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363 4th ST - TRUSS (2) r r r" ■ ' �:A�, r, JP DrJ Engineering, LLC (FKA:DrJ Consulting,LLC) TM ENGINEERING tic 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 rocessed per section 61G15-23.003 of the Florida Board of Professionals Rules II ., No. Seal# Truss Name Date 1 1 19407088 F16 3/3/015 12 119407089 1F16A 13/3/015 1 II 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 1RC,the IBC,the local !A 11�1 building code and TP1 l.The approval of the TDD and any field use of the Truss,including handling,storage, t��1�'1$1 RH��/���, installation and bracing,shall be the responsibility of the Building Designer and Contractor.All notes set out in the ,� JQ _ •Q /> •TDD and the practices and guidelines of Building Component Safety Information(BCSI)published by TPI and SBCA are referenced for general guidance.TM I defines the responsibilities and duties of the Truss Designer, ��,�� N S �(C���.. Truss Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing ,,.�'• •• by the parties involved.The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for .; • O 694 84 any Building. - * �;k T. The Truss Design Drawing(s)(TDD[sj)referenced have been prepared based on the construction documents(also s • ••' 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 DrJ Engineering(DrJ)by i '. STATE OF ProBuild East(Pooler). )3 ..� s O‘1%,-**,�1..`47 These TDDs(also referred to at times as"Structural Delegated Engineering Documents")are specialty structural componett� 0 A t `y designs and may be part of the project's deferred or phased submittals.As a Truss Design Engineer(i.e.,Specialty Engineer' O •-••".6v. ‘� the seal here and on any TDD represents an acceptance of professional engineering responsibility for the design of the single �1/4S L'N A.� ;•ak‘ 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. March 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 28,2017. Florida Certificate of Authorization:No.29766 1 of I PP a Job Truss Truss Type Qty 'Ply Phillips Residence 19407089 FLOOR F16A FLOOR 2 1 • Job Reference_(gptional) 1aroBuid Peeler GA 7.430 s Oct 14 2013 MiTek Industries,Inc. Mon Mar 02 14:10:26 2015 Page 1 ID:H5C4KjHUu8FJwmVy8KkidxzpRye-Y3YHk?Kwo?ZW4h1axAGfvo7cRg3FBLSxxlQfYozexLB 0-1-8 1-1-8 0-9-8 H I 1-3-0 I 1 1.1-8 1 1 1-412 II 1-0-0 } 1-0-0 I I 2-0-0 I I 1-5-0 I 149-8 I I 1-0-0 1 4118 scale=1:29.2 4x4 = 4x - 8.2.12 0' 5x12 = 5x8= 4x4 = 1 2 3 4 12 13 14 15 w_atamos _ ermt■me 2x4 II 2x4 II �cq}T 2x4 II .��w�- �I ►. a- �� 6 7 8 511 ^7 9 10 „iITI` . il el 1..:i-Y■■■Y■•■Y aiii■■■I-1 11-tart,■r•1•Y•••Vii.-at--11f 27 26 25 24 23 22 21 20 19 18 17 18 3x6 = 4x6 = 4x6 = 2x4 II 3x12 MT2OH FP = 5x6 = 4x4 = 3x6 = 4x8= 1 2-9-0 I 5-5-4 1 7-6-12 1 8-8.12 1 9-6-12 1 10-11-4 1 12-3-12 1 13-7-12 1 17-4-12 1 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): I1:Edgle,0-1-81,(3:0-1-8,Edrzel,18:0-1-8,Edae1,19:0-1-8,Edge1,112:Edge,0-1-81,118:0-1-8.Edael.122:0-1-8,0.0-01,123:0-1-8,Edael LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl 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 Incr 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 purtins, 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. •• 4-25,12-19:2x4 SP M 30(flat) REACTIONS (Ib/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=1544/0,3-0=-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 /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 /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. , �11161111/1,. , 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 tS t_; fit be attached to walls at their outer ends or restrained by other means. ‘4.`��‘ QSE a H 0`'I,�i 4`e• • No •94$4 LOAD CASE(S) Standard .• #: •* I, 1 ' .. . II TATE OF . 11i ."..�• 't, OR10P tee e`"is �E3.ON ' ,•``' March 3,2015 ■ WARNING-Please thorough wa y review Me-Customers Aduw -dgemenl of ProINAM Standard Terms for Manufactured Products"form.Verify desdn parameters and read notes on this Tees Design Drawug(TDO) AAand the ON Reference Sheet Irev.11-14)before use Unless otherwise staled on the TOO,only MATek connector pales snag be used for this TOO to be valid As a Truss Design Engineer Ii e.,Spedaty Engineer). i. the seat on any TOO represerts an acceptance of me prolessbntayl engheerrp responaibiMy for the design of the sage Tres depicted on the TOO only.under TPI 1 The design aasum ores.loader oondiaora. Eat sueabvey and used this Truss kr any Buikfa a t e ree:Mg handling.d the Owner.the Owners bradn ed agert or the Buikfing Designer,li the comas of ee IRC,the IBC.me local budding code and TPI 1 The approval of the TOO and any held used the Trans.o including h lag,storage,nstallabon and txabng,shut be the nesporaaitdy d the Buarg Designer and Contractor.Pd rotes net out n the TOO and the pr dices and grrideMes of Bublrp Cartpoert Safety Inlomalbn(SCSI)pubsched b1r TPI and SBCA are referenced/d general gudance TPI 1 dehres the responndalmes and duties d Me Truss Designer.Truss Design Ergkeer and Truss M adeng Curer.unless Safety erwise defined by a Conrad agreed upon in wrung by at parties nvoloed.The Trues Design Engineer a NOT the Burbling Designer ar .Truss System Ergneer for any burbling.MI capitalized terms are as defined in TPI 1. ENGINEERING LLC Copyright 02014 Pro6uild-Dcl Ergrneerng.LLC.IDrJ)Reproduction of the document.in any form,is prolsbited wiMrA written permason horn Pro6u4d-ON. `o-o-4 9-ovz 1 I.1.l1....... 77777 1__1_1_1__l_1_1_1_1_1_1_ — a F,.:.r `:;I:ri.v:$ .&I Mi16 RHEA A L34�76 F' ;:•_7-. .. L.`. s�fvs:Y.0.ig:.,:,`gZsreS9frwr.MT'•,R<..EL`.'E"5 I'.6ti591;.!=ILL d��.2 t*,;z.- �I:LL PI' ZZb2JVHl PP 603• O• LL 4VH1 . . \\ \\ U 2 ZZPVH1 603' • 00 o z I 1�0 9L _ 60� r�y.6 _ Q I ZZOVHl (0 � � .4Z . . 600 \ • 111 I• J \\\\�\\\\\\`�\ \ \\\\\\\\\\\e��\\\\\\ ?To vvHl i soil j w s0�• 1 v ;W W o ZZPVHi. I LL W w i ° e w W w J4f3 LULU .0. 91 3 Z co p z Q h-7-L D J4f3 o I ''.7'. 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I \ ;.1 i .o.0..t7 .-- 2 \\ X 1, 4' / \ L p g g p g p' k S / \ a a O■.bZ N '0-0-4L ' I, \ I q ktIII•EI ,Ob'a■I� Q3 —K. .; J,IWI1II u , g ' < ii, COWS • I ®Bolse 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: Design meets User specified (U360)Total load deflection criteria. Disclosure Design meets User specified (U480) Live load deflection criteria. Completeness and accuracy of input must Design meets arbitrary(1") Maximum total load deflection criteria. be verified by anyone who would rely on Design meets arbitrary(1")Cantilever Maximum total load deflection criteria. output as evidence of suitability for Calculations assume Member is Fully Braced. particular application.Output here based Design based on Dry Service Condition. on building code-accepted design 9 rY properties and analysis methods. Deflections less than 1/8"were ignored in the results. Installation of BOISE engineered wood products must be in accordance with Connection Diagram current Installation Guide and applicable b► d building codes.To obtain Installation Guide 1 or ask questions,please call (800)232-0788 before installation.ln\nBC a • • • CALC®,BC FRAMER®,AJSTM, ALLJOIST®,BC RIM BOARDT'" BCE, BOISE GLULAMTM SIMPLE FRAMING SYSTEM®,VERSA-LAM®,VERSA-RIM c �a PLUS®,VERSA-RIM®, • rat VERSA-STRAND®,VERSA-STUD®are trademarks of Boise Cascade Wood Products L.L.C. a minimum=2" c= 14" b minimum=3" d=24" Connection design assumes point load is top-loaded. For connection design of side-loaded point loads, please consult a technical representative or professional of Record. Member has no side loads. Connectors are: 16d Sinker Nails Page 2 of 2 (V 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: Connection Diagram Disclosure b— — d Completeness and accuracy of input must T be verified by anyone who would rely on a • output as evidence of suitability for I • I • • F- particular application.Output here based on building code-accepted design c properties and analysis methods. Installation of BOISE engineered wood • 1 • r= products must be in accordance with current Installation Guide and applicable building codes.To obtain Installation Guide or ask questions,please call a minimum=2" c= 14" (800)232-0788 before installation.\n\nBC b minimum=3" d=24" CALC®,BC FRAMER®,AJSTM, ALLJOIST®,BC RIM BOARDTM BCI®, Connection design assumes point load is top-loaded. For connection design of side-loaded BOISE GLULAMTM,SIMPLE FRAMING point loads,please consult a technical representative or professional of Record. SYSTEM®,VERSA-LAM®,VERSA-RIM Member has no side loads. PLUS®,VERSA-RIM®, Connectors are: 16d Sinker Nails VERSA-STRAND®,VERSA-STUD®are trademarks of Boise Cascade Wood Products L.L.C. • Page 2of2 • Boise 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: Connection Diagram Disclosure b— — d Completeness and accuracy of input must be verified by anyone who would rely on a output as evidence of suitability for I • / • • particular application.Output here based on building code-accepted design c properties and analysis methods. Installation of BOISE engineered wood • f • products must be in accordance with current Installation Guide and applicable building codes.To obtain Installation Guide or ask questions,please call a minimum=2" C= 14" (800)232-0788 before installation.\n\nBC b minimum=3" d=24" CALC®,BC FRAMER®,AJS"", ALLJOIST®,BC RIM BOARDTM` BCI®, Connection design assumes point load is top-loaded. For connection design of side-loaded BOISE GLULAM"",SIMPLE FRAMING point loads, please consult a technical representative or professional of Record. SYSTEM®,VERSA-LAM®,VERSA-RIM Member has no side loads. PLUS®,VERSA-RIM®, Connectors are: 16d Sinker Nails VERSA-STRAND®,VERSA-STUD®are trademarks of Boise Cascade Wood Products L.L.C. Page 2 of 2 Boise Cascade Double 1-3/4" x 18" VERSA-LAM® 2.0 3100 SP Floor Beam\BM02 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: Connection Diagram Disclosure b d Completeness and accuracy of input must be verified by anyone who would rely on a output as evidence of suitability for I I • • particular application.Output here based on building code-accepted design c properties and analysis methods. Installation of BOISE engineered wood • / • - products must be in accordance with current Installation Guide and applicable building codes.To obtain Installation Guide or ask questions,please call a minimum=2" c= 14" (800)232-0788 before installation.\n\nBC b minimum=3" d=24" CALC®,BC FRAMER®,AJSTM, ALLJOIST®,BC RIM BOARDTM BCI®, Connection design assumes point load is top-loaded. For connection design of side-loaded BOISE GLULAMTM,SIMPLE FRAMING point loads, please consult a technical representative or professional of Record. SYSTEM®,VERSA-LAM®,VERSA-RIM Member has no side loads. PLUS®,VERSA-RIM®, Connectors are: 16d Sinker Nails VERSA-STRAND®,VERSA-STUD®are trademarks of Boise Cascade Wood Products L.L.C. Page 2 of 2 • Boise Cascade Double 1-3/4" x 18" VERSA-LAM® 2.0 3100 SP Floor Beam\BM01 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: Connection Diagram Disclosure b - ► d Completeness and accuracy of input must be verified by anyone who would rely on a output as evidence of suitability for I • I • • particular application.Output here based on building code-accepted design c properties and analysis methods. Installation of BOISE engineered wood • / • ,- products must be in accordance with current Installation Guide and applicable building codes.To obtain Installation Guide or ask questions,please call a minimum=2" c= 14" (800)232-0788 before installation.\n\nBC b minimum=3" d=24" CALC®,BC FRAMER®,AJSTM, ALLJOIST®,BC RIM BOARDTM BCI®, Connection design assumes point load is top-loaded. For connection design of side-loaded BOISE GLULAMTM SIMPLE FRAMING point loads, please consult a technical representative or professional of Record. SYSTEM®,VERSA-LAM®,VERSA-RIM Member has no side loads. PLUS®,VERSA-RIM®, Connectors are: 16d Sinker Nails VERSA-STRAND®,VERSA-STUD®are trademarks of Boise Cascade Wood Products L.L.C. Page 2 of 2 Job Truss Truss Type Qty Ply Phillips Residence 19276341 FLOOR F20 GABLE 1 1 Job Reference footiona0 Pro Build, Pooler,GA T.430 s Oct 14 2013 MIT9k Industries,Inc. Mon Feb 02 23:10:10 2015 Page 1 - ID:H5C4KjF1Uu8FJwmVy8KkidxzpRye-z2x3 JDzHURMvkwU6X_6dW9OdYnNAFfXV9t7hvzp1LB 9 I 2 3 4 5 Scale=1:10.4 1-5 • • I e 11 JI . 12 , 1111 • -10 2.9 . . 4-7 5-6 10-11 '- e 610 III I 1111 10 9 8 7 6 3x4 = 3x4= I 1-4-0 I 2-8-0 I 4-0-0 I 4-8-0 I 1.4-0 1-4-0 1-4-0 0.8-0 Plate Offsets(X,Y): 15:0-1-8,Edael,111:0-1-8.0-1-01.112:0.1-8,0-1-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udell Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 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 6 n/a n/a BCDL 5.0 Code FRC2010/TPI2007 (Matrix) Weight:26 lb FT=20%F,11%E LUMBER BRACING TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 4-8-0 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 4-8-0. (Ib)- Max Gray All reactions 250 lb or less at joint(s)10,6,9,8,7 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(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 `,`,�tttt 11 i it!It`g1�j *1S JOSEPH o f'#�• �o��Qa.,'tGENs e;l'�,'0', : N 4 s • :9 STATE OF :4u,; 41/ Sly tl!!Sl February 3,2015 4 1 - AWARNING.Fleece thoroughly revsw the"Custonxfs A,dulowledpemeht of ProBufiO Standard terms for Manuhctured Products"form VaAY despn parameters and read Tuxes on tilde Trues Design Dravnrp(TDD) and dirt DrJ Reference Sheet Irev.11-14)bebre use.Unless othenwe slated on the TDD,only M,Tek connector pates shall be used for the TDD to be veld.Asa Truss Desgn Engineer(i.e,Spewlly Engneer), the seal on any TOO represents an acceptance of the professional engineering responsibility for the der gn of the single Truss depicted on the TOO only,under TPI 1.The design assumptions,loading conditions. suitability and use of the Truss for any Bulking e the responsibility of the Owner.the Owners authorized agent or the Budding Designer.in the context of the IRC,the IBC,the local building code and TPI 1 The , approval of the TIM and any neld use of the Truss.including handing.storage,ustallatdn and bracing,shall be the responsibility of the Building Desgner and Contractor AG notes set out in the TDD and the vacua*and guidelines of Budding Component Safety Information(BCSI)published by TPI and SBCA are referenced for general guidance TPI 1 defines the responsibilities and duties of the Truss Designer.Truss - Desgn Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by as parties involved.The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any building.NI capitalized terms are as defined in TPI 1. `" ENGINEERING LLC Copyright O 2014 ProBui10.0rJ Engineering,LLC,(DrJI.Reproduction of this document,in any form.is prohibited without wntten permission from ProBul0.OrJ I . Job Truss Truss Type Qty Ply Phillips Residence 19276339 FLOOR F18 FLOOR 7 1 Job Reference(ootional) Pro Build, Poole'',GA 7.430 s Oct 14 2013 MTek Industries,Inc.Mon Feb 02 23:10:09 2015 Page 1 ID:H5C4KjHUu8FJwmVy8KkfdxzpRye-VSOhmzCLYvBJVHbMHYgTI5JcAZ8MFRkpOGV789Szp1 LC 0.1.8 H 1 1.3.0 1 I 1.2-12 I I 2-0-0 II 1-2-12 1 Scale 21.3 2x4 I I 2x4 II 2x4 II 2x4 = 1 2 3 4 5 8 7 8 e 1.0 • i rm. • AO OM al\\.. . ill 15 1E7, e e ►, 14 13 12 11 10 , 3x8 = 34= 1 2-9-0 1 5-2-12 51414 84-4 1 7-4-4 7 112 9-11-8 1 12-8-8 1 2-9-0 2-5-12 0-1-8 1-0-0 1-0-0 0-1-8 2-5-12 2.9-0 Plate Offsets(X,Y): I1:Edae,0-1-81,14:0-1-8,Edael,15:0-1-8.0-0-01,I8:0-1-8,Edael,111:0-1-8,Edae1,112:0-1-8,Edael.115:0-1-8.0-1-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (hoc) Udefl Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.07 12-13 >999 480 MT20 2441190 TCDL 10.0 Lumber Increase 1.00 BC 0.32 Vert(TL) -0.09 12-13 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code FRC2010/TP12007 (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 (lb/size) 14=685/Mechanical,9=679/0-5-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1008/0,3-4=-1524/0,4-5=-1524/0,5-6=-1524/0,6-7=-1008/0 BOT CHORD 13-14=0/637,12-13=0/1353,11-12=0/1524,10-11=0/1353,9-10=0/637 WEBS 2-14=-901/0,2-13=0/552,3-13=-512/0,3-12=0/427,7-9=-898/0,7-10=0/552,6-10=-512/0,6-11=0/427 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 be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard t%%1jtS%1111//�g EP �'` � aOse«E.0$ #e),, • 4.A'S No 9484 «',� r. lir e :-ir :9• TATE OF .f 4,; t:0: Z. SIP {(' �+t0R,UP; 1\.Nis• 111151 February 3,2015 e i QWARNING-Please thorougiy review the"Cuatomsfs All no*esd{pmsnl of PrOBusd Standard Terms for Manulaaued Products"lam.Vertu design parameters and read notes on this Truss°"=^417.-(TDO) and It,.OrJ Refererlca Sheet(rev.11.14)before use.Unless o henNes stated on Ote TDD,ony MiTek connect«plates atlas be used for this TOO to be wld.Asa Truss Dwgn Engineer(Is., meer), the seafll on any TOO represents an acceptance of the professional engineering responsibly for the dessiign of the single Truss depicted on Me TDD only.under TPI 1.The desgn antxrpdns,loading cordeans, approval of the TDD and any held use of the Truss,the ncludiresponsibility had g,storage. Owners Neonp,sharp be the r Building re epo I4y of the Budding Designer and Contractor N notes set ouzel in code and the TDD and the I practices and guidelines of Braiding Component Safety Information(SCSI)published by TPI and SBCA are referenced for general gudance TPI 1 defines the responsibileec and dudes of the Truss Designer,Truss • Design Engineer and Truss Manufacturer,unless othervnae defined by a Contract agreed upon n venting by all parties evolved The Truss Design Engineer p NOT the Busking Designer or Truss System Engineer la any building.NI capitalized tame are as leaned in TPI 1. "' ENGINEERING Ltc Copyright 02014 ProBUld-0rJ Engineering,LLC,07,4 Reproduction oldie doament,in any form,is prohibited without preen permission from ProBuild-DO Job Truss Truss Type Qty Ply Philips Residence 19278337 FLOOR F16 FLOOR 7 1 Job Reference(optional/ Pro fuid, Pooler.GA 7.430 s Oct 14 2013 MTek Industries,Inc. Mon Feb 02 23:10:08 2015 Page 1 ID:H5C4KHUu8FJwmVy8KkidxzpRye-1 fgJZeBjltBefRn576yeY53ynkz5i•tE 1 rO1 d0zp1 LD 0-1-8 H I 1-3-0 1 0-11-4 1 1 2-0-0 I I 1.2.8 1 011;8 Scab• :29.2 4x4 = 2x4 II 2x4 II 3x6 FP= 404 = 1 2 3 4 5 8 7 8 9 10 11 18 811 e �I,r '4 a A Aii, 1 .- 20 19 18 17 18 15 14 13 12 3x8 = 404= 3x •MT2OH FP = 404 = 3x8 = I 7.8.12 I 8-6-12 1 9-6-12 1 17-4-12 I 7.612 1-0-0 1-0-0 _ 7-10-0 Plate Offsets(X,Y): I1:Edae.0-1-81,f5:0-1-8,Edae],16:0.1-8,0-0-01.115:0 8,EdgeL 116:0-1-8,Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.3- Vert(LL) -0.16 14-15 >999 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.57 Vert(TL) -0.24 14-15 >852 360 MT2OH 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(T ) 0.05 12 n/a n/a BOX 5.0 Code FRC2010/TPI2007 (Matrix) / Weight:94 lb FT=20%F,11%E LUMBER BRJJ ACING TOP CHORD 2x4 SP M 30(flat) OP 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) :eT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS (lb/size) 20=943/Mechanical,12=943/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1505/0,3-4=-2436/0,4-5=-2909/0,5-6=-2909/0,6-7=-2909/0,7-8=-2440/0, 8-9=2440/0,9-10=-1503/0 / BOT CHORD 19-20=0/890,18-19=0/2093,17-18=0/2763,16-17=0/27 ,15-16=0/2909,14-15=0/2761, 13-14=0/2093,12-13=0/889 WEBS 5-16=-331/13,6-15=-278/1,2-20=-1258/0,2-19=0/9119—874/0,3-18=0/511, 4-18=-486/0,4-16=-87/547,10-12=1258/0,10-130/913,9-13=876/0,9-14=0/516, 7-14=-477/0,7-15=-89/512 NOTES ` 1)Unbalanced floor live loads have been considered for thi 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. 6)Recommend 2x6 strongbacks,on edge,spa d at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strong cks to 1;111!118111/ be attached to walls at their outer ends or re trained by other means. ♦�``t05E P Le 1#1'' LOAD CASE(S) Standard \ ti1► J . ... .• • jam e� \ �'"A:1el;0 E N,s e,''iij ,.: —cc: No 69- ;4 �, f 3 •y 1 a e • I. e :'9: J Job Truss •Truss Type 'Oty Ply Phillips Residence 19276335 FLOOR F14 FLOOR 7 1 Job Reference(optional) PrOBuiW, Pooler,GA 7.430 s Oa 14 2013 MITek Industries,Inc. Mon Feb 02 23:10:06 2015 Page 1 - ID:H5C4KjHUu8FJwmVy8KkidxzpRye-5Hi28y9SDGxwp7dithwATg eGxLSENOxaXvwY8zp1LF 4 0.1.8 1.3-0 1-3-6 2-0.0 1-3.8 H I I V I I I I I Sale=1:21.5 2x4 I I 2x4 I I 2x4 = 2x4 II 2x4 II 2x4 = I 2 3 4 5 8 7 8 18 e ',I !� .� 5.L � -� '� �1 A i '� �� 18 t1(I It1, qq 11■1111 U. OM 13 12 11 10 3x6= 3x6= I 2.9.0 I 53.8 51.14 6.4-14 1 7-4-14 7-66 10-0-12 I 12-9-12 I 2-9-0 2-6-6 0-1-8 1-0-0 1-0-0 0-1-8 2.6.6 2-9-0 Plate Offsets(X,Y): 14:0-1-8,Edae],[5:0-1-8.0.0.0],[8:0-1-8,EdaeI[11:0-1-8,Ed0e1,I12:0-1-8,Edge1.115:0-1-8,0.1-01.[16:0-1-8,0.1-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (roc) Vdefl 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 Incr 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 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) 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 �`'1*e� °•S E NH°fir 5.e,. Q`: No .9484 r -� :t :'1) L� STATE 0 ins February 3,2015 t AWARNING-Please ihorougtdy review the-Cugomers AcknawedgemeM 01 ProBuild Standard Terms for Manufactured Products-form Verify deign parameters and read notes on sus Tnns Oewgn Drawtrg(TODI and me OrJ Reference Sheet Iran 11.14)before use Unless otherwise stated on the TOO,only MITek connector pates shall be 05.50101 me TOO to be valid.Asa Truss Design Engineer lie.Specralty Engneer), the seal on any TOO represents an acceptance of the professional engineenng responsory for the de-sign of the single Truss depicted on the TOO only.under TPI 1.The deign assumpions,loafing conditions. suitability and use of this Truss for any Building s the responsibility of the Owner,the Owner's authorized agent or the Building Designer.in the content of the IRC,the IBC,the local budding code and TPI 1.The , approval of the TOD and any Geld use 01 the Truss,including handing,storage,installation and braang,shall be the responsibility of the Building Designer and Contractor Al notes set out n the TOD and Ore practices and gal Genes of Budding Component Safety Information(SCSI)published by TPI and S8CA are referenced far general guidance TPI 1 defines the responaibllfles and duties of the Truss Designer,Truss - Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in wmirg by all parties involved.The Truss Design Engineer is NOT the Budding Designer or Truss System Engineer for any budding All capitalized terms are as dented m TPI t ry E'NGINEERINGuc Copyright 0 2014 Pro8u00-DrJ Engmeemg,LLC.(DrJ).Reproduction of this document,in any form,is prohibited without written permission from ProBwk1.00. r -p4nead wog ugsquuad uspum 1040++plq!4od so'w,o)Aue u•weouraOP 04110 uOIJ0n80100a 00)'011'8uJ$0u803 f,04oi1nea,d►LOZ O 916.6900 o779N1M33N1 1 Idl p1 Popp se 5,e 5$0,01 pnp!pdeo Iro CUoip10 Aue,q - Jaau18u3 umplo 85101,0»u8•sa0 MOMS 04110N Si 4 00 11803 1161sa0 55101 041'Pe•10015 so1Ped Ile Ag 6w uw ui uodn pa,6e 505,(003 a Ag 904409 Wove=$00un'JS,n(0eNuep semi pue,5041643 u61sap "1111114;EM soul'10081$00 000J1 0g110 WPM Pue semmesuoOssi 041 Ousels I Idl aouepn5 le,aue6 JOl 90000,al01 we VO94 pus Idl Ag Pegsggnd(IS09(uo4eiwqul Ale s$1ueuodwo0 Cooing Jo eauNPln8 pus sopped 041 Pue 001041 w ya 10$$0200 IV 40100qu00 Pus,0061$00 80WIln9 0411 0 Aplglsu0dsa 042 Wq 5545'BUauq pus uogell51001 085104s'Cu�p 54 6uvMow•semi s44 J0 0w peg km sue 001541 Jo lenodde 041'l Id1 me 0900 60155'leo%all'ore 041'051 eu110 4001003 041 411•10,51$00 8uoin9 041 JO 4,e85 psuoume 8,400.50 041,0000 a4 Jp lateq Jodsa,aW 0 towns Aue JO(5021 514140 ow pus NipgS001 '$0400000 6019501'suOOWool a WISP 041 4 Idl,APU)'Nu0 001 041 00 p010100p$0101 W&n 041 Jo u8!$0p 041,04 AppO!suodow 84540004500(5000904014• 041 Jo ooueld0me ue se,0s0dw 001 Aue uo leas au (1000803 A0eoO4S••1),00411803 461000 soul 0•V 0,45n al 01 004 441 KU MP eg 11545$02eld 101300003'101141 0940'00104100 Petals 0515104(0•••1U11 Win W,gOQ(►L-L L 001)10040 00005400 f40 011 Welly (001)812•040 Wee°00111044 00 tam pea,pus',epoxied u8sep N4a4 40x9..s10fPwd p,niae)nuen MI 00,01 P15905 s P An9O4d 40 luawa0papsowpV sdeud$no.as NvO0J 4NCn01041 Oleeld-ONIN8VM 1 4 g 602'£tienJge ,410$1s111/iii. �`N"31 V NQI S!ti4e 1 ) ., •;a ,•y am� •• in J 31VV1 %d.Is (d)0o6=£1:119A (qi)spool peleliueouo0 - ;L/ • 19-=EL-1'L-=9Z-1/L:U9A 4-• •le (pd)spool uuol!ufl • •• .5 00'L=eeeeJOU!aield'00'L=eseanu!iegwnl:bold(1 i • (vSt+65 ON 1as plepuelS (S)38V0aVo1 °''..,:c4-•••S Al \~e `X,� '(8)�(aeq to(d)luol)se peiou ale ssrul 0411)o eoel a41 of Pe!Idde sped!'uo!pes(S)3SV0 OV01 041 ul(1 ,�,� '..5 ' ♦ •slay)o 40(yl!q!suodsal ayi s!(s)eo!Aep uo!pauuoa Lens so uo!pe es u6!sep ail ���j 0 n d�Sa�lt1/! 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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 ANSIITPI 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. Roof 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: ASCE 7-10 Wind Speed: 130 mph Floor load: N/A psf Roof Load: 37.0 psf This package includes 71 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. i Seal# Truss Name Date No Seal# Truss Name Date 1 _119276342 I CJ2 _12/3/01.5 .15 119276356 EJ4G 2/3/015 119276343 1 CJ2A 12/3 015. [16 1_19276357 EJ6 1 2/3/015 1 3 :19276344 !CJ2B 1 2/3/015 117 119276358 EJ6B - 1 2/3/015_1 14 ;19276345 CJ2C 1 2/3/015 18 119276359 EJ6D 1 2/3/015) 15 :19276346 LC42D 1 2/3/015119 119276360 EJ6G 12/3/015 1 16 119276347 1 CJ2E 1 2/3/015 (20 :19276361 EJ7E 1 2/3/015 I 17 _ 19276348 i CJ2G 1 2/3/015 121 119276362 EJ7F 12/3/01.51 [8 :19276349 'CJ4_ 1 2/3/015 122 119276363 .HJ4G j 2/3/015A 19 119276350 CJ4A 1 2/3/015 123 119276364 .HJ5D_ 1 2/3/015 I 11.0.,__._.,19276351 CJ4B 12/3/015 124_. .119276365 HJ6 12/3/0151 L11__ 19276352 CJ4C 12/3/015. 125 119276366 .HJ6A 12/3/015 I 112 119276353 CJ4D 12/3/015 (26 119276367 HJ6B 12/3/015 1 113 1.19276354 1CJ4E _...___ 12/3/015 127119276368 .HJ6D 1-2/3/015 J 114 119276355 CJ6E 1 2/3/015 128 119276369 HJ7 12/3/015 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 ...WWII/Ste building code and TPI I.The approval of the TDD and any field use of the Truss,including handling,storage, ,`">l+ SEPk Ii�'I installation and bracing,shall be the responsibility of the Building Designer and Contractor.All notes set out in the Q • Q 0 TDD and the practices and guidelines of Building Component Safety Information(BCSI)published by TPI and `fit N4.---.0 r Ns'• -t j, SBCA are referenced for general guidance.TPI I defines the responsibilities and duties of the Truss Designer, :4-kQ'•- �� 4 '�s Truss Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing S. by the parties involved.The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for ti Q' 9454 ••� any Building. •• • •'k 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 — 1• and character of the work.The design criteria therein have been transferred to DrJ Engineering(DrJ)by 1:-›; . STATE OF : 4 ProBuild East(Pooler). '.1 0%•••,� Q'.' ,,4` These TDDs(also referred to at times as"Structural Delegated Engineering Documents")are specialty.structural compone �' t U A t 4• t ,s' designs and may be part of the project's deferred or phased submittals.As a Truss Design Engineer(i.e.,Specialty Engineer',0-49;,..:' ...... �1.,N% the seal here and Truss depicted on the TDD only.The Building acceptance Designer soresponsible r nfor and shall coo coordinate responsibility nd review the ITDDs t the single jtj"til A''"- P� Y 9 9 .ompatibility 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 oft •Job Truss Truss Type Oty Ply Phillips Residence 19278342 ROOF CJ2 MONO TRUSS 3 1 Job Reference(optional) ProBui10, Pooler,GA 7.430$Oct 14 2013 MTek Industries,Inc.Mon Feb 02 23:12:58 2015 Page 1 i ID:H5C4KjHUu8FJwmVy8Kkidx zpRye-6_zgp4D5BVLppFdNgOz1 MX 114SR54KFzg_4wWHzp 11b I 2-0-0 2-0-0 0.25 12 1-5 // 3x4 I I Scale=1:7.7 :4)(2 -2 3 / 24 3.5 J 5 4 3 3x10 II 2x4 II 1 Plate Offsets(X,Y): 12:0-2-9.0-0-81 _ LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.02 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.02 Vert(TL) -0.00 5 >999 240 BCLL 0.0- Rep Stress Incr YES WB 0.00 Norz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:7 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. - WEBS 2x4 SP M 30*Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. 2-4:2x4 SP No.3 REACTIONS (lb/size) 1=57/Mechanical,4=24/Mechanical,2=40/Mechanical Max Horz 1=-22(LC 10) Max Uplift 1=-44(LC 8),4=-10(LC 8),2=-35(LC 8) Max Gray 1=57(LC 1),4=43(LC 3),2=40(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vu11=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.Opsf;h=30ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;end vertical left exposed;porch left exposed;C-C for members and forces &MVVFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 4t%%L1411111';//-I t� 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 44 lb uplift at joint 1,10 lb uplift at joint 4 and 35 lb uplift at joint 2. `,�� 0sE pH p ,,r� 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ``� �, • N k` = ,rte 9)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 4,* ,,, . N\G S,5.••.�' %%. LOAD CASE(S) Standard e•• N O 6.4 84 ''•• • 7:"..-0 9 TAT • . �: •4� . lsttttits;�►:* February 3,2015 1 t WARNING..Please trorougrly review the"Customer's Acknowledgement of ProBuild Standard Terms far Manufactured Produces-form Verily design parameters and read notes on this Truss Design Dravnng(TDD) • A and the OrJ Reference Sheet(tev.11-141 before use.Unless otherwwe stated on the TOO.only MTek connector pates shall be used br this TOD to be vale!As a Trues Design Engineer(i.e..Specialty Engineer), the seal on any TOO represents an acceptance of the professional engineering rrsponsibiety for the design of the single Truss depicted on the TOO only,under TPI 1 The design assumptions,loading conditions. suitability and use of this Truss for any Btaldeg is the responsibility of the Owner,the Owners*Monied agent a the&Ma g Designer,in the cabled of the IRC,the IBC.the local battling code and TPI 1 The Et approval of the TOO and any sea use of the Tr ss,ndWng handing.storage.uwallation and brace g.shall be the responsiblity of the Bu di ng Designer and Contractor.AI rotes set out n the TD0 and the practices and guidelines of Buldng Component Safety Information(BCSI)pubbhed by TPI and SOCA are referenced for general guidance.TPI 1 defines the dWeS and duties of the Tens Designer.Truss Design Engineer and Teas Manufacturer.unless otionybe defined by a Conrad agreed upon n wrung by an parties involved.The Trios Design Erguser is NOT the Buidi g Designer or Truss System Engneer o for any buildng.All capiakred terns are as defined n TPI 1. E 7IN t LLC CopyrgM 02914 Pro8ulld-DrJ Engineering,LLC.(Ds)).Reproduction of this document.n any form,Is prohibited wtlord written perrnssion from Pro&ued-DnJ. Job Truss Truss Type Qty Ply Phillips Residence 19276344 ROOF CJ2B MONO TRUSS 1 1 Job Reference(optional) PreBui!, Peeler.GA 7.430 s Oct 14 2013 MiTek Industries,Inc.Mon Feb 02 23:12:58 2015 Page 1 it ID:H5C4 HUuSFJwmV 8Kkidxz R e-2M5aEmFL Kj y p y f6c)C3Zmmyp?VRy658G7AXEIG71Z0aAzp11Z I-0-3-81 2-0-0 0-3-8 2-0-0 1 2x4 I I 0.25 12 3x4 I I Scale=1:13 0 2 3 1-3 / , w 2-6 3-5 q8 _ 5 1 6 2x4 II 4 2x4 II 2-0.0 I Plate Offsets(X,Y): (3:0-2-9,0-0-8) _ LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.05 Vert(LL) -0.00 6 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.04 Vert(TL) -0.00 5-6 >999 240 • BCLL 0.0 • Rep Stress lncr YES WB 0.00 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:10 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP M 30*Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-5:2x4 SP No.3 REACTIONS (lb/size) 6=8410-11-0 (min.0-1-8),5=23/Mechanical,3=38/Mechanical Max Horz 6=-60(LC 10) Max Uplift6=-72(LC 8),5=-23(LC 9),3=-29(LC 12) Max Grav6=84(LC 1),5=43(LC 3),3=38(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.Opsf.h=30ft;Cat.II;Exp C;Encl..GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;end vertical left exposed;porch left exposed:C-C for members and forces &MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. `` ``11111 Ifs i+/ II 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,5.3. 1� a II 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ,SN• OSEPN Q /0 9)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. �� •" �i LOAD CASE(S) Standard _ .< ' & Q`: No 6.484 a ''•9• TAT E • :4r ���,� . .r� O R 1 V X1. i�Fils,0N AL ,N% //lUltl.l February 3,2015 1 . 1 A WARNING•Please thoroughly review the"Customers Acknantedgement of Proeudd Standard Terms for Manufactured Products'form Verity design parameters and read notes on this Truss Design Dra.ang(TOM and the OrJ Reference Sheet(rev 11.141 before use Unless othervnse stated on the TOD.only MiTek connector pates snall be used for this TOO to be valid As a Truss Design Engineer 11 e.Specialty Engineer), I the seal on any TOO represents an acceptance of the professional engineering responsibrIrty for the design of the sngle Truss depcled on Me TOO only under Tell The design assumptions.loading conditions. Ealiiki suitability and use of Ms TnES for any Building s the responsiblrty of the Owner the Owner's authorized agent or the Building Designer.in the context of the IRC,the IBC.the local buildng Code and TPI 1 The approval of the TOO and any held use of the Trans.including handing storage.ir$lahahon and braang.Shall be the responsiblly of the Building Designer and Contracon As notes set 00 in the TOO and the rraax:ea and guidelines of Building Componcm Safety Information(BCSII published by TPI and SBCA are referenced for general gudanrx TPI 1 defines the re5ponalDAd�es aril Julies of the Truss Designer Truss Design Engineer and Truss Manufacturer,uniess olhervnse defined by a Contract agreed upon in s ang by all parties involved The Truss Desgn Engineer is NOT the Builing Designer or Truss system Engineer for any 1luidng All W ptaised terms areas defined in TPI 7 ENGINEERING LLC Coppght 02014 ProBuW-OrJ Engineering.LLC,(OrJr Reproducban of this document.in any fOen is proNbted vunout written permission horn Rwanda-Dd. •Job Truss Truss Type Qty Ply Philips Residence 19276346 ROOF CJ2D MONO TRUSS 4 1 Job Reference(optional) ProSuid, Pooler,GA 7.430 s Oct 14 2013 Mi Tek Industries,Inc.Mon Feb 02 23:12:59 2015 Page 1 ID:H5C4KjHUu8FJwmVy8KkidxzpRye-XZfyS6FzUQkNgjLy WX Wk__9fGLgTuGh_PMyJa6czpl lY 1-0-3-8 I 2-0-0 f 0-3-8 2-0-0 1 3x4= 0.25 12 3x4 I I Scale=1:13.0 2 3 73 L 2$ 2-5 3-5 5 3x6 = 6 4 2x4 II 2-0-0 2-0-0 Plate Offsets(X,Y): 13:0-2-9,0-0-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.02 Vert(LL) -0.00 6 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.01 Vert(TL) -0.00 6 >999 240 BCLL 0.0 * Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:13 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. - WEBS 2x4 SP No.3'Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-6:2x4 SP M 30 REACTIONS (lb/size) 6=84/0-5-8 (min.0-1-8),5=22/Mechanical,3=39/Mechanical Max Horz 6=2(LC 8) • Max Uplift6=33(LC 8),3=-36(LC 12) Max Gray 6=84(LC 1),5=44(LC 3),3=39(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.Opsf;h=30ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. ';t��!iJ��� 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,3. ttS� ._ 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ��t�0SE P//i;14, 9)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. •"` LOAD CASE(S) Standard -�• �„r Q: N 69484 S f. .*• _-0= CC ":13.'. STATE OF • • �t�lillS���� February 3,2015 • WARNING-Please thoragiy review the"Customers Ac no 4edgemen al ProBuild Standard Terms for Manufactured Products-form verity design parameters and read notes on this Tnss Design Drawing(TOO) and the DrJ Reference Sheet(rev_11.14(before use.Unless she wse stated on the TOO.only MiTek connector pates shall be used for the TOO to be valid Asa Truss Design Eopneer(i.e.,Specialty Engneer). the seal on any TOO represents an acceptance of the professional engineering responsib fy for the design of the wipe Trues depicted on the TOO only.under TPI 1.The design assumptions,loading conditions, wiabdry and use or this Truss for any Budding s the responstilay of the Owner.the Owners authorized agent or the Braiding Designer,in the cadets of the IRC,the IBC.the local building code and TPI 1 The Emit approval of the TOO and any field use of the Truss,including handing,storage.installation and braang shad be the responsibility of the Budding Designer and Contractor.M mates set out in the TOO and the practices and guidelines of Wading Component Safety Information(BCSI)published by TPI and SBCA are referenced for general guidance TA 1 defines the responsibilities and duties of the Tnss 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 is NOT the Building Designer or Truss System Engineer i for any building All capial¢ed terns are as defined In TPI 1. ENG/NEt7tINGuc Copyright 02014 ProBuitl-DrJ Ergneerng,LLC.(DrJ).Reproducson of this document in any form.is probbded wi hout wntten permission from ProBudd.DrJ. • Job Truss Truss Type Qty Ply Phillips Residence 19276348 ROOF CJ2G JACK 2 1 Job Reference(optiona� ProBuIld, Pooler,GA 7.430 s Oct 14 2013 MITek Industries,Inc.Mon Feb 02 23:13:00 2015 Page 1 ID:H5C4KjHUu8FJwmVy8KkidxzpRye-?IDLf SGbFjsElsw93E2zVVNBRs4o7?BkYbc27f2zpl IX 141 2-0-0 0-3-8 2-0-0 304 = 0.25 12 3x4 II `v{/, Scale:3/4"o1' 1 2 3 / 1-3 • • iv \ N C\—X�J�II'I 4-6 3x6= 6 4 204 II I 2.0-0 - -- —H 2-0-0 Plate Offsets(X,Y): 13:0-2-9,0-0-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (bc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.03 Vert(LL) -0.00 6 >999 360 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.01 Vert(TL) -0.00 6 >999 240 BCLL 0.0 • Rep Stress lncr YES WB 0.03 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:16 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. - WEBS 2x4 SP No.3*Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-6:2x4 SP M 30 REACTIONS (lb/size) 6=84/0-5-8 (min.0-1-8),5=22/Mechanical,3=39/Mechanical • Max Horz 6=-82(LC 10) Max Uplift6=67(LC 8),5=33(LC 9),3=-36(LC 12) Max Grav 6=84(LC 1),5=80(LC 10),3=39(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wmd:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.Opsf;h=30ft;Cat.II;Exp C;Enc.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;end vertical left exposed;C-C for members and forces&MO/FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)-This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. ,` 'r 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joints)6,5,3. t% I,f 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. `,,fib JOSE PH��1 •9)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. .. • LOAD CASE(S) Standard +a~��••+ ` �•••.fi� et': No 9484 *; :# 9 STATE OF :41 February 3,2015 4 1 AAWARNING•Please thoroughly renew the"Customers Acknowledgement of ProBuid Standard Terms ter Manufactured Products form.Verify design parameters and read nctes on this Toes Design Drawing(TD01 and the Dci Reference Sheet(rev 11.14)before we Unless titherwwe stated on the TEO.only MITek Connector plates shall be used la the TDD to be valid.As a Truss Design Engineer(i.e..Speaaly Engineer), the seal co any TDD represents an acceptance of the professional engineering responsidley for the design of the single Truss depicted on the TDD only,urtlx TPI 1 The design aseumpinro,loaded aondeore. sueabd ty and use of the Truss for any Building s the responsibility of the Owner.the tamers authonzeda9M on the Building Designer,in the context of the IRC.the IBC.the local budding code and TPI 1.The approval of the TDD and any held use of the Truss.Including handing,storage.installation and braarg.shall be the responsibility of the Beefing Designer and Contractor.As notes set out in the TOO and the roadices and guidclnes of Budding Conpeneld Safety Information(BCSI)puklished by TPI and SBCA are referenced for general guidance TPI 1 genres the reaponsib'ieim and duties of the Tess Desgner.Truss Design Engineer and Teas Manoladurec unless olhenwxe defined by a Contract agreed upon in wning try as panes nvctved.The Tries Design Engineer a NOT the Raiding Designer on Truss System Ergeeee for any building As capitalized terms are as deaned in TPI 1. ENGINEERING ry Copyfgh102014 ProBudd-0rJ Ergaleerng,LLC.(DrJ).Reproduction of this document,n any form s prohnted without written permission horn Ploeuild-DrJ. • ��+�uC Job Truss Truss Type Qty Ply Phobos Residence 19276350 ROOF C,MA MONO TRUSS 1 1 Job Reference(optional) PrOBIdM, Pooler,GA 7.430 s Oct 14 2013 MiTek Industries,Inc.Mon Feb 02 23:13:01 2015 Page 1 ` ID:H5C4KjHUu8FJwmVy8KkidxzpRye-TxnjsoHE01_5wOVLdyZC3akbdT7JkbVipFOgBUzp11W -013._-81 3-8-5 _.... -H 0-3.8 3-8-8 2x4 I I 0.25 12 3x4 I I Scale=1:13.0 1 2 7 3 N 2-8 3-5 • — 4-6 — .1';,)( S 8 2x4 II 4 2x4 II I -- - _._ --3 8-8--- -I 3-8-8 Plate Offsets(X,Y): 13:0-2-9,0-0-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/dell Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.10 Vert(LL) 0.01 5-6 >999 360 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.08 Vert(TL) -0.01 5-6 >999 240 BCLL 0.0' Rep Stress Incr YES WB 0.00 Horz(TL) -0.04 3 n/a n/a BCDL 10.0 Code FRC20101TPI2007 (Matrix) Weight:16 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-8 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP M 30'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-5:2x4 SP No.3 REACTIONS (lb/size) 6=146/0-5-8 (min.0-1-8),5=42/Mechanical,3=83/Mechanical Max Horz 6=-59(LC 10) Max Uplift6=-71(LC 8),3=-66(LC 12) Max Grav6=146(LC 1),5=75(LC 3),3=83(LC 1) FORCES (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.Opsf:h=30ft.Cat.II;Exp C;Encl..GCpi=0.18: M WFRS(envelope)gable end zone and C-C Exterior(2)-0-3-8 to 2-8-8,Interior(1)2-8-8 to 3-5-0 zone;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown:Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,3. ,�la{{ii II III, ( Y ) 9P P 9 P 1 O _4j0 OSEPHOro/0 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. V 9)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. J •-•" .`` �. ' GENS. "�,e. LOAD CASE(S) Standard ��� V` �••.'«.�� 4 Q: No 69.84 .. • � -p• 9 R /STATE w •Ntitellt1". February 3,2015 1 es on tins Truss Des Drava TDD 1 and th Or-Ptfere ce Stre t evvi11-Me before use Hess uth ogemeM to ProauAO Standard Tarts for Manufactures yrau be us form Iron T desgn parameters and read w gn ng( ) ®anti the DrJ Reference SneN Irev t1-1a)before use Unless otherwse slated on the 7DD.only MiTek conneaw pates snap be used for ms TDD to De valid.As a Truss Design Erginett(i e.SpeaaXy Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depcted on the TOO only,under TPI 1 The design assumptions loading conditions. suitability and use of Inn Truss for any Budding n the responsiblly Of the Owner,the Owner's authorized agent or me Build.ng Designer.in the Context of the IRC,the IBC,the local Molding code and Tel 1 The Eik approval of the TOD and any field use of the Truss including handling.storage,Instanaten and bracing,that be the responsibility of the Biking Designer and Contactor At notes set out in the TOD and the practices and guidelines of Building Component Safety Information(SCSI)published by TPI and SBCA are referenced for general gunance Tel 1 defines the responsibrrtles and duties of the Truss Designer,Truss Desgn Engineer and Truss Manufacturer,unless otnerwse defined by a Colorant agreed upon in writing by an parties involved The Truss Design Engineer is NOT the Bulldog Designer or Truss System Engineer • , for any building All captained terms are as defined in TPI 1 at Co ht 02014 ProBukd-onJ Engineering.LLC.(00).Reproduction ofths document,in any form,is ohlteled without mitten mssnn from ProBulkf-DrJ ENGINEERING 1LC Job Truss Truss Type Qty Ply Philips Residence 19276352 ROOF CJ4C MONO TRUSS 1 1 Job Reference(optional) ProBuild, Pooler.GA 7.430 s Oct 14 2013 MTek Industries.Inc.Mon Feb 02 23:13:03 2015 Page 1 • ID:H5C4KjHUu8FJwmVy8KkidxzpRye-PKuTHTJUYeEp9KfjIMbg8?pxaHgJCUo?HZHnGNzpl IU 141-3-8 I 4-0-0 0-3-8 4-0-0 3x4 = 0.25 12 2x4 11 Scale•1:13.0 1 2 3 4 • 1♦ 4 2-7 O? ^' � 2-6 3-6 5-7 S 72x4 II 6 304= 1.0.3-81 3-1-8 4-0-0 0-3-8 3-1-8 0-10-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.07 Vert(LL) 0.01 6-7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.05 Vert(TL) 0.01 6-7 >999 240 BCLL 0.0 • Rep Stress Ina' YES WB 0.08 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 • (Matrix) Weight:21 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-7:2x4 SP M 30 REACTIONS All bearings Mechanical except(jt=length)6=0-5-8. (Ib)- Max Horz 6=-59(LC 10) • Max Uplift All uplift 100 lb or less at joint(s)1,4,5 except 6=-174(LC 8) Max Gray All reactions 250 lb or less at joint(s)1,4,5,6 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 3-6=-199/257 NOTES 1)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=lOtmph;TCDL=4.2psf;BCDL=6.0psf;h=30ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-2-12 to 2-10-12,Interior(1)2-10-12 to 3-11-4 zone;end vertical left exposed; porch left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,4,5 except(jt=lb) {!1!!!! 6=174. ,%,% �, , 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �� JOSE pH Q�L/j�,' LOAD CASE(S) Standard v% •;�htG E N 3� •?I'fi�,� •``44": Sao s ass • ., *! •i • 1 STATE IFS • .....•• rittur nit"- February 3,2015 AWARNING-Please thoroughly renew the"Customer's Acknowledgement of ProBuild Standard Terms for Manufactured Products"form.Verify design parameters and read notes on this Truss Design Drawing(TOO) and the DrJ Reference Sheet(rev.11-14)before use Unless othenroe staled on the TDO,only MiTek connector plates 51171 be used for bus TDD to be valid.Asa Tines Design Engineer li.e.,Speaany Engineer). the seal on any TOO represents an acaeptanoe of the professional engineering responsibility for the design of the single Truss depicted on the TOO only,under TPI 1.The design aau mptern,ba0rg mrd'sias, sudabdily and use of ms Truss for any Building rs the responsibility of the Owner.the Owner's aullcnzed agent or the Balding Deemer,n the context of the IRC.the IBC.the loam code and TPI 1.T e IE;kif approval of the TOD and any field use of the Truss,inaoang handling,storage.sstatakon and bracing,shall be the responsibility of the Building Designer and Contractor.Al rotes set out in the TDD and the praaices and guidelines of Basting Component Safety Information(SCSI)published by TPI and SBCA are referenced to general guidance TPI 1 defines the responsibilities and duties of to Tura Designer.Tees Design Engineer and Truss Manufacturer,unless«themes°defined by a Contract agreed upon n vetting by an pa lies invaved.The Tries Design Engineer is NOT the Building Designer or Truss System Engineer for any budding.al capta¢ed terms are as deiced in TPI 1. ENGINEERING uC Cepyrght 02014 ProBuild-DrJ Ergnrerig,LLC.(OrJ).Reproduction of this document,in any form.is prohnded without eaten permission front ProBudd-DO •Job Truss Truss Type Qty Ply Philips Residence 19276354 ROOF CJ4E MONO TRUSS 2 1 Job Reference(optional ProBuid, Peeler,GA 7.430 s Oct 14 2013 MTek Industries.Inc.Mon Feb 02 23:13:04 2015 Page 1 ' ID:H5C4KjHUu8FJwmVy8KkidxzpRye-tWSrVpJ6JyMgnUEw146vhCM6vh9BxyE8VDOLopzpl IT 1 -0-3-8 I 4-0-0 -1 0-3-8 4-0-0 1 2x4 I I 0.25 12 3x4 I I Scale•1:8.3,)1/\2 7 3 • // 1.3 / R ••43 3-5 .X)\ 4{ 40 +111111 5 2x4 II 6 4 2 x 4 I I I 4-0-0 I 4-0-0 Plate Offsets(X,Y): (3:0-2-9,0-0-8) LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) ((deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.09 Vert(LL) -0.01 5-6 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.02 5-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:13 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puffins, except BOT CHORD 2x4 SP M 30 end verticals. • WEBS 2x4 SP M 30*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-5:2x4 SP No.3 REACTIONS (lb/size) 6=157/0-5-8 (min.0-1-8),5=47/Mechanical,3=89/Mechanical i. Max Horz 6=-21(LC 10) Max Uplift6=-69(LC 8),3=-71(LC 12) Max Grav6=157(LC 1),5=79(LC 3),3=89(LC 1) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.0psf;h=30ft;Cat.II;Exp C;Enc.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-3-8 to 2-8-8,Interior(1)2-8-8 to 3-8-8 zone;end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcun'ent with any other live loads. 5)`This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. tiling/8g 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,3. ,`fit i S' ��,+, 8)"Semi-rigid pitchbreaks including heels"Member end fixer model was used in the analysis and design of this truss. H ,L+. 9)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. �� ••• 'j LOAD CASE(S) Standard � • �` .`.fi�'',r 4c• No 694:4 _` — *S / .,tt ;'�• S ATE ' •w. •••..(∎• O %V..'='\te.'.: �`' R jf� S/orJA c-" t•tiiillstII.' February 3,2015 1 1 WARNING-Please thoroughly review the"Customers Acknowledgement of ProBuild Standard Terms for Manufactured Products-form.Verdy design parameters ers and read notes on tea Taws Design y raisin (TOD) A and the DrJ Reference Sheet(rev.11-14)before use.Unless°Merwee stated on the TOO.only MiTek connector plates shall be used for this TOO to be valid Asa Trues Design Engineer(i e.,Specially Engineer). the seal on any TOD represents an acceptance of the professional engineering responsid41y for the design of the single Truss depicted on the TOO only.under TPI 1 The design assumggrs,loading cofdtrns, Emit sutabay and use of the Truss for any Budrang a the resporsibliy of the Owner,the Owners authoreedagent or ore Buildi g Designer.n the context of the IRC,the IBC.the local baking code ana TPI 1 The 1 approval of the TDO and any feld use cf the Tows.including hands g.storage.insWMaion a Id bradrg,shall be the respo sdlity of the Busdng Designer and Contractor.All notes set out n the TOD and the practices and guidelnes of Buildng Component Safety Information(BCSI)pubished by TPI and SBCA we referenced for general guidance.TPI 1 defines the responsdlies and duties of the Tees Designer.Ties Desgn Engineer and Tries Manufacturer.unless otherwise defined by a Contract agreed upon n wetting by at parties involved.The Truss Design Engineer is NOT the Balding Designer or Truss System Ergieer • far any balding.All captalaed terns are as defined in TPI 1 ENGINEERINGuc Capyrght O 2014 ProBrald-DrJ Engineering.LLC.(OrJ)Reproduction of the doormen.m any form.is prohibited without written perms on from Pro8ua6OrJ. "Job Truss Truss Type Qty Ply Phillips Residence 19278358 ROOF EJ4G JACK 2 1 JJob Ref l renceloptionall Proud, Pooler,GA 7.430 s Oct 14 2013 MITI*Industries.Inc. Mon Feb 02 23:13:05 2015 Page 1 • ID:H5C4KjHUu8FJwmVy8KkidxzpRye-Lj0Di9Kk3GUX0ep6snd8DQvH95V7gPgHktmuKGzp1 IS f I 4-0-0 0-3-8 4-0-0 3x4 = 0.25 12 Scale:314"v1' 1 2 6 3 _ � I 11111141110406. mo, ti ■ 4-5 `/ 4 5 3x4 = 2x4 I I 4-0-0 4-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.13 Vert(LL) -0.01 4-5 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0 09 Vert(TL) -0.02 4-5 >999 240 BCLL 0.0 • Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:24 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-5:2x4 SP M 30 REACTIONS (lb/size) 5=162/0-5-8 (min.0-1-8),4=136/Mechanical Max Horz 5=-81(LC 10) Max Uplift5=-83(LC 8),4=-53(LC 12) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wnd:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf:BCDL=6.Opsf,h=30ft:Cat.II;Exp C.End.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-3-8 to 2-8-8,Interior(1)2-8-8 to 3-10-4 zone:end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,4. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. L_.013(111li s f LOAD CASE(S) Standard ' �0SEPi!0'4 10 • Q`: No 69484 *, *• _ S.55:;.. STATE 6F . to■ ii��/O N A'.ti.,∎" February 3,2015 1 ®WARNING-Please thoroughly review me"Customer's Acknc aedgemenl of Pro8Wd 5landard Terms br Manufadored Products"form Verly design parameters and read notes on firms Truss Design Orav4ng 1TDD1 and inn oct Reference Sheet(rev 11.141 before use Unless olherulse stated on the TOO,ony lot Tek co rnectom pates shall be used forms TOO to be vald Asa Truss Design Engineer 0 e speaalty Engineer), the seal on any TOD represents an acceptance of the professional engineering responsmb rty for the design of the single Truss depeted on the TDD only under TPI 1 The design assumgrns,loading cord4lon s. sutawity and use of the Truss for any Bindings the responsibd4y of the Owner.the Owners authorised agent or the Bonding Designer,in the context of the RC.the IBC,the local building code and TPI 1 The approval of the TOD and any field use of the Truss,inaudng handling,storage.ustarabon and braong.shah be the respersmbily of the Building Designer and Contractor Al notes set out in the TDD and the practee5 and guidelines of BuJdug Component Safety Information(BCSI)by/Wished by TPI and sBCA are referenced for general guidance TPI 1 defines the responsibilities and duties of the Truss Designer,Truss Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in w14ng by aid paces involved The Truss Design Engineer*NOT the Building Designer or Truss System Engineer for any building All captained terms are as defined In TPI 1 �a���/ 4a4/� Capyrght 02014 ProBuild.OrJ Engneerlrg,LW,(otJ).Reproduction of this document,n any tam,is prohibded without wrmcn percussion from Probu4d-Dra ENGINEERING ac Job Truss Truss Type Oty Ply Philips Residence 19276358 ROOF 6.166 MONO TRUSS 4 1 Job Reference_100 o4) ProBuikf. Pooier,GA 7.430 s Od 14 2013 MTek Industries,Inc.Mon Feb 02 23:13:06 2015 Page 1 ID:H5C4KjHUu8FJwmVy8Kkidxz pRye-pvacwVLMgZcOOnOIOVBNmdRRcUggPrtRzXVRSizp1IR 3-8 6-0-0 0-3.8 I 6-0-0 0.25 n4x4 = 2x4 I I Scale-1:14.4 1 2 3.4 = 8 3 4 '1 2-7 -6 36 5 4-5 -57 - A 72x4 6 304= 304 = 2-8-0 2;10-15 6-0-0 I 2-8-0 2-1 3-1-1 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lint) Udefi Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.08 Vert(LL) -0.01 5-6 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.01 5-6 >999 240 BCLL 0.0 • Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:33 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins• except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3'Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-7:2x4 SP M 30 REACTIONS (lb/size) 6=457/0-5-8 (min.0-1-8),5=11/Mechanical Max Horz 6=-57(LC 10) Max Uplift6=-313(LC 8),5=-21(LC 9) Max Gray 6=457(LC 1),5=42(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-8=-323/158,3-8=-323/160 BOT CHORD 5-6=-158/317 WEBS 3-6=-306/400,2-6=-183/345,3-5=-365/182 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.0psf;h=30ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-3-8 to 2-10-15,Interior(1)2-10-15 to 5-10-4 zone;cantilever left exposed; end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit ft bottom chord and any other members. 6)Refer to girder(s)o truss to truss connections. Ottlt SE PH "t#iOt 7) 31 de mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5 except(jt=lb) P •.. N S 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ♦� • 'V . C': No 6 484 LOAD CASE(S) Standard : # • • :.-,d; s�' .1 \ STATE 4 . -U :•ter l,,,IJlllilt'%' February 3,2015 s • WARNING•Please thoroughly review the"Customer's Acknowledgement of ProBulkt Standard Torre for Manufactured Products"lam Verify design parameters and read notes on this Titres Design Drawing(TDD) and the CO Reference Sheet(rev.11.141 before one Unless otherwise stated on the TOO,only MITek ccnnedor plates shall be used for the TOD to be valid.Asa Truss Deign Engineer h.e..Specialty Engineer), the seal an any TDD represents an acceptance Mlle professional engineering responsibility for the design of the single Truss deeded on the TDD oily.under WI 1 The desgn assumptions.loading condttiors. susabrty and use of the Truss for any Building is the responsibility of the Owner,the Owner's authorized aged or the Budding Designer.n the context of the IRC.the IBC,the local budding code and TPI 1.The Emit approval of the TDD and any Said rue or the Truss,including handling,storage.inktaration and bracing shall be the respasANSy of the Buddng Designer and Contractor AA notes set out in the TDD and the practices and guidelines of Building Conponenl Safety Information(BCSI)published by TPI and SBCA are referenced tor general guidance TPI 1 deli es the responsibilities and duties of the Truss Designer.Titres Design Engineer and Truss Manufacturer.unless otherwise defined by a Contract agreed upon an sating by ant parties involved The Truss Design Engineer s NOT the Building Designer or Truss System Engneer • for any building At cap.alrzed terms are as defined in TPI 1. Copyright 02014 ProBuld-0DO Engineering,LLC.(DrJ).Reproduction of this document.n any form.is prohibted without written permission from ProBus6DrJ. ENG/NEER/NGLLC •Job Truss Truss Type Qty Ply Phillips Residence 19276360 ROOF EJ6G SPECIAL 2 1 ,,IO_ReferenCS_OptfonaI) ProBuild, Pooter.GA 7.430 s Oct 14 2013 MiTek Industries,Inc.Mon Feb 02 23:13:07 2015 Page 1 • ID:H5C4KjHUu8FJwmVy8KkidxzpRye-158 7rM btkFexyV_Cgclr_awuAS8HKaCBF?P8zp110 I 2-0-0 I 6-0-0 I 2-0-0 40-0 0.25 Fl . = Sea*.1:14.0 1 4x4 = 2 2x4 I I 3 — 13 Mil IN I Fifillmii j _ 6 7 2x1 II 4510 = 14111.11,1: 11. .f.1 5 4 2x4 II 3x4 = I 2.0.0 I 6-0-0 I 2-0-0 4-0.0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (hoc) Udell Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.24 Verl(LL) -0.01 4-5 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.02 4-5 >999 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.17 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:36 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. • 1-7:2x4 SP M 30 REACTIONS (lb/size) 4=-9/Mechanical,5=547/0-5-8 (min.0-1-8) Max Horz 5=22(LC 5) Max Uplift4-100(LC 12),5=-356(LC 4) Max Grav4=21(LC 4),5=633(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=3361721,2-3=-2721587 BOT CHORD 5-6=-596/379 WEBS 1-6=-762/345,3.6=-5991275 NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.Opsf;h=30ft;Cat.II;Exp C:End.,GCpi=0.18; MWFRS(envelope)gable end zone;cantilever left exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. tt ���l+! !, 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4 except(jt=1b) 'alit !t 5=356. tt pSEPH p[.•,� 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. `�,�� G N• `�. �i• 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)249 lb down and 91 lb up at 0-1-12 `y,•x{r.a, Lt ,J it•'•-∎ i on top chord. The design/selection of such connection device(s)is the responsibility of others. • • 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 4,K.: No 9484 LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 "e • Uniform Loads(plf) ""0• :cc Vert:1-3=44,6-7=-20,4-5=-20 •••,• TAT E OF :�� Concentrated Loads(Its) 4. Vert:1-173(F) „a�ffi�, •t O R 14 p':�2',� e�1'1`3 jONAL At. !istestt February 3,2015 • 1 r WARNING-Please thoroughly review the-Customers Acknowledgement of ProBud and Standard Terms for Manufactured Products-form.Verify design parameters nd read notes on this Truss Design Drawing(TDD) A and the DrJ Reference Sheet(rev.11-14)before use.Unless otherwise stated on the TOO,only MiTek connector plates shall be used for the TDD to be vale.Asa Truss Design Engineer(r.e.Specialty Engineer). the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only,under TPI 1.The design assumptions.loading conditions. El/IN suitability and use of this Truss for any Building is the responsibility of the Owner,the Owners tut onzedagent or the Building Designer.in the context of the IRC,the IBC.the local belting code and TPI 1 The approval of tie TDD and any belt use of the Truss,including handling,storage.installation and bracrg,shall be the responsibility of the Building Designer and Contractor.AN notes set out in the TDO and the practices and guidelines of Building Compnnert Safety Information(SCSI)published by TPI and SBCA are referenced for general guidance TPI 1 defines the responsibmes 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 is NOT the Budding Designer or Truss System Engineer 1 for any baking.All capitalized terra are as defined in WI 1. ENGINEERING LLC Copyrigtd 02014 Prneiisd-0rJ Ergineerkrg,LLC,(DrJ).Reproduction of this document.in any form,in prohibited without written permission from ProBt/dOrJ. • Job Truss Truss Type Oty Ply Philips Residence 19278382 ROOF EJ7F MONO TRUSS 1 1 Job Refe ace eptanal ProBuild, Pooler,GA 7.430 s Od 14 2013 MTek Industries,Inc.Mon Feb 02 23:13:08 2015 Page 1 • ID:H5C4I<jHUu8FJwmVy8KkidxzpRye-mliMLBMdMBs6F5XhXwBr2XkhlUXtjikar Yxazp1IP 103.81 7-2-8 1 0-3-8 7-2-8 Scale=1:14.3 0.25 12 2x4 I I 1 22x4 II 3 8 4 1-4 II e 2Z I 3.8 hill _ 5.7 WO .1741; 72x4 II 6 52x4 I I 3x10 II 1 0-6-0 I 7-2-8 I 0-6-0 6-8-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.30 Vert(LL) 0.08 5-6 >978 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.23 Vert(TL) -0.16 5-6 >468 240 BCLL 0.0 ' Rep Stress Inca- YES WB 0.16 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:24 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3"Except" BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-7:2x4 SP M 30 REACTIONS (lb/size) 5=229/Mechanical,6=306/0-5-8 (min.0-1-8) Max Horz 6=23(LC 9) Max Uplift5=107(LC 12),6=-152(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-7=-325/148 WEBS 3-6=-401/546 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.Opsf;h=30ft;Cat.II;Exp C;Enc.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-3-8 to 2-8-8,Interior(1)2-8-8 to 7-0-12 zone;cantilever left exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. ytt�l����t , 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)5=107, t1O st 6=152. ,4S �9SEP11 Q oj.! 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �` ti�.-' G E N S'':;��'. LOAD CASE(S) Standard -"- • "i " =.0��,. . ": No 69.84 r 9•. STATE •F : .....n'• 4'tORt4P::� February 3,2015 � • WARNING-Please tt oragMy rovlew the-cwtomeM AUmoadedganer d Pro$usd Standard Terre for Ma'"or 0.ell Product-term Verry deemn parameters and read noen on this Truss Deign Dra"(TDD) ©and the DrJ Reference Sheet(rov.11-14)teeters use.11nrlees dnervme sued on the TDp,only M�Tek corrector pates alrill be rued fa aw 100 to be voted.Ae a Trues Design Enpneer(I.a.,Speciaey Engineer), the seal on any TOO represent an acceptance of the professional ergineemg resparwib ty tot the dengn of the mgrs Truss deeded on the TDO only.under TPI 1.The dmap' aaeumplars.loading conditions. suitability and used this Tams for any Bulling 5 the y dam Omer,the Owners authorized agent or the Bu�king pesrgrer,n the context of the IRC,the IBC,the Focal Whey Code and TPI 1 The approval of the TOO and any Odd we of the ma..ndW handling storage,trtallation and bracing,ahar be the resporrebity of the Building Designer and Contractor.Ali notes set out h the TOO and he practices and guideline of Building Component Safety Information(SCSI)pnbached by TPI and SBCA are referenced for general guidance TPI 1 defines the responsibilities and duties ores Truss Desgner,Trues Design Engineer and Tas.Manufacturer.unless otherwise Seined by a Contract agreed upon in steam by as parties involved.The Truss Design Ergneer*NOT the Bugling Designer or Truss System Engineer • for any buibng.M capitalized tame are as defined in TPI 1. Eilki ENGINEERING LLC Copyright 02014 ProBuld-DO Ergineerng tic.(Ora Reproduction of this document m any form.s prohibited Without smitten pernsssen from ProBui d-Did •Job Truss Truss Type Oty Ply PhiNips Residence 19276364 ROOF HJ5D JACK 1 1 Job Reference(optional) ProBulld, Pools'.GA 7.430 s Oct 14 2013 MiTek Industries.Inc. Mon Feb 02 23:13.09 2015 Page 1 • ID:H5C4KjHUu8FJwmVy8KkidxzpRye-EUGkYXNF7U ztF6tSdi4NG3yZisacBjtIVk6T1zp110 1.0.4.15 I 3-3-6 ( 6-7-8 0-4-15 3-3-6 3-4-2 0.18 12 Scale=1:14.1 3x4 = 3x4 II 1 2 3x4 = 9 3 10 4 1-4 ))(.1-- . •. _ i 2.8 -7 37 • 4-6 • 1 11 7 12 6 3x4= 34 = 8 5 2x4 II I 3-3-6 I 6-7-8 I 3-3-6 3-4-2 Plate Offsets(X.Y): f4:0-2-8.0-0.81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.10 Vert(LL) -0.01 6-7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.12 Vert(TL) -0.01 6-7 >999 240 BCLL 0.0 • Rep Stress Ina NO VW 0.11 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:36 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP M 30 end verticals. ' WEBS 2x4 SP No.3'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-8:2x4 SP M 30 REACTIONS (lb/size) 8=224/0-7-12 (min.0-1-8),6=189/Mechanical,4=103/Mechanical Max Horz 8=-58(LC 6) Max Uplift8=-138(LC 4),6=-22(LC 8),4=115(LC 7) Max Gray 8=260(LC 21),6=240(LC 3),4=126(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-9=-262/99,3-9=-261/100 BOT CHORD 7-12=-103/262,6-12=103/262 WEBS 2-7=-127/295,3-6=-299/118 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.Opsf;h=30f1;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope)gable end zone;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)n/a t1tM/o 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. it41i tll f# 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will • 0 E PH C7 Al fit between the bottom chord and any other members. , ••' • 7)Refer to girder(s)for truss to truss connections. `ti • G E N S.• �J`',i 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6 except(jt=lb)8=138 `.-�P a• �'� .c.-**. AN ,4=115. 41 Q: No 6 484 r. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. , • 10)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. .. *: •: 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)9 lb down and 35 lb up at 2-9-15, •" 9 lb down and 35 lb up at 2-9-15,and 41 lb down and 81 lb up at 5-7-14,and 41 lb down and 81 lb up at 5-7-14 on top chord,and 4 lb°. '• down and 7 lb up at 2-9-15,4 lb down and 7 lb up at 2-9-15,and 43 lb down at 5-7-14,and 43 lb down at 5-7-14 on bottom chord. ri.'55 •• STATE OF .:4u The design/selection of such connection device(s)is the responsibility of others. i -- 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �I fi `•.•( Q P ' i 1)) LOAD Regular:CASE(S) umber Increase=1.25,Plate Increase=1.25 `,�.///�N A�'�,1 February 3,2015 Continued on page 2 1 1 WARNING-Please ttorou Sheet(rev.renew the'Customers A,xatowsdpert lit of PraBnrsd Standard Terms for connector ctued shall be a roan Verify design parameters and read notes on ttic Truss Design[among(TOO) ` Q and the DO Reference Sheet(rev.11-14)before use.UMesa otherwise stated on the TOO,only MiTek connector pates shall be used for Mb TDD to be valid.As a Truss Design Engineer(i,e.,Speclalry Ergneed. the seal on any TOD represents an acceptance of the professional engineering responsibiaty for the design of the single Truss depicted on the TDO only,under TPI 1.The design assumrr pbroone.!cadre_Conde ons. suitability and use of the Truss for any Belding a Me resporsibfty of the Owner.the Owner's authorized agent or the BWdeg Designer,in the context of the IRO the IBC.the local budding code and PI 1.The Emit approval of the TDO and any geld use of the Tens.including hadling.storage.installation and braan6 shall be the responsibsry ooff the Buili g Desgner and Caxrac or.Pa rotes set ad n Me TOO and the practices ad guidelines of Bridi g Component Safely Information(SCSI)published by TPI e d SBCA ae referenced for general guidance TPI 1 deenea the respo sibiities and duties of Me Truss Designer.Truss Design Engineer and Tees Manufacturer,uraess ogerw+se defined by a Contract agreed tpon n wntn()by as panes nvolved.The Truss Design Engineer s NOT the Bu deg Designer or Truss System Engneer for any bulking.All capaatseed teens we as defined in TPI 1. alHfER/ aCLC Copyright 02014 ProBuld-DrJ Engineering,tiC.(OrJI Reproduction of the doaxnert-in any form,is prohibited without written permsson from Proeuad-OrJ. • • Job Truss Truss Type Qty Ply Phillips Residence 19276365 ROOF 14.16 SPECIAL 1 1 Job Reference(optional Proeuild. Peeler,GA 7.430 s Oct 14 2013 Mire*Industries,Inc. Mon Feb 02 23:13:10 2015 Page 1 i. ID:H5C4KjHUu8FJwmVy8KkidxzpRye-igg6lsOtuo6gVPh4fKDJwTc476CILbi t u9Tf?Tzp1 IN I 2-9-15 i 5-5-12 I 8-5-1 I 2-9-15 2-7-13 2-11-5 0.18 I 12 Scale=1:16.4 2x4 II 4x8 = 2x4 II 4x4= 2 3 4 5 _8 N N III i II-ii�e - -E l 5x8 - 0 3- . 16-11 10 2-9 3.g 7 M7 11 cr 2x4 11 10 4 0 - w w - - I I 6-9 .' 8 7 3x4 = 83x5 II 354=6 I 2-9-15 I 5-5-12 I 8-5-1 I 2-9-15 2-7-13 2-11-5 Plate Offsets(X,Y): [10:0-2-0,0-3-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (bc) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.30 Vert(LL) -0.00 8 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.12 Vert(TL) -0.00 7-8 >999 240 BCLL 0.0 • Rep Stress Ina NO WB 0.26 Horz(TL) -0.00 7 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:47 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. ' WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-11:2x4 SP M 30 REACTIONS (lb/size) 9=602/0-7-12 (min.0-1-8),7=-13/Mechanical Max Horz 9=22(LC 5) Max Uplift9=-448(LC 4),7=-127(LC 17) Max Gray 9=701(LC 2),7=21(LC 4) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-630/1109,2-3=-543/955 BOT CHORD 9-10=-680/459,7-8=-264/112 WEBS 1-10=-1134/638,3-10=-815/445,3-7=133/314 NOTES 1)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCOL=4.2psf;BCDL=6.Opsf;h=30fl;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone;cantilever left exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. �,<� I t j 6)Provide girder(s) mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)9=448, w ��\,OSE PH ji`,� 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. e ' \ E N ' •,.Z. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)10 lb down and 34 lb up at 2-9-15, `-Q.'• - G S� .�`�`� ,, 10 lb down and 34 lb up at 2-9-15,18 lb down and 72 lb up at 5-7-14,and 18 lb down and 72 lb up at 5-7-14,and 249 lb down and 91 .r Q`; N O .9 484 ",. lb up at 0-1-12 on top chord,and 4 lb down and 30 lb up at 2-11-11,4 lb down and 30 lb up at 2-11-11,and 3 lb down and 7 lb up at :,. 5-7-14,and 3 lb down and 7 lb up at 5-7-14 on bottom chord. The design/selection of such connection device(s)is the responsibility of = *• others. • 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). -V sio 9•. STATE OF LOAD CASE(S) Standard .0 °. •� 4` :. .�� 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 0 ••••( R (� "' :� Uniform Loads(plf) •j�� o.. !a,.• (�%% Concentrated Vert: Load,4-5=-14,5=14,10-11=-20,6-9=-20 _ - _ ' 4i/ /;::A`� %'� Vert:1=-173(F)10=-7(F=-4,B=-4)2=22(F=11,B=11)8-1(F-1,B=-1)3=92(F-46,B=46) February 3,2015 . � WARNiNG Or•Please to Sheet(review me before use Unless tyre wise stated of Pro Build OO.nonly Terms for connector at Manufactured hall be used d lone Verity D to parameters and read notes on nee Truss Design Drawing(TDD) 0 and the OrJ Reference Sheet(rev 11-14)before use.Unkss attwrv..se staled on the TOO.only AYTek oomectpr pates shall be used for ns TDD to b6-valid.As a Truss Design Engineer(r e,speuexr Engineer), the seal on any TOO represents an acceptance of the professional engineering responsibility for the doge of the single Truss decocted on the TDD only.under TPI 1.The design assurlptans.twang cordddrs, Et sueabdily and use of this Truss for any Building*the responsb44Y of the Owner.the Owner's autnasedagent or the Building Designer,in the context of the IRC.the IBC.the local bui eg code andTP1 1 The approval of the TOO and any held use of the Truss,including handling.storage.anetala ion and beading,shall be the responsibility or the Bulldog Designer and Contactor al notes set out in the TDO and the practices and guidelines of Building Component Safety information(BCSI)published by TPI and SBCA are referenced for ge 1 gudance TPI 1 defines the responsibilities and duties of the Truss Designer,Truss Design Engineer and Truss Manufacturer.unless othermse defined by a Contract agreed upon in veiling by all parties ervdved The Truss Design Engineer is NOT the Budding Designer or Truss System Engineer h for any baldeg.All capialoed terms are**defined in TN 1. E1VGlNEEF7INGccc copyright*2014 Pro8uld-OM En+prneerng,LLC.(DrJ).Reproduction of this document.m any form,is proMbted without neaten permission from ProBusd-00 • Job Truss Truss Type Qty Ply Phillips Residence 19276367 ROOF HJ88 MONO TRUSS 1 1 Job Reference jpptionag ProBuild. Pooler,GA 7.430 s Oct 14 2013 MiTek Industries,Inc.Mon Feb 02 23:13:11 2015 Page 1 • ID:H5C4KjHUu8FJwmVy8KkidxzpRye-AtNVzCPVf6Eh6ZGGD2kYTh812VYZ464A7pDCYvzp1IM `0.4-15 I 4-0-6 I 8-4-5 I 0-4-15 4-0-6 4-3-15 0.18 12 Scale•1:16.5 3x4 = 3x6 II 1 2 404 = 9 3 10 4 i■ ifs ■i 2-6 1111 MN MOM 11 INN 58 INININ ir � ��������������1 11 12 6 I -3:: i] 8 3x4= 7 5 2x4 II 4-0-6 8-4-5 - �. -- 4-0-6 I 4-3-15 � Plate Offsets(X,Y): 14:0-4-0.0-0-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.10 Vert(LL) 0.00 7-8 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.08 Vert(TL) -0.00 6-7 >999 240 BCLL 0.0 • Rep Stress Ina NO WB 0.06 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:56 Ib FT=20% LUMBER BRACING TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-8:2x4 SP M 30 REACTIONS All bearings Mechanical except(jt=length)8=1-3-9,7=0-9-4. (Ib)- Max Horz 8=-50(LC 6) Max Uplift All uplift 100 lb or less at joint(s)4 except 8=-140(LC 4),7=-223(LC 4) Max Gray All reactions 250 lb or less at joint(s)8,6,4 except 7=360(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 3-7=-260/192 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10:Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=6.Opsf;h=30ft;Cat.II:Exp C;End.,GCpi=0.18; MWFRS(envelope)gable end zone,end vertical left exposed;porch left exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)•This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. `` `111111111,l j' 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4 except(jt=lb)8=140 •31 • ll 7=223. x%14 ``0SE?H© /0, 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. a 3 i• 9)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. ',.b Q.`..0 ENS.:�J,`A�.0 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)24 lb down and 28 lb up at 2-9-15, -\. ;ti`� „ 41 lb down and 40 lb up at 2-9-15.and 77 lb down and 71 lb up at 5-7-14.and 41 lb down and 46 lb up at 5-7-14 on top chord,and 3 =Q`; N o 8.484 lb down and 43 lb up at 2-9-15.4 lb down and 59 lb up at 2-9-15,and 40 lb down at 5-7-14,and 27 lb up at 5-7-14 on bottom chord. .., • The design/selection of such connection devices)is the responsibility of others. ..'. *• - - . `# '•' 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). '• CC LOAD CASES) Standard I•15% TATE • • 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 �{*•."-/ to Uniform Loads(plf) ." ,ca D R%J• \ ,�' Vert:1-2=-44,2-4=-44,5-8=-20 `` �I .......r,�∎� Concentrate 9o11d(F=2.8=13)10=-9(F=22.B=-30)11=-4(F=-2,6=-2)12=1(F=25.6=-25) �,f1S,jltiNA'�_•{,O. February 3,2015 ■ • I ('� yJA t;: -Please ce Sh fitly ry 11-141-Curve mees Acknowledgement to on hed Standald Terms for neclo.cured Products'fpm Ursa T des'gn parameters arld reap notes on tee Truss Desgn Drawing ITDO) iY anO the DfJ Relerence Shell(rev 11-14)DebrC toe Unless pherw4C slated On the 7(X7,Only MITek mnnectp plates Shall be rbM for Ns TDD to be valid A5 a Truss Desgn Engineer 0 e,Speuany Ergneer) the seal on any TOO represents an acceptance of the professional engmeerng responsibility foe the design of the single Truss dcpeed on the TOD only,under TPI 1 The desgn assumptions,loading condoms. susab ley and use of th s Truss for any Bundrng n the responsnrley of the Owner,the Owner's authorized agent or the Budding Designer,in the context of the IRC.the IBC.the local budding code and TPI 1 The Zit approval of the TDD and any field use of the Truss.include g handling,storage,installation and bracing,shall be the responsibriay ol the Bu dng Designer and Contractor.All notes set out m the TDD and Ne pachces and gudelnes of Budding Component Safety Information(BCSI)published by TP1 and SBCA are referenced for general guidance TPI 1 defines the responsibilities and duties of the Trust Designee,Truss Desgn Engineer and Truss Manufacturer.unless otnerwese defined by a Contract agreed upon in venting by all panes involved The Truss Desgn Eng.neer is NOT the Guiding Designer or Truss System Engineer • for any bolding All pptahzed terms are as defined in TPI t copyright 02014 Proeuild-OrJ Engineering,LLC,(DrJ).Reproduction of this document,in any rpm,is pohrWkd without.Witten permission from ProBuiid.DrJ EAKx'�IVEERpVGIGC • Job Truss Truss Type Qty Ply Phillips Residence 19276368 ROOF HJ6O MONO TRUSS 1 1 Job Reference(optional) ProBuikl, Poobr,GA 7.430 s Oct 14 2013 MiTek Industries,Inc.Mon Feb 02 23:13:12 2015 Page 2 • ID:H5C4KJHUu8FJwmVy8KkidxzpRye-e3xtAYP7QPMXkirSmIFn?uhSmvtBpW JLTym4MZp1IL LOAD CASE(S) Standard Concentrated Loads(lb) Vert:9=25(F=12,B=12)10=-66(F=-33.B=-33)11=-4(F=-2,B=-2)12=-43(F=-22.B=-22) d d WARNING-Please thoroughly review the"Customer's wl s Acknoedgement of ProBud Standard Staard Terns for Manufactured Products"tonm.Verify design parameters and read notes on Nis Truss Design Draef g(TOD) A and the OrJ Reference Sheet(rev.11-14)before use Unless otherwise stated on the TOO,only MiTek connector pates shall be used fa Mes TOD to be valid As a Truss Design Engineer pr e..Specialty Eng-seer), the seal on any TOO represents an acceptance of the professional engineering responsibility for the design of the single Truss depcted on the TOO only,under TPI 1 The design assumpfrons.loading conditions. suitability and use of rho Truss for any Budding s the responsibility of the Owner,the Owners authorized agent or the Building Designer,in the context of the IRC.the IBC.the local budding code and TPI 1.The 27•104/ approval of the TOO and any held use of the Truss,including handling storage,installation and bracing,shall be the responsdalay of the Building Designer and Contractor AA notes set out in the TOD and the practices and guidelines of Boding Component Safety Information(BCSII published by TPI and SBCA are referenced for general guidance TPI 1 defines the responsdbdrtres and duties of the Truss Designer.Truss y Design Engineer and Truss Manufacturer.unless othervese defined by a Contract agreed upon In vent g by as parties involved The Truss Design Engineer is NOT the Bubmg Designer a Truss System Engineer for any building All caprtalaed terms are as defined in TPI 1 ENGINNEERINGLLC Copyrgnt 02014 Proerald-DrJ Eng4reerg,LLC.(Oh)).ReproduWon of tots document,in any both is prohibited without vmtten permission from Proeuild-DrJ. v Job 'Truss Truss Type Qty Ply Phitl s Residence 19276369 ROOF HJ7 MONO TRUSS 1 1 Job Reference(optional ProBuild. Poster,GA 7.430 s Oct 14 2013 MiTek Industries,Inc.Mon Feb 02 23:13:13 201$Page 2 • ID:H5C4KjHUu8FJwmVy8KkidxzpRye-6FVFOuQIBjUOMSQeKTn0Y6EZXJ6mYPOTa7iJcozpl lK LOAD CASE(S) Standard Concentrated Loads(lb) Vert:10026(F=13,B=13)11=-59(F=-29,B=-29)12=-142(F=71,B=71)13=-5(F=-3,B=-3)14=-51(F=-25,B=-25)15=-97(F=-48,B=-48) • • AWARNING-Please thoroughly review the tosioniers Adorowtedgeent of ProBudd Standard Terms for Manufactured Products"form Venly design parameters and read notes on this Truss Deign Drawing(TDO) m and the DrJ Reference Street(rev.11-14)before use otherwise stated on the TDD,only MiTek connector pates shall be used for the f DD to be valid As a Truss Design Engines(re.Specialty Engineer). the seal on any TDD 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 assumptions,bad'rg cordtiors, autaberty and use of the Truss for any Building is the responsibility of the Owner.the Owners authorized agent s the Building Designer,in the context of the IRC.the IBC.the local building code and TPI 1 The ZIA/ appoval of the TOO and any fed use of the Truss.including handling,storage.installation and btaong,shall be the responsibility of the BWdng Designer and Contracts.All rotes set aot n the TDD and the practices and gudelnes of Bulldog Component Safety Information(BCSI)published by TPI and SBCA are referenced for general guidance TPI 1 defines the responsdlnies and dutes of the Truss Designer.Truss Design Engineer and Truss Manufacturer.unless otherw<se defined by a Contract agreed upon in writing by all panes involved.The Truss Design Engineer is NOT the Braiding Designer or Truss System Engineer 1e fs any binding All capdahzed terns are as defined in TPI 1 L Copyright 0 2014 ProBu d.DrJ Engneermg,ILC.(OrJ).Reppoductan of the document,in any form.a prohibiled withM women psmsson from Proeodd-DeJ. ENGINEERING LLC • 0 Job ',Truss Truss Type Qty Ply Phillips Residence 19270370 ROOF HJ7F MONO TRUSS 2 Job Reference(optional) PfoBuld, Pooler,GA 7.430 s Oct 14 2013 MITek Industries,Inc.Mon Feb 02 23:13:14 2015 Page 2 • ID:H5C4KjHUu8FJwmVy8Kkidx zpRye-aR3dbERNyl dFzO?nW IF4JmIVJYBHOGcprlRs8Ezp1 IJ LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-5=44,6-10=-20 Concentrated Loads(lb) Vert:1=259(F)9=-6(F=2,B=-4)2=19(F=B,B=11)8=42(8=-26)3=15(B=-30)11=-14(F=-50,B=37)12=-24(F=-36,B=12) • • 4 F A+ WARNING-Please tnorapNy review the'-Customefs Admowledgement of Proeuild Standard Terms for Manufactured Products'form Verify design parameters and read notes on tins Truss Design Drawing(TOD) and the DrJ Reference ShM(rev 11.14)before use Unless othnnvse stated on the TDO,only MiTek connector plates shall be used for the TDD to be vald.Asa Truss Design Engineer p.e..Specialty Engineer). the seat on any TOO represents an acceptance of the professional engineering responsibility for the doses of the sngle Truss depcled on the TOD only,under TPI 1 The design assumptions,loading condaan9, suitability and use of the,Truss for any Budding n the responsibility of the Owner.the Owners aurhoreed agent or the Building Desgner,in the context of the RC.the IBC.the local bufdeeg code and TPI 1 The approval of the TDO and any field use of the Truss,including handling,storage.installation and bracng,stnan be the resporsibdly of the Building Desgner and Contractor M notes set out in the TOD and the practices and guidelines of Building Component Safety Information(BCSI)published by TPI and SBCA are referenced for general guidance TPI 1 defines the responsibilities and duties of the Truss Designer.Truss 1.4 Oesgn Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by an padres involved The Truss Design Engineer es NOT the Buidng Designer or Truss System Engineer ry for any budding.All captalu:ed terns are as defined n TPI 1 ENGINEERING Lc Copyrc1002014 ProBuild-DrJ Engineering.LLC,(DrJ).Reproduction of 1105 document.in any form,is profbted without women permission from ProBuid-OrJ. Job Truss Truss Type Qty Ply Phillips Residence 19276372 ROOF J02 MONO TRUSS 1 1 Job Reference(optional) • Pro Build, Pooler,GA 7.430 s Oct 14 2013 MiTek Industries,Inc.Mon Feb 02 23:13:15 2015 Page 1 ID:H5C4KjHUu8FJwmVy8KkidxzpRye-3ed?paS0jKl6bAa 1 SupUdXJ 777wKOvam 1 RBQhgzp1 II 1 -0 1 3-8-8 0-3-8 3-8-8 1 2x4 II 2x4 II 0.25 12 2x4 II Scale`1:7.8 2 3 10 4 5 1-5 - 3-8 4-7 e e e 6-9 A 9 2x4 II 8 7 6 2x4 II 2x4 II 3-8-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.04 Vert(LL) -0.00 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.03 Vert(TL) 0.00 1 n/r 120 BCLL 0.0 ' Rep Stress Incr YES VIM 0.09 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:13 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-8 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-9:2x4SPM30 REACTIONS (lb/size) 5=-102/3-2-8 (min.0-1-8),6=51/3-2-8 (min.0-1-8),7=286/3-2-8 (min.0-1-8),8=155/3-2-8 (min.0-1-8) Max Horz 8=21(LC 10) Max Uplift5=102(LC 1),6=-94(LC 3),7=143(LC 12),8=-83(LC 8) Max Gray 5=89(LC 12),7=286(LC 1),8=155(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 47=229/297 NOTES 1)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.Opsf;h=30f1;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-3-8 to 2-8-8,Interior(1)2-8-8 to 3-8-8 zone;cantilever left exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,8 except(jt=lb) 5=102,7=143. rZ111111/ 6)Non 7)"Semi-rigid t pits breaks including heels" ember end fixity model was used in the analysis and design of this truss. .�'sOtoSE Ply 0 1,,'' ■ LOAD CASE(S) Standard `���QL'1• \�✓E N s"+ ;i ex• ' 4' Nos 484 '•� >k• ;* ' r."3:1.' STATE OF e W ♦�i�.{�a '�,� O R Fe February 3,2015 1 1 ma WARN O -Please ce She t(review tine-ewtomers Ac c:Aedgemem of on thed Standard Terms br nector cites Product-fpm the T desgn valid. s aM read notes on fns Truss Design Drawing(Tr) A oral the OrJ Re/ererwe Sheol(rev.11-14)Debre ate Unless dtuaxwee eared on Nit TOD,only MTTek oonneclp pales mall at used for tnn TDD to lro valq.As a Tnws Design Engineer li.e..Specsxy Engnea), the seal on any TOO represents an acceptance of the proteseionor engineering renponwbsty for the design 01 tiro single Truss depicted on the TOO oNy,under TPI 1 The design assumptions,loading conditions. Emit suitability and use of thn Truss/p any Buildtg is the respora ilay of the Owner,the Owners authorized agent or the Build n the context of the IRC,tiro IBC.the local balding code and TPI 1 The approval of the TOO and any held use of the Truss,including handsng,storage.instasaton and bracing,shall be the responblay of the'Buildng Designer and Contractor.A,notes set out m to TOO and ere practices and guidelnes of Building Component Safety Information(SCSI)published by TPI and SBCA are referenced for general guidance.TP11 deMes the responalWlbes and dales of the Truss Designer.Truss rs Desgn Engineer and Truss Manufacturer.unless otherwise defined by a Contract agreed upon in wTag by as parties involved.The Truss Design Engineers NOT the&iWig Designer or Truss System Engneer for any balding All capitakzed leans are as defined in TPI 1 ENGINEERINGuc Copyright 02014 ProBW0-00 Engineering.LLC,(DrJ).Reproduction of this docvnen,on any land is prohltxbd without written pemusson from Prat/ad-DUJ. Job Truss Truss Type Qty Ply Phillips Residence 19278374 ROOF J04 MONO TRUSS 1 1 Job Reference(optionaI) Pro Build, Peeler,GA 7.430 5 Oct 14 2013 MTek Industries,Inc.Mon Feb 02 23:13:16 2015 Page 1 ID:H5C4KjHUu8FJwmVy8KkidxzpRye-XgB0OwTeUetzDK9D?bKjAks9OWFpIMyvG5wzD7zpl IH 6.0-0 6-0-0 Scale=1:11.9 0.25 12 2x4 II 56 9 10 2 3 4 ��� 1-4 U g1 I1.8 • 1-7 5-8 111 �1 8 6 8x8 = 7 5 408 = 2 x 4 I I 3-9-0 3-11-14 6-0-0 3-9-0 0-2-12 2-0-4 Plate Offsets(x,Y): 13:0.2-8,0-2-121,18:0-3-4.0-2-41 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.09 Vert(LL) 0.02 7-8 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.08 Vert(TL) 0.02 7-8 >999 240 BCLL 0.0• Rep Stress Incr YES WB 0.08 Horz(TL) -0.00 1 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:27 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. 1NEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-8:2x4 SP M 30 REACTIONS All bearings Mechanical except(jt=length)7=0-5-8. (Ib)- Max Horz 7=22(LC 9) Max Uplift All uplift 100 lb or less at joint(s)1,3 except 7=-208(LC 8) Max Gray All reactions 250 lb or less at joint(s)1,6,3 except 7=290(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-7=233/271 NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.0psf;h=30ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 6-0-0 zone;end vertical left exposed; porch left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. ,` 1j111111l1• 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3 except(jt=lb) %% !I 7=208. ∎� 0SPH O i, 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. �,��� a ....... E P i n. LOAD CASE(S) Standard �1 p .94$4 , • 9 TATE OF .`-ti 's""• •. February 3,2015 1 AWARNING-Please thoroughly review are-Customer's Acknowledgement of ProBu►d standard Terms is M door plates Products"form.Verify design parameters and read notes on this Truss Design Clawing(TOO) and the DrJ Reference Street(rev.11-14)before toe.Unless dherwrse stated on the TOD,only MITe(connector plates shall be used for the TOD to be valid.Asa Trues Design Engineer(re.,Speoalty Engineer). the seal an any TOO represents an acceptance of the professional engineering responsidMy for the ddeessggnn of the single Truss depicted on the TDD only.under TPI 1.The design aseunobonb.loading condsans. storability and use of the Trues la any Budding is the responsible),of the Owner,the Owner's auther¢edagere ce the Budding Designer.in the context of the IRC,the IBC.the local budding code and TPI 1.The approval of Ore TOD and any field use of the Truss.inckdrg handling.storage,installation and bracing.shall be the reaporsiWq ol the Building Designer and Contracts.All notes set out in the TDD and the practises and guidelnes of Bolding Component Safety Information(SCSI)published by TPI and SBCA al palled for general guidance TPI 1 defines the responsbikies and duties of the Trues Designer.Truss Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in The Truss Design Engineer is NOT the Busking Designer or Trues System Engineer ry for any budding All capealded toms are as defined in TPI 7 Copyright 02014 Pro8ud-OrJ Engineering.LLC.(DrJ).Reproduction of this do urnert-M any form.rs prohibted without wttten permission horn ProBuild-DrJ. �m�� LLC Job Truss Truss Type Qty Ply Philips Residence 19276376 ROOF J06 MONO TRUSS 1 1 Job Reference(optional) Pro Bold, Peeler,GA 7.430 s Oct 14 2013 MiTek Industries.Inc.Mon Feb 02 23:13:17 2015 Page 1 L ID:H5C4KjHUu8FJwmVy8KkidxzpRye-?Olm DGTGFy?ggUjOZJryiyOLnwc?UgS3VIgXIZzp1 IG I 2-0-0 2-0-0 0.25 F12 3x4 I I Scale=1:7.7 2 1.2 a/ 1-5 2-4 35 ))/\, 5 4 3 3x10 II 2x4 II I Plate Offsets(X,Y): 12:0-2-9,0-0-81 . LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.02 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.02 Vert(TL) -0.00 5 >999 240 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:7 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP M 30'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-4:2x4 SP No.3 REACTIONS (lb/size) 1=57/Mechanical,4=24/Mechanical,2=40/Mechanical Max Horz 1=-22(LC 10) Max Uplift 1=-44(LC 8),4=-10(LC 8),2=-35(LC 8) Max Gray 1=57(LC 1),4=43(LC 3),2=40(LC 1) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10.Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf:BCDL=6.Opsf;he30ft;Cat.II;Exp C;Enc1.,GCpi=0.18, MWFRS(envelope)gable end zone and C-C Exterior(2)zone:end vertical left exposed;porch left exposed;C-C for members and forces 8 MWFRS for reactions shown.Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. =6{Ili{1�� 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,4,2. ttts I��t 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. `,s' 0SEPH 0c.,,10, 9)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. r � `L•LOAD CASE(S) Standard ,a • ._ w w•• No 69484 • - *• i" :* 1.7......0 9 STATE OF 'itSSfUNAt `' February 3,2015 - 1 WARNING the Dr-Please ce Sheet(review t4)before u ens Acknowledgement t done a on the Standard Mere,for connector plats Products"form Verify O to parameters and s Design sign on this Truss Design y Engineer). (TDD) ®and the DrJ Reference Snell(rev 11.14)before use Unless otherwise stated on the TOO,only Mae,connector pates mall be used for Co TDD to be vald As a Truss Desgn Enginecr(i t.Specialty Engineer), the seal on any TDD represents an acceptance of the professonal engmeenng responsituMy for the design of the single Truss depcted on the TOO only,under TPI 1 The design assumptions,loading conditions, suaabAdy and use of Ms Truss for any Building is the responsibility of the Owner.the Owners authorized agent or the Building Desgner in the context of the IRC the IBC.the local building code and TPl 1 The Emliki approval of the TDD and any field use of the Truss,inducting handling.storage.installation and bracing.shall be the lesponsrbiley of the Building Desgner and Contractor All notes net out in the TOO and the practices and guidelines of Building Component Safety Information(SCSI)publahed by TPI and SBCA are referenced for general guidance TPI 1 defines the responsibilities and duties of the Truss Designer.Truss Design Engineer and Truss Manufacturer.unless othervnse defned by a Contract agreed neon in wrrtng by all parries involved The Truss Desgn Engineer is NOT the Building Designer or Truss System Engineer for any building All capitalized terns are as dewed in TPI 1 ENGINEER/NGttc Copyrght 02014 Proeroid.O,J Engineering,SIC,(CIO).Reproduction of this document In any tom is prohibited without written permission born Preeu46DrJ. w • Job Truss Truss Type Qty Ply Philips Residence 19276378 ROOF ROTA HIP 2 1 Job Reference(optional) ProBuld. Pooler,GA 7.430 s Oct 14 2013 Welt Industries.Inc.Mon Feb 02 23:1320 2015 Page 1 i ID:H5C4KjHUu8FJwmVy8KkidxzpRye-PbQusHW8XINPhxS?ERPfKaOgG8a?h4SVBjvBMuzp1ID -0M 5-2-1 I 11-6-7 1 16-8-0 07-7-Q 22-8-9 I 29-0-15 1 34-3-0 34 -8 0-3-8 5-2-1 6-4-5 5-1-10 11• 5-1-10 6-4-5 5-2-1 0-3-8 Scale"1:60.7 0.25 12 6x8= 6x8= 6x8 8x8 = 4x6 = 3x4 II 3 x 4 I I 4x6 = 1 2 19 3 4 5 6 7 8 20 9 10 _a ■\ ■�Y1y.. _■\. i 2 - ►— !_� Ve " °1^ors 11 o. [7 13 18 17 16 15 14 13 12 •11 4x6 = 5x6= 3x8 =3x4= 354= 4x6 = 3x4= 5x8= I 8-9-11 I 16-8-0 17-7-Q 25-5-5 I 34-3-0 I 8-9-11 7-10-6 0.11-0 7-10-6 8-9-11 Plate Offsets(X.Y): 14:0-4-0,0-4-81,17:0-4-0.0-4-81 LOADING(psi) SPACING 1-4-0 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.13 Vert(LL) 0.34 15 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.26 Vert(TL) -0.66 15 >614 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.50 Horz(TL) 0.09 11 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:221 lb FT=20% LUMBER BRACING TOP CHORD 2x6 SP DSS TOP CHORD Structural wood sheathing directly applied or 4-3-7 oc puriins, except BOT CHORD 2x6 SP DSS end verticals. • WEBS 2x4 SP No.3"Except" BOT CHORD Rigid ceiling directly applied or 7-4-3 oc bracing. 2-18,9-11:2x4 SP M 30 WEBS 1 Row at midpt 3-18,8-11 REACTIONS (lb/size) 18=853/0-5-8 (min.0-1-8),11=853/0-5-8 (min.0-1-8) Max Horz 18=-6(LC 9) Max Uplift 18=-325(LC 8),11=338(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=-3260/1075,45=-4022/1388,5-6=-4021/1392,6-7=-4022/1390,7-8=3260/1075 BOT CHORD 17-18=-900/2340,16-17=1348/3787,15-16=-1348/3787,14-15=-1383/4019, 13-14=-1348/3787,12-13=-1348/3787,11-12=-893/2340 WEBS 3-18=2294/891,3-17=-216/1011,4-17=-625/333.4-15=-165/429,7-14=166/429, 7-12=-625/333,8-12=-217/1011,8-11=-2294/890 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.0psf;h=30ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-3-8 to 3-1-10,Interior(1)3-1-10 to 34-6-8 zone;C-C for members and forces &MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. `t>I!i!!!/� 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. tttl ji,, 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will •t ()SE P)/0 11I fit between the bottom chord and any other members. ♦r J�.•'"' C 1i 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except lb 18=325, $b • G E NS . �� ( Y ) 9 P Pa 9 P 1 ( ) (it=lb) % �. tit 4`•;1fi ii 11=338. ; ..,�r. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. .4.,.-Si:I`; N O 69. ;4 LOAD CASE(S) Standard *•• :* — 7i 13'. : 1.9. S ATE 0 . :,��• February 3,2015 ■ I WPRNING-Please thoroughly review Me tcrstomefs Acknowledgemenl of Pro8ue0 Standard Terms for Manufactured Products'loon Verify design parametern and read odes on unit Tons Oesgn Drawing(TDD) - ®and the DrJ Reference Sheet(rev.11-14)before use.unless otherwise stated on the TOO,only MITek connector pates shall be used for the TOO to be vald.Asa Truss Desgn Engineer(IC,Specutry Erg,neer), the seal on any TDO represents an acceptance of the professional engneeleg responerbely for the design of the single Truss dDeepsctIgred1 on the TDD only,under TPI 1 The design assumpcns,loading cotde... sutabrity and use of the Truss for any Building a the responsibility of the Owner,the Owner's authorized agent or the Building Designer,In the Context of the IRC,the IBC,the local budding code and TPI 1 The El&approval of the TDO and any treld use of the Truss.inclumg handling.storage,instalation and bracing,shalt be the responsibeey of the Buidmg Designer xM Contractor.Al notes set out n the TDD and the ■ practices and guidelines of Buidi g Component Safety Inform ation(BCSI)published by TPI and SOCA are referenced for general guidance TPI 1 defines the respoend:44 es and duties of the Truss Designer,Teas te Design Engineer and Truss Manufacturer,unless othmwse defined by a Contract agreed upon In witting by at parties involved The Truss Design Engineer n NOT the Bodi g Designer or Truss System Engineer for any buiding AJI captaleed terms are as defined n TPI 1. ENG/NEER/NGuc Copyright O 2014 Proeuid-00 Engineering,LLC.(DIJ).Reproduction of the dodanere,in any form,a profnidled without wntlen permission from ProBurld-DrJ 1 Job Truss Truss Type Qty Ply Phillips Residence l ROOF ROIL HIP 2 1 19276380 Job fteferencesoptional) + ProBuiM, Portiere GA 7.430 s Oct 14 22013 MTek Industries,Inc.Mon Feb 02 23:1322 2015 Page I ID:H5C4KjHUu8FJwmVy8KkidxzpRye-L YtHzXP3Ud7xFcNMsR7P?68gxFN9tToe101OnzpllB 0)3j 8 7-1-12 I 14-0-0 I 20-3-0 I 27-1-4 I 34-3-0 34 0-3-8 7-1-12 6.10.4 13.3-0 8-10-4 7-1-12 0.3-8 Scale•1:59.5 0.25 12 54= 4x4 = 508= 6x8 = 4x4 = 5x8 = 1 2 17 3 4 5 8 18 78 N. iH: 8 .14 13 12 11 10 g 4x4 II 5x6= 5x8 _ 454 = 4x8= 556 = 5x8= 454 II I 7-1-12 I 14-0-0 I 20-3-0 I 27-1-4 I 34-3-0 I 7-1-12 6-10-4 6-3-0 6104 7-1-12 Plate Offsets(X,Y): [4:0-5-8.0-3-41.19:Edae.0.3-8J LOADING(psf) SPACING 1-4-0 CSI DEFL in (bc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.20 Vert(LL) 0.42 12-13 >981 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.26 Vert(TL) -0.80 12-13 >507 240 0 BCLL 0.0' Rep Stress Incr YES WB 0.91 (Matrix) Horz(TL) 0.06 9 n/a Na BCDL 10.0 Code FRC2010/TPI2007 Weight:221 lb FT=20% LUMBER BRACING TOP CHORD 2x6 SP DSS TOP CHORD Structural wood sheathing directly applied or 4-2-9 oc purlins, except BOT CHORD 2x6 SP DSS end verticals. • WEBS 2x4 SP No.3'Except' BOT CHORD Rigid ceiling directly applied or 7-3-4 oc bracing. 2-16,7-9:2x4 SP M 30,2-15,7-10:2x4 SP No.2 REACTIONS (lb/size) 16=853/0-5-8 (min.0-1-8),9=853/0-5-8 (min.0-1-8) Max Horz 16=-45(LC 10) Max Uplift 16=-344(LC 8),9=-358(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-16=799/352,2-17=-2946/1112,3-17=2943/1112,3-4=-4037/1440,4-5=4021/1427, 56=-4036/1439,6-18=-294411111,7-18=2946/1110,7-9=-801/365 BOT CHORD 15-16=-121/250,14-15=-1085/2962,13-14=1085/2962,12-13=1412/4040, 11-12=-1129/2950,10-11=1129/2950 WEBS 2-15=10521 2782,3-15=-513/298,3.13=496/1129,4-12=-287/286,6-12=-495/1128, 6-10=513/298,7-10=-1052/2782 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuft=l3Omph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.Opsf;h=30ft;Cat.II;Exp C:Enc.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-3-8 to 3-1-10,Interior(1)3-1-10 to 34-6-8 zone;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 tt1itttt 3)Provide adequate drainage to prevent water ponding. `tttt t� lllll 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .ii 0SE PH 0 4 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �� .+•• ••. . fit between the bottom chord and any other members. �,� P‘46•••;G N sF:-!'j,,: 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(t=lb)16=344, . -•• • 9=358. :Q: NO ••484 a'���.' 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. •• }; / • LOAD CASE(S) Standard :1'0,,� :�� : •• STATE ■ : tu:• *mil it'9rc` !Al. ,S+', Jl/tsittItIt February 3,2015 ■ AWARNING-Please thoroughly review Me-Customers Admowkdgement d Pro8ua0 Standard Terse for Manutadured Products-form Verdy design parameters and read rates on tttis Truss SOM i Drawing Cr)nd the D,J Reference Sheet(rev.11-14)before use Unless dnerwrse stated on the TDD.only M,Tek connector plates shall be used fit this OO to be vald.Asa Truss Oesgn Erguieer(i e, Ergneer). the seal on any TOD represents an acceptance of the professional engineering responsibility for the design of the single Torso depicted on the TOO only.under TPI 1 The design assumptions,loading conditions, I suitability and use of this Truss for any Building is the responno y of the Owner,the Owners authorized agent or the Budding Desire,.in the context of the IRC,the IBC,the local building code and TPI 1.The Et appcoval of the TOD and any field use of the Truss inckdrng handling,storage,installation and bracing.shall be the resporrsibsdy of the Budug Designer and Contractor Al notes set out in the TDD and the paceces and guidelines of Outdone Component Safety Inforrr,aton(BCSI)published by TPI and SBCA are referenced for general guidance TPI 1 defines the responsibilities and duties of the Truss Designer,Truss Design Engneer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by al parties involved The Teas Design Engineer is NOT the Building Designer or Truss System Engineer V for any budding all capltaloed terms are as deified in TPI 1. ENGINEERING LW copyright 02014 Pro&uild-DrJ Engineering.LLC.(O0J).Reproduction of this document,in any form,s pdnbrted without written permission front ProBud-DrJ Job Truss Truss Type Qty Ply Phillips Residence ROOF R03 HIP 2 1 19276382 Job Reference(optional) * ProBuit i. Pooler,GA 7.430 s Oct 14 2013 MiTek Industries,Inc.Mon Feb 02 23:1324 2015 Page 1 ID:H5C4KjHUu8FJwmVy8KkidxzpRye-INgPh2fb5tgAZmmTHTbUQBVHIyydoj46KtOV fzp119 -3131-8 5-4-2 1 11-4-0 1 17-1-8 I 22-11-0 1 28-10-14 1 34-3-0 34 -8 0-3-8 5.4.2 5-11-14 5-9-8 5-9-8 5-11-14 5-4-2 0-3-8 Scale•1:59.6 0.25 I 12 5x6 — 4x4 = 5x8 = 204 II 508= 404 = 5x6 = 1 2 19 3 4 5 6 7 20 8 9 _ 1"4 !Il' 0 dal 64 H^ 2Y4 p� . - 1S_s 511 !:_613 tl _l. F L ® • 4 eu i. ' 18 17 76 15 14 13 12 11 10 3x5 I I 5x6= 4.8 =4x4= 3 x 8= 404=4x6 _ 558= 3x8 I I 1 5-4.2 1 11-4-0 1 17-1-8 I 22-11-0 1 28-10-14 l 34-3-0 l 5-4-2 5-11-14 5-9-8 5-9-8 5-11-14 5-4-2 Plate Offsets(X,Y): f2:0-3-0,0-1-121,f4:0-5-8,0-3-41.16:0-5.8,0-3-4),18:D3-0,0-1-121F11:03-0,0-1-121,117:0-3.0,0-1-121 LOADING(psf) SPACING 1-4-0 CSI DEFL in (hoc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.13 Vert(LL) 0.45 14 >901 360 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.25 Vert(TL) -0.76 14 >539 240 BCLL 0.0 • Rep Stress Ina YES WB 0.86 Horz(TL) 0.07 10 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:222 lb FT=20% LUMBER BRACING TOP CHORD 2x6 SP DSS TOP CHORD Structural wood sheathing directly applied or 4-1-10 oc purlins, except BOT CHORD 2x6 SP DSS end verticals. • WEBS 2x4 SP No.3"Except' BOT CHORD Rigid ceiling directly applied or 6-7-12 oc bracing. 2-18,8-10:2x4 SP M 30 REACTIONS (lb/size) 18=853/0-5-8 (min.0-1-8),10=85310-5-8 (min.0-1-8) Max Horz 18=-50(LC 10) Max Uplift 18=-389(LC 8),10=-402(LC 9) Max Gray 18=853(LC 25),10=853(LC 26) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-18=-814/389,2-19=-2402/1070,3-19=-2400/1071,3-4=-3813/1688,4-5=-4256/1894, 5.6=-4256/1894,6-7=-3813/1689,7-20=2401/1071,8-20=-2403/1071,8-10=816/403 BOT CHORD 16-17=-1089/2419,15-16=-1089/2419,14-15=1685/3805,13-14=-167713798, 12-13=-1072/2404,11-12=1072/2404 WEBS 2-17=-1038/2339,3-17=-586/348,3-15=-642/1464,4-15=-283/205,4-14=-239/495, 6-14=-240/496,6-13=-284/205,7-13=-643/1464,7-11=-586/348,8-11=-1037/2339 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.0psf;h=30f1;Cat.II;Exp C;Enc.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-3-8 to 3-1-10,Interior(1)3-1-10 to 34-6-8 zone;end vertical left and right `"���+' exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 `t,ji>i I0-!, 3)Provide adequate drainage to prevent water ponding. ,1 SSEPjy d t,e 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �* -•... �.`°. �` !� 5)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,, ••�C+E -1J ;�j`�� fit between the bottom chord and any other members. �A►.11Q,' le °. �,e�i 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)18=389, Q;• N o •9484 •:i` ": 10=402. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. *• //; •, LOAD CASE(S) Standard ::'C: : = ` Si' STA E • : W: 1.•• : W� i • 1. "Ajjs�ONA' .0 February 3,2015 1 1 WARNING-Please thoroughly review the"Customers Acla osletmrerd of PruBWd Standard Terms for Manufactured Products'form Verily design parameters and read notes on this Truss Design Drawing(TOD) • Ai and the Oct Reference Sheet(rev.11.14)before use.Untess otherwise stated on the TOO,only MITek connedar pales shall be used for mn TOD to be vail,Asa Tuns Design Engineer p.e..Specialty Engineer). a pthe seal on any TOD represents an acceptance of the processional en8s�eraq rhporsrblty for the design of the eagle Truss depicted on the T00 only,under TPI 1.The design aseurrlpoors badag corda>ons, EA/=oaf use of tlrs Tres for arty Buidsq a the re•DbfKlb+b uX the Owner,hhee Owners 018110 daparul or bra 6utlng Designee n the tooted of the IRC,the IBC,the local bwing code andTPI 1 The oviol of the TDD and any hed u e 9f the Tr se.keludrg handing,storage,kstaestion and braci g.shat be the resparsiheey cite Buisn practices and guidelmes of Bulking component Safety nkxnwtlon(SCSI) WI 1 dee ner and enpon ibde All now eel out h the TOD end the published aged ion i SBCA are referenced parties for I guidance Design 1 Ennis the Nsp the Bulking and duties or Tone System Engineer Toss v Design Engineer and Truss Manufacturer.toms a s dens otherwise defined by a Contract agreed upon n writing by at panics rndved.The Truss Design Engineer s NOT the Buidag DwrgnN a Trues System Enginwr for any bulking All captal¢ed tams are as cleaned it TPI 1. Copyrigt 02014 ProBuid-OrJ Engineering,LLC,(DrJ)-Reproduction of this document.n any form,I prohibited without w.illen pern enwn from Protuulkl-DrJ. ENGINEERING LCC o. Job Truss Truss Type sty Ply Phillips Residence 19276384 ROOF R05 HIP 2 1 Job Referente(gptimal) ` Pro Bold, Pooler.GA 7.430 s Od 14 2013 MTek Industries,Inc.Mon Feb 02 23:1327 2015 Page 1 ID:H5C4KjHUu8FJwmVy8KkidxzpRye-iyLYKgbXu0FP1 OUL9P1163p1 zyyLgAoXo1526_zp116 -01318 41.11 I 8-8-0 I 12-9-5 I 17-1-8 I 21-5-10 I 25-7-0 I 30-1-5 I 34-3-0 34i9-8 0. 4-1-11 4-6-5 4-1-6 4-4-3 4-4-3 4-1-6 4-6-5 4-1-11 0-3-8 Scale•1:59.6 0.25 fil 2x4 II 3x6 = 6x8 = 3x4 = 8x8= 3x4 = 6x8= 3x8 = 2x4 II 1 2� 19 3 4 5 6 7 8 9 20 10 II .it,A 2 , 18 17 16 15 14 13 12 6x8= 6x8= 3x8= 4x6 = 64 = 4x8 = 6x8 = I 8-8-0 I 17-1-6 I 25-7-0 I 34-3-0 I 8-8-0 8-5-8 8-5-8 8-8-0 Plate Offsets(X,Y): (6:0-4-0,0-4-81 LOADING(psf) SPACING 1-4-0 CSI DEFL in (roc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.10 Vert(LL) 0.43 15 >954 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.27 Vert(TL) -0.72 15 >569 240 BCLL 0.0 • Rep Stress Ina* YES WB 0.71 Horz(TL) 0.09 12 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:220 lb FT=20% LUMBER BRACING TOP CHORD 2x6 SP DSS TOP CHORD Structural wood sheathing directly applied or 4-1-1 oc purtins, except BOT CHORD 2x6 SP DSS end verticals. • WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 6-4-0 oc bracing. 2-18,10-12:2x4 SP M 30 REACTIONS (lb/size) 18=853/0-5-8 (min.0-1-8),12=853/0-5-8 (min.0-1-8) Max Horz 18=-50(LC 10) Max Uplift 18=-389(LC 8),12=-402(LC 9) Max Gray 18=853(LC 25),12=853(LC 26) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=3372/1454,4-5=-3363/1446,5-6=4400/1929,6-7=-4400/1929,7-8=-3363/1446, 8-9=3372/1454 BOT CHORD 17-18=-929/1935,16-17=1849/4085,15-16=-1849/4085,14-15=-1843/4080, 13-14=-1843/4080,12-13=-910/1919 WEBS 3-18=-1941/939,3-17=-575/1537,5-17=-7681428,5.15=-106/361,7-15=-107/363, 7-13=767/427,9-13=-577/1539,9-12=19391936 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.0psf;h=30ft;Cat.II;Exp C;Enc.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-3-8 to 3-1-10,Interior(1)3-1-10 to 34-6-8 zone;end vertical left and right �t1<!�t�ttt exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 it t1 ._ 3)Provide adequate drainage to prevent water ponding. �1l SE PH o 1 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r~ `a.. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ' .�\G'' a5 ••�� �� fit between the bottom chord and any other members. ;• ti 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)18=369, It No 6*484 •• 12=402. •�. : # 7)"Semi rigid pdchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. .. LOAD CASE(S) Standard �'9• ' TA E OF 4•41-i *-sue t O 1`-'...•e...,/l• '+'' iNtnisill February 3,2015 4 1 WARNING-Please thoroughly review the'Customer's Acknowledgement of Profr ild Standard Terms for Manufactured Products-torn Verify design parameters and read notes on this Truss Design Drawing(TDD) and the DtJ Reference Sheet(rev 11-14)before use Unless otherwise stated on the TOO,only M,Tek connector platee shall be used for the TDD to be valid.As a Truss Design Engineer(re,Specialty Engineer). the seal on any TOO represents an acceptance of the protessionel engineerrg responsibility for the desan of the angle Trans depxted on the TOO only.under TPI 1 The design assumgons.loading cordndngns, suitability and use of em Truss for any Bulling is the responsibility of the Owner,the Owners authorized agent or the Building Designer,in the context of the 1RC.the IBC,the ocal building code and TPI 1 The NEwiti approval of the TDD and any field use of the Truss,including handing,storage.IretaUbon and bracing.shall be the reepoat5dly or the Bolding Designer and Contractor AS notes set out in the TDD and the practices and guidelines of Bolding Corgoned Safety Inlormaton(BCSI)published by TPI and SBCA are referenced for general guidance Tel 1 defines the responsutities and duties of the Teas Designer.Truss Design Engineer and Truss Manufacturer.unless otherwise defined by a Contract agreed upon in smiting by all patties xrvoNed.The Trues Design Engineer is NOT the Building Designer or Truss System Engneer • for any building NI capitalized terms are as defined in TPI 1. ENGINEERING/J.0 Copyright 0 2014 ProBuld-00 Engineering.LLC.(OrJ).Reproduction of this downers,in any loam,Is ponMkd without written permission from ProBuid-DrJ. i A Job Truss Truss Type Oty Ply Phillips Residence 19276386 ROOF R07 SPECIAL 1 2 Job Reference(optional) Pro NON.GA 7.430 s Oct 14 2013 MiTek Industries,Inc.Mon Feb 02 23:13:30 2015 Page 1 • ID:H5C4KjHUu8FJwmVy8KkidxzpRye-6WlgyidQBxe_uUDwgxa?khRVvA i1YzzUGKjjJzp113 "0(8 31.2 I 6.0.0 1 9-0-14 I 12-5-8 1 17-1-12 I 21-10-0 I 25-0-8 I 28.10.15 1 3430 348 03.8 31.2 2-10.14 3-0-14 3-4-10 4.8.4 4-8-4 3-2-8 3-10-8 5-4-1 0.38 Scale.1:60.7 0.25 12 2x1 II 3x4= 6x8 3x4 — 354 = 2x4 II 5x6 = 558 II = 354 = 558= 1 2 3 4 5 6 7 8 9 10 11 12 Q •7 n • w iii N n 20I�� 3�i�'�p.�1�•Mi 1. 41.�, i3 1 izt • 22 21 23 20 24 19 18 17 16 15 14 13 4x4= 3x10 = 406 = 3x4 = 358= 254 II 3x8= 5x6= 30 II 5x6 = I 6-0-0 I 12-5-8 I 17-1-12 1 21-10-0 1 25-0-8 1 28-10-15 1 34-30 I 6-0-0 6-5-8 4-8-4 4-8-4 3-2-8 3-10-8 5-4-1 Plate Offsets(X.Y): 18:0-6-0.0-2-121 LOADING(psi) SPACING 2-0-0 CSI DEFL in (roc) I/deft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) 0.48 18 >848 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.30 Vert(TL) -0.76 18 >538 240 BCLL 0.0 • Rep Stress Inc( NO VVB 0.69 Horz(TL) 0.07 13 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:449 lb FT=20% LUMBER BRACING TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-4 oc purlins, except BOT CHORD 2x6 SP DSS end verticals. • WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 9-3-11 oc bracing. 2-22,11-13:2x4 SP M 30 REACTIONS (lb/size) 22=1274/0-5-8 (min.0-1-8),13=1202/0-5-8 (min.0-1-8) Max Horz 22=71(LC 7) Max Uplift22=786(LC 4),13=-698(LC 5) Max Gray 22=1488(LC 2),13=1396(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 34=4590/2472,4-5=-4579/2464,5-6=-7605/4045,6-7=-7711/3955,7-8=7711/3955, 8-9=5548/2751,9-10=-5548/2750,10.11=3710/1812,11-13=-1276/687 BOT CHORD 21-22=1362/2530,21-23=3340/6177,20-23=-3340/6177,20-24=-3340/6177, 19-24=3340/6177,18-19=4071/7605,17-18=3540/7016,16-17=-3542/7004, 15-16=3542/7004,14-15=1840/3705 WEBS 3-22=-2727/1545,3-21=-1219/2300,5-21=-1861/1055,5-19=-807/1618,6-19=-360/142, 6-18=25/649,8-18=-574/886,8-15=1711/934,10-15=-1007/1987,10-14=965/590, 11-14=1769/3597 NOTES 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: `` {{{1111111/2. ,, Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. ti Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. ,. 051E PH o 1# ` Webs connected as follows:2x4-1 row at 0-9-0 oc. J !� 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply X44- Q• � ••�\G E N S�:'�'j.sir, connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. Q; No .•484 . 4)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.Opsf;h=30ft;Cat.II;Exp C;Enc.,GCpi=0.18; .x". • / MWFRS(envelope)gable end zone;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 .". '*• A/ •:'} 5)Provide adequate drainage to prevent water ponding. �"„ : .. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 'M, • ;cr 7)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will I.• • STATE ■ . W fit between the bottom chord and any other members. 0 ' :kJ:. 1 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at j inl s except lb 22=786, �I�•... Q.'• 13=698. ♦ .......c.• 9);Semrigidpitchbreaks including heels"Member end fixity model was used in concentrated and design 35 lb this truss. down and 67 up at 6-0-0 �lrls/iON At-F`y∎�, 10)Hanger(s)or other connection device(s)shall be provided sufficient to support ittil11L4;{{ on top chord,and 1 lb down and 41 lb up at 6-0-0,42 lb up at 8-0-12,42 lb up at 10-0-12,and 42 lb up at 11-4-12,and 351 lb down and 201 lb up at 12-5-8 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. February 3,2015 Continued on page 2 f1 I A 11 f`ACC Cl C.......A , WARNING-Please ttiaougtdy reviewtide-'Costomefs Aduro•ledgemenl ol Pronold Standard Terms br Manufaducd Products'loan.Verify design parameters and read notes on this Truss Design Draonng(TDD) ' and the OtJ Reference Sheet(rev.11-14)before rge.Unless onrernise stated on the TDD.only MnTek connector pates shall be used fo,this TDD to be valO.Asa Truss Design Engineer h.e,Speaalty Engineer), the seal on any TOO represents an acceptance of the professional engineering responsibility fa the design of the single Truss depded on the TOD only.under TPI 1.The design assumptions,loading conditions, sutabilty and one of the Truss for any Buidrg 6 the responssrlty of the Owner.the Owners authorized agent or the Building Designer.in the context of the IRC.the IBC.the local building code and TPI 1.The rEf approval of the TOO and any field use of die Trigs.includng handling,storage.rrwtallaton and bracing.shall be are r0000nhibddy of the Buldng Desgner and Contractor AN rotes set out n the TDD and the practices and guidelines of Buildng Component Safety Inforrnat.on(BCSII prbasned by TPI and SBCA are referenced for general guidance TPI 1 defines the respons1bilties and dunes of the Tess Designer,Trigs Desgn Engineer and Tess Manufacturer,unless othervnse defined by a Contract agreed upon in writing by al parties involved The Truss Desgn Engineer is NOT the Building Desgner or Truss System Engineer fa any building All capnaleed temrs are as defined in TPI 1 Copyright 02014 P,o8Wld.OrJ Engineering.LLC.(DrJ).Reprodudcon of tins document,in any form,a prohbdeb wlhout written permission from Prof:udd-DO ENGINEERING LLC i Job Truss Truss Type Qty Ply Philips Residence 19276387 I ROOF RO8 SPECIAL 1 1 Job Reference(ootional) Pro Buid, Footer,GA 7.430 5 Oct 14 2013 MTek Industries.Inc.Mon Feb 02 23:13:31 2015 Page 1 • ID:H5C4KjHUu8FJwmVy8KkidxzpRye-bjb392e2yFmrWdo6OF5EHv__iGZKxmyQ6jw3GFIzp112 5-6-13 ) 10-8-12 I 14-1-8 I 20-7-1 1 26-11-0 1 30-5-4 1 34-3-0 34141-8 0-S-8 56.13 5-1-15 3-4-12 6-5-9 6-4-0 3-6-4 3.9.12 0-3-8 Scale=1:60.6 0.25 12 5x6 = 3x4= 5x8 II 5x8= 2x4 II 5x8 = 2x4 II 3x8 = 1 2 19 3 4 5 6 7 8 20 9 10 • ,_ 61111.141.1F:- ,11.11M131.111111.EGWMINM11,11 .1 " 18 17 16 15 14 13 12 11 3x4 II 5x8= 8x8= 2x1 II 44 = 4 = 3x5 = 404 = • 1 5-6-13 1 10-8-12 1 14-1-8 1 20-7-1 I 28.11-0 1 343-0 1 55.13 5-1-15 3-4-12 6-5-9 6-4-0 7-4-0 Plate Offsets(X,Y): 12:0-3-0,0.1-121.15:0-5-4,0.2-121.17:0-5-4.0-2-121.(16:0.4-0.0-4-81.117:0-3-0.0-1-121 LOADING(psf) SPACING 1-4-0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.15 Vert(LL) 0.41 14-15 >982 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.30 Vert(TL) -0.77 14-15 >528 240 0 BCLL 0.0 • Rep Stress Ina YES WB 0.86 (Matrix) Horz(TL) 0.08 11 Na n/a - - - BCDL 10.0 Code FRC2010/TPI2007 Weight:222 lb FT=20% LUMBER BRACING TOP CHORD 2x6 SP DSS TOP CHORD Structural wood sheathing directly applied or 4-1-2 oc puffins, except BOT CHORD 2x6 SP DSS end verticals. WEBS 2x4 SP No.3'Except' BOT CHORD Rigid ceiling directly applied or 6-9-1 oc bracing. 2-18.9-11:2x4 SP M 30 REACTIONS (lb/size) 18=853/0-5.8 (min.0-1-8),11=853/0-5-8 (min.0-1-8) Max Horz 18=-46(LC 10) Max Uplift 18=-263(LC 8),11=-376(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-18=-806/333,2-19=-2432/857,3-19=2430/857,3-4=-3677/1285,4-5=3677/1286, 5.6=-4284/1694,6-7=4284/1694,7-8=3112/1231 BOT CHORD 16-17=-877/2449,15-16=1632/4366,14-15=1629/4373,13-14=-1223/3076, 12-13=-1223/3076,11-12=774/1780 WEBS 2-17=-826/2348,3-17=-578/282,3-16=542/1307,5-16=821/384,7-14=501/1263. 7-12=-462/257,8-12=-513/1451.8-11=1829/803 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuft=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.Opsf;h=30ft;Cat.II;Exp C;Enc.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-3-8 to 3-1-10,Interior(1)3-1-10 to 34-6-8 zone;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 �illiiii� 3)Provide adequate drainage to prevent water ponding. ,r t +''14 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. SO °SEPH o�+.y, 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ♦� ...... . ` •"i. fit between the bottom chord and any other members. �� Q.•'•\�E N aS'•' �J`�� 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b)18=263, ��--•. �••'• fi • 11=376. •i •C ND . •484 •'•-Y 11 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. • LOAD CASE(S) Standard "' • 7.'0; .:cr••. 5 TATS - .k I. .00.'. : 0 R t O P,CI\.�. .e,S9`0N Aj," ''‘ 71ES February 3,2015 1 • AWARNING-Please thnrougny review the"Customer's Acbwwledgemerd of P,nBrud Standard Terms for Manufactured Products"fpm Verify design parameters and read notes on the Truss Design Dranrg(TOO) and the DtJ Reference Sheet(rev 11.141 before use Unless otherwise staled on the TDD,only MiTek connector pates stall be used for the DO to be said.As a Tross Design Engineer(I e Specialty Engineer), the seal on any TOO represents an acceptance of the professional engineering responsibility for the design of the single Truss depcted on the TOD oNy,under TPI 1 The design assumptions,loading condrtare, sudabrlrty and use of the Truss for any Busing a the responsibdrty of the Owner,the Owners authorized agent Of the Building Designer,in the context of the IRC,the IBC,the local building code and TPI 1 The Emit.approval d the TOD and any field use of the Truss,ncludig handing,storage.instalation and Pacing,shall bs the resporrstdty of the Biding Designer and Contractor Al notes set ou n the TDD and the pradrees and guidelines of Bu ding Component Safety Information(SCSI)published by TPI and SBCA are referenced for general gudance TPI 1 defines the responsiblbes and dut es of the Truss Desgner,Truss Design Engineer and Truss Manufacturer,unless otherwise defined by a Conrad agreed upon in vmting by all parties involved The Truss Desgn Engineer is NOT the Busing Designer or Truss System Engneer • for any building All capty¢ed terms are as defined in TPI 1. ENGINEERING LLC Copyright O 2014 ProBud.OrJ Engineereg.LLC.(OrJ).Reproduction of this document,in any ism,is prohibited without written perrnssnn horn ProBulld-DrJ Job Truss Truss Type qty Ply Phillips Residence 10276388 ROOF R09 SPECIAL 1 3 Job Reference(optional) ProBuild, Footer.GA 7.430 s Oct 14 2013 MTek Industries.Inc.Mon Feb 02 23:13:32 2015 Page 2 • ID:H5C4KjHUu8FJwmVy8KkidxzpRye-3v9RNOfgjZui8nNIxycTp6Vut8zePVSKGyappnBzp111 NOTES 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)127 lb down and 111 lb up at 22-10-4,127 lb down and 111 lb up at 24-2-4 ,and 127 lb down and 111 lb up at 26-2-4,and 223 lb down and 202 lb up at 28-3-0 on top chord,and 1273 lb down and 555 lb up at 21-9-12,77 lb down at 22-10-4,77 lb down at 24-2-4,and 77 lb down at 26-2-4,and 308 lb down and 66 lb up at 28-2-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pH) Vert:1-2=-44,2-4=-44,4-11=44,11-12=-44,13-21=-20 Concentrated Loads(lb) Vert:9=118(B)17=-1095(B)15=267(B)16=-47(B)22=72(B)23=-72(B)24=-72(B)25=-47(B)26=-47(B) • 1 1 A WARNING-Please the ougisy review the"Customers Acknowledgment of ProB.dd Standard Terms for Manufactured Products"form.Verify design parameters and read notes on this Truss Design Drawing JOG) aki and the OrJ Reference Sheet(rev.11-14)before use.Unlees otherwise stated on the TOO.only MiTek connector plates shall be used for this TDD to be valid As a Truss Design Engineer(i.e..Specialty Engineer). the seal on any TOO represents an acceptance of the professional engineering revponsihifty for the design of the angle Truss depcted on the TOO orgy,under Tel 1 The design assumptions,loading cond•ons. suitability and use of the Truss for any Bulling is the responsibility of the Omer,the Owner's aothonzed agent or the Building Designer.in the wheat of the IRC.the IBC,the local building code Ladle)1.The approval of the TOO and any held use of the Truss,inducting handling,storage.installation and braarg,shat be the responsbiley of the Building Designer and Conbxtor.Al notes set out n the TDD and the practices and guidelines of Buildag Component Safety Information(SCSI)published by Tel and SBCA are referenced tar general guidance Tel t defines the responsibilities and dines of the Truss Designer.Truss Design Engineer and Truss Manufacturer.unless omemase defined by a Contract agreed upon in wilting by all parties involved The Truss Design Engineer rs NOT the&Mang Desgner or Truss System Engineer • la any building.Al capeat¢ed tans are as defined in Tel 1 Zeal Copyright 02014 ProBul-DrJ Engineering.LLC,1DrJt.Reproduction of this document,n any form,is prohibited waholS written permission horn ProBuid-DrJ ENGINEERING uC Job Truss Truss Type Qty Ply Phelps Residence 19278390 ROOF R11 SPECIAL 1 1 Job Reference(notional) a ProBuild, Pooler,GA 7.430 s Oct 14 2013 MiTek Industries,Inc.Mon Feb 02 23:13:34 2015 Page 1 I D:H5C4KjH Uu8FJwmVy8Kkidxz pRye-?I GBo4l1wEA8Q N5Xh3NfxuXbDvnJbzLPZPu Iws4zp 1 I? -0( 5-7-14 I 10-8-12 I 14-7-2 I 18-9-11 I 21-9-0 I 0-3 5-7-14 5-0-15 3-10-6 4-2-9 2-11-5 Scale•1:38.4 0.25 12 3x8 = 3x4 = 4x4 = 3x4= 4x12 = 2x4 II 1 2 13 3 4 5 6 7 144 ■• 0-7 II ^ a+ w l7 w .' N .1 31 1 0 8.9 -B N : as4a IIMI 11 10 9 12 8 2x4 II 3x8= 5x8= 3x4 = 3x4= I 5-7-14 I 10-8-12 I 18-9-11 I 21-9-0 i 5-7-14 5-0-15 8-0-15 2-11-5 Plate Offsets(X,Y): (2:0.3-8,0-1-81,110:0-4-0,0-3-01,111:0.3-8.0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) 0.15 10 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.38 9-10 >682 240 BCLL 0.0 * Rep Stress Inc: YES WB 0.72 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:108 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-6-15 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. - WEBS 2x4 SP No.3'Except' BOT CHORD Rigid ceiling directly applied or 8-0-10 oc bracing. 2-12,7-8:2x4 SP M 30 REACTIONS (lb/size) 12=818/0-5-8 (min.0-1-8),8=794/Mechanical Max Harz 12=-56(LC 10) Max Uplift 12=-306(LC 8),8=-303(LC 9) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-12=772/355,2-13=-2005/728,3-13=20021728,3-4=-2443/837,4-5=-2441/836, 5-6=-1214/401 BOT CHORD 10-11=427/2002,9-10=-828/2170,8-9=-405/1257 WEBS 2-11=692/1957,3-11=-474/264,3-10=-201/542,5-10=-98/427,5-9=1035/464, 6-9=80/529,6-8=-1444/452 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuft=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=6.0psf;h=30ft;Cat.II;Exp C;Enc.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-3-8 to 2-8-8,Interior(1)2-8-8 to 21-7-4 zone:end vertical left exposed.0-C for members and forces&MFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. �l till/Stop. ', 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. yt► t 5)*This truss has been designed for a live bad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �1 ♦ gE pH 's,, fit between the bottom chord and any other members. ,�1 3Q...... .�` �/., 6)Refer to girder(s)for truss to truss connections. �� ••..c,E N S a,>`!r 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)12=306, 'Q.• `' �••'• 8=303. : •Q: No 69484 •.- 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ::4 t; / ':t LOAD CASE(S) Standard "' • • .. „0• S -Cr :9 • TATE ► ' � - •19-t(`. - OR %QP ty``. February 3,2015 4 1 • aWARNING-Please thoroughly review the-Customers Acknowledgement of ProBuikl Standard Terms for Manufadwed Products"form Verity design parameters and read notes on the Truss Design Drawing(TDD) and the DrJ Reference Sheet(rev.11-14)before use Un less dner.ise stated on the TOO.only MiTek connector plates shall be used for this TOO to be valid.As Truss Design Engineer 0.e.,Speaady Engineer). the seal on any TOD represents an acceptance of the professional enpneerng responsibility fon the deign of the ogle Truss depicted on the TOD only.under TPI 1 The design assumptions.badeg conditions, suitability and use of this Truss for any Bulking is the responsdlfy of the Owner.the Owners authorized agent or the Building Ossrgner,in the context of the IRC,the IBC.the kcal building code and TP1 1 The approval of the TOO and any hem use of the Truss.including handang.storage,lrgtanabon and bradrig,snail be the responsible),of the Burning Designer and Contractor M notes set out in the TOO and the practices and guidelines of Budding Component Safety Information(SCSI)published by TPI and SBCA are referenced for general gudance TPI 1 defines the responsibilities and duties of the Tees Oespnner,Taos Desgn Engineer and Truss Manufacturer.unless otherwise defined by a Contract agreed upon in writing by as parties nvdved The Teas Design Engineer b NOT the Balding Designer or Teas System Ergneer C. tor any budding.All captalued terms are as defined in TPI 1 EmSt CopyrgM 02014 Proeu*d-OrJ Engineering,LLC,(DrJ(.Reproduction of the document,in any form,is prohibited without written permission from Protrial-D J. ENGINEERING LLC • Job Truss Truss Type Qty Ply Philips Residence ROOF R13 SPECIAL 2 1 19278392 Protuild. Peeler,GA Job Reference(optional) . 7.430 5 Oct 14 2013 MITek Industries,Inc.Mon Feb 02 23:13:382015 Page 1 ID:H5C4KjHUu8FJwmVy8KkidxzpRye-xgOyDliBmn07cPg3AohPyhZVa 17R14ssCn1 vzzpl Hz -L0-3�}318 5-7-14 I 10-8-12 I 14-7-2 I 18-0-0 I 21-9-0 I 5-7-14 5-0-15 3-10-6 3-4-14 3.9.0 Scale=1:37.8 0.25 1711 3x5= 3x4 = 4x4 = 354 = 2x4 II 4x4 = 1 2 14 3 1 5 6 15 7 2.133 2- 3-1! 3- 41 1 :ee ; y la o Ei 17 I .3x6 8 �, 4x4= 3 12 11 CR 2x4 II 3x1 = 558= 10 6x8= I 5-7-14 I 10-8-12 I 18-0-0 21-9-0 5-7-14 5-0-15 7.3-4 I 3-9-0 Plate Offsets(X,Y): (11:0-4-0,0-3.01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.18 Vert(LL) 0.08 11-12 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.30 Vert(TL) -0.20 10-11 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.52 Horz(TL) 0.02 10 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:106 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-11-9 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. ' WEBS 2x4 SP No.3'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-13,7-8:2x4 SP M 30 REACTIONS (lb/size) 13=650/0-5-8 (min.0-1-8),10=962/0-5-8 (min.0-1-8) Max Horz 13=-65(LC 10) Max Uplift 13=-272(LC 8),10=-475(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-13=-606/297,2-14=-1471/570,3-14=1469/570,3-4=-1464/471,4-5=1463/472, 5-6=-355/205 BOT CHORD 11-12=-555/1482,10-11=262/773,9-10=398/455,6-9=-344/334,8-9=485/660 WEBS 2-12=556/1422,3-12=-318/228,5-11=286/770,5.10=-1084/477,6-8=680/490 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.Opsf;h=3011;Cat.II;Exp C;Enc.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-3-8 to 2-8-8,Interior(1)2-8-8 to 21-7-4 zone;cantilever right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 11111<<� tt♦j� tit between the bottom chord and any other members. ��<< 0SE Ply O rrrrr 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)13=272, tip �` r°,.:. 10=475. , �C�e•'\GENS'• '�'>.r. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. .��.. �••'• LOAD CASE(S) Standard •. Q'; N o 694:4 •'. + *� •# 43 • S ATE • :w` 0' .10'*...4"‘C 0 R,p A..• • • ,`�i,'0NAL�.1.%% rrtittaas++ll'' February 3,2015 • AWARNING-Please thoroogNy review the"Customers Acknowledgement or Preead Standard Tenn.for Manufactured Products'form verify design parameters and read notes on the Truss Design Drawing(TOO) and the DO Referenoe Sheet(rev.11-14)before tee.Unless otherwise stated on the TOO.only MrTek connector plates shall be used for this TOD to be valid.Asa Truss Design Engineer(I e.,Specsaey Engineer). the seal on any TDD represents an acceptance of the professional engineering reeporabky for the ddesesiigpnn of the sngte Truss decided on the TDD only,under TPI 1.The desr n ausuinge rs.batlaq condators. sueabiqy and use of the Truss for any Building s the nsporsailey of the Owner,the Owners aueweedagert a the Budinppea,pner in the tartest of the IRC,the IBC,the Taal buklag cede add TR1 1.The =Emit approval of the TOO and any geld use of the Truss,including handing.storage,in alaoon and tracing.shall be the responsible),of the Building Designer and Contractor.Al notes set out In fire Too and the practices and gwanes of Buadeng Component Safety Information(SCSI)published by TPI and SBCA are referenced for general guidance Tel 1 defines the responsmrtw and doves of the Truss Designer.Than ` Design Engineer and Truss Manufaduer,unless oesrwlse defined by a Contract agreed upon in vwntg by al parties Involved The Truss Desw Engineer ie NOT the Bulldog Designer or Truss System Engineer for any building.MI capitalized terns are as dented on Tel 1. Copyright O 2014 ProBaq-00 Engneerng,LLC.(Do)Reprodudlon of this document starry fam,is prornbned w11herS mitten perm'snion from Pro9utd•OM ENGINEERING LLC Job Truss Truss Type Qty Ply Philips Residence 19276394 ROOF R15 SPECIAL 1 1 Job Reference(optional) ` ProBuid. Pooler,GA 7.430 s Oct 14 2013 MiTek Industries,Inc.Mon Feb 02 23:13:38 2015 Page 1 ID:H5C4KjHUu8FJwmVy8KkidxzpRye-u3WidRkRlPersiciSlDjt3NmtA0iNvC08KWG8_rzpl Hx -01 6-8-12 I 11$12 I 13-2.12 I 18.0.0 I 21-9-0 I 0--8 6-8-12 5-0-0 1-6-0 4-9-4 3-9-0 Scale•1:39.1 0.25 12 4x6= 4x12 = 404 = 404 = 4x8 = 2x4 II 1 2 15 3 4 5 6 16 7 1 " ei�� N �� 2� I- 4-......1. 1 :�� y d 4 se ill� �,3z6= 6 O w OM ir—ri CR 13 12 11 03"—"4 14 10 3x4 11 5x6= 3x4 = 3x10= 3x6 II I 6-8-12 I 11-8-12 I 13-2-12 I 18-0-0 I 21-9-0 I 6-8-12 5-0-0 1-6-0 4-9-4 3-9-0 Plate Offsets(X,Y): 113:0-3-0,0-3-01_ LOADING(psf) SPACING 2-0-0 CSI DEFL in (tic) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.23 Vert(LL) 0.10 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.17 13-14 >999 240 BCLL 0.0 • Rep Stress Incr YES WB 0.53 Horz(TL) 0.02 10 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:108 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-7-9 oc puffins, except BOT CHORD 2x4 SP M 30 end verticals. - WEBS 2x4 SP No.3'Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-14.7-8:2x4 SP M 30 REACTIONS (lb/size) 14=650/0-5-8 (min.0-1-8),10=962/0-5-8 (min.0-1-8) Max Horz 14=-70(LC 10) Max Uplift 14=-296(LC 8),10=520(LC 9) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-14=597/326,2-15=-1555/654,3-15=-1552/655,3-4=1396/617,4-5=-1096/475, 5-6=-1097/474 BOT CHORD 12-13=-632/1565,11-12=591/1397,10-11=183/322,9-10=920/671,6-9=-880/551, 8-9=-471/652 WEBS 2-13=594/1431,4-11=-462/222,6-11=554/1339,6-8=-671/473 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.Opsf;h=30ft;Cat.II;Exp C;Enc.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-3-8 to 2-8-8,Interior(1)2-8-8 to 21-7-4 zone;cantilever right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. t``l�i j'i, 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,LZfI wi�� 5)•This truss thasbeen designed and for a any live sine berspsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ` �� J0SE PH 0 °,,, ' 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except lb 14=296, r _• ' G E N S••:� �� 10=520. ( Y ) 9 P t3a 9 p 1 O PI(It= ) ♦�-�1 Vt fi ,•• ale 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. •: •C4. N O 6•d$4 •. - • • • LOAD CASE(S) Standard *: ;* 7.'0 t ;X• 1.9 • STATE 0 . •}l�U� w ♦ i'1 i• ale(C`••-k O R %%."•• c. '. %• February 3,2015 s r • ©WARNING-Please thcroughy review the"Customer's Atlmoeedgement of ProBurki Standard Terns for Manufactured Products'form Verify design parameters and read notes on this Ines Design Drawing 1T0D) and the DrJ Reference Sheet(rev.11.14)before use Unless otherwise stated on the TOO.cry MiTek connector plates stall be used for the TDD to be vale Asa Truss Design Engineer lie.Specialty Engneer), the seal on any TDD represents an acceptance of the professional enpneerag resppsrdMy for the design of the sngle Truss depded on the TOO oNy.under TPI 1 The design assumptions loading cerkitiora. suitabidy and use of this Truss for any Building a the responsibility of the Winer,the Owners authorized agent or the Budding Designer.in the context of the IRC.the IBC,the local baking code and TPI 1 The Emit approval of the TOO and any hell use of the Tus,ncludeg ha di g.storage.uetalaton and brati g.shal be the resporsibdoy d the Braking Designer and Contractor Al notes set out n the TOO ae the Nectroes and gukelkes of Bulking Component Safety Information(BCSI)published by TPI a d SBCA are referenced for ggeeneral guidance TPI 1 defines the responalbades are d Wes of the Truss Designer.Truss Design Engneer and Truss ManNaclorer,uNess othervese defined by a Contract agreed upon in wetng by a1 parties evolved The Tees Desgn Engineer a NOT the Bukng Designer o Truss System Engneer U for any br Ising All Capitalized terns are as defined in TPI 1 Copyright 02014 ProBuik-DJ Ergneerag,LLC.(Oh))Reproduction of tM document.Sr arty bans s proNbred wnhoul written permssbn front ProBudd.OrJ I:iIYNIG/N f� CCC • Job Truss Truss Type Qty Ply Phillips Residence 19278395 ROOF R16 SPECIAL 1 1 Job Reference(optional) ProBuild, Peeler.GA 7.430 s Oct 14 2013 MTek Industries.Inc.Mon Feb 02 23:13:39 2015 Page 2 • ID:H5C4KjHUu8FJwmVy8Kkid1¢pRye-MF44mk33imiTSPeswE6bbJOHoyQeclIZA?hWHzp1 Hw LOAD CASE(S) Standard Concentrated Loads(lb) Vert:3=-59(B)13=-683(B) AWARNING-Please thoroughly review the"Customers Acknowledgement of ProBu ld Standard Terms for Manufactured Products'form verify design parameters and read notes on the Truss Design Drawing(TOD) and the DO Reference Sheet(rev 11-14)before use Unless other use stated on the TM).only M,Tek connector pates shall be used for this TDO to be valid Asa Truss Design Engmeer(r e.Speaany Ergmeer), the seal on any TOD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD oey,under TPI 1.The desgn assumptions,loading conditions suitably and use of mss Truss for any Buidng a the responsibility of the Owner,the Owners authonzed agent or the Budd.ng Designer,in the context of the INC.the IBC,the local building code and TPI t The . approval of the TOO and arty field use of the Truss,includr g hardhng_storage,installation and bracing,shall be the responsibly of the Wilding Designer and Contractor All notes set out n the TDD and the practices and gubeimes of Budding Component Safety Inlornuhon(BCSI)published by TPI and SBCA are referenced fa general guidance TPI 1 defines the responsbdmes and duties of the Truss Designer,Truss Design Engineer and Truss Manufacturer.unless otherwise defined by a Contract agreed upon in writing by an parties involved The Truss Desgn Engneer is NOT the Buidng Designer or Truss System Engineer for any building All capitalized terms are as defined in TPI 7. E1Yli/IYEE:RIIYGLLC Copyright 02014 ProBud-DrJ Erg neenng,LLC.(DrJ)Reproducten of this document.in any form,a prohibited without v4iten permission from ProBui60rJ Job Truss Truss Type Qty Ply Phillips Residence 19278397 ROOF R18 SPECIAL 1 1 Job Reference(optional Pro Buid, Pooler,GA 7,430 s Oct 14 2013 MiTek Industries,Inc.Mon Feb 02 23:13:40 2015 Page 1 ID:H5C4KjHUu8FJwmVy8KkidxzpRye-ciSeS271hg0uZ50_rPemL8orELBNUN9sRnglF2kzp1 Hv 4-2-11 ( 8-1-4 I 12-10-8 I -- 16-7-8 I 4-2-11 3-10-9 4-9-4 3-9-0 Scale=128.7 0.25 12 3x4 = 404= 4x8 = 2x4 II 2x4 I I 11 2 3 4 12 5 1 • `" �j M •• Mr 4,g6=7'—'1111 ° ;I: ? -10 -10 2-9 9 : U I o z8 = 8 q ;n ...,u o L 4x4= 4 9 10 3x8= 8 304 = 3x6 11 I 8-1-4 I 12-10-8 I 16-7-8 I 8-1-4 4-9-4 3.9-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.09 9-10 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.33 Vert(TL) -0.23 9-10 >648 240 BCLL 0.0 • Rep Stress Inc( YES WB 0.34 Horz(TL) 0.01 8 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:80 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 1-10,5-6:2x4 SP M 30 10-0-0 oc bracing 9-10. REACTIONS (lb/size) 10=424/Mechanical,8=784/0-5-8 (min.0-1-8) Max Horz 10=19(LC 11) Max Upliftl0=-188(LC 8),8=-411(LC 9) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown, TOP CHORD 2-3=-684/218,3-4=-685/219 BOT CHORD 9-10=-337/686.8-9=-205/349,7-8=-759/638,4-7=-717/504,6-7=-475/705 WEBS 2-10=-673/382.4-9=-367/914.4-6=-726/478 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph,TCDL=4.2psf.BCDL=6.0psf;h=30ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)0-1-12 to 3-1-12.Interior(1)3-1-12 to 16-5-12 zone;cantilever right exposed; end vertical right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 1t111���tl, 7)Provide mechanical frconnecttion(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)10=188, �‘<<`Q E PH Q JfloI 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 'fir—LQ. . \,‘G S�•.�� fi • .rt LOAD CASE(S) Standard 4 Q/• • �;!' No 8 484 :'9*' STATE * : 1.C ,� ' '••,.......... �`% 41, 0_0. 4 s...s`' February 3,2015 - 1 WARNING-Please thoroughly review the"Customer's Acknowledgement of Prood w Standard Terms for Manufactured Products"form us m Verify design parameters and read notes on this Trs Design Drawing(TDD) A and the DrJ Reference Sheet(rev 11-14)before use Unless otherwase stated on the TDD,only Mack connector plates snail be used for this TDD to be valid Pd a Truss Design Engineer(s e.,Speaalty Engineer). the seal on any TDO represents an acceptance of the professional engineering responssbrkty for the design of the single Truss depcted on the TOD only,under TPI I The design assumptions.loading conditions. wrtad14y and use of Inn Truss for any Building s the responsibility of the Owner,the Owner's alrthorded agent or Me Bustling Designer,in the context of the'RC.the IBC the local budding code and TPI 1 The kk ZIAIS - approval of the TDD and any held use of the Truss ncludrg handing.storage,mstanatwn and braorg,shall be the resppne:arty of the Busking Dewier'and Contractor IN notes set out in the TDD and the prances and guidelines of Building Component Safety Information(8051)published by TPI and SBCA are referenced for general guidance TPI 1 defines the responsidld es and dotes of the Truss Designer.Truss Design Engineer and Truss Manufacturer unless othenvnse defined by a Contract agreed upon In writing by all parses involved The Truss Design Engneer s NOT the Building Designer or Truss System Engineer 'I • for any Willing All captained terms are as defined in TPI 1. ENGINEERINGuc Copyright 02014 PraBlak4DrJ Engineering,LLC,(DrJ)Reproduction of this doament in any form,is prohibited without written permsston from ProBulld-OrJ • Job Truss Truss Type Qty Ply Phillips Residence 19278399 ROOF R20 COMMON 4 1 Job Reference(optional) ProBald, Pooler,GA 7.430 s Oct 14 2013 MiTek Industries.Inc.Mon Feb 02 2313:42 2015 Page 1 • ID:H5C4KjHUu8FJwmVy8KkidxzpRye-mgIDTpnyMd8HKK80X3opDDxZ1?4Sr?OkF8EL7ezplHt 4-3-2 1 8-2-12 ( 12.9.4 I 16-9-0 1 0. 4-3-2 3-11-10 4-6-8 3-11-12 Scale=1:28.7 0.25 FiF 4x4= sxg = 4x4 = 24x4 = 12 3404 = 4 5 13 6 1 ' .. ■� w 1 a I— 2-10 OM - tuu III a kil PIA 1111■111 ► .4 10 9 ►►.►♦ 7 11 404 = 658= 84x4= 2x4 II 2x4 11 1 4-3-2 I 8-2.12 I 12-9-4 13.010 16-9-0 I 4-3-2 3-11-10 4.8.8 0-2-12 3-9-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (bc) 1/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.22 Vert(LL) 0.12 9-10 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.30 Vert(TL) -0.22 9-10 >697 240 BCLL 0.0 • Rep Stress Incr YES WB 0.62 Horz(TL) 0.01 8 n/a n/a ill BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:76 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-9-10 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. -. 2-11,6-7:2x4 SP M 30 REACTIONS (lb/size) 11=448/0-5-8 (min.0-1-8),8=793/0-5-8 (min.0-1-8) Max Horz 11=-28(LC 10) Max Uplift l 1=-196(LC 8),8=-416(LC 9) • FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-11=-3941205,2-12=1572/658,3-12=-1569/658,3-4=-1316/502.4-5=1317/503, 5-13=-760/408,6-13=-761/407 BOT CHORD 10-11=125/326,9-10=-642/1583,8-9=405/744 WEBS 2-10=-524/1282,3-9=-309/367,5-9=721/1665,5.8 0-608/365,6-8=-389/766 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuft=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.0psf;h=30ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-3-8 to 2-8-8,Interior(1)2-8-8 to 16-7-4 zone;cantilever right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will t'i 11 t+ fit between the bottom chord and any other members. ,t3%i a Lit'wit, 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except CA=1b)11=196, St `OSE Py O ,ji 8=416. i►� ? ` I 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. : • + C+E INS•++���., 9 P 9 Y Y 9 'r`•�Q �\ c- •• ,,,� LOAD CASE(S) Standard r Q`•• N D 6.4$4 ••'• ''or : p / +cc r.+ : .' . TAT OF • LI Q: ;k •s F February 3,2015 ■ AWARNING-Please thoroughly review the'Customer's Acknowledgement of ProBulld Standard Terms for Manufactured Products-form Verity design parameters and read notes on this Tess Drawing(T DO) and the DO Reference Sheet(rev 11-14)before use.Unless otherwise stated on the TOO,only MiTek connector plates shall be used for this TDO to be valid.Asa Truss Oesgn Engineer(i e.Spit Engineer). 1 the seal on any TDD represents an acceptance or the professional engineenng responsiblay for the design of the single Truss deputed on the TDD only.under TPI 1 The desgn assumptions,(oadirg conditions suitability and use of this Truss for any Buidng 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 building code and TPI 1 The Zit approval of the TDD and any held use of the Truss.including handling.storage,installation and bracing.shall be the responsibddy of the Building Desgnee and Contractor Al notes set out n the TDD and the practices and guidelines of Building Component Safety Information(SCSI)published by TPI and SBCA are referenced for general guidance TPI 1 defines the responsibdmes and duties of the Truss Designer.Teas Design Engineer and Truss Manufacturer.urdess otherwise defined by a Contract agreed upon in wring by all panes involved The Truss Design Engineer s NOT the Building Designer or Truss System Engineer un '• for any boding.Al eapaaleed terms are as defined in TPI 1. ENGINEERING LLC Copyright 02014 Pro&albOrJ Engeieenrg,LLC.(DrJ).Reproduction ciao document.in any form,ns prohibited without written permssion from Pro8u4d-OcJ. Job Truss Truss Type Qty Ply Phillips Residence 19276400 ROOF R21 HIP 1 Job Reference(optional) ProBuild, Poorer.GA 7.430 s Oct 14 2013 MTek Industries,Inc.Mon Feb 02 23:13:43 2015 Pegg 2 ID:H5C4KjHUu8FJwmVy8KkidxzpRye•E 1 Jbh9na7xG8yTjP5mJ2mRT14PPYaogtTozvf3zpl Hs LOAD CASE(S) Standard 1)Regular:Lumber Increase=1 25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-44,2-8=-44,9-14=-20 Concentrated Loads(lb) Vert:8=-259(F)12=-762(B)11=181(B)15=-179(B) • 1 • WARNING-Please thoroughly review the"Customer's Acknowledgement of Protuid Standard Terms for Manufactured Products"form.Verrfy design parameters and read notes on the Truss Design Drawing(TOD) Q and the DrJ Reference Sheet(rev 11-1d)before use Unless othervnse stated on the TOD,only MrTek connector plates shall be used for this TDD to be vald.Asa Truss Design Engineer(I e,speaalty Engineer). the seal on any TDD represents an acceptance of the professional engineering responsibtny for the design of the single Truss depcted on the TOD only.under TPI 1 The design assumptions.badmg condemns. sueab.ty and use of m6 Truss for any Budding or the responsibility of the Owner,the Owner's authorized agent or the Building Designer.in the context of the IRC.the IBC.the local building code and TPI 1 The EA&approval of the TDD and any held use of the Truss,including handling.storage,a stallation and braong,shall be the resporoiblay of the Buddng Designer and Contractor All notes set out n the TDD and the practices and gudelnes of Buldi g Component Safety Information(SCSI)published by TPI and SBCA are referenced for general guidance TPI 1 dehnes the responsibilities and duties of the Truss Designer.Truss Desgn Engineer and Truss Manufacturer,unless dttervnse defined try a Conrad agreed upon do writing by al parties involved The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any building All captaloed terms are as defined do TPI 1 Copyright 02014 ProBudd-OM.1 Engmteerng,LLC.(DrJ).Reprodu eon of(tali document in any form.rs profxbded without vrtitten pemxssdon from Proaudd-DrJ ENGINEERING LLC • Job Truss Truss Type Qty Ply Phillips Residence 19278402 ROOF R23 SPECIAL 1 1 Job Refereng(optional) Pro Build. Pooler:GA 7.430 s Oct 14 2013 MiTek Industries,Inc.Mon Feb 02 23:13:44 2015 Page I ID:H5C4KjHUu8FJwmVy8KkidxzpRye-iDtzuVoCuFO?adHceTgHleOubpkWJtW1 iSjSBVzp1 Hr I 4-0-5 I 7-6-12 1 12-6-4 16-6-8 I 21-8-12 22f 4-0-5 3-6-7 4-11-8 4-0-4 5-2-4 0-3)-r Scale a 1:38.3 0.25 IV 2x4 II 3x4 = 4x4 = 4x4 = 3x4 = 3x6 = 1 13 2 3 4 5 14 6 7 ;afl am es y ars 17 • ll -2 3.1 3• , I - 0 3-9 tl-8 -ru 10.12 K, a ®® 12 11 10 9 K 3x4 = 3x4= 5x8 = 3x8 = 2x4 II I 7.6.12 I 12-6-4 1 16-6-8 I 21-8-12 1 74.12 4-11-8 4-0-4 5-2-4 Plate Offsets 0-.Y): [6:0-3-8,0.1-81,19:0.3.8,0-1-81.110:0.4-0.0-3-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.30 Vert(LL) 0.15 10-11 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.39 Vert(TL) -0.29 10-11 >873 240 BCLL 0.0' Rep Stress Ina YES WB 0.68 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:108 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-6-13 oc purtins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3*Except BOT CHORD Rigid ceiling directly applied or 8-0-13 oc bracing. 6-8:2x4 SP M 30 REACTIONS (lb/size) 12=793/Mechanical,8=817/0-5-8 (min.0-1-8) • Max Horz 12=55(LC 11) Max Uplift 12=-319(LC 8),8=-307(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2345/811,3-4=-2394/856,4-5=2394/856,5-14=-1873/674,6-14=-1875/674, 6-8=-779/351 BOT CHORD 11-12=-606/1529,10-11=823/2391,9-10=-679/1878 WEBS 2-12=1581/676,2-11=-225/946,3-11=-294/193,5-10=-279/604,5-9=-490/268, 6-9=-644/1848 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vutt=l3Omph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=6.0psf;h=30ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 22-0-4 zone;end vertical right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. `� j�{f t�/f f j `, 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. S4 jj 5)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will �tS QSEPH j/� fit between the bottom chord and any other members. o' a »+••••• r� 6)Refer to girder(s)for truss to truss connections. ,$'Q�• tai N$�. n' 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)12=319, ♦i--�;• •;��- 8=307. : : • N• $94$4 . 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. .i, r *• c elk r. LOAD CASE(S) Standard S TATE OF a:41.1.• Ca . r-#` te''t•. A R% •.0 4`• �`ill �ONA� 1.s - February 3,2015 I A WARNING.Please ttonougtdy review ihe'Custaners Ackno ledgement of Pro6uld Standard Terms b,Manufactured shall tr.lorrn Verily design parametern and read rotes on the Trues Design Dravnrg(7001 a and the DrJ Reference Sheet l rev.11-14)before use Unless ehenwse stated on the TOO.ony MiTek connector plates shall be wed to this TOO to be vale Asa Trues Oesgn Engineer li e Speaalty Efgneer). the seal on any T00 represents an acceptance of the professional engineering responnrblrty for the design of the angle Truss depicted on the TOD only,under TPI I The design assumptions,loading conditions. - suitability and use of the Truss for any Bolding s the resporsbllty of the Owner,the Owners authored agent or the Butting Designer,in the context of the IRC,the IBC,the local building code and TPI I The , approval of the TOD and any field use of the Truss.muting handing.storage.installation and bfaong.that be the responsiblity of the Building Designer and Contractor.Al notes set out n me TOO and the practices and guldelines of Building Component Safety Information(BCSI)published by TPI and SBCA are referenced for general guidance TPI 1 defines the responsibiltres and dutes of the Truss Designer Truss Design Engineer and Truss Manufacturer,uNess othen.rse defined by a Contract agreed upon in inning by all panes involved.The Truss Design Engineer*NOT the Bolding Designer o Truss System Engineer v is for any building NI wpdaloed terms are as defined in TPI 1 ENGINEERING LLC Copyright 02014 ProBulld-DrJ Engineering,LLC.IDrJI Reproduction of the document.in any form,is probtRed without wraten permission from ProBuild-DO _. • Job Truss Truss Type Qty Ply Peeps Residence 19278404 ROOF R25 SPECIAL 1 1 Job ReferencV_(optional) s ProBuid. Pooler,GA 7.430 s Oct 14 2013 MiTek Indostrles,Inc.Mon Feb 02 23:13:48 2015 Page 1 ID:H5C4KjHUu8FJwmVy8KkidxzpRye-lb?jJAgSQsfjpxR musIN35GXcNRnjiKAmCZGNzp1Hp 3.6.12 I 8.4.3 I 126.4 I 16.7.13 I 21-8.12 221- 3-6-12 4-9-7 4.2.1 4-1-9 5-0-15 0.31 Seale-1:38.3 0.25 I 12 4x4 = 4x4= 354= 454 = 3x5 = 3x4 II 1 12 2 3 4 5 13 6 7 ■ re 1� - 210 0 3•• 9 0 9.11 8.9 V 11 10 9 11 _ _ 8 2x4 II 4x5 5x8 3x5= I 3-6-12 I 12-6-4 I 21-8-12 I 3-6-12 8-11-8 9-2-8 Plate Offsets(X,Y): (9:0.4-0,0-3-01 LOADING(psi) SPACING 2-0-0 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.14 Vert(LL) 0.16 9-10 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.55 Vert(TL) -0.42 8-9 >617 240 BCLL 0.0 ' Rep Stress Inc/ YES WB 0.96 Horz(TL) 0.06 8 n/a n/a BCDL 10.0 Code FRC201 O/TP12007 (Matrix) Weight:106 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-12 oc puriins, except BOT CHORD 2x4 SP M 30 end verticals. • WEBS 2x4 SP No.3'Except" BOT CHORD Rigid ceiling directly applied or 7-6-14 oc bracing. 1-11,6-8:2x4 SP M 30 REACTIONS (lb/size) 11=793/0-5-8 (min.0-1-8),8=817/0-5-8 (min.0-1-8) Max Horz 11=57(LC 11) • Max Uplift 11=-319(LC 8),8=-308(LC 9) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-11=-809/313,1-12=-1457/502,2-12=1457/502,2-3=-1482/522,3-4=2451/799, 45=2451/799 BOT CHORD 9-10=923/2412,8-9=-724/1801 WEBS 1-10=536/1595,2-10=-255/194,3-10=-966/440,3-9=119/292,5-9=-168/751, 5-8=-1771/722 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.Opsf;h=30ft;Cat.II;Exp C;Enc.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 22-0-4 zone;end vertical right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. tl>t l i li i 4)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. ,L0 it�, 5)-This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ♦,S, sE PH Q 4,,, fit between the bottom chord and any other members. �, 'T 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)11=319, `y��Q�•y\G E N SE.•.�� ., 8=308. • 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ....1. Q:•• N O 69•84 LOAD CASE(S) Standard . *• ••* r. =1)i • Job Truss Truss Type Oty Ply Philips Residence — ROOF R27 MONO TRUSS 1 1 19278406 Proauad. rooter Job Reference(optional) 7.430 s Oct 14 2013 MTek Industries.Inc.Mon Feb 02 23:13:47 2015 Page 1 ID:H5C4KjHUuBFJwmVyBKkidxzpRye-7o26W Wr4AAnaR50BKcO_wHeSTOIcZWOxTOPx6ogzpl Ho � 3.8 I 2-10-12 6- 0-3-8 2-10-12 a6-0-0 3.0-0 I 3142 I 2x4 I I Scale=1:14.4 1 2 3x4 = 3 4 1111141111111 111 1111111111■1111h111 ilk 111111111 ll MI ail • /4 72x4 II , a 6 5 3x4 = 3x4 = I 2-8-0 2r0-12?-11/ 6-0-0 I 2-8-0 3-1-4 LOADING(psf) SPACING 2-0-0 CSI DEFL in (tic) Vdefl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.07 Vert(LL) -0.01 5-6 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.50 Vert(TL) -0.02 5-6 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.06 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:37 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. • 2-7:2x4 SP M 30 REACTIONS (lb/size) 5=312/Mechanical,6=738/0-5-8 (min.0-1-8) Max Horz 6=-54(LC 6) • Max Uplift5=-178(LC 5),6=-483(LC 4) Max Gray 5=371(LC 22),6=858(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.Opsf;h=30f1;Cat.II;Exp C;Enc.,GCpi=0.18; MWFRS(envelope)gable end zone;cantilever left exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)5=178, 6=483. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11%;1 t illfl�4 9)4-3 Hanger(s) on other eThedesign/se)lection of provided o sufficient device(s)is thnr concentrated lily load(s) others.7b down and 339 lb up at ',�'01 aOSE P{ Q .tx, •E •. F„�. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ``,%�„N.1..•,‘Ci S =,_� i LOAD CASE(S) Standard ••1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Q� No 6•4$4 :� Uniform Loads(plf) ro *; ••* Vert:1-2=-44,2-4=-44,5-7=20 / Concentrated Loads(Ib) ro• (,Z Vert:8=-666(F) 1;13** S ATE OF ::U r •• February 3,2015 WARNING-Please ce thoroughly She (review 14)before us. ncwrot erwise site on thed OD,Standard Terms for connector later hat be used ram verity design t parameters and read notes on the Truss Specialty Ergaes). the seal on any TOO represents an acceptance of the professional engineer resporsibaity for the design of the single Truss deprded on the TOO only,under TPI 1.The design assumptions.loading cagitions, t' suitabliy and use of first Truss for any Buitlirg s the resporsbiay of 0,0 Owner.er,the Omer%authorized ages a the owoner,in the context of the IRC,the IBC.the local bidding code and TPI 1.The Effliki approve of the TOD and any field use of the Truss.mewing hrlade .storage,installation and tracing.than be the the d the 13 Idug Designs and Contractor,All notes set an so the TOO and the practices and guidelines of Building Component Safety nbrmation(SCSI)pubis ed by TPI and SBCA are referenced for general guidance Tel 1 defines the responsibilities and duties of the Truss Designer,Truss Dssgn Engines and Toss Manufacturer,uraess cihewise defined by a Contract agreed upon in wring by all parties nvoNed The Truss Design Engineer s NOT the Building Designer or Truss System Engineer for any building.All capitalized terms are as defined in TPI 1. Copyright 02014 ProBuld-OrJ Engineering.LLC.(DrJ).Reproduction of this docranert,n any tan,s prMUb ted without smitten permission horn ProBudd-OrJ a�N lac Job Truss Truss Type Qty Ply Phillips Residence 19276408 ROOF R29 SPECIAL 1 1 Job Reference(optional) ProBuild, Peeler,GA 7.430 s Ocf 14 2013 MTek Industries.Inc.Mon Feb 02 23:13:492015 Page 1 I0:H5C4KjHUu8FJwmVy8KkidxzpRye-3AgsxCsLin1HgOAZR1QS?ijm9g0Z BfmsjQDtizplHm I 2-0-0 6-0-0 I 9-0-0 I 13-0-0 I 15-8-3 I 18-8.8 11-n-,I0 2-0-0 4-0-0 3-0-0 4-0-0 2-8-3 3.0-5 0-3-8 Scale.1:33.5 0.25 12 2x4 II 4x4= 4x4 = 444 = 3x4 = 3x4 = 2x4 II 1 2 3 4 5 6 7 8 as ' ma w_, y 9 a t�lll ■ • in PI hi ,. D N 4 15 ■AM ,. 9 2x4 I I 448 - e' 9„ 1 11 loM.1 Ira 3• 12 t0 16 11 17 18 9� 3x8 1I 5x8 4x6= 3x8 = 8x8= I 2-0-0 1 6-0-0 I 13-0-0 I 184.8 I 2-0-0 4-0-0 7-0-0 5-8-8 Plate Offsets(X,Y): (14:0-2-4.0-2-0) LOADING(psf) SPACING 2-0-0 CSI DEFL in (bc) Udell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.25 Vert(LL) 0.16 10-12 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.59 Vert(TL) -0.18 10-12 >999 240 BCLL 0.0 - Rep Stress Ina NO WB 0.49 Horz(TL) 0.02 9 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:111 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-9 oc purlins, except BOT CHORD 2x4 SP M 30'Except' end verticals. • 11-13.9-11:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-8-0 oc bracing. WEBS 2x4 SP No.3'Except* . 1-15.7-9:2x4 SP M 30 REACTIONS (lb/size) 9=598/0-5-8 (min.0-1-8),13=712/0-5-8 (min.0-1-8) Max Horz 13=-3(LC 5) Max Uplift9=-596(LC 5),13=-693(LC 4) Max Gray 9=705(LC 2),13=839(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-4=1280/1289,4-5=-1684/1604,5-6=-1697/1612 BOT CHORD 13-14=-819/703,12-16=-1599/1668,11-16=1599/1668,11-17=1599/1668, 17-18=-1599/1668,10-18=1599/1668,9-10=-959/1032 WEBS 12-14=-1278/1298,3.14=1268/1199,4-12=-483/377,6-10=7621765,6-9=-1145/1078 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.0psf;h=30ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope)gable end zone;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. ,t `�� !i1 t t 11 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. %% in,I 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36 0 tall by 2-0-0 wide will ,,s1 0SE Py v fi10 fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)9=596, ,.-t.?a'�\t✓ N S'c,..,-lii 13=693. -� : •• 0 1 .•, 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �Q,;a X10 6 4$4 °'x. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)261 lb up at 6-0-0,77 lb down and 63 lb up at 8-0-12,77 lb down and 63 lb up at 9-6-0,and 77 lb down and 63 lb up at 10-11-4,and 275 lb up at 12-11-4 on bottom *: .•* ■ chord. The design/selection of such connection device(s)is the responsibility of others. • • 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). a'fl'� T T E O - •141. LOAD CASE(S) Standard O.. AN .$�• 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 ItT, •• R % 4.' A Uniform Loads(plf) Imo`Sl• ........ '`, 4 Concentrated Loads Ito 7-8=-44,14-15=-20,9-13=-20 <<h1s`ON A% `�,‘• Vert:12=67(F)10=14(F)16=-64(F)17=-64(F)18=-64(F) February 3,2015 ■ 1 AWARNING-Please tfero gnty review the-Customers AdmoNedgensaa of ProBuild Standard Terns for Manufactured Products-form Verify design parameters and read notes on this Truss Design Drawing(TOO) and the DO Reference Sheet(rev.11-14)before usee.Unleee otherwise engineering on the TOO.only MtTek connector plates shall be used tor the TDD to be valor.As a Truce Design Engineer(i e.,Speaaky Engineer). the seal on any TDD represents an acceptance of the proldsional erpe�ering responsibly for the design of the single Tess depicted on the TOO only,uMr TPI 1 The design assumpbns Iwdlf c nideio . A- surtabiy and used this Truss for any Bulking s the resporsibiily of the Owner,the Owners authoraeedd agent or the Bisldhp Designer n the context of tote IRC,the IBC,dfe focal tow rig code are PI 1.TM approval of the TDD and any held use of the Trues.including handarg.storage,installation and bracing.shall be the respon ibiity d the.Buldng Desigr er and Centredw.All notes sot out n the TOO and the practices and gurdeknes of Buiaeg Component Safety Information(BCSI(plaeashed by TPI and 58CA are referenced for general gudance TPI 1 defines the responsrbieies and duties of the Truss Designer.Tess .' Design Engineer and Truss Manufacturer.unless otherwise defined by a Contract agreed open m wntng by at banns ervohred.The Truss Design Engineers NOT the Balling Designer or Truss System Engineer for any biking All pprlalaed terms are as defined n TPI 1. rot ENGINEERINGuc Copynigm 02014 ProBulld-DrJ Engineering,LLC.(DrJ)Reproduction of this document,n any foam,is persisted wehaa carmen permsscn from Pro8ui60rJ a Job Truss Truss Type Qty Ply PhiNips Residence a' ROOF R31 MONO HIP 1 1 19278410 Job Reference(optional) ProBufd, Pooler,GA 7.430 s Oct 14 2013 MiTek Industries.Inc.Mon Feb 02 23:13:50 2015 Page 1 10:H5C4KjHUu8FJwmVy8KkidxzpRye-XNEE9YtzT5981Y1m?kxhyvGyZDrEjjpv4NAmp9zp1 HI 4-0-0 I 7-3-8 I 0.3� 4-0-0 3-3-8 0.25 12 Scale•1:17.6 4x10 = 2x4 II 1 2 3x4= 3 4 Y3 NM- I.'r r - �/ •: 6 8 354 = 7 5 2x4 I I 3x4= I 4-0-0 I 7-3-8 I 4-0-0 3-3-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.14 Vert(LL) -0.01 5-6 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.18 Vert(TL) -0.02 6-7 >999 240 BCLL 0.0 • Rep Stress Ina NO Wt3 0.18 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:42 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1 2-7:2x4 SP M 30 REACTIONS (lb/size) 7=341/0-5-8 (min.0-1-8),5=416/Mechanical Max Horz 7=-81(LC 6) Max Uplift7=-187(LC 4),5=-244(LC 5) Max Gray 7=397(LC 2),5=484(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-7=368/208,2-3=-417/197 BOT CHORD 6-8=-198/423,5-8=-198/423 WEBS 2-6=-223/474,3-5=-524/245 NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.Opsf;h=30ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope)gable end zone;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. %111181�' 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)7=187, \tit\ E ��4 5=244. ,\ QS H Q oe 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �� S ••• F �r 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)2 lb down and 43 lb up at 4-0-0 on 4.- Q.�. \� N a5 t•:�_j�`�r top chord,and 225 lb down and 122 lb up at 4-0-0,and 116 lb down and 73 lb up at 6-0-12 on bottom chord. The design/selection of 44 A.�' 4 `0 I. such connection device(s)is the responsibility of others. �: •N No 69'$4 .1/ t: 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). Z. # LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 F.."13 Uniform Loads(plf) 3 • STATE O 4(/w` Vert:1-2=-44,2-4=-44,5-7=-20 .:.0% '� Concentrated Loads(Ib) 1� ,. �• O !,c-14.-...•, ..:: Vert:3=1(F)6=-194(F)8=-98(F) ♦ i +;� 1. February 3,2015 1 ©WARNING-Please tfuarouglay review the-Cataner's AdaroMe, ernerd of Prcetdd Standard 7orms br Manufactuetl Pratluctn dorm.VeMy design parameters and read notes on this Tnxw Oesrgn Drawrg(TD0) and the OrJ Reference Snell(rev.11.14)bebre in atherwee elated on the TOO.only MTTek connector dates shall be wed for the TDD to be veld.As a Truss Design Engines(i a Speaany Ergneerl. the seal on any TOO represents an acceptance of the professional en neerng responarafty for the design of the single Truss deprded on the Tux)only.under TPI 1 The design assumption's.loading ccondoons, ias suitability and use of this Truss for any Bulosg is the responstaty of the Owner,the Owners aNMr¢edagen or the Budding Designer,in the context of the RC.the IBC,the local padding code and TPI 1 The Ekol approved of die TDO and any field use of the Truss,inciting hordi g.storage.estalatdn and btaarg,shad be the responsiibility of the Building Designer and Contractor.AN rotes set out n the TDO and the practices and guidelines of Busking Componerd Safiey Information(SCSI)published by TPI and SBCA are relerenced for general guidance TPI 1 defines the responseaem and dimes of the Trws Oesgner.Truss Design Engineer and Truss Manufacturer,unless otherwee defined by a Contract agreed upon n tong by aN parties nvolved.The Trws Design Engineer is NOT the Budirg Designer or Truss System Engneer for any building.AN capitalized terms are as defined in TPI 1 Copyright O 2014 ProBuid-DrJ Engineering.Ltd.(DrJ).Reproduction Maas document.m any form,s pahibited without written permsson from ProBuad-OrJ. ENGINEERING ac • Job Truss Truss Type Qty Ply Philips Residence Z ROOF R33 MONO TRUSS 7 1 19278412 Prot3uid. Pookr,GA Job Reference(optional) 7.430 s Oct 14 2013 MITek Industries,Inc.Mon Feb 02 23:13:51 2015 Page 1 ID:H5C4KjHUu8FJwmVy8KkidxzpRye-?ZocMuubEOH?viKyZSSw47p6EdAySC13J1vKxbzp1Hk 1-0-0-3-8 f 5-0.0 I 5-0-0 1 2 6 0.25 FIT 7 2x4 11 Scale=113.1 13.1 7,-- 3 3x4 I 13 _ (t 2-5 2-4 34 4 5 2x4 II 3x4 = I 5-0-0 5-0-0 - - LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) -0.02 4-5 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.15 Vert(TL) -0.06 4-5 >931 240 BCLL 0.0 • Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:26 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3*Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-5:2x4 SP M 30 1 REACTIONS (lb/size) 5=199/0-5-8 (min.0-1-8),4=173/Mechanical Max Horz 5=-58(LC 10) II Max Uplift 5=-92(LC 8),4=-76(LC 12) FORCES (Ib)-Max.Comp/Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph:TCDL=4.2psf;BCDL=6.0psf;h=30f1:Cat.II;Exp C:Encl.,GCpi=0.18: MWFRS(envelope)gable end zone and C-C Exterior(2)-0-3-8 to 2-8-8.Interior(1)2-8-8 to 4-10-4 zone,end vertical left exposed;C-C for members and forces&MWFRS for reactions shown:Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,4. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 'i_ t/111!l1/ LOAD CASE(S) Standard liIi,, �4. Q�xpS EPy,k j, : �: No +•484 .� y .. f: ,1! • ��•. STATE OF :�= February 3,2015 • • • rA WARNING-Please thoroughly review the"Customer's Acknowledgement of ProBuild Standard Terms for Manufactured Products'loin,Verify design parameters and read notes on tins Truss Design Draaweg(TOO) and the DO Reference Sheet(rev 11.141 before use Unless otherwise stated on the TOO.only MITck connector plates shalt be used for the TDD to be valid As a Truss Design Engineer II e,Speaatty Engineer), the seal on any TDD represents an acceptance of the professional engneenng respore b'rty nor the design of the single Truss depicted on the TOD only,under TPI 1 The design assumptions loading condtiore, WA surtablify and use of CO Truss for any Building 6 the respdnsibI2y of the Owner the Owner's authorized agent or the Building Designer.in the context of the IRC-the IBC,the local boiktng code and TPI 1 The Eft approval of the TOD and any field use of the Truss,mcludrtg handlium storage,installahcn and braong shall be the responstblify of the Building Designer and Contractor All notes set out in the TOD and the prachees and gudelines of Budding Component Safety Information(DCSI)publshed by TPI and SBCA are referenced for general gudance TPI 1 defines the repponslblihes and duties of the Truss Designer Truss Design Engineer and Truss Manufacturer,unless othervwse defined by a Contract agreed upon in writing by all parties Involved The Truss Design Engineer is NOT the Building Designer or Truss System Ergneer if for any building All capitalized terms ale as defined in TPI 1 Copyright 0 2014 ProBurld-OrJ Engineering,LLC.(Dr.).Repodd on of tlis docranenl,in airy form.is pcof Obled without mitten permssion from Pro8uad-ON. ENGINEERING CLC