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352 8 TH ST - FLOOR TRUSSES DrJ Engineering, LLC . illaitTM OFFICE COPY (FKA:DrJ Consulting,LLC) ENGINEERING ac 6300 Enterprise Lane Madison, Wisconsin 53719 RE: 8th Street Fir- Lot 25 Blk 9 8th Street 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: N/A Project Name: 8th Street Fir Model: N/A Name Address and License#of Structural Engineer of Record, If there is one,for the building. Address: N/A General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FRC2010/TP12007 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 19 individual, dated Truss Design Drawings and 0 Additional Drawings. _a With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this ind- h:et £n 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 i° - No. Seal# Truss Name Date No._Seal# Truss Name Date a' 1 19857902 F01 5/26/015 15 19857916 F13 5/26/015 .•t; Alt'2 19857903 F02 5/26/015 16 119857917 1 F14 15/26/015 1 3 19857904 F05 5/26/015 17 119857918 1 F15 15/26/015 1 if _ I 4 19857905 FO5A 5/26/015 18 119857919 1F16 15/26/0151 =� Iv; 1 5 19857906 F06 5/26/015 19 119857920 1F17 15/26/0151 • 0 0 $ li . ;Al . 6 19857907 FO6A 5/26/015 i ;<t lift 7 19857908 F07 5/26/015 1 1111 h 8 19857909 FO7A 5/26/015 9 19857910 F08 5/26/015 � F09 •� 11101 10 19857911 5/26/015 11 19857912 FO9A 5/26/015 %,1 - ' S N 12 19857913 F10 5/26/015 '� t 13 19857914 F11 5/26/015 i C' l 81 f 14 19857915 F12 5/26/015 ' X- ■ ❑ fR o 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 yt�l1 t t tt,, building code and TPI I.The approval of the TDD and any field use of the Truss,including handling,storage, �q�a' E PI J .14 installation and bracing,shall be the responsibility of the Building Designer and Contractor.All notes set out in the `t Q Q TDD and the practices and guidelines of Building Component Safety Information(BCSI)published by TPI and *`w N4' ,••' ENS• -f'. ,. SBCA are referenced for general guidance.TPI I defines the responsibilities and duties of the Truss Designer, `+r-Q•;•V,� 4 "• C� Truss Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing .� •••-p by the parties involved.The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for ..' Q% • 694 84 any Building. .. /I '* —_ 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 ' •�= and character of the work.The design criteria therein have been transferred to DO Engineering(DrJ)by 1.31 "" STATE OF : ProBuild East(Pooler). 0�•.", 4 "" ' These TDDs(also referred to at times as"Structural Delegated Engineering Documents")are specialty structural compone �' f 0 f� t?.•` �. designs and may be part of the project's deferred or phased submittals.As a Truss Design Engineer(i.e.,Specialty Enginee eo,' S' "•• c%4.-"V.- the seal here and on any TDD represents an acceptance of professional engineering responsibility for the design of the single lit.1 U N AU ;z� Truss depicted on the TDD only.The Building Designer is responsible for and shall coordinate and review the TDDs for compatibility with their written engineering requirements.Please review all TDDs and all related notes. May 26,2015 Truss Design Engineer's Name: Ryan Dexter, P.E. Ryan Dexter, P.E. ,My license renewal date for the state of Florida is February 28,2017. Florida Certificate of Authorization:No.29766 1 of 1 Job Truss Truss Type City Ply Lot 25 sac 9 8th Street 19857905 • 8th Street Fir F05A ROOF TRUSS 6 1 Job Reference(optional) Pro Sued, Pooler,GA 7.800 it Oct 3 2014 MITek Industries,Inc.Fri May 22 14:13:33 2015 Page 1 ID:3a_gWwtTCMJsh1PKsQVp5HztfzL-Ud2jcwKOCPiCf4OWhTY8LAFE 1 oMUcOR8NbjNZMzDwU W 0-1-8 H I 1'3'0 I I 2-0-0 11 0-9-8 I S le=1:28.0 2x4 II 3x4= 2x4 = 4x4 = 3x6 FP= 3x4= 2x4 II 3x4 = 306 II 3x6 II 4x8 II 1 2 3 4 5 6 7 8 9 10 11 1 4 a, e 4 11 I1 'LA •ld, ua aiaw flirM7 IN 1' r � N ,r MI 18 17 18 15 14 13 12 308= 4x4 = 3x4 = 3x4 = 3x4 = 3x4 = 4x4 = 2x4 II 1 9-11-8 I 12-0-8 I 14.8-8 I 15-11-0 18.34 9-11-8 2-1-0 2.8.0 1-4-8 des Plate Offsets()CY)— [6:0.1-8.Edge],[7:0.1-8.Edgej.(10:0.3.0.Edge].112:0-1-B.Edge].[15:0-1-8,Edge].(16:0-1-8.Edge].[20:0-1-8.0.1-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.58 Vert(LL) -0.12 16-17 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.46 Vert(TL) -0.18 16-17 >999 360 BCLL 0.0 Rep Stress Inch YES \NB 0.54 Horz(TL) 0.02 11 n/a n/a BCDL 5.0 Code FRC2010/TPI2007 (Matrix) Weight:104 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 purtins, except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 19=883/0-5-8 (min.0-1-8),11=885/0-3-8 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1027/0,3-4=-1648/0,4-5=1648/0,5-6=-1890/0,6-7=1890/0,7-8=-1888/0,8-9=-1530/0,9-10=-668/0 BOT CHORD 18-19=0/613,17-18=0/1425,16-17=0/1844,15-16=0/1890,14-15=0/1770,13-14=0/1285 WEBS 7-15=361/8,2-19=-1035/0,2-18=0/747,3-18=717/0,3-17=0/401,5-17=-354/0,5-16=-129/349,10-13=0/1138, 9-13=1088/0,9-14=0/431,8-14=-424/0,8-15=40/528 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)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard OW....„Q a ., E N s�;a,.� - -:K • Na 69 84 :'S • ▪ *• :* :.▪ -Ica• Cr:: 10'9. TATE OF : U May 26,2015 • t 1 AWARNING-Pbaae thorn lhy review the"Customers Aoknowtedgement of PrceuNd Standard Tenon for Manubctured Products'form Verify design parameters and read notes on 845 Trw Design Dewug(TOO) and the DrJ Relererxa Sheet(rev_11.14)before use.Unless diherwee stated on the TDD,only MTek connector pates shall be used the TDO to be vYd.As a Trues Design Erg�neer Ire.apeaaay Ergnaer). the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depleted on the TOD only,under TPI 1.The demo assumgbns ioadkk7 wndabns. Ei/N, suitability and use or me Truss for any Building r the reeponsibrllty of the Owner,the Owners authoriiedagent or ore Bulldog Designee,n the context of the IRC,the IBC.the loin wdding code and TPI 1.The approval of the TOD and and field use of the Truss,Including ha sing,storage.lretaaation and bracing.shall be the responsirlayof the Building Designer and Contractor.All notes set out Sr the TOO and the • reechoes and gudelnes of Building Component Sally Infornahon(SCSI)published by TPI and SBCA are referenced for general guidance.TPI 1 defines the responsibilities and duties of the Teas Designer,Truss Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in vatting by all panes I d The Truss Design Engineer*NOT the Bulldog Designee or Trues System Engineer for any building All capitalized terms are as defined In TPI 1. ENGINEERING Copyright O 2014 ProBwld•OrJ Engineereg.LLC.(DrJ)Reproduction of this document,in any loom.a prohibited without written permission from ProBulld•Del. ENIiINEE1tING LLC Job Truss 'Truss Type Qty Ply Lot 25 BIk 9 8th Street 19857907 8th Street Fir FO6A ROOF TRUSS I I Job Reference(optional) Pro Buad, Poorer,GA 7.600 s Oct 3 2014 MTek Industiles,Inc.FA May 22 14:13:34 2015 Page 1 I D:3a_g WwtTCMJ shf P KsQ Vp5HztfzL-ygc5gG LOyig3H Ebi FA3NtNn PYBg?LSzHcFTx5pzDwU V 0-1-8 H 1 0-11-2 1 0-11-2 1 p-7-121 1-3.0 1 I 2-0-0 11 0-11-8 1 gigots-111.0 3x4= 3x8 II.• 7______.;, . 2x4 II 3x6 FP= 2x4 = 5x6 = 5x6 = 404 = 3x4 = 3x4= 3x6 II 3x8 II_,.37, ,1 2 3 4 5 8 7 8 9 10 11 12 erietiv. III \ 18 • •s irf, .... .trA e 23 21 20 19 18 17 16 15 14 13 5x6= 4x6 = 5x6 = 3x6 FP= 3x4 = 2x4 II 3x4 = 354 = 4x4 = 2x4 II 4x4 = 2-0-0 2-212 13.8.8 16-2.8 17-7-0 1 8 2-0-0 0-2-12 11-5-12 1 2-6-0 1 -11 1.4-8 Plate Offsets(X.YI— [6:0-1-8.EdCg1.[7:0-1-8,Edael.113:0-1-8.Edae1.(16:0.1-S.Edael.117:0-1-8.Edae1.124:0-1-8.0-1-01 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/defl lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.60 Vert(LL) -0.13 15-16 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.63 Vert(TL) -0.18 15-16 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.59 Horz(TL) -0.03 12 n/a n/a BCDL 5.0 Code FRC2010fTP12007 (Matrix) Weight:120 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP M 30(Sat) 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 Structural wood sheathing directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing:14-15,13-14. REACTIONS. (lb/size) 12=703/0-3-8 (min.0-1-8),22=2453(0-5-8 (min.0-1-8) Max Grav12=783(LC 4),22=2453(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 23-24=-1076/0,1-24=-1076/0,2-3=0/1306,3-4=0/1162,4-5=-8961721,5-6=-1441/372, 6-7=1623/154,7-8=-1624/144,8-9=-1623/154,9-10=-1376/0,10-11=-604/0 BOT CHORD 22-23=-569/0,21-22=-1306/0,20-21=-925/518,19-20=-543/1255,18-19=-543/1255, 17-18=-154/1623,16-17=154/1623,15-16=21/1568,14-15=0/1166 WEBS 3.22=1108/0,2-23=0/1235,2-22=1509/0,6-18=-714/0,5-18=0/569,5-20=-771/0, 4-20=0/815,4-21=-1097/0,3-21=0/970,11-14=0/1030,10-14=989/0,10-15=-35/370, 9-15=-339/118,9-16=-399/358 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)CAUTION,Do not erect truss backwards. 111111!/ 5)The design/selection of such connection device(s)is the responsibility of othersconcentrated load(s)1000 lb down at 0-2-4 on top chord. •',<;09E PH 04.,0 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). `�� ?, G N0-. ,i' LOAD CASE(S) Standard ` � . 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 � ;e N O 6 484 .,5/S. Uniform Loads(pit) Vert:13-23=10,1-3=-200(F=-100),3-11=-100,11-12=100 '•• y# Concentrated Loads(lb) r. Vert:1=-1000(F) +�.: - S ATE OF ....... tintitittio" May 26,2015 ' l 1 AWARNING-Please Moroughry review the-Cuetoner's Minor dgement of Prated Standard Terns for Manufactured Products-form Minty design parameters and read notes on this Truss Design Drawing 1T00) and the DrJ Reference Sheet(rev.11-14)sabre lee Unless otnervns'stated on the TOO,only MITek connecter plates shall be used for the TOO to be valid As•Truss Design Engineer(re.,Spedatry Engineer), the seal on any TOO represents an acceptance of the professronat engineering responsibdty for the design of the angle Truss depicted on the TOO only,under TPI 1 The design assumptions,badkg corgNors, I waabllty and use of the Truss for any Sulkies is the responsibility of the Owner,the Owner's aufhonzedagent or the BWWng Designer.In the context of the!RC,the IBC,the local buldng code and'Wt 1.The approval of the TDD and any field use of the Truss,Inck,dkia handling,storage,indexation and wears Mal be the repo nslatty Of the Burklag Designer and Contractor.Al notes set out n the TDO and the p kxe and puidarree of Butlinp Compaem Safety lnfonmatlon(BCSI)pubsshed by TPI anal SBCA are referenced br general guidance.TPI I OMres the reaporntilaies and doles of the Truss Despsr,Tries • D gn Engineer and Trues Manufacturer,unless oasrvtee defined by a Contract agreed upon m wneng by ea parties fir vlved.The Truss Design Engineer is NOT the BNlding Designer or Tnna System Ergnesr for any burping.All capitalized terms are as defined in TPI 1. Copyright 02014 ProBaW-0DO Engneenng,LLC.(DnJ).Reproduction of this document,in any lcrrn,s prohibited Without wades permission horn ProBuld-DrJ. ENGINEERING uC I Job Truss Truss Type Qty Ply Lot 25131k 9 8th Street 19857909 8th Street Fir FO7A ROOF TRUSS 3 1 Job Reference(optional) ProBued. Peeler.GA 7.800 s Oct 3 2014 MiTek Industries,Inc.Fri May 22 14:13:38 2015 Page 1 ID:3a_g WwtTCMJshfPKSQ Vp5HztfzL-vCksFyNGUK5nWYk5Nb5ryotmY?LjpNoa32y1AhzDWUT • 0-1-8 Hi 0-11-2 t 0-11-2 i [}7.121 1-3-0 1 1 2-0-0 11 0-11-8 I (Vale•1:31.0 3x4 = 34 II 2x4 II 3x8 FP= 2x4 = 556 = 5x6 = 4x4 = 3x4 = 3x4= 3x6 II 3x8 II 1 2 3 4 5 6 7 8 9 10 11 12 16 as To 2 JA1!TAYAV' JIi! F, ,i 23 — 21 20 19 18 17 16 15 14 13 556= 4x6 = 5x8 = 3x6 FP= 3x4 = 2x4 I I 3x4 = 3x4 = 4x4 = 2x4 II 404 = 1 1 1- I 1 �8 2-0-0 0-3-2 15.12 26-0 1-4-8 0 4 Plate Offsets(X,Y)— [6:0.1-8.Edge].[7:0-1-8.Edge] [13:0-1-8-Edge].[16:0-1-8.Edgej j.7:0-1-8,Edge] [24:0.1-8.0.1-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) Udefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.56 Vert(LL) -0.13 15-16 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.62 Vert(TL) -0.17 15-16 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.57 Horz(TL) -0.03 12 n/a n/a BCDL 5.0 Code FRC201O/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 Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 12=717/0-3-8 (min.0.1.8),22=2235/0-5-8 (min.0-1-8) Max Grav12=787(LC 4),22=2235(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 23-24=-1039/0,1-24=-1038/0,2-3=0/1197,3-4=-14/1058,4-5=-920/633,5-6=-1460/302. 6-7-1638/99,7-8=-1639191,8-9-1638/99,9-10=-1384/0,10-11=608/0 BOT CHORD 22-23=-549/0,21-22=-1197/0,20-21=8281544,19.20=-463/1277,18-19=-463/1277, 17-18=-99/1638,16-17=-99/1638,15-16=0/1579,14-15=0/1172 1 WEBS 3-22-1051/0,2-23=0/1192,2-22-1327/0,6-18=-687/0,5-18=0/551,5-20=-756/0. 4-20=0/800,4-21=-1083/0,3-21=0/959,11-14=0/1036,10-14=-994/0,10.15=-22/374, 9-15-344/100,9-16=-372/365 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)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1000 lb down at 0-2-4 on top chord. ``001%11111i/tiff E P n �I The design/selection of such connection device(s)is the responsibility of others. 1� S H V E� 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ,��*�1 so•'.E lY• ,��� LOAD CASE(S) Standard 4...,-2. • ,. 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 .. N p 6•484 Uniform Loads(plf) Vert:13-23=-10,1-11=-100,11-12=-100 Concentrated Loads(Ib) w • e'::414:11:41:: —, Vert:1=-1000(F) �S3 \b.**.• ATE • ` �j is .....•• May 26,2015 A 0 WARNING-Please thooughly review the°Customers AcknovAedgsmer4 et Pr080dd Standard terms for Manubctured Products form verity deign parameters and read notes on this TVs.,russ Desgn Drax/ng(TD0) and the DrJ Reference Sheet trey 11.14)before rare Unless othenMSe sated on the TDD,only Mires connector paten shall be wed ton that TDD t0 be veld.Asa Trues Design Eng near Spada p Enpnesr). the seal on any TDO represents an acceptance of the professional engineering responsibility for the deil of the single Truss depleted on the TDD only,under TPI 1.The design eaumptens.loading corrdabns, , suitability and use of the Trues for any Bidding at the responsibility of the Owner,the Owners authorized ar the Build Designer,In the context of the IRC,the IBC.the local building code and TPI 1 The approval of the TOD and any held use of the mars,Indueng hand9ng,storage and dadrg,stall be the responsidlity of the Building Designer and Contractor.Al notes set out n the TDD and the • dices and guidelines of Building Component Safety Intonation(BCSI)published by TPI and SBCA are referenced for generaalgu .TPI 1 defines the responsibilities and duties of the Truss Designer.Truss Design Engineer end Truss Manufacturer,unless otherwise donned by a Contract agreed upon In whiting by all parties krvolved Design Enpneer a NOT the Bulking Designer or Truss System Engineer for any building A)I aphalbed terms are as leaned In TPI 1. ENGINEERING LLC Copyright 02014 ProBuild•DrJ Engineering.LLC,(DrJ).Reproduction of this document,in any form,Is prohibited without written permission from Proeudd.OrJ. Job Truss Truss Type Qty Ply Lot 25 Blk 9 8th Street 19857911 8th Street Fir F09 FLOOR 1 1 Job Reference(optional) ProBuild, Pooler.GA 7.800 s Oct 3 2014 MiTek Industries.Inc.FA May 22 14:13:38 2015 Page I ID:3a gWwrtTCMJshfPKsQVp5HztfzL-rbscfdOXOxLVmru0008JlDy9kpA8HHHtXtR8EazDwUR . 0-1-8 H 10-9.10 1 0-9-10{ 1 1-34 1 10-10.12 I I 2-0-0 11 0-10-0 1 Scale-1:29.6 2x4 II 2x4 II 2x4 = 5x6 = 2x4 II 3x8 FP= 3x6 = 1 2 24 3 25 4 5 28 6 7 8 9 10 11 12 9 • 1 r. • I i[ � ���_■_______Y_raaaaar__•_•:a 22 �■ 20 19••••••••A•••••••••������������R�����������������1►���������t1�� 5x6= 4x8 = 3x8 FP= 1.11-12 11-44 I 1+u 0-11-2) 1 4a� I 7.14 I 0-3 0 918 110-44 111.2 o 13-7-0 1 1a10 1 17-7-0 i�-14 2.74 24-0 2-1-12 a 4 -0-0 0/2-1, 2-2-8 24-0 144 0-5-12 Plate Offsets(X.Y)— [7:0-1-8-Edgej.(8:0-1-8.0-0-0].(16:0-1-8.Edgej.(17:0-1-8.Edgej.(23:0.1-8.0-1-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.33 Vert(LL) 0.00 20.21 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.04 Vert(TL) -0.00 19-20 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.57 Horz(TL) -0.00 16 n/a n/a BCDL 5.0 Code FRC2010/TPI2007 (Matrix) Weight:113 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 6.0.0 oc bracing, Except: 10-0-0 oc bracing:14-15,13-14. REACTIONS. All bearings 10-5-0 except(jt=length)21=0-11-8. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)17 except 19=-161(LC 5) Max Gray All reactions 250 lb or less at joint(s)17,14,15,13 except 16=271(LC 1),21=2065(LC 3),19=337(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 22-23=-1068/0,1-23=1068/0,2-24=0/1120,3-24=0/1120,3-25=0/1120,4-25=0/1120, 4-5=0/542 BOT CHORD 21-22=-494/0,20-21=-807/0,19-20=-294/40 WEBS 2-22=0/1194,2-21=-1411/0,4-21=-724/0,4-20=0/476,5-20=449/0,519=-233/356 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)17 except(jt=lb) 19=161. 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 `•��H be attached to walls at their outer ends or restrained by other means. ,`%t it,,� 6)CAUTION,Do not erect truss backwards. �0 OSE PH©l'i• 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1000 lb down at 0-2-4 on top chord. ��� , ." N k-,_/,0"r".1!". The design/selection of such connection device(s)is the responsibility of others. �� N4'•.oG S4......0� 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �\ • �.,, No 6984 ` LOAD CASE(S) Standard *: , 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 .. ; Uniform Loads(plf) . -. Vert:13-22=10,1-25=-200(F=-100),12-25=-100 :b; Concentrated Loads(lb) i"p TATE OF Vert:1=1000(F) `0 • 4`.'��; • e[ pR 4. •• • May 26,2015 • .r A WARNING•Please tlxxougldy review the Customers AdaroMedpement ot ProBultl Standard Terms br Manufactured Products"tam.yenty tleagn parameter and read notes on CC Tr s Deegn Oravnrg(TDDI and the DrJ Relerence Sheet Irev.11.141 before u eunless otamlaa elated on the TOO,only MITek connector pates shall be used fo,Ines TOO to tx vaiid As a Tnws Enginar ps.,Speaalty Engineer). the seal on any TOO represents an acceptance of the professional endneering responsibility for the design of the single Truss depcted on the TOD only.under TPI 1.The design assumptions.loafing conditions. Emit suitablllty and use of thes Tess for any Building*the resporMMW o1MMee Omer,the Owners authorized agerx or the Buildinngg Designer.m the context of the IRC.the IBC,the focal Melding code and TPI 1 The approval of the TOO and any field use of the Trues,IncUMrg ha dling.savage.Installation and bracing shall be the reeporsbil4y of the Building Designer and Contractor.Al notes set out In the TOO and the • practices Ign and gudmld es of uidWgCuro Component Safety osrMSe defined of ion(SCSI)Co pubbzhed agreed dTP�I SBCA are referenced for general guidance WI 1 defines the resporrbalies and dudes of the Truss Designer,Truss wrtkg by e1 parties Involved.The Truss Design Engineer I NOT the Budding Designer or Truss System Ergneer for any building.At capitalized terms are as defined In TPI 1. ENG/NEER/NQuc Copyright O 2014 ProBued•DrJ Engineer g,LLC,(DMJ).Reproduction of this document In any faint is prohibited wenout written pemissbn from ProBusd•OeJ. Job Truss Truss Type Qty Ply Lot 25 Blk 9 8th Street 19857913 • 801 Street Flr F10 FLOOR 1 1 Job Reference(optional) Pro Bu6d, Pooler.GA 7.600 s Oct 3 2014 MITek Industries.Inc.Frl May 22 14:13:39 2015 Page 1 ID:3a_9 WwITCMJshfPKsQVp5HzIIzL-JnP_tzP9nFTLN?Tg21VYaRVMBCScOm?OmXAinOzDWUQ , 0-1-8 H I 1-3-0 i 1 2'O-0 ii 1.1.4 1 1 1.0.12 i 1 1-2-4 1 O�8 Sub•1:35.1 3x8 FP= 3x8 FP= 2x4 = 6x8= 1 2 3 4 5 8 7 8 9 10 11 29 12 13 u 4_9 ,s - 't1 474r n.: 11 !WWI,. IM,HILTfi... . — I; MIL � ° •■ .1 d OM 26 25 24 23 22 21 20 19 ,-� 17 16 15 0 6x8 = 3x6 FP= 3x8 FP BxB= 19-11-12 1 16-2-12 1 18-9-8 19.5-12 120.11-0 i 18-2-12 2-6-12 0-8-4 6-8-0 0-11-4 Plate Offsets(X.Y1— j11:0-3-0.E.gel.[18:0-3-O.EdgeL j22:0-3-0.0-0-01.[28:0.1-8.0-0-83 LOADING(psf) SPACING. 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.22 Vert(LL) -0.05 23-25 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.29 Vert(TL) -0.08 23-25 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.41 Horz(TL) 0.01 18 n/a n/a BCDL 5.0 Code FRC2010/TPI2007 (Matrix) Weight:179 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:20-21,18-20,17-18. REACTIONS. (lb/size) 27=771/0-5-8 (min.0-1-8),18=1942/0-5-8 (min.0-1-8),14=144/0-3-8 (min.0-1-8) Max Grav27=844(LC 3),18=1942(LC 1),14=172(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1007/0,3-4=-1620/0.4-5=1620/0,5-6=-1791/0,6-7=-1791/0,7-8=-1506/154, 8-9=-783/494,9-10=-7831494,10-11=0/928,11-29=0/513,12-29=0/513 BOT CHORD 26-27=0/616,25-26=0/1406,24-25=0/1795,23-24=0/1795,22-23=0/1791,21-22=0/1791, 20-21=-316/1225,19-20=-687/331,18-19=687/331,17-18=-928/0 WEBS 7-22=0/306,13-15=-252/0.11-18=-1031/0,2-27=-979/0,2-26=0/674,3-26=-687/0, 3-25=0/367,5-25=-301/63,5-23=367/112,10-18=-1086/0,10-20=0/862,8-20=-848/0, 8-21=0/624,7-21=-782/0,12-17=-854/0,11-17=0/741 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x6 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. t{11 i,1 j� 6)Hanger(s)or other connection device(s)sshall be provided sufficient to support concentrated load(s)219 lb down at 17-1-12,and 219 lb 4•% °SE PH p'°•,, down at 18-5-12,and 219 lb down at 20-8-12 on top chord. The design/selection of such connection device(s)is the responsibility of �� a •"'•• �i others. ��`s Q�e;vlG E Ai S: ,T1,>.i:�' 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ` � �t *, .* Q•; N o 6 484 7'e LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14-27=10,1-13=-100 ro Concentrated Loads(Ib) 17.1) '. S ATE OF •� Vert:12=219(8)13=-219(B)29=219(8) i:Q •"•kL O R O Q, • MJ I'1,,`,—iONA��..�,s May 26,2015 / I AWARNING-Please}hproighly review tits"Customers Ackfgwtelgement of Proeuad Standard Tertns tar Manufactured Products"lam Verty design parameters and read notes on title Trws ppaenrdgitn On sing(7001 and the DrJ Reference Sheet(rev 11-14)bebre ule Unless otherwwe Stated on the TOO,onty MITek connector pates shall be used for Ma DO to be vela As a Trues Design Erginser(I.e.,Spedatty Ergnesq, the seal on any TOO represents an acceptance MB*professional erg neenng responsibility for the design of the single Truss depicted on the TOO only.under TPI 1 The design assumptions.loading condebns. suitability and use clans Truss for any Building a the responsibddy of the Owner,the Owners authorized agent or the Buitleg Designer,m the context of the IRC,the IBC.the I balding code and TPI 1 The Emit approval of the TOD and any Red use of the Tows,including handing,storage,!retaliati n and bracing,shall be the respcosiety or the Buldap Designer and Contractor.Al notes set out it the TOO and the • practices and gudelnss of Bulling Component Safety Information(SCSI)putesned Dy TPI and SBCA are referenced for general guidance TPI 1 defines the responsibilities and dubs of the Truss Designer.Truss Design Engineer and Truss Manufacturer,unless otherwise cleaned by a Contact*greed upon in writing by al parties involved.The Truss Design Engineer Is NOT the Bulling Designer or Trues System Engineer la any budding.All capitalized terms are as defined in TPI 1. Copyright 02014 Profited-DeJ Engineering.LLC,(Dr.l).Reproduction of lids document in any form.in proNbited without written permission from ProBuAaDrJ. �Q�N���Q LLC Job Truss Truss Type Qty Ply Lot 25 Blk 9 8th Street 19857915 8th Street Fir F12 FLOOR 3 1 Job Reference(optional) ProBuild, Pooler,GA 7.800 s Oct 3 2014 MiTek Industries,Inc.Fri May 22 14:13:40 2015 Page 1 ID:3a,gWwtTCMJshfPKsQVp5HztfzL-n zM4JQnYYbC?92scRAn7elZJcsTIIrA AwFJSzDwUP • 0-1-8 304= 11-304 JI 1-3-0 2 I 1-2-0 3 I 3x4= 4 3x4°r11 Scala•1:13.0 w .■ Ill il II :111_UP\!.i1F11111111111■1111111111•IS 2x4 II 2x4 II 8 7 6 5 3x8 = 34 = I 4.5.0 I 4-5-0 Plate Offsets(X.YI— [1:Edge.0.1-8].[2:0-1-8.Edge1.13:0-1-8.Edgel.(6:0-1-8.Edge].[7:0-1-8.EdgeJ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.07 Vert(LL) -0.00 7 >999 480 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.05 Vert(TL) -0.00 7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FRC2010/TP12007 (Matrix) Weight:35 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 4-5-0 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 10-0-0 oc bracing. REACTIONS. (lb/size) 8=229/Mechanical,5=229/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 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 ttt11111 //11 ` `_tt$EP H �,, �•a .. OF .e •.Q▪ : No 6• '84 ;" .▪e a13 10 • STATE •F ,.L 44 ....... •►�. l', 10 N AG311es l May 26,2015 1 ■ ®WARNING-Please thorn ghly review ins"Customers Acknowledgement of Proeufid Standard Terms for Manuhctured ProduW-form verity design parameters and read notes on tide Tess Osesyn brewing(TDD) :Ire DrJ Reference Shat lrev 11.14)before use Unless otherwse•tared on the TOO,only;Trek connecter plates anaa be used for Ode TOO to ward Ac a Tress lets gat Erg nser 0 e.SPe�•fY Eng neerl, the seal on any TOD represents an acceptance of the professional enpineenrg responsibility for the design or the dnye Tees depicted on the TDO only,under TPI 1.Tate design aawmpeom.badag oorxlaiorr, Emit suitability and use of me Trues for any Building b the responsibility or the Owner,the Owners autcnzedagent or the BWWingglDesiggner,in the content of the IRC,ins IBC,iM Focal building code aMTPI 1.The approval of the TOO and any add use dB*inns,including handling,storage.installation and bracing,shall be the responsibility the Bu ding Designer and Contractor.M notes set out n the TOO and the ' practices and guidelines of Building Component Safety Information(BCS11 published by TPI and SBCA ere referenced for general guidance.TPI 1 defines the responaibrllba and duties of the Tess Designer.,Truss Design Engineer and Truss Manufacturer.unless dha wise defined by a Contract agreed upon in wiling by as involved.volved.The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any building RI cepitdned terms are as defined in TPI 1. Copyright 02014 Proeuild.OrJ Engneerng LLC.(DM)Reproduction of this doaanent,n any form.Is prohibited without wlalen permission from ProBUad-Oct J9VQNVJ�RAVG uc Job Truss Truss Type Qty Ply Lot 25 BE 9 8th Street 19857917 801 Street Fir F14 GABLE 1 1 Job Reference(optional) Pro Buitl, Pooler.GA 7.800 s Oct 3 2014 MiTek Industries.Inc.Fri May 22 14:13:42 2015 Page 1 ID:3a gWwtTCMJshfPKsQVp5HztfzL-jM57V?R14ArwETCFjsCFC3 7vIQYXDCdTSUPMNLzDwUN 2x4 II PI 1 2x4 I I 2 204 I I 3 4 204 I I Scale=1:13.1 1-4 - - 8 ■ I , 9 fil 2x4 = 11111 2x4 = -8 4 4-5 '-8 I S-9 II 5-7 • 7 8 5 304 = 204 II 3x5 = I 1.40 I 2-8-0 I 3-0-8 1 1.4-0 1-4-0 0-4-8 Plate Offsets(X.Y)— [4:0.1-8.Edge).[8:0-1-8.0.1-0).[9:0-1-8.0-1-01 LOADING(psi) SPACING. 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TOLL 40.0 Plate Grip DOL 1.00 TC 0.07 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Inch YES WB 0.03 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FRC2010/TPI2007 (Matrix) Weight:24 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 3-0-8 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. OTHERS 2x4 SP No.3(flat) REACTIONS. (lb/size) 7=59/3-0-8 (min.0-1-8),5=84/3-0-8 (min.0-1-8),6=150/3-0-8 (min.0-1-8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 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. LOAD CASE(S) Standard /0,,O JOSEPH 4-._,,.• 44• No 6.484 '.1 .. a ,a ; , _ ice* TAT • =W,; � � ... ..e �`. �'��ir&fc7itE A� ...,,..:...‘,..,....:....,,„41.:....;" ►`* May 26,2015 4 1 0 WARNING•Please"")NP,In;review the"Getaner's Acoowfedgartnent ci Pro8us0 Sts lard Terms for Manufadura0 Produce"term Verfy Wsgn parameters and read notes on this Trues Desgn Oraulrg ITDD) and the DrJ Reference Shell(rev.11.141 before use.Uness dherwbe stated on IM TDO.only MiTek connector plates shall be reed to MM DD to be vetd.Asa Trues Oesgn Ernpneer li.e.,Specialty Ergneer>, the seal on any TOO represents an acceptance of the professional engineering reepongtxNy for the 0 of the etngte Trues depicted on the TDO only,under TPI 1 The desgn assumption.loading conditions, Et sueabiity and use 04 thin Ties for any Building Is the responibalty of the Owner.the Owner's authorized ages or the Balding Designer.in the context of the IRC,the IBC,the local buildup code and TPI 1.The approve either TDD and any held we of the Truss.inducing handing,storage,installation and bracing,shall be the responsibility of the Building Oesgner and Contractor.Cl notes set out in the TOO and the • practices and guidelines of Building Component Safety Information(SCSI)published by WI and SBCA are referenced for general gudance TPI 1 defines the responsbaies and duties of the Truss Designer.Truss Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Truss Design Engineer a NOT the Bolding Designer cs Truss System Engineer for any building.M capitalized tennis are as defined in WI 1. aorNEERrn►c«o Copyrgle 02014 ProBuld•OrJ Engineering,LLC,(brJl,Reproduction of this document.in any form,is ptolebded without written permission from Protulld-DrJ. Job Truss Truss Type Qty Ply Lot 25 elk 9 8th Street 19857919 8th Street Fir F18 FLOOR 8 1 Job Reference(optional) Pro Build, Pooler,GA 7.800 s Oct 3 2014 MITek Industries,Inc.Fri May 22 14:13:43 2015 Page 1 ID:3a_g WwtTCMJshfPKSQ Vp5HztfzL-BZNjLSfrTznscnRHZjUkHf_LgjMyaBcg88vwnzDwUM . 0-1-8 H I 1'3'0 I 1 0-9.15 10-9.15 ii 2-0-0 ii 1-5-8 i 1 1-4-4 1 01448 Scale 1:31.8 2x4 11 2x4 = 2x4 11 3x8 FP= 1 2 3 184 5 8 7 8 9 10 812 11 12 r• IYAVWA1Y awi II W 21 20 19 18 17 16 � 14 13 3x8 = 3x8 FP= 2x4 11 3x8= 3x6= 10-4-14 I 2-9-0 1 5J-0 1 7-3-15 1 832 1 9J$ 1 10-3-0 1.1 13-2-12 1 15.112 1 18-8-8 1 2-9-0 22.0 2-0-15 0-11-7 1-0-0 1-0-0 0-12 2-9-14 0.1-II 2-7-4 2-9-0 Plate Offsets(X.Y)— (5:0-1-8.Edgel.(6:0.1-8.EdgeJ.[16:0-1-8.EdgeJ.[17:0-1-8.Edgej.[23:0.1-8.0.1-01 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.46 Vert(LL) -0.13 17-18 >999 480 MT20 244/190 TCOL 10.0 Lumber DOL 1.00 BC 0.68 Vert(TL) -0.20 17-18 >781 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.03 13 n/a n/a BCDL 5.0 Code FRC2010/TPI2007 (Matrix) Weight:117 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. (lb/size) 22=801/0-5-8 (min.0-1-8),13=506/Mechanical,15=717/0-3-8 (min.0-1-8) Max Grav22=804(LC 3),13=555(LC 7),15=786(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-917/0,3-4=-1429/0,4-5=-1575/0,5-6=-1471/0,6-7=-1471/0,7-8=-743/0, 8-9=-743/0,9-10=-743/0,10-11=-562/0 BOT CHORD 21-22=0/557,20-21=0/1257,19-20=0/1594,18-19=0/1594,17-18=0/1471,16-17=0/1471, 15-16=011035,14-15=0/723,13-14=0/374 WEBS 6-16=-386/0,2-22=-939/0,2-21=0/650,3-21=-612/0,3-20=0/310,4-20=-298/0, 5-18=0/265,7-15=-696/0,7-16=0/701,11-13=-632/0.11-14=0/340,10-14=-289/0, 10-15=-262/209 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 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. 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 ,```1 �tttt be attached to walls at their outer ends or restrained by other means. `'C .4 6)CAUTION,Do not erect truss backwards. S* ()SE PH 0 0/4#+■ LOAD CASE(S) Standard \ ` ,r ��Q . ` GEMS:--v.•.• :.Q''� N 69484 •01 4 :�: STATE OF : . 4 °*t�' . ...•1• U' ∎° ��'`,S,ON A' ,∎% rtnt May 26,2015 ■ ®WARNING-Please thororgtrly review the castomer's AduaMedgertreht of ProBlretl erms for Manufactured Products'form Verdy tleegn parameters and read notes on(trio Truss Drawing 1TDD) and the DrJ Reference Sheet(rev 11.14)Debra Iae.Unless otne Gem stated on the TOO Sr,only MITek connector pates than De wed for Ihs TOO to be salid Asa Trues Design Engineer(I e..Spe ally Ergereer). the seal on any TOO represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TOO only,under TPI 1 The design assume oils.loading condnane, suitability and use of the Truss for any Budding b the responsibility of the Owner.the Owners authorized agent or the Bulling Designer.in the context of the IRC,the IBC.the local bnldxg code and TPI 1 The , approval of the TOD and any field use of the Tna&including handling,storage.installation and bracing,steal be the responsibility 01 the Building Designer and Contractor.All notes set out In the TOO and the practices and guidefnes of Bolding Component Safety Information(SCSI)published by TPI and SBCA are referenced for general guidance WI 1 defines the responsibilities and dotes of the Truss Designer.This Design Engineer and Truss Manufacturer.unless otherwise defined by a Contract agreed upon in wilting by al parties ewolned The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any building.All capitalized terms are as defined in WI 1. 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J gm N EN ■0Nx goy-2. z 1 Or m=' gm c)1»rQ mg o m p mgxaa 1 z 1O w `� �� >j. ?iys_ Q j g p !Jac; oN G HP J C ttgm , Nam m m5 m H 3 0?J A �1yi1 n c o ^v y b,°'m7 -' A `o'-s mmnQ5 Ea c g 3 J N7' m O� i o.. m D o c o^° m $o m c m 3 g m a m H o TOP CHORD J QO oo y,° a °e�z.c7 O a Q ®Boise Cascade Double 1-3/4" x 24" VERSA-LAM® 2.0 3100 SP Floor Beam1BM01 Dry I 1 span I No cantilevers I 0/12 slope Tuesday, May 26, 2015 BC CALC®Design Report Build 3272 File Name: Beams Job Name: Description: Designs\BM01 Address: LOT 25 BLK 9 8TH STREET Specifier: City, State,Zip:ATLANTIC BEACH, FL Designer: ELO Customer: DURHAM BUILDING MATERIALS Company: PROBUILD Code reports: ESR-1040 Misc: ammo . 1111111111WWWWWWWWWWIR l II M�MElRII� IEMMIN�IMI !M _ _, , , ,__MANIMINIIIIIIPIMIPIN 2 ,II _.. , WWII , ; , _ WEEPS 16-05-08 BO B1 Total Horizontal Product Length= 16-05-08 Reaction Summary (Down / Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live BO, 5-1/2" 439/0 2,908/0 2,016/0 B1, 5-1/2" 439/0 2,908/0 2,016/0 Live Dead Snow Wind Roof Live Trib. 0 . 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 16-05-08 40 15 01-04-00 • 2 Roof Loads Unf. Lin. (Ib/ft) L 00-00-00 16-05-08 209 245 n/a 3 Wall Above Unf. Lin. (Ib/ft) L 00-00-00 16-05-08 100 n/a Controls Summary Value %Allowable Duration Case Location Pos. Moment 18,357 ft-lbs 18.3% 125% 2 08-02-12 End Shear 3,453 lbs 17.3% 125% 2 02-05-08 4 Total Load Defl. L/999 (0.101") n/a n/a 2 08-02-12 Live Load Defl. L/999 (0.041") n/a n/a 5 08-02-12 Max Defl. 0.101" n/a n/a 2 08-02-12 Span/Depth 7.8 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" 4,924 lbs 45.3% 34.1% Southern Pine B1 Wall/Plate 5-1/2"x 3-1/2" 4,924 lbs 45.3% 34.1% Southern Pine Notes Design meets Code minimum (L/240)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. • ®Bolse Cascade Triple 1-3/4" x 24" VERSA-LAM® 2.0 3100 SP Floor Beam1BM02 ill Dry I 1 span I No cantilevers 1 0/12 slope Tuesday, May 26,2015 BC CALC®Design Report Build 3272 File Name: Beams Job Name: Description: Designs1BM02 Address: LOT 25 BLK 9 8TH STREET Specifier: City, State,Zip:ATLANTIC BEACH, FL Designer: ELO Customer: DURHAM BUILDING MATERIALS Company: PROBUILD Code reports: ESR-1040 Misc: O t V v3 127 4 13 5 \g/14 i V f/ IMMIall l- 1---1-1- �1 i . i 1 - ---1- 1 1 l'x, 1 1 1 -1-1: i 1 l 1 i 14-09-08 BO B1 Total Horizontal Product Length=14-09-08 Reaction Summary (Down/ Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live BO,5-1/2" 5,851 /0 6,697/0 3,679/0 B1, 5-1/2" 5,160/0 2,876/0 596/0 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 14-09-08 40 15 02-00-00 • 2 BM03 Conc. Pt. (Ibs) L 02-05-04 02-05-04 640 3,291 2,416 n/a 3 F11 Conc. Pt. (Ibs) L 04-05-04 04-05-04 625 234 n/a 4 Fl 1 Conc. Pt. (Ibs) L 06-05-04 06-05-04 625 234 n/a 5 F11 Conc. Pt. (Ibs) L 08-05-04 08-05-04 625 234 n/a 6 F11 Conc. Pt. (Ibs) L 10-05-04 10-05-04 625 234 n/a 7 F11 Conc. Pt. (Ibs) L 12-05-04 12-05-04 625 234 n/a 8 F11 Conc. Pt. (Ibs) L 14-05-04 14-05-04 625 234 n/a 9 F15 Conc. Pt. (Ibs) L 00-06-04 00-06-04 736 276 n/a 10 F15 Conc. Pt. (Ibs) L 01-02-12 01-02-12 736 276 n/a 11 F15 Conc. Pt. (Ibs) L 03-02-12 03-02-12 736 276 n/a 12 F15 Conc. Pt. (Ibs) L 05-02-12 05-02-12 736 276 n/a 13 F15 Conc. Pt. (Ibs) L 07-02-12 07-02-12 736 276 n/a 14 F15 Conc. Pt. (Ibs) L 09-02-12 09-02-12 736 276 n/a 15 F13 Conc. Pt. (Ibs) L 11-00-12 11-00-12 1,021 383 n/a 16 R04 Conc. Pt. (lbs) L 01-01-04 01-01-04 319 376 n/a 17 R14 Conc. Pt. (Ibs) L 02-06-04 02-06-04 1,261 1,483 n/a 18 WALL ABOVE Unf. Lin. (lb/ft) L 00-00-00 02-09-00 100 n/a Controls Summary Value %Allowable Duration Case Location Pos. Moment 31,595 ft-lbs 26.2% 100% 1 06-10-00 End Shear 10,082 lbs 42.1% 100% 1 02-05-08 Total Load Defl. L1999(0.094") n/a n/a 1 07-02-12 Live Load Defl. U999(0.055") n/a n/a 4 07-06-06 Max Defl. 0.094" n/a n/a 1 07-02-12 Span/Depth 7 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 5-1/4" 13,844 lbs 84.9% 63.9% Southern Pine • B1 Wall/Plate 5-1/2"x 5-1/4" 8,035 lbs 49.3% 37.1% Southern Pine Notes Page 1 of 2 ▪ ®Boise Cascade Double 1-3/4" x 24" VERSA-LAM® 2.0 3100 SP Floor Beam1BM03 Er— Dry I 1 span I No cantilevers 1 0/12 slope Tuesday, May 26,2015 BC CALC®Design Report Build 3272 File Name: Beams Job Name: Description: Designs\BM03 Address: LOT 25 BLK 9 8TH STREET Specifier: City, State,Zip:ATLANTIC BEACH, FL Designer: ELO Customer: DURHAM BUILDING MATERIALS Company: PROBUILD Code reports: ESR-1040 Misc: L.���"....... e......-. ..m.... ... .-� - �� !!!!l - -l� !! r__ . -- v_ !!!!ll T *2 !!! ! !!!! r !!gni! 1 . 1 . 1 1 1 Ii. r_ r _Ir 16-00-00 BO B1 Total Horizontal Product Length=16-00-00 Reaction Summary (Down/ Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live BO,5-1/2" 640/0 3,291 /0 2,416/0 B1, 5-1/2" 640/0 3,291 /0 2,416/0 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 16-00-00 40 15 02-00-00 . 2 Roof Loads Unf. Lin. (lb/ft) L 00-00-00 16-00-00 257 302 n/a 3 Wall Above Unf. Lin. (Ib/ft) L 00-00-00 16-00-00 100 n/a Controls Summary Value %Allowable Duration Case Location Pos. Moment 20,623 ft-lbs 20.5% 125% 2 08-00-00 End Shear 3,953 lbs 19.8% 125% 2 02-05-08 Total Load Defl. L/999(0.106") n/a n/a 2 08-00-00 Live Load Defl. U999(0.045") n/a n/a 5 08-00-00 Max Defl. 0.106" n/a n/a 2 08-00-00 Span/Depth 7.6 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" 5,707 lbs 52.5% 39.5% Southern Pine B1 Wall/Plate 5-1/2"x 3-1/2" 5,707 lbs 52.5% 39.5% Southern Pine Notes Design meets Code minimum (L/240)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 24" VERSA-LAM® 2.0 3100 SP Floor Beam1BMO4 Dry I 1 span I No cantilevers 1 0/12 slope Tuesday, May 26,2015 BC CALC®Design Report Build 3272 File Name: Beams Job Name: Description: Designs1BM04 Address: LOT 25 BLK 9 8TH STREET Specifier: City, State,Zip:ATLANTIC BEACH, FL Designer: ELO Customer: DURHAM BUILDING MATERIALS Company: PROBUILD Code reports: ESR-1040 Misc: . ',4' 5 6 7 2 BO 12-11-00 1.174 81 Total Horizontal Product Length=12-11-00 Reaction Summary (Down/Uplift) (Ibs Bearing Live Dead Snow Wind Roof Live BO,5-1/2" 1,323/0 2,345/0 1,227/0 B1,5-1/2" 1,574/0 2,439/0 1,227/0 ' 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 12-11-00 40 15 01-04-00 2 Roof Loads Unf. Lin. (lb/ft) L 00-00-00 12-11-00 162 190 n/a 3 Wall Above Unf. Lin. (lb/ft) L 00-00-00 12-11-00 100 n/a 4 F16 Conc. Pt. (Ibs) L 02-01-12 02-01-12 368 138 n/a 5 F16 Conc. Pt. (Ibs) L 04-01-12 04-01-12 368 138 n/a 6 F16 Conc. Pt. (Ibs) L 06-01-12 06-01-12 368 138 n/a 7 F16 Conc. Pt. (lbs) L 08-01-12 08-01-12 368 138 n/a 8 F16 Conc. Pt. (lbs) L 10-01-12 10-01-12 368 138 n/a 9 F16 Conc. Pt. (Ibs) L 12-01-12 12-01-12 368 138 n/a Controls Summary Value %Allowable Duration Case Location Pos. Moment 11,295 ft-lbs 14.1% 100% 1 06-01-12 End Shear 2,705 lbs 17% 100% 1 02-05-08 Total Load Defl. L/999(0.042") n/a n/a 3 06-04-12 Live Load Defl. L/999(0.019") n/a n/a 6 06-04-12 Max Defl. 0.042" n/a n/a 3 06-04-12 Span/Depth 6.1 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" 4,258 lbs 39.2% 29.5% Southern Pine B1 Wall/Plate 5-1/2"x 3-1/2" 4,540 lbs 41.7% 31.4% Southern Pine Notes Design meets Code minimum (L/240)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 it 0-5171 o-7-L 9 I N I 'CD O A zS FA il 1 ii � O Kov7Z V 1 I 0 \o b£I. 1 l� •P 0 I- 0-azl a :, • N I " r r § C I �' 0-14-Z L 7-1.i.-b1 iii o �BMO4 _ p D BM02 I J J I i �i 9k S CC. 61 ° �d j JI I J J J J J . J J 3 3 3 3 4vl ' 1 `I �.I J --� J J J J N ZL►vM1Z1jraw 4 0 2ZPVH.I. Zet4T4J.T1 Al T-1 ■ -I _R1 y'...! ..X]_9:117 94.'4 N I o-s-9 ..‘ N cJ H 1 LL. LL LL U. IL a 1 LL a a laL `I a y N O O O co O •• 11 U. LL Ll LL 1 I 1 o I. I ill' 1 7- --- o-o-o if■,3 ie MOM ROAM=Wig ' n s ( =.�. d �f .�. 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