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1155 OCEAN BLVD - ADDITION ENGINEERING ,S r\-19 , ss CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD `6 r ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 RESIDENTIAL ADDITION MUST CALL BY 4PM FOR NEXT DAY INSPECTION: 247-5814 JOB INFORMATION: Job ID: 15-RADD-1187 Job Type: RESIDENTIAL ADDITION Description: bonus room above garage Estimated Value: $50,000.00 Issue Date: 6/9/2015 Expiration Date: 12/6/2015 PROPERTY ADDRESS: Address: 1155 OCEAN BLVD RE Number: 170276-0000 PROPERTY OWNER: Name: ANDREWS, MARK LEE Address: 1155 OCEAN BLVD PERMIT INFORMATION: FEES: PLAN CHECK FEES $150.00 BUILDING PERMIT FEE $300.00 STATE DCA SURCHARGE $4.50 STATE DBPR SURCHARGE $4.50 Total Payments: $459.00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. --. JUN-03-98 12. SS FROM•CMHJ ADMN 1D 9043996849 PACE 1/1 1 r 1 W �ING EOWOARY SEVEY OF . AS .LOT 3. BLOCK 43A LANTIC BEACI-I, DUVAL COUNTY, FLORIDA RECORDED PLAT TOOK 6. PAGE 1 OF The CURRENT CORDS OF SAID DUVAL COUNTY. CERTIPLIED TQ MARK Ate i camPAss ewc X015 f�R � wlagflJW• • • OCEAN B O U L E V A R D • • �. li cwt II•s,tT, '!:�; S� , : -_ : i4: — 50W-- — — gtV - ;' 1 • ,v • P G • . L i 1 17: , _.. zt•Is ?.TS' \ % ~ o. • la • LOT '2 =__ , "' - Ls.t• i ft Fx , • • •'� i F Poor. S p) - - _ +� 41, ; - : . jar-..Ptte.- ,.-- :-•-••••••••• ; - i l'''P. D1 ,' _ -r '�- PORCHerS -t i' 4,i? •-i . fit, ; D g o. 3-STORY 1 2 o BLOCK 43 z .:: ,'.ii if 621w 35.t' v�S ' J 71yMiOp II lc.,r 1 . j * - LOT 8 I LOT 9 LOT I O 1 I 3 • norm Lame,ttmat t ma NMlQ, ttq=11100131a, 1Dt • K I Mart•M�7D yipti > !K t�i�w • yN�1f 3A�wr 1[,/?!0 i�Ab fib etc n.•••-..-_ _ �i-i�V lif 7r .iw� oo row.- w- ` DrJ Engineering, LLC (FKA:DrJ Consulting,LLC) 1113Mit TM ENGINEERING LLC 6300 Enterprise Lane Madison, Wisconsin 53719 RE: Floor- Andrews 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: 80991120 Lot/Block: Subdivision: Address: 1155 Ocean Blvd Model: Andrews Residence City: Atlantic Beach State: Florida 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 7.6 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 No. Seal# Truss Name Date 11 19757675 F01 5/6/015 12 1 19757676 1F02 1 5/6/015 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 building code and TPI 1.The approval of the TDD and any field use of the Truss,including handling,storage, ��t.00111114/1 tt` installation and bracing,shall be the responsibility of the Building Designer and Contractor.All notes set out in the t1 QSE H j rt TDD and the practices and guidelines of Building Component Safety Information(BCSI)published by TPI and +'`� `�4 N 5 t ' SBCA are referenced for general guidance.TPI I defines the responsibilities and duties of the Truss Designer, * ,P 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 ,r • X94 *--5/ ". any Building. •. The Truss Design Drawing(s)(TDD[s])referenced have been prepared based on the construction documents(also ti 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 ;°.'9` STATE OF :41./:".. ProBuild East(Pooler). r G1 ; ELI As A. These TDDs(also referred to at times as"Structural Delegated Engineering Documents")are specialty structural compone � ' ,7 R L ♦° designs and may be part of the project's deferred or phased submittals.As a Truss Design Engineer(i.e.,Specialty Engineer rr s r" ••••• .� `■ the seal here and on any TDD represents an acceptance T uss depicted on the TDD only.The Building Designer sresponsib responsible shall coordinate al and review the TDDs for single �tlr'r,stevi' � compatibility with their written engineering requirements.Please review all TDDs and all related notes. May 6,2015 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 I of 1 , 1 1 1 Job Truss Truss Type Qty Ply Andrews Residence FLOOR F01 Floor Supported Gable 2 1 19757875 Pro Build South East, Peeler,GA 31322 Job Reference(optional) 7.800 s Oct 3 2014 MTek Industries,Inc.Wed May 06 12:38:44 2015 Page 1 ID:OOIa4CIPRciRWg_OjraPSYh2JanZ-16op97gu6?7skY9wFTp7VGlrghhOWxZapgMlYc2JDNP Ole 0.1H8 Scale=1:35.5 3x6 FP= 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 18 lIt '1iTj1Jit-1R Y a 38 .�- +7 10I I1jJ4 15 r 1;`I,I / Y�9IY.-•6 � 36 35 34 33 32 31 3 0 29 28 27 26 25 24 23 22 21 20 19 3x4 = • 3x6 FP= 3x4 = I 20-11-0 20-11-0 I Plate Offsets(X,Y)— 118:0-1-8,Edgel,137:0-1-8,0-1-01.138:0-1-8.0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) (/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.04 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 19 n/a n/a BCDL 5.0 Code FRC2010/TPI2007 (Matrix) Weight:87 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 Structural wood sheathing directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 20-11-0. (Ib)- Max Gray All reactions 250 lb or less at joint(s)36,19,35,34,33,32,31,29,28,27,26,25,24,23,22, 21,20 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 %%V IM, .�''�J°SE PH d'ir di, .1. . E N. .f,) '', ` .- 115 • k TATS OF :4 17- � QRtQ �.7% May 6,2015 e aWARNING-Please thoroughly reviewthe-Customers Admowledgement d Ptneuld Standard Terms for Manufactured Praduds-farm.Verify deagn parameters and read notes on.tnis Truss Design Drawag(T'O) and the OrJ Reference Sheet(rev.11-14)before use.Unless otherwise stated on the TDD,only MrTek cannegar plates shall be used for this TDD to be valid.Aa a Truss Design Engineer lie.,Speaaly Engineer, the seal ona any TDD represeris an acceptance of the professional engineering responsibility br the design of the ikgle Truss deflated on the TDO ony under TPI 1.The deakm aseun*lose.loathe condtlors, approvily and use ofand Truss for any Buieing n the duping gliloy of the Owner,the Owner's bradlied ages or the Binning Deaifncr,In the context of the IRC,the IBC,the local set code and TPI 1.The approval of the TDD and any field use of the Truss,including handling,storage,Inntalatron and bradrg,shad be the responsibility of the 9uiktit g Designer and conbxtor.Au notes set out or the TOO and the i practices and guidelines of Buikring Component Safety Information(SCSI)published 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 writing by all patties invoNed The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any building.All capnareed terms areas defined in TPI 1. Copyright 02014 ProBuld-DO Engineering,LLC,(00).Reproduction of this document,in any form,is prohibited without written permission from ProBulld-DrJ. ENGINEERING LLC I i 'Job Truss Truss Type Qty Ply Andrews Residence (FLOOR F02 Floor 18 1 19757676 I ProBu9d South East, Pooler,GA 31322 Job Reference(Optional) 7.600 s Oct 3 2014 MRelt Industries,Inc.Wed May 06 12:38:45 2015 Page 1 ■ ID:001a4CIPReRWg OjraPSYhzJanZ-DIMBNTgW1 J9Mik6pBKM2TryS4yvFIck1U6r42zJDNO 0-1-8 I H I 13.0 1 WI 2-0-0 WI oKa Scale a 1:35.5 2x4 II 2x4 II 2x4 = 3x5= 2x4 II 2x4 II 3x6 FP= 3x5 = 2x4 = 1 2 3 4 1-0 5 6 7 8 99`70 11 ata 12 13 it " !, ;r__ s� _ :2 ii WAIIIIhl �1`l_�f/ ��-- I�j 6 N aat_aaa(_aa��ta �aaat.>•Ya�aaaaaa�Y�a��%aaat_aa�Yt_Y�a�aJ S( IMO 23 22 21 20 19 18 17 16 15 3x6 = 3x5 = 3x12 M72OHS FP = 3x5= 3x6 = 10-5-8 11-7-0 I 2-9-0 I 5-3-0 7-9-0 9-4-0 9..�B 11-5-8 13-2-0 15-8-0 18-2-0 2011-0 2-9-0 280 I 280 I 1-7-0 0.1A 1-0-0 i 1-0-0 0-'I-8 1-7-0 I 280 I 280 I 2-9-0 Plate Offsets(X,Y)— 16:0-1-8,Edge),17:0-1-8,0-0-01,113:0-1-8,Edgel,118:0-1-8,Edgel,(19:0-1-8,Edgel,125:0-1-8.0-1-01,126:0-1-8.0-1-01 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.31 Vert(LL) -0.30 18-19 >834 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.37 Vert(TL) -0.47 18-19 >532 360 MT2OHS 187/143 • BCLL 0.0 Rep Stress Inca YES WB 0.43 Horz(TL) 0.07 14 n/a n/a BCDL 5.0 Code FRC2010/TPI2007 (Matrix) Weight:105 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP DSS(tlat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP DSS(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 24=754/0-7-0 (min.0-1-8),14=754/0-7-0 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1642/0,3-4=2777/0,4-5=-3466/0,5-6=3718/0,6-7=-3721/0,7-8=-3718/0, 8-9=-3466/0,9-10=3466/0,10-11=2777/0,11-12=1642/0 BOT CHORD 23-24=0/951,22-23=0/2312,21-22=0/3223,20-21=0/3223,19-20=0/3695,18-19=0/3721, 17-18=0/3695,16-17=0/3223,15-16=0/2312,14-15=0/951 WEBS 6-19=-391/214,7-18=-391/214,2-24=-1191/0,2-23=0/901,3-23=872/0,3-22=0/606, 4-22=-580/0,4-20=0/347,5-20=386/0,5-19=-286/496,12-14=1191/0,12-15=0/901, . 11-15=-872/0,11-16=0/606,10-16=580/0,10-17=0/347,8-17=386/0,8-18=-286/496 NOTES- 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)"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 o•,��0SE pal 0 ,10 �.�,�.-',G E N SD-"1,x1, Na 69484 Y .. j #• ;.130• •' STATE c ' Lu : r May 6,2015 r V, WARNING-Please lhuroughy review are-Customer's#davowkdgement of Pro9uid Standard Terms for Manufactured Products-form.Veriffyy design parameters and read notes • on this Truss Desigqnn Dieing(TOO) and the DrJ Reference Sheet(rev.11.14)before usa.unless o0rerwise stated on the TOO,ony MiTek connector plates shall be used for this TDD to be rigid.Asa Truss Design Engineer(i.e,Spedany Engineer), the seal on any TOO represents an acceptance of the professional engineereg responsibility for the design of the single Truss depicted on the TOD only,under TPI 1 The design assumptions,loading conditions, suitability and use of ihs Tr ss for any Building is the responsibiiey of the Owner,the Owner's authorized Designer,or the Building Desner,in the context of the IRC,the IBC,the local bulldog code and TPI 1.The „Eliffil approval of the TOO and any field use of the Truss.Including handbag,storage,inetallalion and bracing,shill be the responsibilfy of the Building Designer and Contractor.N notes sit out in the TDO and the prad,es and gurkrinen of Building Component Safety Information(BCSI)Part. ed by TPI and SBCA are referenced for general guidance TPI 1 defines the responsibisbes and duties Of the Truss Designer,Truss Design Engineer and Truss Manufacturer,unless d in TPI se defined by a Contagreed upon in writing by an parties' ed.The Truss Design Engineer is NOT the Building Designer err Truss System Engineer for any building All capitalized terms are as defined in T 1. 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'c1"E _Qcm` °m->~cwam"a$ � �ca co 9oka naoo � vao° > >: 3aoacn« E$0am"y 8E`E15HC E EmrnVccn aS°mE - E Naig° m� N _ac v m>`• o.c oE$oo» U cos- _TEcccE. >°., :Z:5 €a,Wm ba=m D C�BDE1'mo m Lco o E3£EL�Wo„d E mE5-:rL • O 0- c mt0 wE9° a' 2ccedmotemmm°'° b=°oa'Eroo�w5 Nai ya>,$ ., �_S5ic $mcm am '> 'aa vma om'- md53, '2�o °Omc3SccB°4 LE8°V°gwo nTm2m..ENNyN2mLycmm�m 5 C m Wwm NE„0_-m°mmpm°TmOOgm m-,DEog -Q mmOm� mOmV Nmtymnm° m€OtcaOvm�=m ,..com6 2m S - e n, o-0L2 , m-sv J gs,,,g--mso mm °Eorno8 T.EL m p^amc 2Fm3. ' •-`€amo8 a„1g < m aoD=r.a'< g .vc°VL:)8a 5'g rn 8 -0a..a= - aEo.0t L ` - r.rNC moiZawm d$$roc nkoa m.c m UF..tcmmc3N �52'oEoNVmc31g:t 2g1315oO L°OoN gw;"ou- tEm7 m0,:2-_Nm r' DrJ Engineering, LLC (FKA:DrJ Consulting,LLC) TM ENGINEERINGuc 6300 Enterprise Lane Madison, Wisconsin 53719 RE: Andrews Residence- Andrews 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: 80991034 Lot/Block: Subdivision: Address: 1155 Ocean Blvd Model: Andrews Residence City: Atlantic Beach State: Florida 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 7.6 Wind Code: ASCE 7-10 Wind Speed: 130 mph Floor load: N/A psf Roof Load: 37.0 psf This package includes 8 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 No. Seal# Truss Name Date 1 19757646 A01 5/6/015 2 19757647 A02 5/6/015 3 19757648 A03 5/6/015 4 19757649 A04 5/6/015 5 19757650 CJ1 5/6/015 6 19757651 CJ3 5/6/015 7 19757652 EJ5 5/6/015 IrS�� 8 19757653 HJ5 5/6/015 The design assumptions,loading conditions,suitability and use of this Truss for any Building is the responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,the local building code and TN l.The approval of the TDD and any field use of the Truss,including handling,storage, t�:{Le tt t�flltr�ft installation and bracing,shall be the responsibility of the Building Designer and Contractor.All notes set out in the 4% QS • 0 X14 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 responsibilities and duties of the Truss Designer, +,�� •�� + N�' •,r��i Truss Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing 4,t6 r •;O by the parties involved.The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for „`►, 0 694q4 ;15 "' any Building. "". The Truss Design Drawing(s)(TDD[s])referenced have been prepared based on the construction documents(also CC referred to at times as"Structural Engineering Documents")provided by the Building Designer indicating the nature "0 and character of the work.The design criteria therein have been transferred to DrJ Engineering(DrJ)by + 3 • STATE OF •((/ProBuild East(Pooler). ` These TDDs(also referred to at times as"Structural Delegated Engineering Documents")are specialty structural compone 0•'fi O R 1' designs and may be part of the project's deferred or phased submittals.As a Truss Design Engineer(i.e.,Specialty Engineer,irew �••..... ••�.1, ", Truss depicted on the TDD only.The Building Designers of esponsible for nd shall coo coordinate and review the TDDs for single Jtjl�� j�,{y ��{� compatibility with their written engineering requirements.Please review all TDDs and all related notes. Truss Design Engineer's Name: R an Dexter, P.E. May 6,2015 y Ryan Dexter,P.E. My license renewal date for the state of Florida is February 28,2017. Florida Certificate of Authorization:No. 29766 1 of 1 i 'r Job Truss Truss Type Qty Ply Andrews Residence ANDREWS_RESIDENCE A01 HIP GIRDER 2 19757848 ProBUdd South East, Peeler,GA 31322 _Job Reference(Optional) 7.600 s Oct 3 2014 MiTek Industries,Inc.Wed May 06 12:36:46 2015 Page 1 ID:OOIa4CIPRgR-0-0 aPSYhzJanZ1 84gCOnEtulFcaQBEL0hSjNPe76Lis-00gTn2PSzJDPF 1 -2-0-0 I 2-7-12 1 b0-0 I 8-8-0 I 12-40 16-0-0 18-4-4 21.0.0 23-0-0 I 2-0-0 2-7-12 2-4-4 3-8-0 3-8-0 I 3-8-0 I 2-4-4 I 2-7-12 I 2-0-0 Scale a 1:42.3 3.50 fiF 4x8 = 4 19 5 20 22 6 23 7 �■[• i P.A1� 18 15 14 13 !`I �'�I�e� 1 1.1 17 8x8 II 24 25 26 27 28 8x8 11 12 "�'�14 2x4 II rfi 2 18 2x4 11 3.50 12 11 2x4 II I 2-7-12 I 2-5-12 I 3-6 -8 I 3-8-0 0 I 15-10-8 1 18-4-4 1 21-0-0 I 3-6-8 2-5-12 2-7-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) 0.18 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.41 14-15 >602 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.40 Horz(TL) 0.20 11 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:249 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP DSS TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 SP DSS end verticals. WEBS 2x4 SP No.3-Except' BOT CHORD Structural wood sheathing directly applied or 10-0.0 oc bracing. 2-18,9-11:2x4 SP DSS REACTIONS. (lb/size) 18=1173/0-5-8 (min.0-1-8),11=1173/0-5-8 (min.0-1-8) Max Horz 18=38(LC 4) Max Uplift 18=-350(LC 4),11=-350(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-18=-1088/348,2-3=-2342/526,34=-4432/1042,4-19=-4379/1033,5-19=4378/1033, 5-20=-5774/1381,20-21=5774/1381,21-22=5774/1381,6-22=-5774/1381, 6-23=-4388/980,7-23=-4388/980,7-8=4442/990,8-9=-2341/498,9-11=1087/337 BOT CHORD 16-17=510/2307,16-24=1385/5889,15-24=1385/5889,15-25=-1385/5889, 25-26=-1385/5889,26-27=1385/5889,14-27=1385/5889,14-28=1332/5774, 13-28=-1332/5774,12-13=456/2306 WEBS 2-17=480/2122,3-17=-835/229,3-16=-481/2043,4-16=-147/1001,5-16=1629/459, 6-13=1505/424,7-13=145/996,8-13=470/2054,8-12=-838/220,9-12=-455/2120 NOTES- 1)2-ply truss to be connected together with 10d(0.120"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. it%%l tS t i e 10/j jt 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 ♦� SE PN nn °I connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. �� Q ....... ttt 3)Unbalanced roof live loads have been considered for this design. `' ..•'G E N d....-r,,,-t. 4)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.0psf;h=20ft;Cat.II;Exp B;Encl.,GCpi=0.18; At'-�...' •‘' ' '.,fi - MWFRS(envelope)gable end zone;Lumber DOL=1.60 plate grip DOL=1.60 Q: No :•4$4 5)Provide adequate drainage to prevent water ponding. . 6)All plates are 4x4 MT20 unless otherwise indicated, 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. / ' •. r 8)•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 ^„'O: - :40:11!,:: fit between the bottom chord and any other members. T.11.70/3t,;: S t A�F 9)Bearing at joint(s)18,11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. • fiL 4 , ' 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 350 lb uplift at joint 18 and 350 lb uplift at •R,�'•`�`4•• joint 11. R �• .....• r 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. tFtts� At-`y ��*� Continued on page 2 May 6,2015 6 WARNING-Please fhereoghly review the'Customers AdmoMC<lgement d Proeoid Standard Terms for Manufactured Products-fpm.Verily des'n 1 a and the DrJ Reference sheet(rev.11-14)before use.Uniess:heg e'stated on the TOO,only MiTek connector dates shall be used for m's TDD to b evalet Az a Truss E gineer e,Spippn Dra.vg(TDD) . the seal on any TOO represents an acce acceptance of the professional engineering esponsibility for the des/ of the single Truss depicted on the TOO only, 0 M Spedattc Engineer), e r pt spo rht responsibility ga the o,under C,t e The the ilo assumptions,c code PI t The appr viry and use TOO the Truss for any Building is,i rsspog hands of the Owner.,the O.nean bracing, hall b the the sponiig Designer,n the contest of the and Co tra IBC,All loos building ool code OO t.The approval of the T00 and any field use of the Truss,Including herding,storage,installation and Dradng,shad be t respon5ib4ily of the Budding Designer ant Contractor.M notes set out M the TDO and the , practices and guidelines of Building Component Safety Information(BCSfl psbfished by TPI and SOCA are referenced for general guidance.TPI 1 defines the responsibil;ies and duties of the Truss Designer,Truss Des n Engineer building. and d Truss Manufacturer,el f ure nles of a TPse defined by a Centred agreed upon in writing by all panes i volved.The Truss Design Engineer is NOT the Buiding Designer or Truss System Engineer Copyright 02014 ProBuid-DrJ Engineering,LLC,(Dr.).Reproduction olthis document,n any town,is prohibited.thou written permission from ProBeed.DrJ, r. ENGINEERING ac Job Truss Truss Type Qty Ply Andrews Residence ANDREWS_RESIDENCE A01 HIP GIRDER 2 19757646 Proeulld South East, Pooler,GA 31322 2 Job Reference(optional) 7.600 s Oct 3 2014 MiTek Industries,Inc.Wed May 06 12:36:46 2015 Page 2 NOTES- ID:OOIa4CIPRgRWg_OjraPSYhzJanZ•CPgCOnEtulFcaQBELhhSjNPe76LisTXDgTn2PSzJOPF 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)52 lb down and 73 lb up at 5-0-0,52 lb down and 73 lb up at 7-0-12,52 lb down and 73 lb up at 9-0-12,52 lb down and 73 lb up at 10-6-0,52 lb down and 73 lb up at 11-11-4,and 52 lb down and 73 lb up at 13-11-4,and 52 lb down and 73 lb up at 16-0-0 on top chord,and 98 lb down at 5-1-8,47 lb down at 7-0-12,47 lb down at 9-0.12,47 lb down at 10.6-0,47 lb down at 11-11-4,and 47 lb down at 13-11-4,and 98 lb down at 15-10-8 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-2=-54,2-4=-54,4-7=54,7-9=54,9-10=-54,16-18=20,13-16=-20,11-13=20 Concentrated Loads(lb) Vert:4=52(B)7=-52(B)13=-46(B)16=46(B)19=-52(B)20=52(B)21n.52(B)22=-52(B)23=52(B)24=-26(B)25=-26(B)26=-26(B)27=-26(B)28=-26(B) `lit{{111111/�tir,, ��. JOSE PH Q,,,�� .% Qom.-�G E N g n,'4',,'•.. :Q'" No 69484 •'.� 4 • r • . • * i ,..�•• .. 0R44A- � .NI.. �f°q /ON ..„-s.0"*. • May 6,2015 WARNING-Please thorn ■ AA ugNy review the before nees AcknoiMedgement of on the Standard Terms for Manufactured Products"fan.Vera,/design parameters and read notes on this inns Design Drawing(TOD) and the DrJ Reference Sheet(rev.11.14)bekxe use.Unless otherwsse stated on the TDD,only MiTek connector pates shall be used he this TDD to be valid Asa Truss Design Engineer p.e.,Specially the seal on any TOD represents an acceptance of the professional a neer' res ding c nylon, salability and use of this Truss for any Buikrmg le the responsIDJdy of the Owlet.the�0«nlc s authorized g agent as thelBuildingdD depicted in the context or the IRCPthe IBC.the local uildng code and TPI 1.The approval of the TOD and any hell use of the Truss,including handling.storage,installation and bracing,shall be the respon sibarry 01 the Building Designer and Contractor.All notes set an in the TOO and the Et Design and guidelines of Building Component Safety Information(BCSI)published by TP1 and SBCA are referenced for general guidance.TPI 1 defines the responsbssces and duties of the Truss Designer Truss•• g Engineer and Truss Manufacturer,unless otherwise leaned by a Contract agreed upon in wring by as parties involved The Truss Design Engineer n NOT the Building Designer or Truss System Engineer foe any bulldog.All capitalized terms are as defined in TPI 1. Copyrghf 02014 Preeu,fd.OrJ Engineering.LAC.(DOJI.Reproduction of this document.in any form,is prohibited without written ENGINEERINGLLC permission from ProBuilCDrJ. :...�w,......_..,_.�.�:..._.. .._... • Job Truss Truss Type Qty Ply Andrews Residence ANDREWS_RESIDENCE A02 Hip 2 1 19757847 Pro BUYO South East, Pooler,GA 31322 Job Reference(optional) 7.600 s Oct 3 2014 MiTek Industries,Inc.Wed May 06 12:36:48 2015 Page 1 ID:OOIa44-0.0 Wg Ojra 16-2-13 anZ-8no0.5-11 MWJpjIdS6kwpoV?nw1rK 23-0-0 9TKzJDPD I 2.0.0 1 2$5 I 4.9-3 1 7-0-0 1 9-4-0 I 11-8-0 I 14-0-0 1 162-13 1 18 511 I 21-0-0 I 23 40 I 2-0-0 2-6-5 2-2-13 2-2-13 2-4-0 2-4-0 2-4-0 2-2-13 2-2-13 2-6-5 2-0-0 Scale=1:42.3 4x4= 3.50 12 5 3x4 = 3x4= 4x4 = 3x4 6 22 `23 7 a _ 33 21 4� '111 yam a"�' �9x4 24 3x8 at 2x4 II 20 •• •• �- 10 2x4 I I 2 17 ��", 15 � 1l�r_ 25 11 Jy 18 8x8 II 3x4= 8x8 1I 14 ��k 12 7 3x4 % 3x4 v 'a 19 3.50 12 13 4x4 4x4 I 3-8-8 I 7-1-8 1 10-6-0 I 13-10-8 1 17-3-8 I 21-0-0 3-8-8 3-5-0 3-4-8 3-4-8 8- .8 3-5-0 3-8-8 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) -0.22 16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.29 Vert(TL) -0.52 16 >478 240 BCLL 0.0 • Rep Stress Ina- YES WB 0.34 Horz(TL) 0.32 13 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:126 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP DSS TOP CHORD Structural wood sheathing directly applied or 3-5-6 oc purlins, except BOT CHORD 2x6 SP DSS end verticals. WEBS 2x4 SP No.3'Except• BOT CHORD Structural wood sheathing directly applied or 9-11-12 oc bracing. 2-19,11-13:2x4 SP DSS REACTIONS. (lb/size) 19=882/0-5-8 (min.0-1-8),13=882/0-5-8 (min.0-1-8) Max Horz 19=46(LC 8) Max Uplift 19=-267(LC 8),13=-267(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-19=-271/196,3-21=-2191/425,4-21=2182/430,4-5=-3592/736,5-6=-3554/735, 6-22=-3875/751,22-23=3875/751,7-23=3875/751,7-8=-3563/717,8-9=3602/716, 9-24=2191/443,10.24=2200/438,11-13=-271/196 BOT CHORD 18-19=-267/1319,17-18=573/2748,16-17=-740/3844,15-16=-706/3847, 14-15=-557/2761,13-14=267/1333 WEBS 3-19=1496/318,3-18=-140/873,4-18=-857/243,4-17=-131/809,5.17=147/902, 6-17=-447/147,7-15=-447/145,8-15=142/904,9-15=-147/809,9-14=857/236, 10-14=127/873,10-13=-1501/324 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=20ft;Cat.II;Exp B;Enc.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)-2-0-0 to 1-0-0,Interior(1)1-0-0 to 7-0-0,Exterior(2)7-0-0 to 18-2-15,Interior(1) 18-2-15 to 23-0-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 t�13p`N�1��' jr4 3)Provide adequate drainage to prevent water ponding. t 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `t►�� SO P} �rt"tee 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 N S•s' �� fit between the bottom chord and any other members. `4~•-Q:: V '�� i!•6)Bearing at joint(s)19,13 considers parallel to grain value using ANSI/TPI 1 angle to rain formula. Building should verify 'b grain 9 Y •. i NO 6 484 '.-P capacity of bearing surface. „• 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 267 lb uplift at joint 19 and 267 lb uplift at '." ' ' .-1f joint 13. �• 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ..E.......0: .i : LOAD CASE(S) Standard �-P'C : . STATE OF ...(% ititimail". May 6,2015 4 AWARNING-Please thorougNy review the"customers AcknooSedgement of ProBuld Standard Terms for Manufactured Products"form.Verify design parameters and read notes on This Truss Design D TDD ■ and the DOJ Reference Sheet(rev.11.14)before use.Unless otherwise stated on the TDD,on MITek connector t � Engineer). 1 ) h plates stroll be used for the TO to be,uld.As a Truss densg assume wrrn Specialty actng c En elons., the seal on and any use of this represerds for acceptance is the oll er th eOwn r,the rnslbler'for the design of the single e B ildn depicted,i the TOO only,under TPt 1.The the fo asbuildi g codea and condelhe approval and uTe or this Truss nor see of the T is,i response.cilny n1,storage,owe,i,the owMan atracing, agent the the Beeping ily of the sold g Designer or the inc.tra IBC,the toes busing code and and the eoe , approval of the Too and any field use of the TAME,inducing handling,abrage,iretallation and tracing,ahal be fie rafxxsibilly rte Building Dnxigrer and Contractor.As notes set our in the 7DD 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 Design Engineer and Truss Manufacturer,uNess otherwise defined by a Contract agreed upon in veiling by all panes invoked.The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any herding.All apitaloed terms are as defined in TPI 1. Copyright 0 2014 ProBuiid-DrJ Engineering.LLC,(DrJ).Reproduction of the document,in any form,is prohidted wehout written permission from PrOBuad-OrJ. ENGINEERING ac Job Truss Truss Type Qty Ply Andrews Residence ANDREWS_RESIDENCE A03 19757848 Hip 2 1 Pro Bold South East, Pooler,GA 31322 Job Reference{gDtional) 7.600 5 Oct 3 2014 MTek Industries,Inc.Wed May 06 12:36:49 2015 Pape 1 ID:OOIa4C10-13 g_OjraPSYhzJa11Z-d_ML1pHIBgeARtspOriF9L?196KN3-0.0 R?iOnzJDPC -2-0-0 3•2-5 I 6-1-3 I 9-0-0 I 12-0-0 I 14-10-13 I 17-9-11 ( 21-0-0 I 23-0.0 2-0-0 3-2-5 2-10-13 2-10-13 3-0-0 2-10-13 2-10-13 3-2-5 2-0-0 1 Scale s 1:42.3 4x8 = 4x6 = 3.50 12 5 6 4x4 •: �.� �0 VI 4x4 q gist ash 7 4x4 20 �� e�ee ,1,1; 1 „� •:: 21 4x4 1—...- ) _ 3 Y� �P B dcc111 si 15 14 y�_' '1 j�1."-- r16 8x8 II 8x8 II ` �.�!��. 225x69 ��/ 13 �i_ a; � 4x4 G 4x4 `�_! 10 N 17 12 `_ 1.-::.? 5x6 G 5x8 3.50 12 j 18 11 3x4 II 3x4 II I 3-2-5 I 6-1-3 I 9-1-8 1 11-10-8 1 14-10-13 1 17-9-11 I 21-0-0 I 3-2-5 2-10-13 3-0-5 2-9-0 3-0-5 2-10-13 3-2-5 Plate Offsets(X.Y)— f2:0-2-15.0-2-81,f5:0-5-4,0.1-121.(9:0-2-15,0-2.81 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) -0.26 14-15 >962 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.60 14-15 >416 240 BCLL 0.0 • Rep Stress Incr YES WB 0.66 Horz(TL) 0.38 11 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:126 lb FT=20% LUMBER- BRACING- ' TOP CHORD 2x4 SP DSS TOP CHORD Structural wood sheathing directly applied or 3-4-13 oc purlins, except BOT CHORD 2x6 SP DSS end verticals. WEBS 2x4 SP No.3'Except BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. 2-18,9-11:2x4 SP DSS REACTIONS. (lb/size) 18=882/0-5-8 (min.0-1-8),11=882/0-5-8 (min.0-1-8) Max Horz 18=54(LC 16) Max Uplift 18=-256(LC 8),11=-256(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-18=-817/271,2-19=-1974/359,3-19=-1952/366,3-20=-3281/616,4-20=-3265/620, 4-5=-3978/696,5-6=-3913/719,6-7=3954/719,7-21=-3283/644,8-21=-3299/640, 8-22=1953/370,9-22=-1981/364,9-11=-8151267 BOT CHORD 16-17=-364/1935,15-16=593/3265,14-15=-619/3912,13.14=-588/3280, 12-13=-337/1951 WEBS 2-17=-331/1749,3-17=-535/147,3-16=225/1275,4-16=-383/122,4-15=123/710, 5-15=-135/977,6-14=-108/958,7-14=124/686,7-13=-370/123,8-13=239/1278, 8-12=-539/142,9-12=-314/1750 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=20ft;Cat.II;Exp B;End.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)-2-0-0 to 1-0-0,Interior(1)1-0-0 to 9-0-0,Exterior(2)9-0-0 to 12-0-0,Interior(1) tA>l`�If!!Iflr�et 16-2-15 to 23-0-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 •0 SEPH ♦j 3)Provide adequate drainage to prevent water ponding. *�1 1J0 ..., Q 110 3) 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �`•∎•• a•tG E Aid„ ;"/i yiy. 5)-This truss has been designed for a live load of 20.0 psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will .r -�.a �• 0. fit between the bottom chord and any other members. +:1 1 N o 6 484 •a� ". 6)Bearing at joint(s)18,11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify • +► capacity of bearing surface. . *: •� 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 256 lb uplift at joint 18 and 256 lb uplift at joint//. =I i «X- 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �,, `(a=� { , 4(1►`• LOAD CASE(S) Standard „�,0• T� o `4 tj',` �''• ',,,S,ONA' to May 6,2015 ■ AWARNING-Please thoeougtdy review Ike"Customers AckraMedgement of Proeu6d Standard Tema for Manufadured Products"loan.Verily desert parameters and read rotes on Ws Truas Design Drawing ITODI and the OrJ Reference Sheet Iwo 11-14)before we.Unbss otherwrse stated on the TOO,only Muck c000edor R shall be used for Ihis TOO to be valid.Asa Trues Design Engineer lie.Specialty Engineer). the seal on any TOD represents an acceptance of the professional engineering responsibility for the design of the single Truss deeded on the TDD only,under TPI 1.The design assumptions,batting cerdebrs, suitability and use of the Truss for any Budding s the resporsibdey of the Owner,the Owners aWOfhed agent or the Building In the context of the IRC,the IBC,the focal balding code and TPI 1.The ElifEj approval of the TOD and any held use of the Truss,Including handling,storage,Instaaation said brag.shall be the r practices and guidelines of Busting Component Safety Information SCSI espoceiWty of the Building Designer and Contractor.Al notes set out n the Truss and the Design eee I )published by TPI and SECA are referenced for general guidance.TPI 1 olefins the resptr the Building and duties of the Truss Designer,Truss g Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in wilting by at parties Involved.The Truss Design Engineer is NOT Me Bukfig Designer or Truss System Engineer for any building.Al capitalized terms are as defined in TPI 1. Copyright 02014 ProBuild-DrJ Ergi Bering,LLC,(DO)Reproduction or Ihls document,M any farrrl is prohlbeed without written permission from Pto(kdy-0rJ. ENGINEERING LCC Job Truss Truss Type Qty Ply Andrews Residence ANDREV RESIDENCE A04 Roof Special 3 1 19757849 ProButld South East, Poole'',GA 31322 Job Reference(optional) 7.600 s Oct 3 2014 MITek Industries,Inc.Wed May 06 12:36:51 2015 Page I ID:001a4CIF 15-7-4 Q7V72c23-0-0 Up4fzJDPA i 2-0-0 1 2-10-2 i 5412 I 7-11-6 I 10.6-0 I 13-0-10 I 1s7-a I 18-1-14 I 21-0-0 I z3ao I 2-0-0 2-10-2 2-6-10 2-6-10 z 6 10 2810 2-6-10 2-6.10 2-10-2 2-0-0 Scale•1:41.6 3.50 w 6 _N_ 22 5 A iit o 23 _ � 18 `_jal� 8 3 4 `, ii�:v�,t 9 5x6 X21 fi --�� 17 8x10 = 15 `� ./ Jr� ,� 18 14~�r� f0 13 I.;� TS 5x6 3.50 12 5x8 20 12 2x4 II 2x4 It 1 2-10-2 1 5-4-12 1 7-11-6 1 10-6.0 1 13 -0-10 1 15-7-4 1 18-1.14 1 21-0-0 1 2-10-2 2-6-10 2-6-10 2-6.10 2-6-10 2-6-10 2-6-10 2-10-2 Plate Offsets(X.Y)- 12:0.2-15,0-2-8),110:0-2-15,0-2-81J16:0-5-0.0-4-121 LOADING(psi) SPACING- 2-0-0 CSI. DEFL- in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) -0.26 16 >966 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.29 Vert(TL) -0.59 16 >418 240 BCLL 0.0 ' Rep Stress Inc- YES WB 0.60 Horz(TL) 0.39 12 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:128 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP DSS TOP CHORD Structural wood sheathing directly applied or 3-4-7 oc puffins, except BOT CHORD 2x6 SP DSS end verticals. WEBS 2x4 SP No.3'Except' BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. 2-20,10-12:2x4 SP DSS,6-16:2x6 SP DSS REACTIONS. (lb/size) 20=882/0-5-8 (min.0-1-8),12=882/0-5-8 (min.0-1-8) Max Horz 20=61(LC 16) Max Uplift20=-246(LC 8),12=-246(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-20=-819/256,2-21=-1781/308,3-21=-1757/314,3-4=-3051/535,4-22=3790/612, 5-22=-3768/615,5-6=-4078/564,6-7=-4078/569,7-23=-3774/552,8-23=-3797/549, 8-9=3065/449,9-24=-1761/267,10-24=1787/261,10-12=-816/251 BOT CHORD 18-19=336/1743,17-18=522/3032,16-17=-570/3766,15-16=-480/3773, 14-15=-397/3045,13-14=226/1759 WEBS 6-16=257/2129,7-16=-85/394,8-15=-94/699,8-14=-413/96,9-14=169/1241, 9-13=-559/122,10-13=-237/1595,5-16=41/394,4-17=-82/700,4-18=-416/108, 3-18=202/1247,3-19=556/138,2-19=278/1592 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=l30mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=6.Opsf;h=20ft;Cat.II;Exp B;End.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)-2-0-0 to 1-0-0,Interior(1)1-0-0 to 10-6-0,Exterior(2)10-6-0 to 13-6-0 tliit��Ii,i 11'- zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 11�i ,QSEPH 046,ll.+ 3)All plates are 4x4 MT20 unless otherwise indicated. ti� , a.e t> 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �%. .••�G E N 15'•• '7>�.� 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-�Q.' r' fi s fit between the bottom chord and any other members. sib• No 6•484 •:�,d.• 6)Bearing at joint(s)20,12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify •r`, . • - capacity of bearing surface. •• *• ;*. • 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 246 lb uplift at joint 20 and 246 lb uplift at joint 12. —-O •a- • 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. To'vp TATE I • •lj/s i LOAD CASE(S) Standard rrQc • T •:SS4,:~ so ♦41d41/4s1k9 "P 4 ;\1,i 11 ONALti 4171 ;tilittsi I`%' May 6,2015 s 1 0 WARN W G-Please thorougMy review the-Customefs AcknoMedgement d Pro6udd Standard Terror for Manufactured Peuducls farm.verify design parametees and read nonce on tiva Trues Design Oraxing(TOO) , and the D,J Reference Sheet(rev.11-14)before use.Uetess dherwise stated on the TDD,only MTek connector plates shad be used for this 700 to be valid.Asa Trust Design Engineer li.e, Ity Engiteer), the seal on any TOO represents an acceptance of the professional engineering responsiterty for the design of the single Truss depicted on the TOD only,under TPI 1.The design assumptions,Reding conditions, sulabltdy and use dens ns Truss for any Building B the responsibility of the Owner.the Owners authorized or the Bidding in the context of the IRC,the IBC,the local bolding code and TPI 1.The Elik approval d the TDD and any field use of the Truss,including handling,storage,installation and bracing,shad be the responsibility of the Budding Designer and Contractor.Afi notes set out ln the TDO and the practices and guidelines of Building Component Safety Information(BCSI)published by TPI and SBCA we 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 Contrail agreed upon 0 writing by al parties involved.The Truss Design Engineer Is NOT the Building Designer or Truss System Engineer for any budding.Al capitalized terms are as defined in TPI 1. ENGINEERING Copyright 0 2014 Progurld4hJ Engineering.LLC,(DrJ).Reproduction of this document,In any form,is prohibited without written permission from ProBuildOrJ. ac I Job Truss Truss Type Qty Ply Andrews Residence ANDREVVS_RESIDENCE CJI Jadi-Open 6 I 18757850 Pro Build South East, Peeler,GA 31322 - Job Reference(optional) 7.600 s Oct 3 2014 MITek Industries,Inc.Wed May 06 12:36:51 2015 Page 1 ID:001a4CIPRgR Wg_OjraPSYhzJaflZ-ZMT55UIOjHuugElOCBEHdQQ7Vm76iXg4yg1Up4fzJDPA I -2-0-0 I 1-0-0 I 1-0-0 rScale=1 10.6 3.50 12 3 2x4 II R 2 1 I Nr` r ■Me: 3.50 12 5 2x4 II I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) I/deal Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 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 3 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:8 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP M 30 BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 5=295/0-5-8 (min.0-1-8),4=19/Mechanical,3=97/Mechanical Max Horz 5=42(LC 8) Max Uplift5=177(LC 8),4=-19(LC 1),3=97(LC 1) Max Gray 5=295(LC 1),4=9(LC 3),3=66(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-5=-263/258 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.Opsf;h=loft;Cat.II;Exp B;End.,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 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Bearing at joint(s)5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 177 lb uplift at joint 5,19 lb uplift at joint 4 and 97 lb uplift at joint 3. i%' 1 Hight, 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ,14` 106 '1 r1 'j#` LOAD CASE(S) Standard +►� ... /y v. ^ J t'a No '9 .. .. a .. _ * ."--' •# 0. ., ATE OF a-!Lk/ rs.? 1.- c'. •CORtQPc\ ,,:' ♦,,",j f`ojj . May 6,2015 • . ® WARNING.Ptease thoroughy reslew the"Customers Admovrtedgtment ot Proeulld Standard Terms for Marxdactured Products'harm.Ve' avrire(TOO) and the D,J Reference Sheet(rev.11-14)before use.Uniess otherwise stated on the TDD, rdy design Parameters TV read read sates on this Truss Design Dr ono the design s nofthr pangs souls bd used depicted o th TTO to nl,und.As a Truss Dealgn Engineer(i.e.,Spec sty Engineers, oa seal oa curry a of Ihis Truss f r ay B loon of the professional of theOing r,t e Ow er tar the czed e rho slrelB Trung sgns,I the T contest onto the C.t the The the to amum ing co ea rid PI 1 The sullaboai and used and Truss for any Building o the re ding handling.irrty of the Owner,the Owners authorized em or e e Building ley of the e In the g Deli of the IRC,the IBC,the foal settling the OO an 1.The Emliiir approval of the TOO and any field use of the Truss,including installation r practices and Component (B storage,publ hby I and SBCA re referenced for the for general g Ne ce.ldog definer the Contractor.All notes or h the TsD and the gubnd Tr of Mannla l Safety ise de tier(b a published ag ee u and SBC,A are b t atis for involved.general The Truss Design 1 defines a the NOT ST the Budding i g and duties Designer or Tr Truss stem Eng nrers Design Engineer and Truss Mam(acturer,unless otherwise defined by a Contract agreed upon in writing try at parties ihvoNed.The Truss Deelgn Erphaer a the Building palgner or Truss System Engineer for any building.All capltal¢ed terms are as defined in TN 1. �p Copyright O 2014 ProBuild-D,J Engineering,LLC,(DrJ).Reproduction of this document,in any form,is prohibited without written permission from ProBWd-OrJ ENGINEERING LLC I • Job Truss Truss Type City Ply Andrews Residence ANDREA RESIDENCE CJ3 Jack-Open 6 1 19757651 Pro Build South East, Pooler,GA 31322 Job Reference(optional) 7.600 s Oct 3 2014 MTek Industries,Inc.Wed May 06 12:36:52 2015 Page 1 ID:OOIa IPRgRWg_OjraPSYhzJan2.1Z1Tf gJeUb011LbOhyoszefghXSIGHK52PENC5zJDP9 ( -2-0-0 3-0-0 2-0-0 I 3-3-0-0 { 3 Scale=1:13.5 3.50 ITT I liI cS 2x4 II 2 R 73 III 1 II li 2-5 4-5 t 3.50 12 1 5 2x4 II I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(TL) -0.00 4-5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.01 4-5 >999 240 BCLL 0.0 ' Rep Stress!nor YES WB 0.00 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix) Weight:14 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP M 30 BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. . REACTIONS. (lb/size) 5=264/0-5-8 (min.0-1-8),3=42/Mechanical,4=17/Mechanical Max Horz 5=64(LC 8) Max Uplif5=129(LC 8),3=36(LC 12) Max Gray 5=264(LC 1),3=42(LC 1),4=49(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCOL=4.2psf;BCDL=6.Opsf;h=20ft;Cat.II;Exp B;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)-2-0-0 to 1-0-0,Interior(1)1-0-0 to 2-11-4 zone;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Bearing at joint(s)5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 129 lb uplift at joint 5 and 36 lb uplift at joint 3. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ,`b^^�{4iil ftiftit., LOAD CASE(S) Standard �.1 s∎ ty9.E pn 0-,0e �' 4f. 'Ci No 69'84 ".."; M r ,,a,, y '•� IR e • 1{ .04; Cr .0 ;, STATE s F 41 '•� c�' t0Rtp�' �?: May 6,2015 1 1 WARNING- efere ce Shet(review the;=1:'" efore mefs meow cMedge7es d PrnBued OO.m M Terms for Manuhctued Products form.tin rlry deso b parameters Intl read sign on ne Truss Design Orawg(TDD) • and oe OrJ Rderence Sneet(rev.11.14)Defere use.Unlesa otherwhe statod on the TDD,any MTek connector plates shall be reed for this TDD to be valid.Aa a Tens Design Engineer(l.e.,Speaaky En onngg the seal on any TDD represents an acceptance of the professional engineering tespcesieety for the design d the single Truss depicted on the TDD only,rode,TPI 1.The design assumptions,loading co dlbns, sullabarty and use of this Truss for any Boldm'g is the responsibility of the Owner,the Ownefs authorized agent of the BLMIOrg Designee,in the context of the IRC,the IBC,the focal building code and TPI 1.The Zjiki approval of the TOD and any held use of the Tees,Including handing,storage,ins/elation and Erasing,that be the responsibility of the Building Designer and Contractor.M notes set out in the TDD and the pea cfloes and guitldines of Building Component Safely Inbrneatlon(BCSI)publahed by TPl and SBCA are referenced for general guklanoe TPI 1 defines the reapondtilfies and dulka or the Tugs Designer,Trans Ign E gineu and Tens Manufacturer,unless oNervrise dented Ely a Contract agreed upon b vdtlg by a9 panics nvcfoetl.The Truss Design Engineer b NOT the guisin nDesigner or Truss System Ergi eer for any building.All Capitalbed terms are as defined in TPI 1. Copyr1 102014 Profoad-DO Engineering,LW,(DrJ).Reproduction of this document,M any form,Is prohibited without written permission from Proetr10-0 J. ENG/NEERJNGLLC Job Truss Truss Type Qty Ply Andrews Residence ANDREVVS_RESIDENCE EJ5 Jack-Open 14 1 19757852 Proe South East, Pooler,GA 31322 Job Reference(Optional) Proem 7.600 s Oct 3 2014 MTek Industries,Inc.Ned May 06 12:36:52 2015 Page 1 ID:O0Ia4CIPRgRWg OjraPSYtJan2-tZ1TfgJeUb011LbOhyoszefgwXRPGHK52PENC5zJDP9 -2-0-0 5-0-0 2-0-0 5-0-0 I Scale=1:16.8 3 1 3.50 12 N 1 2x4 II 6 7 rii 2 E3 al 1 01 3.50 12 5 354 II I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) ((deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) -0.02 4-5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(TL) -0.05 4-5 >999 240 BCLL 0.0 • Rep Stress Ina YES WB 0.00 Horz(TL) 0.03 3 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:20 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 M 30 BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 5=319/0-5-8 (min.0-1-8),3=106/Mechanical,4=46/Mechanical Max Horz 5=86(LC 8) Max Uplift5=132(LC 8),3=70(LC 12) Max Gray 5=319(LC 1),3=106(LC 1),4=87(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-5=-282/219 ■ NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.Opsf;h=20ft;Cat.II;Exp B;Enc.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)-2-0-0 to 1-0-0,Interior(1)1-0-0 to 4-11-4 zone;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Bearing at joint(s)5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 132 lb uplift at joint 5 and 70 lb uplift at joint 3. tZ11;1111E111p 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. %" QSEPh©�r�p LOAD CASE(S) Standard `41—%..‘r.•'`1 ‘4...* E N S..'ice . IF ti c -• No 9484 '•� Y• • M ✓ Ta• •x••r▪ • •Q 1• :7.1)% STATE OF `4i' �l.t� .••( OR1OQ;6.., -:- ,/ItitHeteln%°'s May 6,2015 a ■ A WARNING.Please Vwrough y review fhe'Crstomer's Advgwledgeeent o1 Prneoild Standard Terns for Menlrlactr•ed Products'loan Verity design parameters and read notes on This Tr ss Onugn Draining(TDO) and the OeJ Reference sheet free.11.14)before use.Unless otherwise stated on the TOO,ony MiTek connector pates shall be used for this TOO to be valid.Asa Truss Design Engineer I t.e.Specially Engineer). the seal on any TOD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TOD only,under TPI 1.The design assumptions.Wadrg corddions, suitability and use of Ihs Truss for any Building is the responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the content of the RC.the IBC,the local bolding code and TP11.The It approval of the TOD and any field use of the Truss,including handing,storage,Installation and bracing,shal be the responsibfily of the Building Designer and Contractor.All notes set out in the TDO and the practices and gudel nes of Building Component Safety Information(BCSf)published 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 defend by a Contract agreed upon in writing by afi pastes involved The Truss Design Engineer Is NOT the Building Designer or Truss System Engineer for any building.All capitalized terms are as defined in TPI 1. Copyright O 2014 ProBuild-OrJ Engneerng,110,(OrJI.Reproduction of this document In any form,is plNYbiled without written permission from ProButd•OM. �G�NE��NGCLC Job Truss Truss Type Qty Ply Andrews Residence ANDREWS_RESIDENCE I-1.15 Roof Special Girder 4 1 19757853 Pro Build South East, Poole'',GA 31322 Job Reference(optional) 7.800 s Oct 3 2014 Muck Industries,Inc.Wed May 08 12:38:53 2015 Pager 10:001a4CIPR-2Wg_OjraPSYhzJanZ-VtbrsAKGFvBcwVAaF(JSINrCoOxmp7ICZFH3zw9YzJDPB -2-9-15 1 7-0-2 2-9-15 1 7-0.2 - Scale=1:19.3 l' 3 �1 2.48 s1/ 6 S_ "7 3x4 II 1-3 N w 2 LIII 1 MI 4-5 2-5 • 0 M 2.48 I 12 5 2x4 11 1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.02 4-5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.05 4-5 >999 240 BCLL 0.0 * Rep Stress Ind' NO WB 0.00 Horz(TL) -0.02 3 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 putlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP M 30 BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 5=368/0-7-0 (min.0-1-8),3=108/Mechanical,4=45/Mechanical Max Horz 5=86(LC 4) Max Uplift5=227(LC 4),3=-83(LC 8) Max Gray 5=368(LC 1),3=136(LC 19),4=107(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-5=-377/243 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.0psf;h=20ft;Cat.II;Exp B;End.,GCpi=0,18; MWFRS(envelope)gable end zone;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Bearing at joint(s)5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 227 lb uplift at joint 5 and 83 lb uplift at joint 3. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ,tat4;/Il tttt�t�' 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)51 lb down and 41 lb up at 4-2-15, JO♦ SE P,■ ij� and 51 lb down and 41 lb up at 4-2-15 on top chord,and 48 lb up at 1-4-15,48 lb up at 1-4-15,and 8 lb down and 14 lb up at 4-2-15, `4 .tQ......+� `j and 8 lb down and 14 lb up at 4-2-15 on bottom chord. The design/selection of such connection device(s)is the responsibility of �,,�b �'••\ E N s:-..Ns:-..—y.,, others. ' t- ,•fi✓ 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ! 1 •.' s No 69 Sd LOAD CASE(S) Standard ,y 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(ptf) �. : / CC on Vert:1-2=-54,2-3=-54,4-5=-20 •• • STATE 3 F ` ,� Concentrated Loads(Ib) Vert:6=70(F=35,B=35)7=55(F=27,B=27)8=19(F=10,B=10) i A%,4`j R`�5►-;, ' II. to it:test+{ May 6,2015 s AWARNING-Please moougtay review the"Cuslanefs Adatowfedgemerd of ProButd stand Terms for Marwfactured Products^form.=Dlr.ign parameters and read roles on tWS Truss Desigpnn Drawing(TDD) and the DrJ Reference Sheet(rev 11.14)before use.Unless otherw se stated on the TOO,on.,.;MTek connector platen shall be used for o be valid.Asa Truss Desgn Engineer(i e.,Spedany Engineer), the seal on any TDD represents an acceptance of the professional engineering r altisty for the design of the single Thus depicted on the TOO only,under TPt 1.The design assumpgns,bad'vp Nrdtiors, notability and use d art;Toots for any Building is the responses ty of tiro Owner,the Owner's a=zgedagem a the Buikkrg Designer,in the context of the IRO,the IBC,the kcal bolding Code aM TPI 1.Tne , approval of the TDD and arty field use of the Tnusa,inclutling handling,storage.irstatalion and bradrg,shot be the responsibility of the Buliding Designer and Contractor.At notes set out n the TDD 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 • Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by at parties involved.The Truss Design Engineer is NOT the Building Designer or Taus System Engineer foe any building.NI captal¢ed terms areas defined in TPI 1. 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Jg m$ m c$ ac.,sc y°m w-_a.e Sn 0° .m° 7.153. am O co C7 M3 O am cJmSmloSmo 1a3v°2 w7 5 Ni. foam >•mco 50 9's�3 s8.,. =mO.va a Nd5 R�-pmg,+ a 7 O ails 1(°(y/��-.12-w0_Xi n,sam oy - It 1,03.3 fn aAgd ym [1n_ Of p�po� F.S c,'m co-f° a (g]°-1 a dNJ f0 Sic'J ON 30en S£ 5, J8 °: yfo O am :aaa 02 Wd=3i O a 3cN 7 mmP 2. dm � a 2ma 5,008m� m8 °E; mm c m mn= 5. °'R^ mm m°a.J df7°3 ONC$° UI mm g°g ii rafo pOc 7 03 I N2. 8.g W d - 3 O -0 1 g J(�C O N .N g, 2 1 N N O m g- m Z p 5 O m H CCU d J 7gm ?m . em O 3 ails WF'm yiali ma imti 3 m 3n° 17?m 'a 38 OO 2 a 'O.8.3 Ca= R la£3a ��1 m n2N a °m d Na. H m R a Er- Co TOP CHORD D 1� p m z Co c1-5 _A N,. , �� 2.2.0 MO ,� A x y z m 0 -Am o d III M ; ':� � }��z loll. • L � '^ N \V 1 N a m hUh P a O r t/ iii 0 m 3 _ O \ �w v ff ngon -D_-1 0 °� �' Q1_ s8. 'gym „ o fN ,,^^0 2 3N �i.f 01� Amm»°- m u 7 v g.:0-4.e,E' D V -C pm= O N 44 d DOl°. ' 73Q `gym-QJ'dv_ Z 0 m 7 t �/� 73 o� rnA2.g� o'm m 77 �gN1m p zo m�0 O 3 , vi �7a ND3 m7 703 w g° a^:8.o O - r_ 0M (n s; 4/ mQ 123'18 f^m o �� ID 21°1 7 X Cl) O -1°0 \/� cm 02.^r@ mf 0 dN mma ^033`2 m -Z2. Ord 210 N 21 ;lost . . H N �s � X m$ 8.» Z o w e/}f SN Fig--0.1 o m co II : 3 m3 mCN 7. O m r m c NWs Z m Ty o m ^.m Ay m c ° 8. r� °'w m m� °o n 3�. sr.. O o CCnI 3? N il 7 m EE 1 C01 ® A 3 8 0 ' 9..S' a 8 as % °Z TOP CHORD a Z o fo !^a o ... a2. m O _ r d BUILDING PERMIT APPLICATION CITY OF ATLANTIC BEACH 800 Seminole Road,Atlantic Beach, FL 32233 l!�� E Office(904)247-5826 Fax(904)247-5845 --. MAY 1 � Job Address: 05-5 Oc-. n "1--t/cQ Permit Numb r: Legal Description Zo/ 3 61.0G '3 Parcel# By Floor Area of Sq.Ft. q t Valuation of Work S S O 0 v t? Proposed Work heated/cooled 5-2 non-heated/cooled Class of Work(circle one): New .dditio? Alteration Repair Move Demolition pool/spa window/door Use of existing/proposed structure(s)(circle one): Commercial e If an existing structure ,is a fire sprinkler system installed?(Circle one): es No N/A Florida Product Approval# For multiple products use product approval orm Descrriibe in detail the type of work to be performed: et/ /heti iv O 45 �,•'� �t /� TyO� � t 2?°1 "3 14Vc.r- Property Owner Information: Name: m eft 4it/d r e'c-5 Address: I/55 arch City At/4#- h State e-Zip327_33 Phone E-Mail or Fax#(Optional) Contractor Information: CONTRACTOR EMAIL ADDRESS: Company Name: Qualifying Agent: Address: City State Zip Office Phone Job Site/Contact Number • Fax# State Certification/Registration# Architect Name&Phone# Has-l e.1 f•n /7a tr k'Cf to joy 942 63 6 Engineer's Name&Phone# Fee Simple Title Holder Name and Address Bonding Company Name and Address Mortgage Lender Name and Address Application is hereby made to obtain a permit to do the work and installations as indicated. I certifr that no work or installation has commenced prior to the issuance ofa permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. This permit becomes null and void if work is not commenced within six(6)months, or if construction or work is suspended or abandoned for a period of six(6)months at any time after work is commenced. I understand that separate permits must be secured for Electrical'York,Plumbing,Signs, Wells,Pools,Furnaces,Boilers,Heaters, Tanks and Air Conditioners,etc. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. I hereby certify that I have read and examined this a placation and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any other federal,state, or local law regulating construction or the performance of construction. / Signature of Owner t _ Signature of Contractor Print Name Print Name Befor •r e f Before me this bay o , • - . , 20 .►RY'` Notary Public Stale of Florida Al :P Shiite L 94 P li 086980 o ��/ xpi rdA 02!74/2018 r 6 2 / - # Revised 01.26.10 DO NOT WRITE BELOW- OFFICE USE ONLY Applicable Codes: 2010 FLORIDA BUILDING CODE Review Result (circle one): Approved Disapproved Approved w/ Conditions Review Initials/Date: 'cs4 c(io1, Development Size Habitable Space s155; r Non-Habitable Impervious area Miscellaneous Information Occupancy Group la - Type of Construction Number of Stories Z- Zoning District Max. Occupancy Load Fire Sprinklers Required Flood Zone / X Conditions/Comments: 800 Seminole Road �ss1 _ Atlantic Beach,Florida 32233 —. Telephone(904)247-5800 ,)) FAX(904)247-5805 Construction Site Management Plan Compliance A construction site management plan conforming to Atlantic Beach City Code Sec 6-18 has been approved as a part of this building permit. The Construction site management plan was approved based upon the following information. 1. Parking plan–parking plan showing how site will be accessed and all onsite and abutting street parking areas. 2. 3. Location of construction trailers, loading/unloading area and material storage area. 4. Location of chemical toilet area.(chemical toilets must be kept out of City right-of-way and not further than 15 feet from structure under construction) 5. Location of dumpster. Dumpster must be from an approved waste company (in accordance with Chapter 16 City Code)as of 2009 the permitted dumpsters are Advanced Disposal,Realco Recycling, and Shappells. Dumpsters will have tarp covers or rigid covers on windy days. Dumpsters must be removed prior to issuance of Certificate of Occupancy. 6. Traffic control plan, showing access with dimensions,area to be stabilized, narrative on phasing of construction with adequate parking and delivery of materials. 7. Site cleanliness. Contractor must have the entire construction site cleaned by Friday of each week. This means removal of scrap lumber, concrete remnants and other such construction debris including cans, metal,plastic and paper. 8. Erosion and Sediment Control. Contractor must maintain all elements of the approved Erosion& Sediment Control Plan(silt fence,catch basin filters,etc.) until sod or other stabilization has been placed and approved by Public Works. 9. Other activities,where special conditions are identified by the Building Official. Failure to comply with the Construction Site Management Ordinance may result in a Stop Work Order being issued in accordance with City Code Sec. 6-17 (3) Revised 5/2009 City of Beach Atlantic °� ` Building Atlantic Department APPLICATION NUMBER (To be assigned by the 3 tiding Departmen ) . Atlantic Beach, Florida 32233-5445 / Phone(904)247-5826 • Fax(904)247-5845 A) + / Ey • 1: 800 Seminole Road • -`,''. E-mail: building-dept @coab.us City web-site: http://www.coab.us Date routed: APPLICATION REVIEW AND TRACKING FORM Property Address: //15.: Q C C"N c� � ®- •. r rrtent review required 111=1 N® Applicant: a'/ to g.4r--' - — MI arming&Zonin. - • mistrator `'` 5 a 11f Q Public Works ---'_" /7i 2Q �O y, L Public Utilities Nom/71� (� Public Safety I -( Ell 9 hs97-- Fire Services - Review fee ; Dept Signature Other Agency Review or Permit Required Review or Receipt Florida Dept. of Environmental Protection of Permit Verified By Date Florida Dept. of Transportation St.Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants INEMINIMMEMENIMMI Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: •tg.Approved. ❑Denied. (Circle one.) Comments: BUILDING PLANNING&ZONING Reviewed by: TREE ADMIN. Date: "5 Zpi Second Review: [Approved as revised. - PUBLIC WORKS Comments: ❑Denied. PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: FIRE SERVICES Third Review: — Date: Approved as revised. ❑Denied. Comments: Reviewed by: Date: ised 07/27/90 --- � - . �i - . . _:-. City of Atlantic each Building Department `�� ,.. APPLICATION NUMBER f+ t 800 Seminole Road (To be assigned b Atlantic Beach, Florida 32233-5445 g by the B nlding Departmen`) �.' Phone(904) 247-5826 • Fax(904)247-5845 � � • / .. _ E-mail: building-dept @coab.us City web-site: htttp://www.coab.us Date routed: APPILICATIO \I REVBEW AND TRACE Property Address: 441f, / /✓ De.,,ll r _ mend review required Applicant: D tt)7'j g* • �. No NMI ----- ... arming&7_onin. d - - Q�� Public Works 9aea9 // a, y,, / Public Utilities -- �J l� (J Public Safety - 4 l4 h9r Fire Services - Review fee MN Dept Signature Review or Receipt Other Agency Review or Permit Required Florida Dept. of Environmental Protection of Fermat Verified By Date Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers _� Division of Hotels and Restaurants MMIIIIIIIIIIIIIIIIIIIIIIII Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: Approved. Xpenied. (Circle one.) Comments: 1.144 BUILDING SGT `t i� 'LANNING&ZONING TREE ADMIN. Reviewed by: ___ _ Date: Second Review: Approved as revised. � � PUBLIC WORKS Comments: ['Denied. PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: FIRE SERVICES Third Review: Date: � �( pproved as revised. []Denied. _____-- DA Comments: • Reviewed by: 07/27/10 Date: • --- - - _ _ _ _ _ . .. ._,...._::. .• A., CITY OF ATLANTIC BEACH . 41?\\MT.ER / BUlItLDER. AFFIDAVIT I. FLORIDA STATUTES; CHAPTER 459,. FLORIDA STATUTES, PART 1 "CONSTRUCTION CONTRACTING"REQUIRES OWNER/BUILDER TO ACKNOWLEDGE THE LAW: • DISCLOSURE STATEMENT FOR SECTION 489.103(7),FLORIDA STATUTES: STATE LAW REQUIRES CONSTRUCTION TO BE DONE BY LICENSED CONTRACTORS. YOU IIAVE APPLIED FOR A PERMIT UNDER AN EXEMPTION TO THAT LAW. THE EXEMPTION ALLOWS YOU,AS THE OWNER OF YOUR PROPERTY.TO ACT AS YOUR OWN CONTRACTOR EVEN THOLTH YOU DO NOT HAVE A LICENSE. l c IL_,111U;1 til' lt vim' 1 B1;t'utd':I1t1.1ellc1N Y0LiRSELI' YOU MAY BUILD OR IMPROVE A ONE-OR i 1lN0 kAAMILY RESIDENCE OR A FARM OUTBUILDING. YOU MAY ALSO BUILD OR I IMPROVE A COMMERCIAL BUILDING,AT A COST OF$25.000.00 OR LESS. TIC BUIL.DIN.1 MUST BE FOR YOUR USE AND OCCUPANCY. IT MAY Nor BE I3L_IIL.1 FOR S.ALF OR I E,1.51� IF YOU SELL OR LEASE A BUILDING YOU RAVE BUILT YOUILS.ELF WITHIN ONE YEAR AFTER THE CONSTRUCTION IS COMPLETE, THE LAW WELL PRESUME THAT. YOU BUILT IT FOR SALE OR LEASII. WHICH IS IN VIOLATION OF THIS EXEMPTION. 1'c)I.I NI A\ Ni I 1 i I-Mg__.‘I i_l ifal.lt_I;:NSI;I•:I'ERSUN_O ti 1't.iLljt t.'ONTR_A.CI(II:. YOUR CONSTRUCTION MUST I BE DUNE At;CORDING TO THE BUILDING CODES AND ZONING REGULATIONS. I I is , Vri1 kR I:I til c'NtiIItII I I Tr"1 NI\h.L SI;Rp Ill \T I'I OI'L L LAB-)I 0):FE1_I- 1I , 1 Ic i.Nsi_: 10 VUIRL-L 1 51.1 i i LkW_ANU IlY COMFY I Y ()ft AIUNIIII`AL _Licirl'ISITII, I u t at L Ii NA NCE;S. - -------•- II. iNJURY LIABILITY; SINCE OWNERS MAY BE LIABLE FOR INJURIES TO WORKERS 'iFIFY IIIRi fl-if` ElIILDIN,; DEPARTMENT SUGGESTS WORKER'S COMPENSATION INfiLIRAIJC(: 13F.; i'UPI I ih`:1:1 1 III. IRS WITHHOLDING; OWNERS HIRING WORKERS BECOME EMPLOYERS AND SHOULD ^ OBSERVE IRS WITHHOLDING TAX AND/OR FORM 1099 REQUIREMENTS ON THE WORKERS THEY EMPLOY ON THEIR IMPROVEMENT TRADES. ft Ij IV PENALTY; L/NLICEN�t_u CONTRACTORS CANNOT BE CIRCUMSTANCES. OVVNERS BEING SUBJECT TO $5,000 PENALTY UNDER FLORIDA STATUTE NO. 455 228(1). AN `OCCUPATIONAL LICENSE"IS NOT ADEQUATE. THE OWNER SHOULD PHYSICAL LY SEE THE COUNTY "CERTIFICATE OF COMPETENCY" OR THE FLORIDA "CONTRACTORS CERTIFICATE" TO ASCERTAIN IF A PERSON IS A LICENSED CONTRACTOR. TELEPHONE THE BUILDING DEPARTMENT(247-5826) IF IN DOUBT. V.AGbiAIOWLEDGE81/lENT;I HEREBY ACKNOWLEDGE THAT I HAVE READ THE ABOVE DISCLOSURE STATEMENT AND THAT I COMPLY WITH ALL THE REQUIREMENTS FOR THE ISSUANCE OF AN OWNER-BUILDER PERMIT. • ADDRESS aC r" , y y PHONE NUMBER /'7 s PRINT NAME 41(11111 -.C......, cXeRisir DATE ——'—Before me this day of 20 in the county of Duval,State of Florida,has personally a:fpe^n d herin by himself/herself and affirms tat all statements and declarations are true any' . rate. Notary Public at Large,State of---! �� ounty of ❑Per qtly Known oduced Identiri-" L i — ?o '` Notary Public State of Florida . . Shirley L Graham s ca` My Commission FF 088990 Notary Sig • re: _ _ ?o a Expires 02/14/2018, ____e -- I:/i31_UG/Uwnx.auildu Arfzdavi;;Ri VISBU: 4/1,Y•..y --— k 2iktiP TM DrJ Engineering, LLC (FKA: DrJ Consulting, LLC) ENGINEERING LLC 6300 Enterprise Lane Madison, Wisconsin 53719 RE: Floor- Andrews 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: 80991120 Lot/Block: Subdivision: Address: 1155 Ocean Blvd Model: Andrews Residence City: Atlantic Beach State: Florida 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/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: N/A Wind Speed: N/A mph Floor load: 55.0 psf Roof Load: N/A psf This package includes 2 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. This document processed per section 61G15-23.003 of the Florida Board of Professionals Rules No. Seal# Truss Name Date It [19757675 1 F01 5/6/015 12 119757676 1 F02 1 5/6/015 I OQ OR) \4 -#(% 40).. gip' 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 .011t11111/1/1_ building code and TPI l.The approval of the TDD and any field use of the Truss,including handling,storage, �0* installation and bracing,shall be the responsibility of the Building Designer and Contractor.All notes set out in the ♦lh a0SE PH TDD and the practices and guidelines of Building Component Safety Information(BCSI)published by TPI and ,4t .„. • E N •. - '�r� SBCA are referenced for general guidance.TPI 1 defines the responsibilities and duties of the Truss Designer, :aQ °• t LC'• i 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 Q 694 84 any Building. � *, * The Truss Design Drawing(s)(TDD[s])referenced have been prepared based on the construction documents(also - Cr referred to at times as"Structural Engineering Documents")provided by the Building Designer indicating the nature l aT E OF `�' and character of the work.The design criteria therein have been transferred to DrJ Engineering(DrJ)by . ProBuild East(Pooler). ±,� °,•,�. These TDDs(also referred to at times as"Structural Delegated Engineering Documents")are specialty structural componek ' j 0 R t .•" ; designs and may be part of the project's deferred or phased submittals.As a Truss Design Engineer(i.e.,Specialty Engineer)®j. OS.....•••••6C1a‘ the seal Truss depicted is ed on the TDD only.The Building acceptance Designer soresprofessional nsible for nd shall ccoordinateresponsibility nd review the design TDDsfor single I1ij.1,1 t 10", P Y 9 9 P compatibility with their written engineering requirements.Please review all TDDs and all related notes. May 6,2015 Truss Design Engineer's Name: Ryan Dexter, P.E. Ryan Dexter,P.E. 'My license renewal date for the state of Florida is February 28,2017. Florida Certificate of Authorization: No.29766 1 of 1 Job Truss Truss Type City Ply Andrews Residence 19757875 FLOOR F01 Floor Supported Gable 2 1 Job Reference(oatbnall Pro8uild South East, Pooler,GA 31322 7.600 s Oct 3 2014 MTek Industries.Inc.Wed May 06 12:38:44 2015 Pape 1 I D:O01a4C I PRgR Wg_ojraP SYhzJanZ-16op97gu6?7skY9wFTp7 VG IrghhO WxZapgM IYczJONP 0-48 0.11,(8 Scab=1:35.5 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 i r � i r�n w■r aaaa�n�.=;∎,,,r r r r :r *7674 74 f474 7.74 1*7474 74feT474►74►:•7•7•7••Tod*74►oT4rW474►•74►�4P.47A74.7.7474747 747•T•T•ToTII�Z��V4T4 A0,:,,17.47.•TAT..N174T46T4■T4T4 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 3x4 = 3x6 FP= 3x4 = I 20-11-0 I 20-11-0 Plate Offsets(X,Y)— (18:0-1-8,Edge],(37:0.1-8,0.1-01,138:0-1-8,0-1-01 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.04 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 HOrz(TL) 0.00 19 n/a n/a 1 BCDL 5.0 Code FRC2010/TPI2007 (Matrix) Weight:87 lb FT=20%F,11%E LUMBER- BRACING- ■ TOP (iORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except 1 BO HORD 2x4 SP M 30(flat) end verticals. S 2x4 SP No.3(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) 4 REACTIONS. All bearings 20-11-0. (Ib)- Max Gray All reactions 250 lb or less at joint(s)36,19,35,34,33,32,31,29,28,27,26,25,24,23,22, 21,20 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 ,``Sttt%I1111,11„i . DOSE PH a ,,,� ` ��.'�GEN5�..4,,I , va r ` K i NQ 69 $4 Tf: TATS OFD,` i it. 'jlf',o,N Aj •,-0: May 6,2015 r, 1 AWARNING-Plisse iMroughty revlesv the"Crntomelk Acbnoabdgemeee d ProButri standard Terns for Manufactured Products"farm.VerIly design parameters and read notes on this Truss Design Orav4rg(TDD) and the OrJ Reference Sheet(rev.11.14)bebre rle.Unbes otherwise stated on the TOO,only MTek connector plates shell be used for 816 TOO to be valid.Asa Truss Olslyn Engineer(r e,Speaaay Ergnteer), r the seal on any TOO represents an acceptance 01 the protesslona en0neerrlg responsibility for the Oagn of the single Truss depicted on the TOD only.under TPI 1.The design aawmptare.baring condagro. 1 suitability and use of this Truss for any Balding is the reepons6dey of the Owner,the Owners authorised agent or the Building Designer,in the confect of the IRC,the IBC,the tool building code and TPI 1.The Et approval of the TDD and any Bed use of to Tr ss,inckudng handrng,storage,installation and braang,shat be the responsibility of the Buidng Designer and CaMactor.All notes set out n the TDD and the - prectees and gudeWles of Bukfng Component Salety Information(BCSI)published by TPI and SBCA are referenced for general gudance TPI 1 defines the responsdlties and d Wes of the Truss Desgner.Truss Desgn Engineer and Truss Manufaturer.unless rxherwse deaned by a Contract agreed upon in wtng by at parties involved.The Truss Oesgn Engineer is NOT the 8uiding Designer or Truss System Engineer for any baiting.MI opaw¢ed terms arc as cleaned In WI 1 ENGINEiERINGLLC Copyright 02014 ProBulbOrJ Engineering,LLC.(DrJ).Reproduction of this document,in any form is prohibited without written permission horn ProBuid-pJ. !Job Truss Truss Type Oty Ply Andrews Residence 19757676 .'FLOOR F02 Floor 18 1 Job Reference(optional) ProBuild South East. Pooler,GA 31322 7.600 s Oct 3 2014 MRek Industries,Inc.VVed May 06 12:38:45 2015 Page 1 ID:00Ia4C IPRgR Wg_OjraPSYhzJan2-DIMBNTgVVWFjMik6pBKM2TryS4yvF ickt U6r42zJDNO 0-1-8 H I 1-3-.3 I ?r 2•�Q4 I 01I--f8 Scale=1:35.5 2x4 II 2x4 II 2x4 = 3x5 = 2x4 II 2x4 II 3x6 FP= 3x5 = 2x4 = 1 2 3 4 1.0 5 6 7 8 9 10 11 iota 12 13 aysoiNipppipp/iiiiivirsAcipppirs 1 si.4.: 8 r2 :11 All - . IV"IIIIIIIIrj&II.s..IIIIIIIIIIPr. 4. 26 19 M 23 22 21 20 19 18 17 16 15 3x6 = 3x5 = 302 MT2OHS FP = 3x5= 3x6 = 10-5-8 11-7-0 I 2-9-0 I 5-3-0 I 7.9-0 1 9-4-0 9-y1 111-5.8 1_ 13-2-0 1 1580 I 18-2-0 I 20-11-0 I 2-9-0 2-6-0 2-6-0 1-7-0 0-1-'8 1-0-0 1-0-0 0-1. 1.7-0 • 280 2-6-0 2-9-0 Plate Offsets(X,Y)- f6:0-1-8,Edgel,17:0-1-8.0-0-01,113:0.1-8,Edgel,118:0-1-8,Edgel•119:0-1-8,Edgel.125:0-1-8.0-1-01,126:0-1-8,0-1-01 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (lac) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.31 Vert(LL) -0.30 18-19 >834 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.37 Vert(TL) -0.47 18-19 >532 360 MT2OHS 187/143 • BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.07 14 n/a n/a BCDL 5.0 Code FRC2010/TPI2007 (Matrix) Weight:105 lb •0%F,11%E j LUMBER- BRACING- 0- TOP CHORD 2x4 SP DSS(flat) TOP CHORD Structural wood sheathing directly applied or• • 1 dins, ex• • BOT CHORD 2x4 SP DSS(8at) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Structural wood sheathing directly app--•o oc bracir� REACTIONS. (lb/size) 24=754/0-7-0 (min.0-1-8),14=75410 7 0 (min.0-1-8) ��4, �`//O� FORCES.H D -2 3=Comp./Max.2-3=-1642/0, Ten.-All forces 250(lb) =371 /0,6- when shown. ,✓ _(� `. 0+ TOP CHORD 2-3=1642/0,3-4=-2777/0,4-5=-3466/0,5-6=-3718/0,6-7=3721/0,7-8=3718/0, "r" 8-9=-3466/0,9-10=3466/0,10-11=-2777/0,11-12=1642/0 �( BOT CHORD 23-24=0/951,22-23=0/2312,21-22=0/3223,20-21=0/3223,19 20 /3695,18-19=0/3721, ,i _ �� `` /+�` 17-18=0/3695,391/2 41--17=0!3221 ,2-24=-11 1/ 2-23=0/951 _ _ Q��I► �v WEBS 6-19=391/214,7-18=3911214,2-24=-1191/0,2-23=0l 901,3-23=872/0,3-22=0/606, �" `(• 4-22=580/0,4-20=0/347,5-20=386/0,5-19=-286/496,12-14=-1191/0,12-15=0/901, 11-15=-872/0,11-16=0!606,10-16=-580/0,10-17=0/347,8-17-386/0,8-18-286/496 .4,-4 S► J NOTES- 4' �` 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. . 'c, 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. ��5�;`;i ll i i 1►it j,'' LOAD CASE(S) Standard ..,.-.....+....;c,1,4 Q.E N SQ '}"�', .1 ; a. Na 69484 A : 00. \up. 0mm cav warn G)u) v`c-'^S�oc-o°o-O££mwc0Ow^C. .n-c+R:$WEm1Oao oof -n(nfo.om�c2-Jmomotn2�a0wwoNm- °am$ m-1 083om-acKLs2ooc230 yHo0C30 °,1f.a'° 3 my883t nS amER'.(r�n3aw�.n3-3.a-111mmg.�g $wi32�• .m0< as15.00w2�r'am AOgmm °gag:4-'2 Osa°°°mc.am�mgn o32m WnmmmC E^oy 1°ma$mON. 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' 3�t' - I z t i• 5•••STQRY :: j 2 � _ 5713C60 t o t Ive 1 t'S5 H t. a ;ri par.EL.:C I S.b9) o BLOCK 43 Q �i 6 3S.e' (...44 F 0 r, , 1 V n • P ' 14P111104 co • LOT 8 I LOT 9 LOT 1 O f 1 ifs . IL.Y'c li • num*uw NM*wet. a¢r r1rns. oc cY a mar r•01.0 m AO►,aRrww' LWIEND 4/Mt.til,aMt.•MI?SO wNr At n........ _ lit Ar .L... ass ie.r FORMS FLORIDA BUILDING CODE,ENERGY CONSERVATION FORM 402-2010 Residential Building Thermal Envelope Approach ALL CLIMATE ZONES Scope:Compliance with Section 402 of the Florida Building Code,Energy Conservation,shall be demonstrated by the use of Form 402 for single-and multiple-family residences of three stones or less in height,additions to existing residential buildings,renovations to existing residential buildings,new heating cooling,and water heating systems in existing buildings as applicable.To comply,a building must meet or exceed all of the energy efficiency requirements on Table 402A and all applicable mandatory requirements summarized in Table 402B of this form.If a building does not comply with this method or Alternate Form 402,it may still comply under Section 405 of the Florida Building Code,Energy Conservation. PROJECT NAME: /f 5-5- OCE .4 t1jr..11J BUILDER: AND ADDRESS: PERMITTING OFFICE: G 0 A i5 OWNER: kN;re_e_%,( .f PERMIT NO.: JURISDICTION NO.: Z 61 00 General Instructions: 1.New construction which incorporates any of the following features cannot comply using this method:glass areas in excess of 20 percent of conditioned floor area,electric resistance heat and air handlers located in attics. Additions 5 600 sq.it.,renovations and equipment changeouts may comply by this method with exceptions given. 2.Fill in all the applicable spaces of the"To Be Installed"column on Table 402A with the information requested.All"To Be Installed"values must be equal to or more efficient than the required levels. 3.Complete page 1 based on the"To Be Installed"column information. 4.Read the requirements of Table 402B and check each box to indicate your intent to comply with all applicable items. 5.Read,sign and date the"Prepared By"certification statement at the bottom of page 1.The owner or owners agent must also sign and date the form. Please Print CK 1. New construction,addition,or existing building 1 hp,D. 2. Single-family detached or multiple-family attached 2. •4 /A 3. If multiple-family-No.of units covered by this submission 3. N I/1 4. Is this a worst case?(yes/no) 4 4 ,` 5. Conditioned floor area(sq.ft.) 5. `L S 6. Glass type and area: a.U-factor 6a. . 3 0 b.SHGC 6b. c.Glass area 6c. // sq.ft. 7. Percentage of glass to floor area 7. Z 2 % E.-xc e. 2_, 8. Floor type,area or perimeter,and insulation: a.Slab-on-grade(R-value) 8a.R= U fin.ft. b.Wood,raised(R-value) 8b.R. 5' -5 �Z sq.ft.ft. c.Wood,common(R-value) q' 8c.R= sq.ft. d.Concrete,raised(R-value) 8d.R= - sq.ft. e.Concrete,common(R-value) 8e.R= sq.ft. 9. Wall type,area and insulation: a.Exterior: 1. Masonry(Insulation R-value) 2. Wood frame(Insulation R-value) 9a-1• R= sq.ft. 9a-2. R= sq.ft. b.Adjacent: 1. Masonry(Insulation R-value) 9b-1. R= sq.ft 2. Wood frame(Insulation R-value) 9b-2. R= sq.ft. 10. Ceiling type,area and insulation: a.Under attic(Insulation R-value) 10a.R= sq.ft b.Single assembly(Insulation R-value) 10b.R= 3C, 5L sq.ft. 11. Air distribution system:Duct insulation,location,On a.Duct location,insulation 11a. R= N/TA b.AHU location 11 b. c.Qn,Test report attached(<0.03;yes/no) 11 c.Test report attached? Yes No 12. Cooling system: a.Type 12a.Type: e-f .a.- ?�.. -c- a. Efficiency 12b.SEER/EER: 13. Heating system: 13a.Type: a.Type 13b.HSPF/COP/AFUE: b.Efficiency 14. HVAC sizing calculation:attached 14. Yes 15. Hot water system: a.Type 15a.Type: C-4-4-4- b.Efficiency 15b.EF: I hereby certify that the plans and specifications covered by the calculation are in compliance with the Florida Review of plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Energy Code.Before construction is completed,this building will be inspected for compliance in accordance with Section 553.908,F.S. PREPARED BY: DATE: ,-kCc-c e CODE OFFICIAL: I hereby certify that this building is in compliance with the Florida Energy Code: AGENT: DATE: DATE: ( & C.4 2010 FLORIDA BUILDING CODE-ENERGY CONSERVATION FORMS TABLE 402A BUILDING COMPONENT PERFORMANCE CRITERIA' INSTALLED VALUES: U-Factor<0.65 . 3 O Windows(see Note 2): SHGC=0.30 U-Factor= %of CFA<=20% SHGC= - 3v Skylights U-Factor<0.75 %of CFA= Z Z Doors:Exterior door U-Factor U-Factor<0.65 U-Factor= . 5-43 Floors: Slab-on-grade No requirement Over unconditioned spaces(see Note 3) R-13 R-Value= Walls-Ext.and Adj.(see Note 3): Frame R-13 R-Value= 7 ` Mass (see Note 3) Interior of wall: R-7.8 R-Value= Exterior of wall: R-6 R-Value= Ceilings(see Notes 3&4) R=30 R-Value= 3 O Test report Reflectance 0.25 Reflectance= ,b M Yesod7 Air distribution system(see Note 4) Ductwork&air handling unit: Locaflon: /l l Test report Unconditioned space Not allowed (r Conditioned space Attached? Duct R-value R-value 2 6 Yes/No Air leakage On On 5 0.03 R-Value= Air conditioning systems(see Note 5) SEER=13.0 SEER= Heating system Heat pump(see Note 5) Cooling: SEER=13.0 SEER= Heating: HSPF=7.7 HSPF= Gas fumace AFUE 78% % AFUE= Oil furnace AFUE 78% AFUE= Electric resistance:Not allowed(see Note 5) Water heating system(storage type) Electric(see Note 6): 40 gal:EF=0.92 Gallons= Gas fired(see Note 7): 50 gal:EF=0.90 40 gal:EF=0.59 EF= Gallons= Other(describe): 50 gal:EF=0.58 EF= (1)Each component present in the As Proposed home must meet or exceed each of the applicable performance criteria in order to comply with this code using this method; otherwise Section 405 compliance must be used. (2)Windows and doors qualifying as glazed fenestration areas must comply with both the maximum U-Factor and the maximum SHGC(solar Heat Gain Coefficient)criteria and have a maximum total window area equal to or less than 20%of the conditioned floor area(CFA);otherwise Section 405 must be used for compliance. Exception: Additions of 600 square feet(56 m2)or less may have a maximum glass to CFA of 50 percent. (3)R-values are for insulation material only as applied in accordance with manufacturers'installation instructions.For mass walls,the Interior of wall"requirement must be met except if at least 50%of the R-6 insulation required for the"exterior of wall"is installed exterior of,or integral to,the wall. (4)Ducts&AHU installed substantially leak free per Section 403.2.2.1.Test by Class 1 BERS rater required. Exception:Ducts installed onto an existing air distribution system as part of an addition or renovation;duct must be R-6 installed per Sec.503.2.7.2. (5)For all conventional units with capacities greater than 30,000 Btu/hr. For other types of equipment,see Tables 503.2.3(1-8). Exception:The prohibition on electric resistance heat does not apply to additions,renovations and new heating systems installed in existing buildings. (6)For other electric storage volumes,minimum EF=0.97-(0.00132 x volume). (7)For other natural gas storage volumes,minimum EF=0.67-(0.0019 x volume). TABLE 402B MANDATORY REQUIREMENTS COMPONENTS SECTION REQUIREMENTS CHECK To be caulked,gasketed,weatherstripped or otherwise sealed.Recessed lighting IC-rated as meeting ASTM E Air leakage 402.4 283.Windows and doors=0.30 ctm/sq.ft.Testing or visual inspection required.Fireplaces:gasketed doors& outdoor combustion air. Ceilings/knee walls 405.2.1 R-19 space permitting. Programmable thermostat 403.1.1 Where forced-air fumace Is primary system,programmable thermostat Is required. Air distribution system 403.2 Ducts in attics or on roofs insulated to R-8;other ducts R-6.Ducts tested to O,=0.03 by a Class 1 BERS rater. Heat trap required for vertical pipe risers.Comply with efficiencies in Table 403.4.3.2.Provide switch or clearly Water heaters 403.4 marked circuit breaker(electric)or shutoff(gas).Circulating system pipes insulated to=R-2+accessible manual OFF switch. Spas and heated pools must have vapor-retardant covers or a liquid cover or other means proven to reduce heat Swimming pool&spas 403.9 loss except if 70%of heat from site-recovered energy.Off/timer switch required.Gas heaters minimum thermal efficiency=78%(82%after 4/16/13).Heat pump pool heaters minimum COP=4.0. Sizing calculation performed&attached.Minimum efficiencies per Tables 503.2.3.Equipment efficiency verification Cooling/heating equipment 403.6 required.Special occasion cooling or heating capacity requires separate system or variable capacity system. Electric heat>10kW must be divided into two or more stages. Lighting equipment 404.1 At least 50%of permanently installed lighting fixtures shall be high-efficacy lamps. 2010 FLORIDA BUILDING CODE-ENERGY CONSERVATION C.5 i . __ ....,.. �..n. .. } r 3g DrJ Engineering, LLC (FKA:DrJ Consulting,LLC) L c 6300 Enterprise Lane ENGINEERING c� Madison, Wisconsin 53719 RE: Andrews Residence- Andrews 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: 80991034 Lot/Block: Subdivision: Address: 1155 Ocean Blvd Model: Andrews Residence City: Atlantic Beach State: Florida 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 7.6 Wind Code: ASCE 7-10 Wind Speed: 130 mph Floor load: N/A psf Roof Load: 37.0 psf ▪ This package includes 8 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet • conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. • This document processed per section 61G15-23.003 of the Florida Board of Professionals Rules No. Seal# 1Truss Name Date 1 19757646 A01 5/6/015 2 19757647 A02 5/6/015 3 19757648 A03 5/6/015 � 4 19757649 A04 5/6/015 GO V 5 19757650 CJ 1 5/6/015 OS 6 19757651 CJ3 5/6/015 w`7 19757652 EJ5 5/6/015 �� ``� �� y 8 19757653 HJ5 5/6/015 `S?� Sed� t\O .0� So� Q�G OA 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 iitt iS iil building code and TPI I.The approval of the TDD and any field use of the Truss,including handling,storage, 1`�1►`�SEP�r�itt�j installation and bracing,shall be the responsibility of the Building Designer and Contractor.All notes set out in the tt JQ •,�•a� tj TDD and the practices and guidelines of Building Component Safety Information(BCSI)published by TPI and S%•.•••`G E N S•- ->'�•• SBCA are referenced for general guidance.TPI I defines the responsibilities and duties of the Truss Designer, :�Q`• 4' ••. Truss Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing •. , •.. r• by the parties involved.The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for ` ■ 694$4 any Building. •• .•* 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 +•�0 %Cr and character of the work.The design criteria therein have been transferred to DrJ Engineering(DrJ)by 4.:',13°.• STATE OF :�' ProBuild East(Pooler). +.,0 `.•� 4` .�� These TDDs(also referred to at times as"Structural Delegated Engineering Documents")are specialty structural componel ! 0 R 1 4'`1` designs and may be part of the project's deferred or phased submittals.As a Truss Design Engineer(i.e.,Specialty Engineer. rS •••••• ,• the seal here and on any TDD represents an acceptance of professional engineering responsibility for the design of the single IIIt.LiN At ;z't Truss depicted on the TDD only.The Building Designer is responsible for and shall coordinate and review the TDDs for compatibility with their written engineering requirements.Please review all TDDs and all related notes. May 6,2015 F Truss Design Engineer's Name: Ryan Dexter, P.E. Ryan Dexter,P.E. My license renewal date for the state of Florida is February 28,2017. „Florida Certificate of Authorization:No.29766 1 of 1 Job Truss Truss Type Qty Ply Andrews Residence 19757648 ANDREWS_RESIDENCE A01 HIP GIRDER 2 Job Reference{optional) Pro Buid South East, Pouter,GA 31322 7.600 s Oct 3 2014 MMTek Industries,Inc.Wed May 06 12:36:46 2015 Page 1 ID:001a4C I PRgR Wg_OjraPSYhzJanZ-C PgCOnEtulFcaQ 8E LhhSjN Pe76LisTXDgTn2PSzJD PF I -2.0.0 I 2-7-12 I 5-0-0 _ _88-0 I 12-4-0 I 16.0.0 I 18-4-4 I 21-0-0 I 23-0-0 I 2-0-0 2-7.12 2-4-4 3-8-0 3-8-0 3.8-0 2-4-4 2-7-12 2-0-0 Scale=1:42.3 3.50 12 4x8 4 19 5 20 A 22 6 23 7 a ! 8 3 is� i• 13. r j i J;- 18 8x8 11 24 15 25 28 27 14 28 13 ^w 10 ll 4 7, oklifirj411/111" • 17 2x4 II Bub I I 12 „ . II 1:::: 18 11 2x4 II 3.50 V 2x4 I I 1 2-7-12 1 5-1-8 I 8-8-0 I 12-4-0 I 15-10.8 I 18-4-4 1 21-0-0 I 2-7.12 . 2-5.12 3-6-8 3.8-0 3$8_ _2-5-12 - 2-7-12 LOADING(psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) 0.18 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.41 14-15 >602 240 BCLL 0.0 ' Rep Stress Inch NO WB 0.40 Horz(TL) 0.20 11 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:249 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP DSS TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. except BOT CHORD 2x6 SP DSS end verticals. a WEBS 2x4 SP No.3'Except* BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. 2-18,9-11:2x4 SP DSS REACTIONS. (lb/size) 18=1173/0-5-8 (min.0-1-8),11=1173/0-5-8 (min.0-1-8) Max Horz 18=38(LC 4) Max Uplift 18=-350(LC 4),11=-350(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-18=-1088/348,2-3=-2342/526,3-4=-4432/1042,4-19=-4379/1033,5-19=-4378/1033, 5-20=-5774/1381,20-21=-5774/1381,21-22=-5774/1381,6-22=-5774/1381, 6-23=-4388/980,7-23=-4388/980,7-8=-4442/990,8-9=-2341/498,9-11=-1087/337 BOT CHORD 16-17=-510/2307,16-24=-1385/5889,15-24=-1385/5889,15-25=-1385/5889, 25-26=-1385/5889.26-27=-1385/5889,14-27=-1385/5889,14-28=-1332/5774, 13-28=-1332/5774,12-13=-456/2306 WEBS 2-17=-480/2122,3-17=-835/229,3-16=-481/2043,4-16=-147/1001,5-16=-1629/459, 6-13=-1505/424,7-13=-145/996,8-13=-470/2054,8-12=-838/220,9-12=-455/2120 NOTES- 1)2-ply truss to be connected together with 10d(0.120"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. �ilil la t T Webs connected as follows:2x4-1 row at 0-9-0 oc. t%� eg, 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 S11' QSEPH�'�.,e connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. •.% '\ •'••+•.- I1 f�d�1 I 3)Unbalanced roof live loads have been considered for this design. w!'��••�\G '•1J •, r• 4)Wnd:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf:BCDL=6.Opsf;h=20ft;Cat.II;Exp B;Encl.,GCpi=0.18; ti-1, : `' .< ,.1�f• MWFRS(envelope)gable end zone:Lumber DOL=1.60 plate grip DOL=1.60 d' : No 6.484 ".--w tt 5)Provide adequate drainage to prevent water ponding. ` •• / + 6)All plates are 4x4 MT20 unless otherwise indicated. = *• •;1* 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . ,• 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will •'"�• , r fit between the bottom chord and any other members. ...... '5) STATE - 9)Bearing at joint(s)18,11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify °,.0 '. r� :4.∎4 capacity of bearing surface. °u T R ‘0„. •��y, 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 350 lb uplift at joint 18 and 350 lb uplift at '4,i Ak .•.. • ��;'► joint 11. al ty 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. d j�4 j•4 e l C!�` '�� Continued on page 2 May 6,2015 / 1 WARNING-Please thoroughly review the"Customer's Acknowledgement of Proelrtd Standard Terms for Manufactured Products-form Verify design parameters and read pees on the Truss Design Draw (TDD) ® Drawing and the DrJ Reference Sheet(rev.11-14)before use.Unless otherw se stated on the TOD.only MiTek connector plates shall be used for the TOD to be valid As a Truss Design Engineer(r e,specially Engineer). 1 the seal on any TOD represents an acceptance of the professional engineering responsibly for the design of the single Truss dopcted on the TDD only,under TPI 1 The design assumptions.loadsng corddians. sutabcty and use of this Truss for any Budding e the responsibly of the Owner.the Owners authorized agent or the Bulks Designer,in the cooled of the IRC.the IBC.the local bndi code and TPI 1 The approval of the TDD and any held use of the Truss.inducing handling.storage.mstalatron and tracing,snail be the resporedbdty of the Budding Designer and Contractor.Al notes set out m the TOD and the Eit practices and gueeines of Buddng Component Safety Information(BCSi)published by TPl and SBCA are referenced/o general gudance TPI 1 defines the responsibilties and dutes of the Truss Desgner.Truss Design Engneer and Truss Manufacturer.unless othe wise defined by a Contract agreed upon do vnting by all parties nvoived The Truss Design Engineer is NOT the Budding Desgner or Truss System Engmeet fo any budding All captahzed temp are as dehned n TPI 1. cau.. EERI Copyright 02014 Pt at4-DOJ Pangneerirg,LLC,(De-ti Reproduction of this document,in any term,le proNbted without written pernresron horn Pro8utldDrJ. ENGINEERING LLC Job Truss Truss Type Qty Ply Andrews Residence 19757646 ANDREWS_RESIDENCE A01 HIP GIRDER 2 2 Job Reference(optional) ProBuid South East, Pooler,GA 31322 7.600 s Oct 3 2014 MiTek Industries.Inc.Wed May 06 12:36:46 2015 Page 2 I D:O0Ia4C I PRq R Wg_Ojra PSYhzJa nZ-C PgCO nEtul FcaQ8ELhhSj N Pe76LisTXDgTn2PSzJD PF NOTES- 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)52 lb down and 73 lb up at 5-0.0,52 lb down and 73 lb up at 7-0-12,52 lb down and 73 lb up at 9-0-12,52 lb down and 73 lb up at 10-6-0,52 lb down and 73 lb up at 11-11-4,and 52 lb down and 73 lb up at 13-11-4,and 52 lb down and 73 lb up at 16-0-0 on top chord,and 98 lb down at 5-1-8,47 lb down at 7-0-12,47 lb down at 9-0-12,47 lb down at 10.6-0,47 lb down at 11-11-4,and 47 lb down at 13-11-4,and 98 lb down at 15-10-8 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(Of) Vert:1-2=-54,2-4=-54,4-7=54,7-9=-54,9-10=-54,16-18=20,13-16=-20,11-13=-20 Concentrated Loads(lb) Vert:4=52(B)7=-52(B)13=-46(B)16=-46(B)19=-52(B)20=52(B)21=52(B)22=-52(B)23=52(B)24=-26(8)25=26(B)26=26(B)27=-26(B)28=26(B) Q G 4?) -4cee as;c\, itZ\/ Nor fc$1) A..(\ • + sr4 f?SEPI-/ ........ mot. � a1G�NSF •�•� r Q.• No 69484 :� • * : • tr . STATE OF C1a � • �zORaP ,_•� May 6,2015 t 1 AAWARNING-Please thoroughly review the"Customers Aduxoufedgement of ProBund Standard Terms for Manufactured Products"form.Verify design parameters and read notes on the Truss Design Darning(700) and the Ord Reference Sheet(rev.11.14)before use unless otherwise slated on the TOD,only MITek connector plates shall be used for this TOD to be valid.As a Truss Design Enpneer he,Speaalty Engineer), the seal on any TOO represents an acceptance of the professional errgneenng responsibly for foe design of the sage Truss depicted on the TOO only,under TPI 1 The design assumptions,loading conditions, sutabtity and use of the Truss for any Building is the responsibility of the Owner,foe Owners authorized agent or the Buildng Designer.in the context of the IRC•the IBC.the local bulking code and TPI 1.The approval of the TOO and any field use of the Truss.including handling,storage.insulation and bating,shat be the responsibility of Ile BWdng Designer and Contractor.Al notes rut out n the TOD and the practices and guidelines of Building Component Safety Information(SCSI)published by TPI and SBCAare referenced for general guidance TPI 1 defines the resporredlties and duties of the Truss Designer.Tres • Design Engineer and Truss Manufacturer.unless otes'wse defined by a Contras agreed upon in uniting by at Parties involved The Tees Design Engineer is NOT the Bulking Designer or Truss System Engineer for any Waling.Al caatakzed terms are as defined in TPI 1 ENGINEERING LLC Copyright 02014 ProBuit-OrJ Engneerng,LLC,(CU).Reproduce n of Ills docunert.in any form.*prohibted without written permeaion from Proeutd-DrJ. Job Truss Truss Type Oty Ply Andrews Residence 19757647 ANDREVVS_RESIDENCE A02 Hip 2 1 Job_Referenceloptionaq Proeuid South East. Pooler,GA 31322 7.800 s Oct 3 2014 MiTek Industries.Inc.Wed May 08 12:38:48 2015 Page 1 ID:001a4C IPRgRWg_OjraPSYhzJanZ-8noypTG7OMWJpjldS6kwpoV?nw1 r1(0?W7nG9TKzJDPD -2.0.0 2-6-5 4-9-3 7-0-0 9-4-0 11-8-0 14-0-0 16-2-13 18-5-11 21-0-0 23-0-0 I 2-0-0 2-6-5 I 2-2-13 I 2-2-13 I 2-4-0 I 2-4-0 I 2-4-0 I 2-2-13 I 2-2-13 I 2-6-5 I 2-0-0 Scale=1:42.3 454= 454 = 3.50 12 5 3x4 = 3x4= 3x4 a 6 22 5 8 23 7 8 3x4 4 �ri 7 7 - - 7 - I: 9•358 21 =-�!i i, - ids . 24 358 = '} 3 � f0 •. 2x4 II 20 3 '_ „' �' 25 2x;1 II 2 r ,n 17 16 15 0. 18 8x8 II 304= 808 II 14 �� ,., / 1,,, 12 3x4 .-:•"- 354 v Tel ex xi 19 3.50 12 13 454 454 I 3-8-8 I 7-1-8 I 10-6-0 I 13-10-8 I 17-3-8 I 21.0.0 I 3-8-8 3-5-0 3-4-8 3-4-8 3-5-0 3-8-8 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (hoc) I/den Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) -0.22 16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.29 Vert(TL) -0.52 16 >478 240 BCLL 0.0• Rep Stress Incr YES WB 0.34 Horz(TL) 0.32 13 n/a n/a - BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:126 lb FT=20% LUMBER- BRACING- - TOP CHORD 2x4 SP DSS TOP CHORD Structural wood sheathing directly applied or 3-5-6 oc purtins, except BOT CHORD 2x6 SP DSS end verticals. i WEBS 2x4 SP No.3*Except* BOT CHORD Structural wood sheathing directly applied or 9-11-12 oc bracing. 2-19,11-13:2x4 SP DSS REACTIONS. (lb/size) 19=882/0-5-8 (min.0-1-8),13=882/0-5-8 (min.0-1-8) Max Horz 19=46(LC 8) Max Uplift 19=-267(LC 8),13=-267(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-19=271/196,3-21=-2191/425,4-21=2182/430,4-5=-3592/736.5-6=3554/735, 6-22=-3875/751,22-23=-3875/751,7-23=3875/751,7-8=3563/717,8-9=3602/716, 9-24=2191/443,10-24=-2200/438,11-13=271/196 BOT CHORD 18-19=-267/1319,17-18=-573/2748,16-17=-740/3844,15-16=-706/3847, 14-15=-557/2761,13-14=267/1333 WEBS 3-19=-1496/318,3-18=-140/873,4-18=857/243,4-17=-131/809,5-17=-147/902, 6-17=447/147,7-15=-447/145,8-15=-142/904,9-15=-147/809,9-14=-857/236, 10-14=-127/873,10-13=-1501/324 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=20ft;Cat.II;Exp B;End.,GCpi=0.18; . MWFRS(envelope)gable end zone and C-C Exterior(2)-2-0-0 to 1-0-0,Interior(1)1-0-0 to 7-0-0,Exterior(2)7-0-0 to 18-2-15,Interior(1) U�l1Elift! 18-2-15 to 23-0-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 1t0 t►y�� 3)Provide adequate drainage to prevent water ponding. `,01 ,OSE PH©'p 4)This truss has been designed for a 10.0 psi 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 1`-Q�*•\G E N g••a•'�).�•P *•••�, ti, F •• fi fit between the bottom chord and any other members. •,• •6)Bearing at joint(s)19,13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Q;• N O 6 484 •" capacity of bearing surface. • 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 267 lb uplift at joint 19 and 267 lb uplift at •• * •# joint 13. — • 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 13: .;W r• :9•• cS TAT E OF LOAD CASE(S) Standard 0�. p` 1[J` it` arts+ May 6,2015 ■ t WARNING-Please thoroughly review the-Customers AGmwNedgemen of Pro&dld Standard Terms for Manufactured Products"lam.Verily design parameters and read notes on the Truss Design Drawing(TOO) A and the DrJ Reference Sheet(rev.11-141 before ree.UnIns otherwee stated on the TOO-only MiTek connector plates shall be used for the TDO to be vad.As a Truss Engineer i.e.S - Design ngi ( pedalty Ergsse, the seal on arty TOO represents an acceptance of the pent tonal oeid erixl fespp mbiily fix the pi d the single Trust depicted on the TDD city.under TPI 1.The design aswmytr005,loafing condo ors, motsartd rite of dts Tenes for any BwHeg s the resporai Zl d O%tsr,the Ovenele sg•ri a the i0k�p pesq�er n Ire context of me IRd.the IBG.us foal LI:1g code and PI 1.The approval of the TOO and any asst use of trio Teas.intkMug handing,sbrage,kahllaron and trredrg,elul be the re or�iliy oitlre•Buedirg Deelpnee and Contractor.Ace notes M Out n Me 700 aM me Emit practices ad guidelines of Building Component Safety Information(SCSI)p Matied by TPI and SBCA are referenced fig general guidance.TPI 1 defines the responsibilities and dunes d the Truss Designer.Truss • Design Engineer and Truss Manufacturer,unless omewise defined by a Conbad agreed upon Sr%Ming by si parties bivalved.The Truss Design Engineer is NOT the Building Designer r or Truss System Ertgmeer for any°Meng Al capitalized tams are defined in TPI 1. E IGINEERING LLC Copyright O 2014 ProBukl-O,J Engneeng,ILC.(DW).Reproduction of this document,it any torn is prohibited without written permission from Prof:NM-D J. • Job Truss Truss Type Qty Ply Andrews Residence 19757648 F ANDREINS_RESIDENCE A03 Hip 2 1 Job Reference footiona0 Pro Build South East. Peeler,GA 31322 7.600 s Out 3 2014 MiTek Industries,Inc.Wed May 06 12:36:49 2015 Page 1 ' ID:O01a4CIPRgRWg_OjraPSYhzJanZ-d ML1pHIBgeARtsp0gF9L?196KNB3mlfMR?iOnzJDPC ' I -2-0-0 I 3-2-5 I 8.1-3 I 9-0-0 I 12-0-0 I 14-10-13 I 17-9-11 I 21-0-0 I 23-0-0 I 2-0-0 3-2-5 2-10-13 2-10-13 3-0.0 2-10-13 2-10-13 3-2-5 2-0-0 Scala=1:42.3 4x8 = 4x6 = 3.50 12 5 8 454 �\ 4x4 . 4 ac• ��Sg. 7 •- 0i ir♦� `? . 4x4 20 ee'A'�� ,� e'�Q�♦�Aw,,cc 1 4x4 3 �.. �Y 8 _ 5x6.:".19 -- 18 14 -• w 22 5x6 P , s� 2 �`y� 16 8x8 II 8x8 II 13 _^`�'ji' 9 u7 HO 4x4 4x4 ♦ �t>� 1D II12 N lie •� `l 5x6 I 5x6 ►M� aMI C A 3.50 12 *MI • 11 3xx4 4 I I 3x4 I I I 3-2-5 I 8.1-3 I 9-1-8 i 11-10-8 1 14-10-13 1 17-9-11 ( 21-0-0 I 3--5 2-10-13 3-0-5 2-9-0 •5 2-10-13 3-2-5 Plate Offsets X 2:0-2-15 0-2-8 5:0-5-4 0-1-12 9:0-2-15 0-2-8 .01 I. LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES ,(TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) -0.26 14-15 >962 360 MT20 CP ��_`TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.60 14-15 >416 240 BCLL 0.0 • Rep Stress Ina YES WB 0.66 Horz(TL) 0.38 11 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) • •ig Ib fjji6��i_ •s\O LUMBER- BRACING- v !`r1_ �/ ' TOP CHORD 2x4 SP DSS TOP CHORD Structural wood sheathin. •erectly or ` 're`xce BOT CHORD 2x6 SP DSS end verticals. @ ` WEBS 2x4 SP No.3*Except* BOT CHORD Structural wood sheathin• •irectly a�P0-0-0® 2-18,9-11:2x4 SP DSS JJ REACTIONS. (lb/size) 18=882/0-5-8 (min.0-1-8),11=882/0-5-8 (min.0-1-8) �� +� Max Horz 18=54(LC 16) Max Uplift 18=-256(LC 8),11=256(LC 9) \,%?` C.? FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-18=-817/271,2-19=1974/359,3-19=-1952/366,3-20=-3281/616,4-20=-3265/620, 4-5=-3978/696,5-6=-3913/719,6-7=3954/719,7-21=-3283/644,8-21=-3299/640, 8-22=-1953/370,9-22=-1981/364,9-11=815/267 BOT CHORD 16-17=-364/1935,15-16=-593/3265,14-15=-619/3912,13-14=588/3280, 12-13=-337/1951 WEBS 2-17=-331/1749,3-17=535/147,3-16=-225/1275,4-16=-383/122,4-15=-123/710, 5-15=135/977,6-14=-108/958,7-14=124/686,7-13=-370/123,8-13=239/1278, 8-12=539/142,9-12=-314/1750 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=20ft;Cat.II;Exp B;Enc.,GCpi=0.18; `i,«,�,,+' MWFRS(envelope)gable end zone and C-C Exterior(2)-2-0-0 to 1-0.0,Interior(1)1-0-0 to 9-0-0,Exterior(2)9-0-0 to 12-0-0,Interior(1) 0%% //�/ 16-2-15 to 23-0-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ..$ QSE PH d '#� 3)Provide adequate drainage to prevent water ponding. � a '•• ` ei 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `4y4�� •y\G E fig,:* �0 I. 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 .k fit between the bottom chord and any other members. Q•: N O 6 484 ••fir. 6)Bearing at joint(s)18,11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify .�. • ". capacity of bearing surface. ` *: 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 256 lb uplift at joint 18 and 256 lb uplift at •'• joint 11. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. t . STATE O LOAD CASE(S) Standard ":•-"*.-.�� O k Q P \2•'Z+ "if/ON A{r` . • May 6,2015 4 ' WARNING-Please thoroughly review de"Customers Acknow/edpemera d ProBuld Standard Terrors for Manuhdued Products"form.verity design parameters and read notes on tfns Truss Desgn Drawng(700) acrd the D,J Relerena Sheet(rev 11.14)be ore use.Unless o herwise stated on the TOO,only M,Tek connector pates shall be used for the DD to be valid Asa Truss Oesgn Engineer(re.,Specaly Engneer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the deegn of the angle Truss deputed on the TDD only.under TPI 1.The design assumptions,loadeg conditions. Ett suiability and use 01 ere Truss for any Buddng a the responsibility d the Owner.the Owners authorized agent or the Bu•ldi g Des�pner n the context of the IRC.the IBC.the local bulking code and TPI 1.The approval d the TOO and any held use of the Truss.inclydi g handkrg,storage.instalation and braarg.shag be the responsiWdy o1 the Budding Designer and Contractor.NI notes set out n the TOO and the padkes and gudeletas of Buidding Component Safety Information(BCSI)pblished by TPI and SBCA are rHNenced for general guidance TPI 1 defines the reeponsbleas and duties d the Tess Desgner.Trues gn Engineer and Tr ss Manufacturer,unless otherwlce delved by a Contract agreed upon in wnt rig by al parties nvolved.The Truss Oesgn Engineer is NOT the Br ading Designer or Truss System Engneer en In li for any bu ildng.All capitalized terms are as deaned in Tel 1. ENGINEERING uC Copyright 02014 ProBuWOrJ Engneeerg,LLC.(DrJ).Reproducson 01 ttas document.in any form,on prohbned without written perrnnsan horn Proauid-OrJ. Job Truss Truss Type Qty Ply Andrews Residence 19757649 ANDREWS_RESIDENCE A04 Roof Special 3 1 b Job Reference(optional) ProButd South East, Poobr,GA 31322 7.600 s Oct 3 2014 MiTek Industries,Inc.Wed May 06 12:36:51 2015 Page I ID:O01a4CIPRgRWg_OjraPSYhzJanZ-ZMT5SUI0jHuugB0C8EHdQQ7 V 72cXhnygIUp4fzJDPA -2.0.0 2-10-2 5-4-12 7.1146 10-6-0 13-0-10 15-7-4 18-1-14 21-0-0 23-0-0 I ) I I I 1 ) 2-0-0 2-10-2 2-6-10 2-6-10 2-6-10 2-6-10 2-6-10 ) 2-6-10 2-10-2 i 2-0-0 Scale=1:41.6 8 3.50 1 12 e, 5 = 7 23 19 n +� 16 r 5x8 '''21 A. in.20 17 8x10 = 15 a� 5x6 k 1 4•_7 A� 24 10 18 11 � � H n .41 5x6 3.50 12 5x6 ir 20 12 2x4 11 2x4 I I 1 2-10-2 1 5.4-12 i 7-11-6 I 10-6-0 1 13-410 I 15-7-4 I 18 -1.14 I 21-0-0 I 2-10-2 2-6-10 2-6-10 2-6-10 2-6-10 2-6-10 2-6-10 2-10-2 Plate Offsets(X,Y)— 12:0-2-15,0-2-81.110:0-2-15,0-2-8I,116:0-5-0,0-4-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) -0.26 16 >966 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.29 Vert(TL) -0.59 16 >418 240 • BCLL 0.0* Rep Stress Ina' YES WB 0.60 Horz(TL) 0.39 12 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:128 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP DSS TOP CHORD Structural wood sheathing directly applied or 3-4-7 oc purlins, except ` BOT CHORD 2x6 SP DSS end verticals. WEBS 2x4 SP No.3'Except' BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. 2-20,10-12:2x4 SP DSS,6-16:2x6 SP DSS REACTIONS. (lb/size) 20=882/0-5-8 (min.0-1-8),12=882/0-5-8 (min.0-1-8) Max Horz 20=61(LC 16) Max Uplift 20=-246(LC 8),12=-246(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-20=819/256,2-21=-1781/308,3-21=-1757/314,3-4=-3051/535,4-22=3790/612, 5-22=3768/615,5-6=-4078/564,6-7=-4078/569,7-23=-3774/552,8-23=-3797/549, 8-9=3065/449,9-24=-1761/267,10-24=1787/261,10.12=-816/251 BOT CHORD 18-19=336/1743,17-18=-522/3032,16-17=-570/3766,15-16=-480/3773, 14-15=397/3045,13-14=226/1759 WEBS 6-16=-257/2129,7-16=-85/394,8-15=94/699,8-14=-413196,9-14=169/1241, 9-13=-559/122,10-13=-237/1595,5-16=-41/394,4-17=-82/700,4-18=-416/108, 3-18=202/1247,3-19=-556/138,2-19=-278/1592 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=20ft;Cat.II;Exp B;Enc.,GCpi=0.18; toot{�Ilt'gilts t MWFRS(envelope)gable end zone and C-C Exterior(2)-2-0-0 to 1-0-0,Interior(1)1-0-0 to 10-6-0,Exterior(2)10-6-0 to 13-6-0 L, zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 �� '9‘.IjE P l#` 3)All plates are 4x4 MT20 unless otherwise indicated. tip , 4, 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦�• ��• G N ash:�,i`°ao 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' • •.. �� fit between the bottom chord and any other members. 4 Q' No 6.484 '•.e~:. 6)Bearing at joint(s)20,12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify ..', capacity of bearing surface. *• /. •, 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 246 lb uplift at joint 20 and 246 lb uplift at • • - joint 12. ••'13• Q.`. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. r,.9 TATE • • LOAD CASE(S) Standard ♦,j‘j.,<‘..'••''t Q R t 4 is"...' • ••: ti lil �0N A ti lti May 6,2015 I A&WARNING-Please thorougNy review the'Customers Acknowledgement of ProBuid Standard Terms for Manufactured Products-form Verify design parameters and read notes on this Truss Design Drawing(TDD) and the DrJ Reference Street(rev.11-14)before use Unless ah erwse stated on the TDD,only MiTek connector plates shall be used for the TDD to be valid.As a Truss Design Engineer lie.,Specialty Engineer). • the seat on any TOO represents an acceptance of the professional engmeereg responsibility for the design 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 Building is the responsibility of the Owner,the Owners authorized agent or the Building ,on tiro context of the IRC.the IBC,the local building TPI approval of the TDD and any Pee use of the Truss,including handling.storage,installation and bracing,shad be the responsnp I the Building t the OO and the The bi ty •TPI Designer and Contractor.Al All notes set out n the TDO and the Design Engineer and guidelines of Budding aufa Component Safety Information(SCSI)published a TPI and SBCA are rot parses involved The Truss Design Engineers NOT the Building Designer a Truss System Engineer fp any bulldog.All caprtyaed terms are as defined In TPI 1 rr Copyright 02014 Pro6ukl-OrJE trice ENGINEERING uC t Engineering.LLC.(DO).Reprodudbn of this downer&o any fawn.is prohibited without vatlen permssion horn ProBuild-DrJ. Job Truss Truss Type Oty Ply Andrews Residence 19757650 e ANDREWS_RESIDENCE CJ1 Jadc-Open 8 1 Job Reference Notional) Pro Build South East, Peeler,GA 31322 7.600 s Oct 3 2014 Meek Industries,Inc.Wed May 06 12:36:51 2015 Page 1 ID:001a4CIPRgR Wg_Ojr8PSYhzJanZ-ZMT5SUIOjHuug80C8EHd007 Vm76iXg4yg1Up4fzJOPA I -2-0-0 I 1-0-0 I 2-0-0 1-0-0 1 Scale•1:10.6 3 3.50 1 2 2 2x4 11 0 iiill r 1 Pir11101MI li to _ 3.50 12 5 2x4 II 1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(TL) 0.00 5 >999 240 BCLL 0.0 ' Rep Stress lncr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:8 lb FT=20% .. LUMBER- BRACING- 4 TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins, BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP M 30 BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc b• 'n !` REACTIONS. (lb/size) 5=295/0-5-8 (min.0-1-8),4=-19/Mechanical,3=-97/Mechanical °C,vw Max Horz 5=42(LC 8) �,♦/►_ Max Gray 5=5=295(LC 1). =9(LCLC 1),3=(LC(8) 1) �� kO _ Max Gray 5=295(LC 1).4=9(LC 3),3=66(LC 8) �FORCES. (Ib)-Max.Comp/Max.Ten.-All forces 250(Ib)or less except when shown. /TOP CHORD 2-5=-263/258 ��/) �NOTES- w 1)Wind:ASCE 7-10:Vuft=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=6.Opsf;h=20ft;Cat.II;Exp B: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 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will `4\ 0.fit between the bottom chord and any other members. ��aaa///4)Refer to girder(s)for truss to truss connections. \„<:11::11 5)Bearing at joint(s)5 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 177 lb uplift at joint 5,19 lb uplift at joint 4 and 97 lb uplift at joint 3. �!S 11e�tits..4 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. *mss``�OSE Ps7 f. `j`, LOAD CASE(S) Standard `4,5�tss.y1i✓EN5�'"J`�.� �,' N 0 %II - - #. fig/ �. — :9 ATE OF : J ;.a z oP.=zw: list,„1/. .......-,9.0-0 ir1 Ai �'% !!!s May 6,2015 AAWARNING-Please thoroughly renew the-Customer Terns s Acknowledgement of ProBuild Standard Tes tot Manufactured Products'form Venty design parameters and read notes on thin Truss Design Drawing(TDD) and the DrJ Reference Sheet(rev 11.14)before use Unless otherwise stated on the TOO.only MTek connecter plates shall be used for the TOD to be valid As a Truss Design Enpneet Ii e,Specialty Engineer). the seal on any TDO represents an acceptance of the professional engineering responnloirty for the design of the smote Truss depicted on the TDD only,under TPI 1 The design assumptions.loading condniors. sutability and use of inns Truss for any Building s the responsibility of the Owner.the Owners authorized agent or me Budding Designer,in the context of the IRC.the IBC,the local Wiring code and TPl 1 The ZiEj approval of the TDD and any held use of the Truss.mcludng handing,storage,mstallatron and tracing.shall be the responnlbley of the Balding Designer and Contractor All notes set out in the TDD and the practices and gr.delmes of Balding Cotrponere Safety Information(eCSI)published by TPI and SBCA are referenced for general guidance TP1 1 defines the iesponsrb ir'es and dunes of the Truss Designer,Truss Design Engineer and Truss Manufacturer.unless otheemse defined by a Contract agreed upon in=sting by at parties involved.The Truss Design Engineer is NOT the Bulking Designer or Truss System Ergneer 4 for any building All caprtal¢ed terms are as defined In TPI 1 ENGIuC Copyright 02014 ProBuld-O*J Engneenng,LLD,4DrJl Reproduction of this document n any form,rs promoted without written permssan from Pr0BwA6DIJ Job Truss Truss Type Qty Ply Andrews Residence 19757651 ANDREWS_RESIDENCE CJ3 Jack-Open 8 1 a Job Reference(optional) Proauild South East, Pother,GA 31322 7.600 s Oct 3 2014 MiTek Industries,Inc.Wed May 06 12:36:52 2015 Page 1 ID:001a4CIPRgRWg_OjraPSYhzJanZ-1 Z1 TfgJeUb011LbOhyoszefghXSIGHK52PENc5zJDP9 1 -2-0-0 1 3-0-0 I 2-0-0 3-0-0 Scale•1:13.5 3 I 3.50 12 J li 7 2x4 II 1„, 2 l 1-3 r 1 6 I if f Sr rV 2-5 4-5 t AI ti3.50 12 5 2x4 II I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) -0.00 4-5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.01 4-5 >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 FRC20101TPI2007 (Matrix) Weight:14 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP M 30 BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 5=264/0-5-8 (min.0-1-8),3=42/Mechanical,4=17/Mechanical Max Horz 51.4(LC 8) Max Uplift5=129(LC 8),3=-36(LC 12) Max Gray 5=264(LC 1),3=42(LC 1),4=49(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 4 NOTES- 1)Wind:ASCE 7-10;Vuft=l ?Omph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.Opsf;h=20ft;Cat.II;Exp B;End.,GCpi=0.18; M WFRS(envelope)gable end zone and C-C Exterior(2)-2-0-0 to 1-0-0,Interior(1)1-0-0 to 2-11-4 zone;C-C for members and forces& MWFRS for reactions s/lown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Bearing at joint(s)5 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 129 lb uplift at joint 5 and 36 lb uplift at joint 3. 7) "Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. `�110111111/1/14 P f', LOAD CASE(S) Standard ♦�,` sOK'�.E• 0� /ri Q': No 69'84 le'• n.. • • • ,r13 i / •1 s► :15 • STATE 6 F :t.uC.: "% �4 ®R +®9.-...•�' �FS May 6,2015 i , a&WARNING-Please thoroughly review the'Customers AtlugMedgement of ProBuid Standard Terms for Manufactured Products"lam.Verify design parameters and read notes on the Tr ss Deei9n Drawing(TOO) th and the DrJ Reference Sheet(rev.11-14)before use Unless oth erwse staled on the TOD,only MITek connector pates shall be used for Ow TDD to be said As a Truss Design Engineer li.is,Specialty Engineer), • Me seal an any TOD represents an acceptance of the professional engineerng responsibility for the design of the single Truss denoted on the TDD only,under TPI 1 The design assumptbrs,loading conditions. sulablty and use al this Truss for any Building is the responsibility of the Owner,the Owners authorized agent or the Building Designer.n the context of the IRC.the IBC.the local bolding code and TPI 1 The , approval of the TOD and any held use of the Truss.including handing.storage,installation and bracing.shall be the respasbdity of the Building Designer and Contractor.Al rates eel out n the TOO and the practices and guidelines of Building Component Safety Information(SCSI)published by Tel and SSCA are referenced for general guidance TPI 1 defines the respvreblleles and dotes of the Truss Designer.Truss Design Engineer and Truss Manufacturer.unless othewise dewed by a Contract agreed upon in wrrtng by at parties involved The Truss Design Engineer is NOT the Building Designer or Truss System Engneer for any building.All apdallmd terns are as defined n TPI 1. ry 1 Copyright 0 2014 ProBuild-00 Engineering.LLC,(OrJ).Reproduction of this document.In any form is prohibited v./thou(written permission from Pro&kld-DrJ. ENGINEERING LLC Job Truss Truss Type Qty Ply Andrews Residence 19757652 i ANDREWS_RESIDENCE EJ5 Jac-Open 14 I Job Reference(optional) ProBuld South East, Pooler,GA 31322 7000 s Oct 3 2014 MiTelt Industries,Inc.Wed May 06 12:36:52 2015 Page 1 ID:OOIa4CIPRgR Wg_OjraPSYhzJanZ-1Z1 TfgJeUb011LbOhyoszefgWXRPGHK52PENc5zJDP9 I -2-0-0 I 5-0-0 1 2-0-0 5-0-0 Scale=1:16.8 3 0 3.50 12 jN l rl2X4 I I e 7 r 2 N1 El 1 • ill 3.50 12 5 3X4 II I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) -0.02 4-5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(TL) -0.05 4-5 >999 240 BCLL 0.0 • Rep Stress Ina YES WB 0.00 Horz(TL) 0.03 3 n/a n/a " BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:20 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlin except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP M 30 BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc 4y�"_� REACTIONS. (lb/size) 5=319/0-5-8 (min.0-1-8),3=106/Mechanical,4=46/Mechanical �V Max Uplift5=-132(LC 5=-1(2(8) O ✓� O� Max Uplrf15=132(2(8),3=-70(2(12) Max Gray 5=319(LC 1),3=106(LC 1).4=87(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ��/'�� `O TOP CHORD 2-5-282/219 I -ec �)� NOTES- ® by �v 1)Wind:ASCE 7-10;Vuft=130mph(3-second gust)Vasd=101mph;TCOL=4.2psf;BCDL=6.0psf;h=20ft;Cat.II;Exp B;End.,GCpi= 8; Q MWFRS(envelope)gable end zone and C-C Exterior(2)-2-0-0 to 1-0-0,Interior(1)1-0-0 to 4-11-4 zone;C-C for members and force;& �C / l COI MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 @ `� 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.3)'This truss has been designed for a rive 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. Cet 4)Refer to girder(s)for truss to truss connections. . ..,,>0 5)Bearing at joint(s)5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity `. of bearing surface. '!s+4"44, .. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 132 lb uplift at joint 5 and 70 lb uplift at joint 001111/1i li��, 3. ``.� �r 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4.4,,S 1,�QSEP�7 j)'h1 Ate LOAD CASE(S) Standard S~`-P�•0 N S�:'-r,),. -- 4 •;}'! No 9484 .s :9 •, STATE OF niiitstt{ May 6,2015 4 4 - aaWARNING•Please thoroughly review the'Customers Adatowledgemert of ProBuad Standard Terms be M muted red Products"form.VsrIN design pararrMns and read notes on We Ines Design Drawing(TOO) and the OrJ Reference Sheet(rev 11-14)before use.Unkye ctheanse stated on the TOO,only Weir connector plates shall be used for this TOD to be valid.As a Truss Design Engineer(i.e.Specialty Engineer), the seal on any TOO represents art acceptance of the professional engineenng responsibility for the dsiIn of the single Trues depicted on ere TOO only,rawer TPI 1.The design assumptions,loading conditions, Emit suitability and use of the Truss for any Balding a the responsibility of the Owner,the Outrers autlar¢sdagen t or the n the context of the IRC,the IBC,the kcal balding code and TPI 1.The approval of the TOD and any held use d the Truss.includrg handing,storage.installation and bracing.shad be the rnsporeb4lly of the Baking Designer and Contractor.Al notes set out n the TOO and the practices and gudelenes of Boding Component Safety Information(SCSI)pushed by TPI and SBCA are referenced for general guidance TPI 1 desires the respornibi4s and duties of the Truss Designer,Trues Design Engineer and Truss Manufacturer,unless otherwise desired by a Contract agreed upon n voting by AN parties involved The Thus Design Engineer is NOT the Building Designee a Truss System Engineer ENGINEERING 4 for any building Al capitalized terms are as defined n TPI 1 ENGINEERI G LLC Copyright 0 2014 Proeuid-DrJ Engineereg,LLC,(DrJ).Reprodudwn of this downer,In any fam,is potibiled without widen permission horn ProBuid-DrJ. Job Truss Truss Type Qty Ply Andrews Residence 19757653 ANDREWS_RESIDENCE HJ5 Roof Special Girder 4 1 i Job Reference(optional) Pro Build South East, Pooler,GA 31322 7.600 s Oct 3 2014 MTek Industries,Inc.Wed May 06 12:36:53 2015 Page I ID:001a4CIPRgR Wg_OjraPSYhzJanZ•VlbrsAKGFv8cwvAaF fJ5WrCoOxmp?kZFH3zw9YzJDPB I -2-9-15 I 7-0-2 2-9-15 7-0-2 Scale=1:19.3 3 11 2.48 6 N_ l! • • 3x1 11 2 N Pi mg 45 1 o 2.5 E All 2.48 12 Al 5 2x4 I I I LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.02 4-5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.05 4-5 >999 240 BCLL 0.0' Rep Stress Ina NO WB 0.00 Horz(TL) -0.02 3 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 2x6 SP No.2 end verticals. - WEBS 2x4 SP M 30 BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 5=368/0-7-0 (min.0-1-8),3=108/Mechanical,4=45/Mechanical Max Horz 5=86(LC 4) Max Uplift5=227(LC 4),3=-83(LC 8) Max Gray 5=368(LC 1),3=136(LC 19),4=107(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-5=-377/243 NOTES- 1)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.0psf;h=20ft;Cat.II;Exp B;Enc.,GCpi=0.18; MWFRS(envelope)gable end zone;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Bearing at joint(s)5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 227 lb uplift at joint 5 and 83 lb uplift at joint 3. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i�=�tl1t183/fish, 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)51 lb down and 41 lb up at 4-2-15, ,s� QSE Ph o I,` and 51 lb down and 41 lb up at 4-2-15 on top chord,and 48 lb up at 1-4-15,48 lb up at 1-4-15,and 8 lb down and 14 lb up at 4-2-15, ti� 0 and 8 lb down and 14 lb up at 4-2-15 on bottom chord. The design/selection of such connection device(s)is the responsibility of 1 b •_•\G t f S' :�T�i others. :-P' AZ '•S' 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). s Q; •N O 69-$4 , o, e LOAD CASE(S) Standard _.• *i ••# 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 • • Uniform Loads(plf) '••O Vert:1-2=54,2-3=-54,4-5=-20 :9 1 STATE •F :4/„ Concentrated Loads(Ib) r 0 • I(4.■ Vert:6=70(F=35,B=35)7=55(F=27,6=27)8=19(F=10,B=10) �i fi I •- R S• 'CI•• .ii■ May 6,2015 4 t 0 WARNING-Please lhorougtdy rewewlhe•Cuslon er•s Aduowtedgement of ProeWd Standard Terms for Manofaclured Produces••faro.Verify design parameters and read notes on thus Truss reign Drawl (TDD and the DrJ Reference Street(rev.11.14)before use.Unbss dherwbe stated on the T .only tMTek cenrrodor pates shall be used fa end OD to Oil valid.As a Truss Dssgn Engineer(I.e.Spectalry 9-Oneer), ) - the seal on any TOO represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD Orly,under Tel 1.The design assumptions.loading conditions. suitability and use of this Truss for any Budding is the response:4th of the Owner,the Owner's authorized agent or the Boiling Designer.n the context of the IRC,the IBC,the t building code and TPI 1 The approval of the TOO and any Trod use of the Truss.including handing,storage.installation and bracing.slue be the responsibility of the Building Designer and Contractor.All notes set out n the TOD and the Emik practices and guidelines of Burling Component Safely Information(SCSI)published by Tel and SBCA are referenced for general guidance TPI 1 defines the responstllies and duties of the Truss .• Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in wrung by al parties involved The Truss E near is NOT the Bulking mot•Truss for any building All capitalized terms are as defined M TPI 1. ” 9 Desrgnef or Truss System Ergiroer Copyright 02014 Pro8sild-DrJ Engineering,LLC.(OrJ)Reproduction of this document,n any form,u proftbled without written permission from Proeuil6DrJ. 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