldlales and dunes of Me.Thus Designer,Truss 1 Design Ergmeer and Tress M n dactue,seless otherwise defined by a Contract agreed upon m wrrtirg bill as panic genera.T e Truss Deslpn Enpneer n NOT the BUIOng designer ar Tnue System Engineer for arty building AO captal'¢ed terns are as defined in TPI t. ENQINIEERdMGuc Copyrigro O 2014 ProBuid-OrJ Ergneerng.LLC,(OrJ).Reproduction 10 Ibis document,in any form.is mohteed wthout wrgen pernassan from ProBuadOrJ. r y�Wp r DrJ Engineering, LLC �O (FKA:DrJ Consulting,LLC) ENGINEER/NG�L hG LL C 6300 Enterprise Lane Madison, Wisconsin 53719 RE: FLOOR - Phillips Residence Important Notice:Each Truss Design Drawing(TDD)uses Metal Connector Plate(MCP)design values published by MCP manufacturers.Any referenced connectors use design values published by the connector manufacturer or the American Wood Council per NDS.The TDD further uses lumber design values published by the applicable lumber rules- writing agency as approved by the American Lumber Standards Committee.These are incorporated into lumber design provisions and equations created by the American Wood Council and input into modeling and analysis TDD software created and owned by the MCP manufacturers.The lumber design values correspond with the grade stamp identified by the Truss Manufacturer on the lumber prior to cross cutting. The lumber grading rules published by the rules-writing agency shall apply to the Owner,Building Designer and Contractor.All capitalized terms are as defined in ANSI/TPI 1,the National Design Standard for Metal Plate Connected Wood Truss Construction(TPI 1). Site Information: Project Customer: Durham Bldg Materials Project Name: H.O.F. Floor Lot/Block: Subdivision: Address: 4th Street Model: Phillips Residence City: Atlantic Beach State: FL Name Address and License#of Structural Engineer of Record, If there is one,for the building. Name: License#: Address: City: State: General Truss Engineering Criteria& Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FRC2010/TPI2007 Design Program: MiTek 20/20 7.4 Wind Code: N/A Wind Speed: N/A mph Floor load: 55.0 psf Roof Load: N/A psf This package includes 21 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. This document processed per section 61G15-23.003 of the Florida Board of Professionals Rules No. Seal# !Truss Name Date INo ,Seal# (Truss Name Date 1 192763211 F01 ____ 2/3/015 115 119276335 I F 14 2/3/015 2 19276322 1F02 12/3/015 116 119276336 1F15 2/3/015_1 3 19276323 1F03 12/3/015 17 119276337 1F16 X2/3/015 4 19276324 _[FO3A i 2/3/015 18 119276338 I F17 2/3/015 5 _19276325JF04 12/3/015 .19119276339 1F18 2/3/015_] 6 1 19276326 1F05 12/3/015 20 119276340 1F19 12/3/015 I 7 '19276327 1 F06 1 2/3/0_15_-_:21 J[19276341 I F20 ____12/3/015__-1 8 19276328 1F07 1 2/3/015 9 :19276329 1F08 1 2/3/015 j 10._... .19276330...._1 F09 12/3/015......1 111 19276331 1F10 1 2/3/015 112 .19276332 1F11 1 2/3/015 [13_ _ ,19276333 LF12 12/3/015_..; 114 19276334___1F13 12/3/015 • The design assumptions,loading conditions,suitability and use of this Truss for any Building is the responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,the local .yttt11l 1I JtlJ building code and TPI I.The approval of the TDD and any field use of the Truss,including handling,storage, *`1• sH EP rrti installation and bracing,shall be the responsibility of the Building Designer and Contractor.All notes set out in the ,�� a •••• Q 0fi TDD and the practices and guidelines of Building Component Safety Information(BCSI)published by TPI and SBCA are referenced for general guidance.TPI I defines the responsibilities and duties of the Truss Designer, b% Q` `',1C' Truss Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing .`` q• 'j by the parties involved.The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for � ►O 69484 any Building. .. R M The Truss Design Drawing(s)(TDD[s])referenced have been prepared based on the construction documents(also —' * • — referred to at times as"Structural Engineering Documents")provided by the Building Designer indicating the nature ;,: "• ry(ATE OF �y and character of the work.The design criteria therein have been transferred to Dr.I Engineering(DrJ)by ProBuild East(Pooler). © •,•,{x These TDDs(also referred to at times as"Structural Delegated Engineering Documents")are specialty structural componel �` U R � designs and may be part of the project's deferred or phased submittals.As a Truss Design Engineer(i.e.,Specialty Engineer,r"ss -•• •'G‘^4.--;.‘s the T Truss dhere cted on on the TDD only.The Building acceptance D signer is responsible onsible for and shall engineering responsibility al and review the ITDDst the single f♦t"Ut ill t " P Y 9 9 P . compatibility with their written engineering requirements.Please review all TDDs and all related notes. February 3,2015 Truss Design Engineer's Name: Ryan Dexter, P.E. Ryan Dexter, P.E. My license renewal date for the state of Florida is February 28,2015. - Florida Certificate of Authorization:No.29766 1 of 1 ' • Job Truss Truss Type Oty Ply Phillips Residence 19278322 FLOOR F02 FLOOR 2 1 Job Reference foDtional) Pro Buiki, Pouter.GA 7 A30 s Oct 14 2013 MiTek Industries.Inc.Mon Feb 02 23:09:55 2015 Page 1 ID:H5C4K)HUu8FJwmVy8KkidxzpRye-v9XOgB1 ZpuYUbRHbktDa WM 1 kVW V79NKK2JkgfGzp1 LO 0-1-8 H I 1-3-0 I o^I-240-_I I 1-2-4 i 4 �8 Scale=1:36.9 2x4 II 2x4 = 2x4 = 2x4 II 3x8 FP= 3x5 = 404 = 1 2 3 4 5 6 7 8 9 10 11 12 13 t-8 -s - - 8.13 - --- ./Ail MI I 1 Pril'' .ef \11§114 ; e' - - - sly. • I1M11 *MI 24 23 22 21 20 19 18 17 16 14 3x6 = 3x8 FP= 2x4 II 3x5= 4x6 = 10-10-4 214-12 2-9-0 5-3-0 7-9-0 8-8-12 9-8-12 10-8-12 13-3-8 15-9-8 18-3-0 20-114 z1 1•02 2-9-0 I 2-6-0 ) 2-6-0 10-11-12 1 1-0-0 I 1-0-0 11 2-5-4 I 24-0 l 24-0 I 2-7-8 0--i2 0-1-8 0-7-0 Plate Offsets(X,Y): 15:0-1-8.Edgel,16:0-1-8,0-0-01,113:0-1-8.0-1-01,113:0-1-8,Edgel.119:0-1-8,Edge1,120:0-1-8.Edge),126:0-1-8.0-1-01 LOADING(psf) SPACING 1-4-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.36 Vert(LL) -0.22 18-19 >999 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.70 Vert(TL) -0.33 18-19 >765 360 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.06 15 n/a n/a BCDL 5.0 Code FRC2010/TPI2007 (Matrix) Weight:120 lb FT=20%F,11%E LUMBER BRACING TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:15-16. REACTIONS (Ib/size) 25=727/0-5-8 (min.0-1-8),15=1744/0-5-8 (min.0-1-8) Max Gray 25=749(LC 3),15=1744(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1240/0,3-4=-2090/0,4-5=-2619/0,5-6=-2783/0,6-7=2783/0,7-8=2576/0, 8-9=2576/0,9-10=-2024/0,10-11=1137/68,11-12=0/456,12-13=0/455 BOT CHORD 24-25=0/717,23-24=0/1746,22-23=0/2417,21-22=0/2417,20-21=0/2783,19-20=0/2783, 18-19=0/2749,17-18=0/2377,16-17=0/1658,15-16=-244/603 WEBS 2-25=1012/0,2-24=0/777,3-24=752/0,3-23=0/512,4-23=-487/0,4-21=0/390, 5-21=-470/81,11-15=-1042/0,11-16=0/824,10-16=807/0,10-17=D/575,9-17=554/0, 9-18=0/324,7-18=-327/0,7-19=175/394,13-15=1005/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. gti�t l/Its 5)CAUTION,Do not erect truss backwards. % oftt 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)900 lb down at 21-7-4 on top chord. i3O ..... .,09E PH 0 ,,, The design/selection of such connection device(s)is the responsibility of others. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ��,,'��C,•�'\C E N 1g ..'• r LOAD CASE(S) Standard x:Q; NO s 94$4 . 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 ..."„ a Uniform Loads(plf) *. •• Vert:14-25=-7,1-13=-67 • / t ••• Concentrated Loads(Ib) ..:11) : "9 TATE OF :41r Vert:13=900(F) 1,*. 141./ w a1 0 S7O 4 ',`4I ,* L, February 3,2015 4 1 QWARNING-Please Inoroigfay review me-Cuntomef,AcioldMWgemenl 01 Proeukl Standard Terms for Manufactured Products"lam Venty design parameters and read notes on th Truss Deelgn Drah.vg(T001 and the Dr.)Reference Shell(rev.11-14)before uee.Unless otherwise slated on the TOO.only MiTek connector pates shalt be used for this TOO to be vsid.As a Trues Design Engineer(Is..Specially Engneer). the seal on any TOD represents an acceptance of the profeebnel ergIneering responseblkty for the design of the single Trues depicted on the TOO only,under TPI 1 The design assum /ors,loWwg obldnbrs, sulfabMy and use of this Truss for any Bulling s the resporsibeo4yy of the Ouster,the Owners authonzed agent or the Budding Designer,in the context of the IRC.the IBC,the coal buiding code and TPI 1 The approval of the TDD and any held use of the Truss,Including handling,storage,installation and bracing,shall be the responsibility of the Building Designer and Contractor.All notes set out in the TOD and the Zit!"practicee and guidNlnes of Budding Component Safety Inf rmatian(SCSI)pubhhW by TPI and SBCA are referenced for general guidance TPI 1 deans the respanaldhties and duties of the Truss Designer,Trues_ Design Trnufare,undeers by■Coraagn in b/as ies in The Tn Enginis NOT Ins Bra ding Desior TSysteEngineer for any balding.AS capitalized tams are as defined Is TPI 1. Copyright 02014 ProBulld-0rJ Englneerkg,LLC,(DN).Reproduction of this document.In any lane,is prohibited without within penrgslon horn ProBulld-Or..1. E�� LLC - Job Truss Truss Type Qty Ply Phillips Residence 19278324 FLOOR FO3A GABLE 1 1 Job Reference(optional) Pro Build, Peeler,GA 7.430 s Oct 14 2013 MITek Industries,Inc.Mon Feb 02 23:09:57 2015 Page 1 ID:H5C4KIHUu8FJwmVy8KkidxzpRye-sYf9Ft2pLVoCrtR rlF2bn6981LQdNCcVdDxk9zp1LO of Scab=1:16.7 1 2 3 4 5 6 7 8 • 1-8 • • . • o • ion 17 III I I I L. . 18 en ■E 1: z 1, 1 710 um A I A 9-115 I a '•' II 18 15 14 13 12 11 10 9 3x4= 3x4 = I 1-4-0 I 2-8-0 ) 4-0-0 I 54-0 I 8.8.0 I 8-0-0 I 8-10-10 1 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 0.1040 Plate Offsets(X,Y): 18:0.1-8,Edget.117:0-1-8,0-1-01.118:0-1-8.0-1-01 LOADING(psf) SPACING 1-4-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress!nor YES WB 0.02 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code FRC2010/TPI2007 (Matrix) Weight:44 lb FT=20%F,11%E • LUMBER BRACING TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30(flat) end verticals. _ WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS All bearings 8-10-10. (lb)- Max Gray All reactions 250 lb or less at joint(s)16,9,15,14,13,12,11,10 FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)All plates are 2x4 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10.0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard EP • *lbS yC?S PH 44.6`.ii" :�. Cr: No 69484 • � • r • r e *: •* r :.-0.... 1 STATE OF W %'a� . TCOR14Q` � �•. ,i',,/7 ON AL -L%% February 3,2015 s I AWARNING-Please thorougtdy review the-Customer's Adarowtedgemem d Proewkl Standard Terms for Manufattiwed Products"form Vents design parameters and read notes on ths Trues De"gn Draping(100) and the DrJ Reference Shed(rev.t i-id)before uae.unbes otherwise stated on the TOO,ony MITek Connector dates shall be used for Ohs TOO to be valid.Asa Truss Deelgn Engineer(I e.,Specialty Engnesr), the seal on any TDD represents an acceptance of the professional engineering responslblhly fur the d n of the single Truss depicted on the TDD ony,under TPI 1 The design assumptkfns,badag wndekxe, sueabaM and use of this Trues for any Building a the resporoib4May of the Owner,the Ownefa autlwnzed agent or the Bultsng Designer,n the canteen of the IRC.the IBC.Ine focal be ding Dods and TPI 1.The approval of the 100 and any hod lee d the Truce,erctudng handsng,storage,rndallaoon and bracing,shat be the reaporxibllly of the Baking Designer and Contractor. a odes set out In IM TDD and the Eik dces and guidelnes of Building Component Safety Information(SCSI)publi hed by TPI and SBCA re referenced for ggeeneral guidance TPI 1 defines the respomibSiaes and duties d the Truss Designer.Tr s Desgn Engineer and Trues Manufacturer,unless otherwIse defineed by a Contract agreed upon in prong by al parties involved The Trues Design Engineer Is NOT the euldeg Designer or Trues System Engineer for any biking.All captahzed terms are as deilned n TPI 1. } Capyrigfd 02014 ProBUlkl-DM Engineering.LLC.(DIM Reproduceon of this document.n sny OWL i1 N$rotil�Illfbs pNnM1�RIi illPfdauld.OrJ. ENGINEERING LLC E Job Truss Truss Type Qty Ply Phillips Residence 19278328 FLOOR F05 FLOOR 7 1 Job Reference(optional) Pro Build, Pooler,GA 7.430 s Oct 14 2013 MRek Industries,Inc.Mon Feb 02 23:09:59 2015 Page 1 ID:H5C4KjHUu8FJwmVy8KkidxzpRye-oxnvgZ43t62w42bMzjIWhCCPJ6td5BJvzxi2o2zp1 LM 0-1-8 H I 1-3-0 I 8.1411 2-0-0 I I 1.3.10 I 148 Scale=1:38.9 2x4 II 2x4 = 2x4 = 2x4 II 3x8 FP= 3n5 = 4x4 = 1 2 3 4 5 8 7 8 9 10 11 12 13 1 8 LIT 2-i \ ,V 1-11=k\r‘,.: ICI, \110a 4 '4 Ors I:TA 24 23 22 21 20 19 18 17 18 14 3x8 = 3x8 FP= 2x4 II 3x5= 4x8 = 10.108 21-8-12 1 2-9-0 I 5-3-0 1 74-0 1 94-14 9 1pre 111.106 I 13.34 I 15.94 I 18-34 1 20-11-0 2111112 1 2-9-0 26-0 26-0 1-11-14 0-18 1-0-0 1-5-2 26-0 26-0 2-7-8 02-12 1-0-0 0-7-0 Plate Offsets(X,Y): f6:0-1-8,Edoe1,17:0-1-8,Edoe1,113:0-1-8,0-1-01,113:0.1-8,Edoel,119:0.1-8,0.0-01,120:0-1-8,EdoeL 126:0-1-8.0-1-01 LOADING(psi) SPACING 1-4-0 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.20 20 >999 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.31 20 >797 360 BCLL 0.0 Rep Stress Incr NO VvB 0.39 Horz(TL) 0.06 15 n/a n/a BCDL 5.0 Code FRC2010/TPI2007 (Matrix) Weight:120 lb FT=20%F,11%E • LUMBER BRACING TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(8at) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:15-16. REACTIONS (lb/size) 25=727/0-5-8 (min.0-1-8),15=1744/0-5-8 (min.0-1-8) Max Gray 25=749(LC 3),15e1744(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1239/0,3-4=-2092/0,4-5=-2609/0,5-6=-2789/0,6-7=-2789/0,7-8=-2572/0, 8-9=-2572/0,9-10=-2025/0,10-11=-1137/67,11-12=0/455,12-13=0/455 BOT CHORD 24-25=0/718,23-24=0/1743,22-23=0/2428,21-22=0/2428,20-21=0/2770,19-20=0/2789, 18-19=0/2789,17-18=0/2373,16-17=0/1659,15-16=-244/602 WEBS 2-25=1013/0,2-24=0/775,3-24=74910,3-23=0/519,4-23=500/0,4-21=0/273, 5-21=-298/0,5-20=-283/346,11-15=1041/0,11-16=0/824,10-16=-809/0,10-17=0/573, 9-17=-544/0,9-18=0/411,7-18=-530/0,13-15=-1004/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <i3 `�� �+ ,,,, 5)CAUTION,Do not erect truss backwards. i; c 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)900 lb down at 21-7-4 on top chord. '��JQSE Ply 0 n ,, The design/selection of such connection device(s)is the responsibility of others. % J `.4..,,x,.:, 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ',��t��•mil G N °, '.. �, LOAD CASES Standard -�• •..�.•^ O No 6984 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 ,r`. • _ ..* Uniform Loads(calf) '• * . Vert:14-25=7,1-13=-67 Concentrated Loads(Ile) Z.b Vert:13=-900(F) S'9 ;•. STATE 0''• •1 111 10NA' ��,ti February 3,2015 ■ O WaAR t NG-RPfeearsee n tcouegetdt y r erevvi.ew e Cufoere o nfs m nctMhedragmm od P one t'hVT OtOnd .onlry d TeTns cfoon nMeact apclaeed Pdbe c tws"efmt VmeMO stig LP::mAss and Dd ogn e s E n g tnM e r T(us.Design ty D rEswng e eTrD).D) the seal on any TDD represents an acceptance of the professional engineering respansibury for the design of the single Truss depicted on the TOD only.under TPI 1 The design assumptions,loaders bdndM1lons, suitability and use of this Trims for any Building rnib di g Is the respoiny of the Owner,the Owners authorized agent or the Building Designer.in the context of the IRC,the IBC,the focal braiding code and TPI 1 The Eit.approval of the TOO and any neld use of the Tens,inclding handling.storage,Installation and bracing.shall be the resporsibiliy of the Buildi g Designer and Contractor.As rotes set out In the TDO and me practices and guidelines of Buigag Component Safety Information(SCSI)pubsshed by TPI and SBCA are referenced fig general guidance TPI 1 defines the responsibilities and duties of the Truss Designer,Trues Desgn Engineer and Truss Manufacturer,unless otnerwsee defined by a Conrad agreed upon m wltli g by es parties Involved The Truss Design Engineer is NOT the Braiding Designer or Truss System Engineer • for any brakdi g.All capitalized terms are es defined M TPI 1. Copyrpta 02014 ProBWM-OrJ Engineering,LLC,(DIJ).Reproduction of this document.in any form,M prohibited without*Men perrrrbsion from Pro8ur6DrJ. ENGINEERING LLC i • Job Truss Truss Type Qty Ply Philips Residence 19278328 FLOOR F07 FLOOR 1 1 Job Reference(optional) ProBuild, Pooler,GA 7.430 s Oct 14 2013 MTek Industries,Inc.Mon Feb 02 23:10:02 2015 Page 1 • ID:H5C4KjHUu8FJwmVy8KkidxzpRye-CVT21a6yA1QVxWJxesrDlgq?RJ elZxMfvxiPMzp1LJ 0.1.8 H I 1-3-0 I 1 1-2-12 I 8 Scale's 1:27.9 34 FP= 34 FP= 2x4= 1 2 3 4 5 19 6 7 8 9 10 Sty 11 12..i,,I 1 rAA i i i 1 1 FA Ai 6 t 4+2 • Illill ro, ti 1.A i,8711►.. II liMMIII Y `ii-Y-Y Y1■N••■••••=mY__ 23 ' 21 24 20 19 25 18 17 26 16 15 27 14 28 13 1004 = 3x6 FP= 3x6 FP= 64= 0-9.12 10.7.0 I I 18-5-0 I 0-7-0 15-7-4 0-2-12 Plate Offsets(X,Y): I1:0.1-8,0-0-81,17:0-3-0,0-0-01,f23:0-5-12,Edoel LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.12 Vert(LL) -0.10 16-17 >999 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.26 Vert(TL) -0.07 16-17 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.34 Horz(TL) 0.02 13 n/a n/a BCDL 5.0 Code FRC2010/TPI2007 (Matrix) Weight:137 lb FT=20%F,11%E • LUMBER BRACING TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:21-22,19-21. REACTIONS (lb/size) 13=787/Mechanical,13=787/Mechanical,22=1581/0-5-8 (min.0-1-8) Max Gray 13=815(LC 4),13=787(LC 1),22=1581(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/421,2-3=0/420,3-4=-915/404,4-5=-915/404,5-6=-1812/63,6-7=-2234/0, 7-8=-2234/0,8-9=-2089/0,9-10=-2089/0,10-11=-1330/0 BOT CHORD 21-22=-398/539,21-24=-215/1490,20-24=-215/1490,19-20=-215/1490,19-25=0/2234, 18-25=0/2234,17-18=0/2234,17-26=0/2287,16-26=0/2287,15-16=0/1840,15-27=0/1840, 14-27=0/1840,14-28=0/831,13-28=0/832 WEBS 1-22=-843/0,11-13=-1097/0,3-22=-849/0,11-14=0/707,3-21=-9/564,10-14=-720/0, 5-21=-854/0,10-16=0/353,5-19=0/538,8-16=-280/48,6-19=-750/0,8-17=-368/203, 6-18=-5/253 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x6 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 1j�4111111/.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 ♦�S, 804 be attached to walls at their outer ends or restrained by other means. �1 SE PH lj 6)CAUTION,Do not erect truss backwards. �� ,O ••• •.©k+ �I 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)800 lb down at 0-1-8 on top chord, ,, v...,\G E N S jt.• and 251 lb up at 4-0-0,7 lb down at 4-6-12,7 lb down at 6-6"12,7 lb down at 8-6"12,7 lb down at 10-6-12,and 7 lb down at 12-6-12, ��-1.... i and 7 lb down at 14-6-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. Q: NO 4$4 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 -0• :Cr Uniform Loads(plf) i13'. STATE OF :W: Vert:13-23=10,1-12=-100 3 0 ' • 11,/•7: Concentrated Loads(Ib) •i,'�•••'c(o 1 0..: �5;��• Vert:20=7(B)1=-800(F)17=7(8)24=251(B)25=7(B)26=-7(B)27=-7(B)28=-7(B) I ..R...•�0 f4 S�4N A�CV's0' February 3,2015 1 AWARNING-Please Ihor0lgNy rMM'the"Customers ACknovxedgertaM d Proeudd Standard Terns for Manufactured ProNCS"form Verity design parameters and read rotes on this Trues Desigpnn Drawing(TOO) end the OcJ Reference Sheet(rev.11-14)before use.Untees othmwue stated on the TOO.Doty MiTek Connector pates shall be used for this TOO to fie valld.Ace a Trues Design Enpneer(le.,Specialty Ergnesr), the seal on any TOO represents an acceptance of the professional englneerng responsibility for the desgn of the single Truss depicted on the TOD only.under TPI 1 The design assumptions.loading corgagrsy. sunshiny and use of this Truss for any Bugirg s the responsldlsy of the Owner,the Owners authorized agent or lire Bulking Des er,In the context of the IRC,the IBC,the focal bulking code and TPI/.The approval of the TOO and any held use of the Truss.Including handling,storage,irstasatan and bracing,shall be the responslbilay of the Building Deagner and Contractor.All notes net out in the TOD and the Emit practices and guidetnes of Blaldktg Component Safely Infomwtion(BCSII publshed by TPI and SBCA are referenced for general guidance TPI 1 defines the responstslibes and duties of the Truss Designer.Trues Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in wtatrg by all patties Involved The Truss Design Engineer is NOT the Building Designer or Tons System Ergneer for any building.All capdalcred terns are as defined in TPI 1. ^�w a/ ay� Copyright 02014 ProBrild-OrJ Engineering,LLC,(OrJ)Reproduction of this document,in any tone,Is prohibited without out written permission horn ProBuadOrJ. ENGINEERING LLC - Job Truss Truss Type Qty Ply Phillips Residence 19278330 FLOOR F09 FLOOR 8 1 Job Reference(optional) Pro Build, Pooler,GA 7430 s Oct 14 2013 MTek Industries.Inc.Mon Feb 02 23:10:03 2015 Page 1 ID:H5C4KjHUu8FJwmVysKkidxzpRye-gi0QWw7axLYMZgu7CZMS2M8jjQE11 gVuZgGxpzp 1 Ll 0-1-8 Fi_H 4,01 — 0-11.12 21 354 I) 0-10-12 3 fx5I— 1-3-0 41 3x4 til Scale=1:10.4 9 • 2 — - 1.8 1-7 7 3-5 4-5 4.5 4 8.9 I . - 5.8 - /4. 3x4= ►/ 2 x 4 I I 8 8 5 3x8 = 3x8 = I 1-1-8 )1.44 1 4-0-0 1 1-1-8 0-2-12 2-7-12 Plate Offsets(X.Y): 19:0-1-8,0-1-01 LOADING(psi) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) 0.00 7 >999 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.04 Vert(TL) 0.00 6 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(TL) -0.00 5 n/a n/a BCDL 5.0 Code FRC2010/TPI2007 (Matrix) Weight:32 lb FT=20%F,11%E LUMBER BRACING TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purtins, except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 5=307/Mechanical,7=1613/0-5-8 (min.0-1-8) Max Uplift5=-408(LC 3) Max Gray 5=17(LC 4),7=1613(LC 1) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/795,2-3=0/795 BOT CHORD 6-7=-447/0,5-6=-447/0 WEBS 1-7=1229/0,3-5=0/619,3-7=-64810 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 408 lb uplift at joint 5. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)900 lb down at 0-2-4 on top chord. ��ir rr rr 8) The LOAD CASE(S)section,oloads device(s) is the of the trussdaref noted as front(F)or back(B). s.l' QSEPH 0��/0 LOAD CASE(S) Standard Q •;�\G N S�. ,),"1,,•1)Floor:Lumber Increase=1.00,Plate Increase=1.00 •.4,14-*�' (� . Uniform Loads(pIt) Y:4C. No 6.484 •n"' °: Vert:5-8=-10,1-4=-100 • • •• ** Concentrated Loads(Ib) " *• / •• Vert:1=-900(F) ■• •• TATS . w .I,,AcSS. 0 R %4 z?..` III ,OVAL. .,+' Ilrirn e s s ol`' February 3,2015 AWARNING-Please thoroughly review the-Customers Acknowledgement of Proeuib Standard Terms for Marsufadured Products"furor.Verify desgn parameters and read notes on Nis True Desgn Oremng 1700) ■ and the OrJ Reference Street(rev.11.14)before use.UnleIs dherw ell stated on the TOO,only lATek connector pates shall be used for this TOO to be valid.Asa Truss Design Engineer lie.Speaalry Ergmeerl. the seal on any TOO represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TOD Dray.under TPI 1 The design assumpW118.1090019COnditiOns. suitability and use of this Truss for any Bundng is the responsibility of the Winer,the Owners authorized agent or the Balding Designer,in the context of the IRC,the IBC,the local building code andTPl 1 The Emliiki approval of the TOO and any held use of the Truss.orcludng handling,storage.Instalbbon and bracing,shall be the responsibility of the Buildeg Desgner and Conned°,.Aa notes set out in the TOO and me pQraactiguldeliof Building ent Safety Inbn 11liby 7PI and SBCA are referenced for general guldanca TPI 1 defnves the resp000:bsaies and duties of the Trues Designer,Tnae Oesgn Engineer and Tns Manufacturer,unlelotherwise defined by a ontract agreed m ing by 0-A pMS awdThe Titres ign Engineer Is NOT the Buildep Designer or TrSystem Engir for any building Al capitalized terms are as defined in TPI 1. Copyright 02014 ProBulld-OrJ Engineer's"LLC,(ON).Reproduceon of this document.in any form,is prohtblted*Shout mitten permission from Pfoeua•OrJ. ENGINEERING ac - Job Truss Truss Type Qty Ply Phillips Residence 19278332 FLOOR F11 FLOOR 1 1 Job Reference(optional/ Pro Build, Pooler,GA 7.430 s Oct 14 2013 MITek Industries.Inc.Mon Feb 02 23:10:05 2015 Page 1 ID:H5C4KjHUu8FJwmVy8KkidxzpRye-d48Awc9gSyp4oz2WJ PwwTRUtX4WVxyoLt9M0hzplLG 0-1-8 4x8 H I 3x4 = 0-11-12 21 304 II 0.512 31 CPA Scale•1:10.5 1-3• 7 12x = 1.8 1-5 S 44 3.4 B-7 4-8 •S•4 3x4 4 4x6 = 4x4 = 1-4-4 1 1-14 1' -1j 1 2-24 1 1-1-8 1 0-10-4 0-14 Plate Offsets(X,Y): f4:Edge,0-1-81,17:0-1-8,0-1-01 LOADING(psi) SPACING 1-4-0 CSI DEFL in floc) Udell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) 0.00 5 >999 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.06 Vert(TL) 0.00 5 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.25 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code FRC2010/TPI2007 (Matrix) Weight:22 lb FT=20%F,11%E LUMBER BRACING TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-8 oc purlins, except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=-988/Mechanical,5=1727/0-5-8 (min.0-1-8) Max Uplift4=-1007(LC 3) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4 /988,1-2=0/517,2-3=0/517 WEBS 1-5=-802/0,3.5=1095/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1007 lb uplift at joint 4. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used In the analysis and design of this truss. 5)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement at the bearings.Building designer must provide for uplift reactions indicated. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)600 lb down at 0-2-4 on top chord. �`� i 1�,, 9) The the LOAD BCASE(S)section, oads applied to the face of the trussdaref noted as front(F)or back(B). 1%�t( SE PI"i f t�1!, LOAD CASE(S) Standard h` ���G E N a .. 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 -�Q.• •••�� Uniform Loads(plf) •-•74C: N o 6 484 Vert:4-6=7,1-3=-67 .�. Concentrated Loads(lb) *• t* Vert:1=-600(F) ' --0: [L- �'9 STATE OF •:L ' ONA tti t/tt"1 February 3,2015 i 1 1 0 WARNING-Please Ihorotgtay renew the"Customer's Adurovdedgement d ProBufd Standard Terms br Manwtsaured Products-form=lot design parameters and read notes on Iris Trues Design Drawing ITOO) and the DrJ Relpence Sheet(rev 11.14)before use Unless other ese stared on the TOO,only MiTek connector pates snail be wed far the 00 to oe valid.As a T ues Design Engines lie.specialty E gneerl. the seat on any TOO represents an acceptance of the professional enOneerng responsibility for the design of the single Truss depicted on the TOO only,under TPI 1 The design aseumpons.loadsg condnbro, suilabaity and use of this Truss for any Building a the respornibaty of the Owner,the Owrrere art or the Boiling DeS oner,in the context of the IRC,the IBC.the focal bWJcrg code andTPI 1 The Emit approval of the TOO and any held use of the Tr ss.tncbudirg handling,storage,irstaeation and haang.shall be the responsibility of the Building Designer and Contractor.All notes set out m to TOO and the pracices and gudelines of Building Component Safety Information(BCSI)published by TPI and SBCA are referenced for general guidance TPI 1 defines the responsbilbes and duties of the Truss Designer,Truss Design Engineer and Truss Manufacturer,unlesss odsnNse defined by a Contract agreed upon in wlaag by all parties Involved The Tess Design Engineer is NOT the Biadag Desgner or Truss System Engneer • for any buildng M capitalized toms are as defined In TPI 1. CopyrgN 02014 ProBuild-DrJ Engineering.LLC.(DrJ).Repoducaon of this document,n any fans s prohibited wxhout whiten p•rnl salon from ProBuad-DrJ. ENGINEERING LLC - Job Truss Truss Type Qty Ply Phillips Residence 19276334 FLOOR F13 FLOOR 1 1 Job Reference(optional) Pro Buld. Pooler,GA 7.430 s Oct 14 2013 M(Tek Industries,Inc. Mon Feb 02 23:10:06 2015 Page 1 ID:H5C4KjHUu8FJwmVy8KkidxzpRye-5Hi28y9SDGxwQ7dithwATg_dixEaEG6xaXvwY8zp1 LF 0-1-8 H I 1.3-0 i 1 0-9-12 i Die Scale•1:21.9 3x8 II 3x8 II 2x4= 8x8 = 8x8= 3x6 II 3x8 I I 503 II 8x8 = 2x4 = 1 2 3 4 5 8 7 8 1 , VI i- ll%II.I,t l 4,i 1 W 1 111 0\ %� 11 1I '//_\ 111. 17 A /. \11 ■ let 14 13 12 11 10 6x8 = 8x8 = 5x8 11 3x8 II 4x8 II 8x8= 8x8 = I 12-9-12 I 12.9.12 Plate Offsets(X,Y): 112:0-3-0,0-0-01,113:0.3-0,Edgel.116:0.1-8.0.0-81.117:0-1-8.0.0.81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.36 Vert(LL) -0.11 11-12 >999 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.77 Vert(TL) -0.17 11-12 >868 360 BCLL 0.0 Rep Stress Incr NO WB 0.71 Horz(TL) 0.04 9 n/a n/0- - BCDL 5.0 Code FRC2010/TPI2007 (Matrix) Weight:115 lb FT=20%F,11%E LUMBER BRACING TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 15=2550/0-11-0 (min.0-1-8),9=2550/0-3-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-4060/0,3-4=-6359/0,4-5=-6359/0,5-6=-6080/0,6-7=-4096/0 BOT CHORD 14-15=0/2635,13-14=0/5619,12-13=0/6359,11-12=0/6359,10-11=0/5680,9-10=0/2616 WEBS 7-9=-3524/0,2-15=-3553/0,7-10=0/2138,2-14=0/2056,6-10=-2198/0,3-14=-2163/0,6-11=0/827,3-13=0/1488, 5-11=-880/221,4-13=-560/0,5-12=-563/133 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 3)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. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(elf) Vert:9-15-10,1-8=-400(F=-300) ,,%1%S% gtsilltitr�, °t, °.s E NH o f",, 4"-V-:.vac 1sc:-. AN � •• f No 69484 •. t • STATE 0 •��: r r., ••(. 0RIQ• �, �. . ieli,s`ON A;s� , '� February 3,2015 s AWARNING-Please thorapiy renew the"Customers AdmwAedgemem d Proeuad Standard Terns for Manufactured Products"form Verity defilers parameters and read notes on tins Trues Design Draxvp(1001 t and the OrJ Reference Shed(rev.11.141 before see.Unam otherwise stated on the 100.only Mulch connector pates shall be used forms 100 to be valid.Asa Trues Design Enpneer li.e.,Spedany Engineers, the seal on any TDD represents an acceptance of the professional engineerng responsibility for the design of the singe Truss deeded on the TDD only,under TPI 1 The design assumptions,loading condabm, suitability and use of this Truss for any BraNing is the reeporribdey of the Owner,the Owner's authorized agent or the Bolding Designer.in the context of the IRC.the IBC,the focal boil code and TPI 1.The approval of the TOO and any field use of the Truss,including handling,storage,installation and bracing,shall be the resporedlity of the Building Designer and Contractor.All notes net out n the TOO and the Emit.,practices and guidelines of Build•g Component Safety Information(BCSfI published by TPI and SBCA are referenced for general guidance TPI 1 defines the responsbiliaes and duties of the Truss Designer,Trues Desgn Engineer and Truss Manufacaaer.unless o henMse defined try a Contract agreed upon in wntng by al parties involved.The Truss Design Engineer is NOT the Butdag Designer o Truss System Engneer for any brxldng.As captalized terms are as defined In TPI 1 Copyright 02014 ProBUIa-00J Engineering.LLC.(OrJ1 Reproduction of this document,Sr any form,s dtlbited wm,sul written permission from PTO&iGDrr. ,m ENGINEERING sic i • Job Truss Truss Type Qty Ply Phelps Residence 19276336 FLOOR F15 FLOOR 1 1 Job Reference(optional] Pro Buid. Pooter.GA 7.430 s Oct 14 2013 MTek Industries,Inc. Mon Feb 02 23:10:07 2015 Page 1 ■ ID:H5C4KjHUu8FJwmVy8KkidxzpRye-ZTGxLIA4 Z3n2HCvRPRP?uXpOKhhzgG5pBeT4azp1LE 0.1.8 H 1 1-3-0 I I 1-34 I I 2.0-0 I I 1-3-6 I 01�8 Scab=1:21.5 2x4 II 2x4 II 2x4 = 2x4 II 2x4 II 2x4 = 1 2 3 4 5 8 7 9 18 • Il zal. a\ /a AS II i N■ NI 18 E71 113, i 1 4 e e W. 13 12 11 10 M. 3x6= 3x6= I 2-9-0 I 5-3-6 5-.-14 6-4-14 1 7-4-14 7. 10-0-12 I 12-9-12 I 2-9-0 2-6-6 0.1-8 1-0-0 1-0-0 0.114 2-6-8 2-9-0 Plate Offsets(X,Y): 14:0.1-8,Edge1,15:0-1-8.0.0.01,fB:0-1-8,Edoel.I 11:0.1-8,Edge1,(12:0.1-8,Edgel.115:0-1-8,0-1-01.116:0-1-8.0.1-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (liner) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.07 12-13 >999 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.10 12-13 >999 360 BCLL 0.0 Rep Stress Inca YES WB 0.27 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code FRC2010/TPI2007 (Matrix) Weight:69 lb FT=20%F,11%E LUMBER BRACING TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS (Ib/size) 14=685/0-5-8 (min.0-1-8),9=685/0-3-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1019/0,3-4=-1550/0,4-5=-1550/0,5-6=-1550/0,6-7=1019/0 BOT CHORD 13-14=0/642,12-13=0/1369,11-12=0/1550,10-11=0/1369,9-10=0/642 WEBS 2-14=-906/0,2-13=0/560,3-13=-520/0.3-12=0/434.7-9=906/0,7-10=0/560,6-10=-520/0,6-11=0/434 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard '0'00111111tt., sEPH 10.• 4 It No 69' :4 . a 1.10' S ATE 0 • :tii Z fi!fi t t".... � ....R1O , ' r S � ., ,..A %. � AL • titlletesil February 3,2015 1 1 A=grit-•Please Ihoroogf-y review the"Customer's Acknowledgement of Proauad Standard Terms for Manufecured Produce-/Dint Verdy despn parameters and read"",re,",'"Truce Design Dravtng h OD) and the OrJ Releence Sheet Irev 11-14)Debra use Unless otherwise shed on the TOO,Dory MITek conneda pates snarl be used for this DD to be vaetl.As a Truce neer(i.e.,Spedalty Engineer), the seal on any TOO represents an aoaplanoe of the professional enginsemp reaporwdiry for the design of the single Truss depcted on the TDD only,under WI 1.The design assumptions,/oaring conditions, , susaxa and use of this Truss for any Building is the responsa:A.y of the Owner.the Owner's authorized agent or the Bulldog Designer,in the context of the IRC,the IBC,th local building code and PI 1.The approve/of the TOO and any field use of the Truss.Including handing,storage,installation and bracing,shalt be the responsibility of the Budding Desgner and Contractor.NI notes set out in the TOO and me practices and guidelines of Building Component Safety Information(BCSI)pubMhed by WI and SBCA are referenced for general guidance TPI 1 defines the responsibilities and duties of the Trues Designer.Truss Design Engineer and Truss Manufacturer,unless otherwise deleted by a Contras agreed upon in wtftirg by as parties Involved.The Truss Design Engineer is NOT the Budding Designer or Truss System Engineer for any building.Ni apiW¢ed terms are as desired in TPI 1 'v Copyright 02014 ProBtald-ON Engineerings LLC.(OrJ).Reproduction of Ns dodanert.In any loam.is prohibited without vrtmen permission from ProBuild-C1.1. ENGINEERING CLC • Job Truss Truss Type Qty Ply Phillips Residence 19276338 FLOOR F17 FLOOR 1 1 Job Reference(optional) Pro Built, Pooler,GA 7.430 s Oct 14 2013 MTek Industries,Inc. Mon Feb 02 23:10:08 2015 Page 1 ID:H5C4KjHUu8FJwmVy8KkidxzpRye-lfgJZeBjltBefRn5?6yeY530gk5ViL E1rOldOzplLD • OH8 Scale=1:20.7 2x4 I I 2x4 11 2x4 = 2x4 II 2x4 II 2x4 = 1 2 3 4 5 6 7 8 1 Es NO 16 1.0 e CII 111, .; A \ i ii. 4. moms ma • - • Me OM. Y Y Y Y •• •••••------•-----••••••-•••••,4]/, ,4(/, , „+►►4(►►4(►►►, ►_ ►_ „ , , , ,4(/, , , , 4(/„1 14 13 12 11 10 9 308 = 34= I 2-9-0 i 5-2-4 51.12 6-3-12 1 7-3-12 715-14 9.7-4 I 12-4-4 I 2-9-0 2-5-4 0-1-8 1-0-0 1-0-0 0-1-8 2-2-0 2-9-0 Plate Offsets(X,Y): 18:0-1-8.Edael.111:0-1-8,Edfael.112:0-1-8.Edoel.115:0-1-8.0-1-01.116:0-1-8,0-1-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.14 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.04 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code FRC2010/TPI2007 (Matrix) Weight:68 lb FT=20%F,11%E LUMBER BRACING TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30(flat) end verticals. • WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:11-12. REACTIONS All bearings 12-4-4. (Ib)- Max Gray All reactions 250 lb or less at joint(s)14,9,10 except 12=274(LC 1),11=263(LC 1),13=270(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)All plates are 3x4 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 'tt114111.1:::1:111 �� JoSE 0��,,i, �`: No 6 484 .•11 *Z.' e •* e e =I r.. STATE OF • a...e.. 10 e`fls jaNALsTII tens February 3,2015 1 • WARNING-Please thaougfdy reurew the-Customer's AdorowledgemeM of Pro8uikt Standard Terms for Manufactured Products"form.Vent;design parameters and read notes on trris Trues Design Drano g 1700) A and the DrJ Reference Shed trey.11-141 before use.Uniess othenNse stated on the TDD,Dray MI7ek connector pates snap be used tot this 700 to be nailer.Asa Trus Design Engineer(I.e,Specialty Engneerl, the seal on any TDD represents an acceptance of the professional enngpineering reasoned:Sly for the dsg n of the single Truss depicted on the TDD only,under TPI 1.The design aswmplons,loadnp ccralion s. susabely and use of me Trues for any Bdidmg n the rsposlbsfy o1 the Ovner,the Owner's aulhorizedagent or the BuiIdinp 0sgner,n the contest of the IRC,the IBC,the Local Wilding code and TPI 1.The approval of the 700 and arty field used the Tens,Irrdudlrlg handling,storage,indallakon and bracug,stride be fire resporedefy of the Bufldng Designer and Contractor.AA notes set out n the TOO and me practices and guidelines of Building Component Safety InfOfmdlon IBCSII puDlehed by TPI and SBCA are referenced tar general guidance TPI 1 defines the responsibaaes and doles d the Trues Designer,Trus Desgn Engineer and Truss Manufacturer.unles ofnen ne defined by a Contract agreed upon In wwnag by s pert es involved The Trove Design Enpneer n NOT the Buldkg Designer or Truss System E neer for any building All capnalued terms are s defined In TPI 1. �� Zit ENGINEERINGuc CdpyrpM 62014 ProBuad$rJ Ei74/1191V,U.C.MI R8p6et cflon of this document In any 16x1il 0 ROIIbYd wtnoul*Mon MIn18r91811*dm Pro9s600. Job Truss Truss Type Qty Ply Phillips Residence 19278340 FLOOR F19 GABLE 1 1 Job Reference(optional) ProBuikl, Pooler,GA 7.430 s Oct 14 2013 MRek Industries,Inc.Mon Feb 02 23:10:09 2015 Page 1 ID:H5C4KjHUu8FJwmVy8KkidxzpRye-VsOhmzCLWBJVHbMHYgTt5JcCT8R5ROPOGV7a9Szp1 LC 0043 Om) Scale=1:15.7 30.94. = 1 2 3 4 5 6 7 8 18 —'— a e I° I°' Ieii . 17 a ° I ��, tr 12 •1 s 1:-18 w a a a15 1 1 15 14 13 12 11 10 9 3x4 = 3x5= I 1-40 I 2-8-0 I 4.0-0 I 5-4-0 I 6-8-0 i 8.0.0 18.4.0 1 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1.4.0 0-4-0 Plate Offsets(X,Y): 18:0-1-12,Edoel.116:0-1-8,0-1-01,117:0-1-8,0-1-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 I Code FRC2010/TPI2007 (Matrix) Weight:42 lb FT=20%F,11%E • LUMBER BRACING TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS All bearings 8-4-0. (Ib)- Max Gray All reactions 250 lb or less at joint(s)15,9,14,13,12,11,10 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)All plates are 2x4 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(Le.diagonal web). • 4)Gable studs spaced at 1-4-0 oc. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard ',tl%%%II11111t1g1 .■`• JOSEPH d€„ l+ 4.'Z":' No6484 :9� SATE F .��i rt,'��SSIOR‘1:c.:. ���`• I ......• February 3,2015 4 • AWARNING•Please thoroughly review the'Customer's Acknovfedgemenl of PloBuid Standard Terms for Manufactured Products'•form.Verify design parameters and read notes on this Truss Design Drawing(TDD) and the OrJ Reference Sheet(rev.11-14)before use.Unless otherwise slated on the TOD,only MITek connector plates shall be used for this TOD to be valid As a Truss Design Engineer li.e.,Specialty Engineer). the seal on any TOO represents an acceptance of the professional engineering responsibility for the design of the ogle Truss depicted on the TOD only,under TPI 1 The design assumptions,loading conditions, suitability and use of the Truss for any Building is the responseellrty of the Omer,the Owner's authorized agent or the Building Designer,in the context of the IRC.the IBC.the local budding code and TPI t The approval of the TOD and any field use of the Truss,including handing.storage.Installation and bracing,that be the responsibility o the Building Deegnef and Contractor.Al notes set out in the TDD and the Eiiiiii,practices and guidelins of Budding Componerut Safety Inbrmalion IBCSII published by TPI and SBCA are referenced for general guidance TPI 1 defines the responeidl hes and duties of the Tr ss Desgner.Tnwe Design Engineer and Tries Manufacturer,unless othery use defined by a Contract agreed upon in wining by at parts nvolved.The Truss Design Engineer is NOT tin Buildng Designer or Truss System Engineer for any buddi g.All capnafoed terns are as defined n TPI 1. ENGINEERING ac Copynght 02014 ProBuiq-OrJ Engineering,LLC,(D .Reproduction of this document in any form.Is professed*Shout written permission from ProBuld•DN. ' mcmv-�rnpma3-fcnc"^Sco,°mAn= °F.fmwoxmN>>m°cg-m°n1�5�+mumif �m ° 005.05c0-1 m m J m`—m O_=Em m3, _ a5�.'o -12t Y_I;,O+ ONom?A,Wn 3°N-1� �3g.m ^J �m vmg >a.' qQ O r.c n�v 33."3 S m O m4. m� 30 �o $a CYgOgNNVO mn g °m,o'-�-'mv viJ°mc Jtn �Poi _,am�1O��-�°D'm1O.�dPvmB P it 5. ,a J S O ," m S. R n J J m° N � 3031,25 $"' m ° °Q3}-.�z3n 1N c .ago m � no JAR^'S 2r Sow ui52rv�Z-=m� v--m. gkIP. 0 na m..m nnm°m NaQ3m,£c °m gm°mg-.5ao QQmg mgd3Qm°� p�m mp�8.E O'c��m0.�4��NO,m" AJNm C,N?Sicr,NCnCm▪�1C3cpj NNCNg31O� Nm N._�p�Q 8.-masi'osa°N ,p3 .3 a,p FD§Nj<O 249,m,<gmJ,]nN.N°Om0 N ��oo � 5.�m .N'��vY_gma�m3 tom$mmco� mm>>g�i�°�n0°mm �ggcN-^vo m-N, °7�mFyH3_n e.c°Cg C �rs°o m ion ,0 3o m ^ 0.,m-o01,7,•-.Q . a i-8- m8 ,Sm §'ZE`-,@ -.5as is1 mF—E.51 50,50-°.^Y2rve'S.g R3g,g.� 4.5 og3n��5.v�,.a mffa��z O /C) rynry^ d=5g_.4`�-03,=0 Z15.- 525.-no.'mmo Sm F .a°.^n'"mmn55,4.5.-e F,6=_c,,,503 o -I -.,,.>»mc+. `°, c:dmmt O 1,V °g° '-o('�a'=(fm %n =O opjj OO �i Q=QNNR.< �'mFNSm_N g...02 .---.=.5.0 SN y JN f°. Jm'2y(/'`�Nmtmpaym ey`5� m mOOO,a°�°NS2 N,p., 6.8.�maa'sg ..18. -00aamg`g �. 54, qge,? ')�6mp 5$_ g >m.< SN'S$29,82 F NR�� n n3N�a3mm m m ° Sa 1D< 23^-' 4 q�'+,m ,n g.mgcm $�` $Oar mar_ my 014 Ng �g'S 0 (m� ffn m g....5 m m-m^21" &oo_J�2r Cq�m aycg�2(cm �°0013$JD-°g° cn .p-oam --{n Nn uT-Qm f \V O}^ co; OC'N-sN3.NpQ g7 N,<aY2^.g °gN;m NN 0J 1.,, vgaDalN5 N.gm Jm5J , °N °},Wt�mu2i3,~Ng N m $ ,mn3?2mSAom°,g }v°M-3iamb'Fg4.3.vv:,8. ggg°. °->T.,•,; am� �ro Q.1,12".Cmnn$°m�c O -' ' LI R m^VR3-=°'= N°�o o J fi 2m gmSW h °R`ls' 2.f1 o 5.w g c '< �r01 o md� Ncnma� c � N'oY^ oQH'-^.�� n2 m...�.m p3�'�s rim S.oS r3'a, S d ,�' <',a�S�S.�. 4.-3ga 5. mm$c °WO mWF ,05 - � Soc_•< mo3^qaN gang ^ o ofDgS °m3`§gv$NC Sma mo 55z... gr m N m a m9"°Y $ C,^°id2_9HNgm2'dN£ 4n0,-n°e. o? $$p9-g$o ?.i a3Ng3,wp_eg-'5" 7g3 Zpcmi'>g8n3mg ? = a y d J m y NON OCg 3 N y a, .<O N 8-," m%m a,Jd 25,0 5ma0 p'N Oa°ma.°2fyt_O! n.ul y�T-gm Q�. C N 8� Op 0]9 D co ///��,3.1��/,/ 'D m 50-°�naZa Ln• u-'4'ac_.ff" mQ$Nm°g.7 EmEg.(1Sw-,5'gc°g 50-••.0°^31p = gtop(N9., ma CNo, N„�� T5' 2 co 2 0 n 0.-Q.'r --.(•'''S3='. .. 5 ,m” 3 H c:'.m °D m o°°$ x,c a B •,< n.�m 4'n°-. 0,'"C'g °� n Wn° 2 'tea a o Yg �^.4p s_ 5_ ° 2.3 Qo. (83-am°cE'm°mm oY_a.3Q m N m o$ c o� -+�4 a N° C WAN N ..R m j{m f 'Y 5 N m C 4.8•"C N m° G y Q1 H _ ,,;,72.-1 a 8 CD m a n.-m nc ,mn ° ��v ° NN nm2 y .0 4n F �c °J - S �NO ?N � O mNVZ O ,0 � \V N nN °.B m Q a_.mN F i0 mm2 on- 3. a3 n c O- m a _�'F ngm as m ma 5.23 °°. o ' ,3 6 {1"y a3 mm am ,S ° g,q ,0,o5p d m0 m°NC m N °. ,3 n.�m W < afv m m� O m n 9v1°m g4mH m Q�N°m �H, c me S- L� m m =53eA3 v 2+.4coS,om'ko6Sm^n aP«cfy v <mogm2Ym'"d Ig d P-13n,Dmco°v. (.`cgnnn 0g. ‘7,01,1',.33 mN k 51 3 n bFlamC� m5 .o °o � 'g � °-^� c ° ,gN Ng ° ° c>3 �'...G' N n° °� d °< N Jc �03itoO mpiglH3o °5ao°Igo vg �•;,B.a7d�.Nn R.° As153gmn$s,0 vJ >>mm =°R ° mm v gga� a gaga2nO £' R3.-' Qm wy 3so $,Mal DHS.O.i s3 0$ F°'m3.� mc-p-m3 n�� Y 'm2' aq S. "-4' ap O. z _.v,<c m-z sN °o41OOa`- 'S :e a < _m^a+2ga`(4 ° ca' 4 iai• n3NO v>j`1n ro n ,im c°p ° 3B fD O ova gm3mm �3g^"5�' Ya`£nYor N�NNC^,'< �.?m 3m Ed H�o c4,'O R,g eH �°m mH � ° !� -ns m vim.vg^, c� < °'< 10 ' m log°a = gm IIIP m 2r o 5Na a° J° 91:rPl Y a3 m to U m°!O�m o Y'0^g3 � ° m Y n2 m Q c <,mn m $ O- a »m m oNn. ? '_a0_10 1,522, °3dcil ,m gN a52 6 D m F, °v m Wma...< � mJm2 SvNVH D ° _t °' n � m.2 N O. C O m °m J.N f� m$ n d °m , °m H g 8@ O J�o a ccm _° Sm-.O-'m-1 j!,DN m,"0m�- g' 1 3 �' p,c��° m'°<m� m 0:,,, N ,o° n ° N °ca g C �p 99 Q fA0 ;n01 5.3 tat C Z�Cm mW O W j W3 Wg07W Gam0.3r4 X3^15 W N�Nnm QN�N2Nm NQ'�N . 5 0C1 �'S g wj nOV 3c�QQf3, m^�N�n` $WQ�� <<00�17 dNnm m�?O �1m01 N d W N LO•e!D �OD go < 00 2m ss�g � �1 =O N# n�cn agora mg5 Ne. "' QJFi� $_ WQ0 = �sYg m•e° _ � ,m^�A San°� 2 Ng-13 c Oi °�j Ana:c.�a �� m $'W og N3..3m 33m2,g-'m m5. -`� °-$ 1.�Smmm 611° $N a J mm °5Em �.g -. 0 * . 3Y�N.Q�a� _a,og. °�0,m F2m° Olenn ,cn g .omr N,Y-. ° go ro^g mNdNm y S S. m- n A m N WAN$a ro 533. a 3 o � < m�^ `N3 �i44Stg�3n$nCW>d � mm m -�Y �c v t ��m �:r n � m°�^°� mNO�>> a n >o-� 3� m^..N•< �,^mm' �.�'C1°S�N n� �mmc H'$oNam An fe. � ,05 3'n c�< °53`l aN m g N mm,"v oo m ° V1 r3. g2 N.24.N c ,B'<°m b 2gm Ga AS°Z 2E-ga$yC Vm�S �m5-4pg°I•-Y Wam`-"ommEck-.d$Y,$8gg@-4'5-a5 o5pmn 'ma aU R ogb ry '0 C- �3mTm�S30 m 5m 3m.". 5-R "INF'..m-' 0: C3 �m� .a.1�Ncb-w° °N m A "` c3 °m ara a Y vcg� � SYA^o °�� o� �g�. Y vin .-t Z 2. mm °N N .a N. m fD �3 may.�! �$ m° Ag� �n 01 pj��m�?.IV OOi 'Cram m� cQO$'c �o30o �: ��� 6 g ma•ca a.°a A �Z+Q° p,r, N g Ham m ° ox a 7,4:42-•"‘41972.,§W.°.l w vp o,0,0. m Jag°pSgeYm° 3 .c °�°'»... m� E' o� m 3�'S a 3�°' 1 ��O -, cD „°o1nn°ra a. m,o?a°L.Nm�, 20. 3�?g(na$m36g - $ d.gmc$�'S a N �pL `ry 3 g�m3 2.3$'1 m °y"m45,32g3 m °ap3'no m- A al YoSV°-'m jmo,om J•< 3-°. d O $gi^&° Z�gp �nNW m 3 3Ng a $ rS$ m �<�1 ° •Om = o 4 s.k,g-cpSao c mg'ag� Qm5 N <Fa,o$a °,g ,..,q -a g gnSK° v. ntat/, cD n 0 K$°N.g '<o1m' ya2m mmm m Y� 3 n s,m m� ac_.%._. °m am. dpmp M < _� D� N�.-.,a °=�3 � ff_'m �g c nm AN p3YWc - a m °3F3o�N ��F (D > >� 1.1 N .. 8NC'd Vc� m 052 6" dgY�A NJxy$5 ,2 'fig. m ° °= pp 7 N O" ,90,-N.84.3 na 6 L'. p � �g n p O 5 3Oe.3m 4`'N N .3m Q� 2OmO mE•F °.13n °= vc053. 613•8cn$• 5 y g' ° Q-'a6 S�D Co (D = S3 mp 802m°;. Omm f•y2 v 4'�O ugivLSm gnn a'3,om $• Y.< m°a�,S°c mN4Q N 'g"a g�c/l • 6 -a cp n .a Sn8a.NaEsn.,@m 5S-EL.,„-art ONONm .m5 v'm'sm. ° ma,...5 g°a3om3`° H cza m •c0 5 cOD W0 = 0a0 8�H mOmingmpygn 1�'2Y9 c4,,, Sm'4m gmm°co co ovm? �.=' -0a0^ �-- .Na» 3 g< 9.. g c _ c4a° r v N'" rsm'< a j y0 7 p�m.Omm3�° °� SN ° mm Er-e. ° '$' am N,_y � egc 3N 7. rr S0 .' pcnL'na cN b', 02'3 mg ,"S H mN nA� -Sam gQ .2is AYm Sn a .a° ga°3. �m (.0 CON , 0C3 s3,F,,,, mg� D . °mom ., Noo m Y$ .03o g .<° nc m°j 0;. 7;1211,s n Nm� rmy nm • (D C7 =°3 O ng m55, 0.s+2$ a=R.L °N. o 5H. 3nv 3 vg 5m ��JO� ,g," • 3 !0 .n5 m amy2� v g• on •< q p_ accq . m^ W 30. n mm.,0 m 0,2,- a n CD O Cr nx g� ,T,• 00,7 n° 01,' m m - i.� m W. �c 01 Omi co. Nm P�+g. 8 S ° 2,00 §m � 0 ., = ,. m S H 1D -88.3 a m �'" m e a N 7, 5 ° N „ 3 �^' O ' O f.g a5gg°,gray $0 -"5 ' as wcWi' 0,.a— m ,og9.0 m2 �3ff - .-w, a °5 :vagmm 2` N 'fit -g:g Ng c a <NS a@°m" 01-3 Wo2cj5 °m; ° j.28 v 3.gi 2 KO O N g �S < 5 N, Y m t 5 ,0 W m ,� a a.,.O m o Q-5 2�$- 2. a3 fl m 2m rgo m Uti a WH • �Q.gg 35 W g 2''° g m 3n 5,° �g O fd nn v He = S n s.g'" x Fog °0 w :4, g § om a n Pa H do $ m a Y.-^ n TOP CHORD �iO co y A 0 Z w ® - jir_! ��`. >r •x m Z rnm A to y O 1 O A m N m 5 m o� z ° I I �- A F � a N 1 0-� v D ® N mmO_amGr em mm '' Wy / m i{ E �mm$.o'�' y 0, �' ° °m V/ m p co S. '1 s0, A mD 2 mx0 Q<m AO-igS<O m °-'. �,-i _j D m O� (n -gag.cr) raga co z ° m NN mDOOC7 Zm0 qN \i.i mR_ n O. .< am. Q m. °v gm o i0c p i 2 3CO -.-og3 a� m. 5� n0, m'N° Z m Dmn p " 2 �a OAmr4g ma ° ,3 <�N.N� D V/ m A = " v °E ''ww m° A c my O O ' V+ §O pjJ DUmi 1O CQ 22'1.5 ryrya m0 'mm p o gl 1°m m�3,-1° vim N $ mQv ,&o n� Si O -100 'w m mz3 ,^ ° E� ,0°dQ vm.�'. . m N 2 -�n(n c,° VI gg 0-15...;-e mF o gm gums° mg�v? - Z p0 w `-°� mi. (3 r Y ° N m 5 -°+o x 5•y.1 c D C �Cf m /1\ 0,N to°- JW m H °. N?S H 2 m m 5 @c {i°moms dLI a G. ' m= RS x z �m N rim =m.^'SS mm Y Oct. 2g .< D �® o� mW$g. ma a 'N"1" C ® A °° co_ 3 m �$ g ° D TOP CHORD• ,1 : _ 3 N• vn Z o.. n S $ L) c .. ®Boise Cascade Double 1-3/4" x 18" VERSA-LAM® 2.0 3100 SP Floor Beam1BM01 Dry I 1 span I No cantilevers 1 0/12 slope Monday, February 02,2015 BC CALC®Design Report Build 3272 File Name: BEAMS.bcc Job Name: PHILLIPS RESIDENCE Description: Designs\BM01 Address: 4th Street Specifier: City,State,Zip:Atlantic Beach, FL Designer: ELO Customer: DURHAM BUILDING MATERIALS INC Company: PROBUILD Code reports: ESR-1040 Misc: 4 5 7 0 B 9, 10 11• . T T T T T ♦ WM momniummu wwwwwwwwwwwwwwwilmiPire T T ♦ T T T T T NEWEENVI��IIII�O1111�11�MEMI I�1,11 y. 15-03-00 BO B1 Total Horizontal Product Length=15-03-00 Reaction Summary(Down/Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live BO, 5-1/2" 1,932/0 2,886/0 1,347/0 B1, 5-1/2" 1,932/0 3,088/0 1,587/0 Live Dead Snow Wind Roof Live Trib. Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% . 1 Standard Load Unf.Area(Ib/ft^2) L 00-00-00 15-03-00 40 15 06-04-00 2 WALL ABOVE Unf. Lin. (lb/ft) L 00-00-00 15-03-00 100 n/a 3 R33 TRUSSES Unf. Lin. (lb/ft) L 00-00-00 15-03-00 100 100 n/a 4 CJ2E Conc. Pt. (Ibs) L 01-01-01 01-01-01 33 38 n/a 5 CJ4E Conc. Pt. (Ibs) L 03-01-01 03-01-01 62 72 n/a 6 CJ6E Conc. Pt. (Ibs) L 05-01-01 05-01-01 91 107 n/a 7 R21 Conc. Pt. (Ibs) L 06-04-00 06-04-00 303 356 n/a 8 R20 Conc. Pt. (Ibs) L 08-03-04 08-03-04 177 209 n/a 9 R20 Conc. Pt. (Ibs) L 10-03-04 10-03-04 177 209 n/a 10 R20 Conc. Pt. (Ibs) L 12-03-04 12-03-04 177 209 n/a 11 R20 Conc. Pt. (Ibs) L 14-03-04 14-03-04 177 209 n/a Controls Summary Value %Allowable Duration Case Location Pos. Moment 17,279 ft-lbs 37% 100% 1 07-06-08 End Shear 3,795 lbs 31.7% 100% 1 01-11-08 Total Load Defl. U798 (0.217") 45.1% n/a 3 07-06-08 Live Load Defl. U999(0.1") n/a n/a 6 07-06-08 Max Defl. 0.217" 21.7% n/a 3 07-06-08 Span/Depth 9.6 n/a n/a 0 00-00-00 %Allow %Allow Bearing Supports Dim.(L x W) Value Support Member Material BO Wall/Plate 5-1/2"x 3-1/2" 5,344 lbs 49.1% 37% Southern Pine B1 Wall/Plate 5-1/2"x 3-1/2" 5,727 lbs 52.7% 39.7% Southern Pine Notes Design meets User specified(U360)Total load deflection criteria. Design meets User specified(U480) Live load deflection criteria. Design meets arbitrary(1") Maximum total load deflection criteria. Calculations assume Member is Fully Braced. Design based on Dry Service Condition. . Deflections less than 1/8"were ignored in the results. Page 1 of 2 ®Boise Cascade Double 1-3/4" x 18" VERSA-LAM® 2.0 3100 SP Floor Beam1BM02 Dry I 1 span I No cantilevers 1 0/12 slope Monday, February 02,2015 BC CALC®Design Report Build 3272 File Name: BEAMS.bcc Job Name: PHILLIPS RESIDENCE Description: Designs\BM02 Address: 4th Street Specifier: City, State,Zip:Atlantic Beach, FL Designer: ELO Customer: DURHAM BUILDING MATERIALS INC Company: PROBUILD Code reports: ESR-1040 Misc: 3 4 6 7 8 \s 70' a,Y lEHMIl! 1 v v v . v v v . v v v . V. T 7 T • • T T .v..T . +. l�1.1� T . . . . . . . . . . . T T. • .1 v . v . . _ 't R-.v, T v s'y.T`-v.1. -rM ...z > c.:.... f e *T?w±v. 15-02-08 BO 61 Total Horizontal Product Length=15-02-08 Reaction Summary (Down/ Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live BO, 5-1/2" 2,636/0 3,276/0 1,632/0 B1, 5-1/2" 2,636/0 3,449/0 1,838/0 Live Dead Snow Wind Roof Live Trib. . Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% 1 Standard Load Unf.Area(lb/ft^2) L 00-00-00 15-02-08 40 15 08-08-00 2 WALL ABOVE Unf. Lin. (lb/ft) L 00-00-00 15-02-08 100 n/a 3 R18 Conc. Pt. (lbs) L 01-07-12 01-07-12 312 366 n/a 4 R17 Conc. Pt. (lbs) L 03-07-12 03-07-12 312 366 n/a 6 R16 Conc. Pt. (lbs) L 04-09-08 04-09-08 473 556 n/a 7 R15 Conc. Pt. (lbs) L 06-09-08 06-09-08 382 450 n/a 8 R14 Conc. Pt. (lbs) L 08-09-08 08-09-08 382 450 n/a 9 R13 Conc. Pt. (lbs) L 10-09-08 10-09-08 382 450 n/a 10 R13 Conc. Pt. (lbs) L 12-09-08 12-09-08 382 450 n/a 11 R12 Conc. Pt. (Ibs) L 14-09-08 14-09-08 324 382 n/a Controls Summary Value %Allowable Duration Case Location Pos. Moment 20,731 ft-lbs 44.4% 100% 1 07-06-08 End Shear 4,682 lbs 39.1% 100% 1 01-11-08 Total Load Defl. U678 (0.255") 53.1% n/a 3 07-06-08 Live Load Defl. L/1,375(0.126") 34.9% n/a 6 07-06-08 Max Defl. 0.255" 25.5% n/a 3 07-06-08 Span/Depth 9.6 n/a n/a 0 00-00-00 %Allow %Allow Bearing Supports Dim.(L x W) Value Support Member Material BO Wall/Plate 5-1/2"x 3-1/2" 6,476 lbs 59.5% 44.9% Southern Pine B1 Wall/Plate 5-1/2"x 3-1/2" 6,805 lbs 62.6% 47.1% Southern Pine Notes Design meets User specified (U360)Total load deflection criteria. Design meets User specified (U480) Live load deflection criteria. Design meets arbitrary(1") Maximum total load deflection criteria. Calculations assume Member is Fully Braced. Design based on Dry Service Condition. Deflections less than 1/8"were ignored in the results. Page 1 of 2 ®Bolse Cascade Double 1-3/4" x 18" VERSA-LAM® 2.0 3100 SP Floor Beam1BM03 Dry I 1 span I No cantilevers 1 0/12 slope Monday, February 02,2015 BC CALC®Design Report Build 3272 File Name: BEAMS.bcc Job Name: PHILLIPS RESIDENCE Description: Designs\BM03 Address: 4th Street Specifier: City, State,Zip:Atlantic Beach, FL Designer: ELO Customer: DURHAM BUILDING MATERIALS INC Company: PROBUILD Code reports: ESR-1040 Misc: 7 © �7� 8, 10 11 Milimilling-----liwiinow In 2 _ y wwwwwwinurammillingli 15-02-08 BO 81 Total Horizontal Product Length=15-02-08 Reaction Summary (Down/ Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live BO,5-1/2" 2,636/0 2,779/0 1,046/0 B1, 5-1/2" 2,636/0 3,058/0 1,376/0 Live Dead Snow Wind Roof Live Trib. . Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% 1 Standard Load Unf.Area(Ib/ft^2) L 00-00-00 15-02-08 40 15 08-08-00 2 WALL ABOVE Unf. Lin. (lb/ft) L 00-00-00 15-02-08 100 n/a 3 HJ5D Conc. Pt. (Ibs) L 00-02-12 00-02-12 103 121 n/a 4 CJ2D Conc. Pt. (Ibs) L 02-01-01 02-01-01 33 38 n/a 5 CJ4D Conc. Pt. (Ibs) L 04-01-01 04-01-01 62 72 n/a 6 R16 Conc. Pt. (Ibs) L 04-09-08 04-09-08 508 597 n/a 7 R15 Conc. Pt. (Ibs) L 06-09-08 06-09-08 258 303 n/a 8 R14 Conc. Pt. (Ibs) L 08-09-08 08-09-08 258 303 n/a 9 R13 Conc. Pt. (Ibs) L 10-09-08 10-09-08 258 303 n/a 10 R13 Conc. Pt. (Ibs) L 12-09-08 12-09-08 258 303 n/a 11 R12 Conc. Pt. (Ibs) L 14-09-08 14-09-08 324 382 n/a Controls Summary Value %Allowable Duration Case Location Pos. Moment 19,102 ft-Ibs 40.9% 100% 1 07-06-08 End Shear 4,206 lbs 35.1% 100% 1 01-11-08 Total Load Defl. L/784(0.221") 45.9% n/a 3 07-06-08 Live Load Defl. U999(0.11") n/a n/a 6 07-06-08 Max Defl. 0.221" 22.1% n/a 3 07-06-08 Span/Depth 9.6 n/a n/a 0 00-00-00 %Allow %Allow Bearing Supports Dim.(L x W) Value Support Member Material BO Wall/Plate 5-1/2"x 3-1/2" 5,540 lbs 50.9% 38.4% Southern Pine B1 Wall/Plate 5-1/2"x 3-1/2" 6,068 lbs 55.8% 42% Southern Pine Notes Design meets User specified (U360)Total load deflection criteria. Design meets User specified (L/480) Live load deflection criteria. Design meets arbitrary(1")Maximum total load deflection criteria. Calculations assume Member is Fully Braced. Design based on Dry Service Condition. Deflections less than 1/8"were ignored in the results. Page 1 of 2 ®Boise Cascade Double 1-3/4" x 18" VERSA-LAM® 2.0 3100 SP Floor Beam1BM04 Dry 12 spans I Right cantilever 1 0/12 slope Monday, February 02,2015 BC CALC®Design Report Build 3272 File Name: BEAMS.bcc Job Name: PHILLIPS RESIDENCE Description: Designs\BM04 Address: 4th Street Specifier: City,State,Zip:Atlantic Beach, FL Designer: ELO Customer: DURHAM BUILDING MATERIALS INC Company: PROBUILD Code reports: ESR-1040 Misc: 3 2 V' ♦ r r V r r ♦ ■ V V V t -hI I V r r r r r V r r r r r r s V r r r_ i_. .. ill l V V V V V V V r V I I V r r r r r fix£_ I 23-01-12 00-09-12 BO B1 Total Horizontal Product Length=23-11-08 Reaction Summary (Down/Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live BO, 5-1/2" 1,032/ 1 1,880/0 465/0 B1, 5-1/2" 737/0 895/0 207/0 Live Dead Snow Wind Roof Live Trib. - Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% 1 Standard Load Unf.Area(lb/ft^2) L 00-00-00 23-11-08 40 15 01-00-00 2 WALL ABOVE Unf. Lin. (lb/ft) L 00-00-00 07-08-08 100 n/a 3 BM05 Conc. Pt. (Ibs) L 07-04-12 07-04-12 810 1,207 672 n/a Controls Summary Value %Allowable Duration Case Location Pos. Moment 15,656 ft-lbs 33.5% 100% 2 07-04-12 Neg. Moment -24 ft-lbs n/a 100% 1 23-01-12 End Shear 2,571 lbs 21.5% 100% 1 01-11-08 Cont. Shear 1,446 lbs 12.1% 100% 1 21-05-00 Total Load Defl. U703 (0.388") 51.2% n/a 6 10-11-01 Live Load Defl. L/1,647(0.166") 29.1% n/a 13 10-11-01 Total Neg. Defl. 2x01,998 (-0.04") n/a n/a 6 23-11-08 Max Defl. 0.388" 38.8% n/a 6 10-11-01 Cant. Max Defl. -0.04" n/a n/a 6 23-11-08 Span/Depth 15.2 n/a n/a 0 00-00-00 %Allow %Allow Bearing Supports Dim.(L x W) Value Support Member Material BO Wall/Plate 5-1/2"x 3-1/2" 3,002 lbs 27.6% 20.8% Southern Pine B1 Wall/Plate 5-1/2"x 3-1/2" 1,632 lbs 15% 11.3% Southern Pine Notes Design meets User specified(U360)Total load deflection criteria. Design meets User specified(L/480) Live load deflection criteria. Design meets arbitrary(1")Maximum total load deflection criteria. Design meets arbitrary(1")Cantilever Maximum total load deflection criteria. Calculations assume Member is Fully Braced. Design based on Dry Service Condition. Deflections less than 1/8"were ignored in the results. Page 1 of 2 ®Boise Cascade Double 1-3/4" x 18" VERSA-LAM® 2.0 3100 SP Floor Beam1BM05 Dry 12 spans I Left cantilever 1 0/12 slope Monday, February 02,2015 BC CALC®Design Report Build 3272 File Name: BEAMS.bcc Job Name: PHILLIPS RESIDENCE Description: Designs\BM05 Address: 4th Street Specifier: City, State,Zip:Atlantic Beach, FL Designer: ELO Customer: DURHAM BUILDING MATERIALS INC Company: PROBUILD Code reports: ESR-1040 Misc: 3 4 59 7 610 8 u 11�I1 1 .,1 01-04-04 06-07-12 B1 B2 Total Horizontal Product Length=08-00-00 Reaction Summary (Down I Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live B1, 5-1/2" 676/0 1,614/0 937/0 B2 810/6 1,207/0 672/56 Live Dead Snow Wind Roof Live Trib. • Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% 1 Standard Load Unf.Area (Ib/ft^2) L 00-00-00 08-00-00 40 15 01-00-00 2 WALL ABOVE Unf. Lin. (lb/ft) L 00-00-00 08-00-00 100 n/a 3 HJ6 Conc. Pt. (Ibs) L 00-02-12 00-02-12 277 325 n/a 4 CJ4 Conc. Pt. (Ibs) L 02-01-01 02-01-01 119 140 n/a 5 R29 Conc. Pt. (Ibs) L 04-00-12 04-00-12 327 385 n/a 6 R28 Conc. Pt. (Ibs) L 06-00-12 06-00-12 304 357 n/a 7 R31 Conc. Pt. (Ibs) L 05-02-04 05-02-04 191 225 n/a 8 R30 Conc. Pt. (Ibs) L 07-02-04 07-02-04 102 121 n/a 9 F07 Conc. Pt. (Ibs) L 04-01-12 04-01-12 572 215 n/a 10 F08 Conc. Pt. (Ibs) L 06-01-12 06-01-12 588 220 n/a Controls Summary Value %Allowable Duration Case Location Pos. Moment 3,577 ft-lbs 7.7% 100% 3 04-05-11 Neg. Moment -799 ft-lbs 1.4% 125% 4 01-04-04 End Shear 1,670 lbs 14% 100% 3 03-01-00 Cont. Shear 1,400 lbs 11.7% 100% 1 03-01-00 Total Load Defl. L/999(0.009") n/a n/a 9 04-08-12 Live Load Defl. U999(0.005") n/a n/a 18 04-08-00 Total Neg. Defl. 2xU1,998(-0.005") n/a n/a 9 00-00-00 Max Defl. 0.009" n/a n/a 9 04-08-12 Cant. Max Defl. -0.005" n/a n/a 9 00-00-00 Span/Depth 4.4 n/a n/a 0 00-00-00 %Allow %Allow Bearing Supports Dim.(L x W) Value Support Member Material B1 Wall/Plate 5-1/2"x 3-1/2" 2,824 lbs 26% 19.6% Southern Pine B2 Hanger 2"x 3-1/2" 2,318 lbs n/a 44.2% Hanger Notes Page 1 of 2 l • 0-0-Z- 9-0L-Z 1 N N , LLB ��� c) 1� 1 cL,IL LL L �,1`ti ZZOJVH1 '� 60d O ZZb:'Hl LL N 60d J O ZZPVI41 ,V = 60d 9 o Z < 4tlH1 - tb 60J 1 60d .."..\\, m ZZPVN1 60d I 11 4. o ZZVVH1 _ _ @!! I .LPS N .`1 ~ `1 SOW90 3 CO CO oo v co 0o WI li — 0 I 1 I I o `; , E • . t' -- 0-0-z ozro \\\\�\\ v\ da 3wdaJaan dLL 4\\ O , ay • J U + 0-0-41 r \\\\\\\� l,- 0-0-4 N N NI N N CV ��-L L- 9-01-9 ' x A x s i x r 9'Z'9 li )- f H F 1- K— I lUW o '_!- _ '0.4 J' " 910 0 0-0-PL N N N f cv N C) C6 C) C) C C) r) a s CO C) C) CO C') C) C) C) < < < Uh CC CC CC Cr CC i' Cr CC CC I I f re q W C'_,C a :-1_i O J °m 6 O �� Z w CC CO W C . B 0)CO ' s ww�Q Z s , c9 c9 Z S C� S zaq='Z a= ..,,_,A on. o 0 u) I tnt• nNN `t' iNN• <� Al.q JSHF ��u O)CO.— MI N 7 1