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382 7th St 2014 New Home Docs CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 Application Number . . . . . 14-00001212 Date 9/03/14 Property Address . . . . . . 382 7TH ST Application type description SINGLE FAMILY RESIDENCE Property Zoning . . . . . . . RES SF DISTRICT Application valuation . . . . 568286 ---------------------------------------------------------------------------- Application desc new home ---------------------------------------------------------------------------- Owner Contractor ------------------------ ------------------------ STEVENS ELIZABETH H & JOHN J COLLINS BUILDERS GROUP LLC 382 7TH ST 3840 CROWN POINT RD ATLANTIC BEACH FL 32233 JACKSONVILLE FL 32257 (904) 540-0974 --- Structure Information 000 000 NEW HOME Construction Type . . . . . TYPE 5-B Occupancy Type . . . . . . RESIDENTIAL Flood Zone . . . . . . . . ZONE X ---------------------------------------------------------------------------- Permit . . . . . . SINGLE FAMILY DWELLING NEW Additional desc . . Permit Fee 1818 . 00 Plan Check Fee 909 . 00 Issue Date . . . . Valuation . . . . 568286 Expiration Date . . 3/02/15 ---------------------------------------------------------------------------- Special Notes and Comments Avoid damage to underground water/sewer utilities . Verify vertical and horizontal location of utilities . Hand dig if necessary. If field coordination is needed, call 247-5834 . Ensure all meter boxes, sewer cleanouts and valve covers are set to grade and visible. A sewer cleanout must be installed at the property line . Cleanout must be covered with an RT1 concrete box with metal lid. Cleanout to be set to grade and visible. Construction parking in front of this lot only. If on-site storage is required, a post construction topographic survey documenting proper construction will be required. Roll off container company must be on City approved list and container cannot be placed on City Right-of-Way. (Approved: Advanced Disposal, Realco, Shappelle ' s and Waste Management . ) Full erosion control measures must be installed and approved prior to beginning any earth disturbing activities . Contact Public Works (247-5834) for Erosion PERMIT IS400R&4*a*9PrN )Wl(�041PR�E ;�AWPAqtAPPOiPK�LqKTlt(:iEk�f�l§�;CES AND THE FLORIDA BUILDING CODES. CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 Page 2 Application Number . . . . . 14-00001212 Date 9/03/14 ---------------------------------------------------------------------------- Special Notes and Comments construction. Portolet cannot be placed on City right-of-way. 2010 FLORIDA BUILDING CODE, FLORIDA FIRE PREVENTION CODE 2008 NATIONAL ELECTRIC CODE Full erosion control measures must be installed and approved prior to beginning any earth disturbing activities . Contact Public Works (247-5834) for Erosion and Sediment Control Inspection prior to start of construction. A sewer cleanout must be installed at the property line . Cleanout must be covered with an RT1 concrete box with metal lid. Cleanout to be set to grade and visible. *SUBMIT "CERTIFICATE OF COMPLIANCE" BY A LICENSED PEST CONTROL COMPANY PRIOR TO C.O. WINDOW AND DOOR INSPECTION: *INSTALLATION INSTUCTIONS REQUIRED *ALL STICKERS ARE TO REMAIN ON THE WINDOWS *PROVIDE ACCESS TO ALL WINDOWS TO INSPECT FASTENERS ---------------------------------------------------------------------------- Other Fees . . . . . . . . . STATE DCA SURCHARGE 27 . 27 ENG REV RESIDENTIAL BLD 100 . 00 STATE DBPR SURCHARGE 27 . 27 UTIL REV PRE APP >3 HRS 50 . 00 ---------------------------------------------------------------------------- Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 1818 . 00 1818 . 00 . 00 . 00 Plan Check Total 909 . 00 909 . 00 . 00 . 00 Other Fee Total 204 . 54 204 . 54 . 00 . 00 Grand Total 2931 . 54 2931 . 54 . 00 . 00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. Panel Panel-Tek of North Florida, Inc. 200 Commercial Drive, Suite 8 Saint Augustine FL, 32092 IM I TO Tel: (904) 584-1550 Fax: (904) 584-1551 Re 17794: Collins Builders Site Information: Project Customer: S.A. Robinson Construction, In Job Name :Collins Builders Lot/Block: Subdivision Site Name: Site Address: 382 7th Street Jacksonville Beach St: FL Zip: Name Address and License#of Structural Engineer of Record, If there is one, for this building. Name: Bryan A. Murray, P.E. License#: 64010 Address: 157 Hampton Point Drive, Suite 3 City: St. Augustine ST: FL Zip: 32092 General Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TP12007 Design Program: 7.41 Feb 14 2013 Roof Load: 35.0 pst Floor Load: N/A WindCode: MWFRS(Directional)/C-C hybrid Wind ASCE 7-10 Wind Speed: 130 mph This package includes 66 individual, dated Truss Design Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G1 5-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Date Truss ID# Seal# No. Date Truss ID# Seal# No. Date Truss 1D# Seal# 1 07/09/14 ciol A0050127 23 06/25/14 T09 A0050149 45 06/25/14 T31 A0050171 2 06/25/14 CJ03 A0050128 24 06/25/L4 TIC) A0050150 46 06/25/14 T32 A0050172 3 06/25/1 4 CJ05 A0050129 25 06/25/14 T11 A0050151 47 06/25/14 T33 A0050173 4 06/25/14 CJ05A A0050130 26 06/25/14 T12 A0050152 48 06/25/14 T34 A0050174 5 07/09/14 EJ03 A0050131 27 06/25/14 T13 A0050153 49 06/25/14 T35 A0050175 6 06/25/14 EJ07 A0050132 28 07/16/14 T14 A0050154 50 06/25/14 T36 A0050176 7 07/16/14 GE01 A0050133 29 07/16/14 T15 A0050155 51 06/25/14 T37 A0050177 8 07/16/14 KJ03 A0050134 30 06/25/14 T16 A0050156 52 06/25/14 T38 A0050178 9 07/16/14 KJ07 A0050135 31 07/16/14 T17 A0050157 53 07/16/14 T39 A0050179 10 06/25/14 Pl3ol A0050136 32 06/25/14 T18 A0050158 54 06/25/14 Vol A0050180 11 06/25/14 P1302 A0050137 33 06/25/14 T19 A0050159 55 06/25/14 V02 A0050181 12 06/25/14 P1303 A0050138 34 07/16/14 T20 A0050160 56 06/25/14 V03 A0050182 13 06/25/14 P1304 A0050139 35 07/16/14 T21 A0050161 57 06/25/14 VO4 A0050183 14 06/25/1 4 T01 A0050140 36 07/16/14 T22 A0050162 58 06/25/14 V05 A0050184 15 06/25/14 T02 A0050141 3L. 07/16/14 T23 A0050163 59. 06/25/14 V06 A0050185 16 06/25/14 T02A A0050142 38 07/16/14 T24 A0050164 60 07/09/14 V07 A0050186 17 06/25/14 T03 A0050143 39 07/16/14 T25 A0050165 61 07/09/14 V08 A0050187 18 06/25/14 T04 A0050144 40 07/16/14 T26 A0050166 62 07/0 9/14 V09 A0050188 19 06/25/14 T05 A0050145 41 07/16/14 T27 A0050167 63 07/09/14 Vio A0050189 20 06/25/14 T06 A0050146 42 06/25/14 T28 A0050168 64 07/09/14 Vil A0050190 21 06/25/14 T07 A0050147 43 06/25/14 T29 A0050169 65 07/09/14 V12 A0050191 22 06/25/14 T08 A0050148 44 06/25/14 T30 AOO ��'PT ,�6607/09/14 V13 Truss Design Engineer's Name: William M. Ranieri, PE Monta Consulting & Design of WIVIR & Associates, Inc. Florida Certificate of Authorization No. 9177 0 <11 EN 222 S. Westmonte Drive, Suite 100 Altamonte Springs, FL 32714 Phone: (407) 681-1917 N 2704 t My license renewal date for the state of Florida is February 28, 2015 G sv�! NOTE: The seal on these drawings indicate acceptance of Digitally signed by William Ranieri R professional engineering responsibilty for the truss K—CONSUL—&DESIGN cc oF Wx &—c—c.w. Date:2014.07.17 13:37:29 components shown. --c sp— -—4 -04'00' Page 1 of 1 William M.Ranieri,PE Job Tniss =rukss T CobUins Builders Jac_O:e QtY �P7 17794 Ciol 12 1 J Reference(optional) PaneI-Tek of North Florida,Inc.,St Augusfine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MTek Industries,Inc.Wed Jul 16 17 00,23 2014 Page I ID:4wybeF6Fd2q5UMgn0cpen9zEg2W4N9q?JLgdGlGs1_Y7BTUVPcul8A5m2?nkSX3JqyxRgM 1-M Scale 1:9.7 4 7.00 F12 2 T1 BI 1 214W 1 2x4 LOADING(psf) SPACING 2-0-0 CS1 DEFL in (loc) I/clef! L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) 0.00 2 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.03 Vert(TL) -0.00 2 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:6 Ib IFT 20% LUMBER BRACING TOPCHORD 2x4 SP No.2 TOP CHORD Sheathed or 1-0-0 oc purlins. BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=179/0-3-0 (min.0-1-8),5=5/Mechanical,3=-47/MechanicaI Max Horz 2=79(LC 11) Max Uplift2=-202(LC 11),5=-1 1(LC 7),3=-57(LC 2) Max Grav 2=214(LC 2),5=5(LC 1),3=76(LC 11) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;13=66ft;L=53ft; eave=lft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Comer(3)zone;porch left exposed;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 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. 3)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 4)Provide mechanical connection(by others)of truss to bearing plate capable ofwithstanding 202 lb uplift at joint 2,11 lb uplift at joint 5 and 57 lb uplift at joint 3. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ICENSE*' No.42704 PDF created with pdfFactory Pro trial version www.pdffactory.com Job Truss Truss Type Qty �PlIlr Collins Builders A0050129 17794 G.105 Jack-Open 7 1 Tjob Reference(optional) Panel-Tek of North Florida,Inc.,St Augustine,FIL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MiTek Industries,Inc.Wed Jul 16 17:00:24 2014 Page 1 ID:4wybeF6Fd2q5UMgn0cpen9zEg2W-YZjCDfMlOa97UBZkhv?j2d9?uXN?vvFwy6GcsGyxRgL 5-G-0 5-" Scale 1:21.7 4 V 288#/-205# 7.00 F1 2 8M-20 7 00�12 4 11 T1 2 B1 2 5-0-0 4-11 LOADING(psf) SPACING 2-0-0 CS1 DEFIL in (loc) I/defll L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) 0.18 2-4 >322 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.62 Vert(TL) 0.16 2-4 >350 180 BCLL 0.0 Rep Stress Incr YES WEI 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:19 lb FT 20% LUMBER BRACING TOPCHORD 2x4 SP No.2 TOP CHORD Sheathed or 5-0-0 oc purfins. BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=105/Mechanical,2=244/0-3-0 (min.0-1-8),4=24/Mechanical Max Horz 2=1 70(LC 11) Max Uplift3=-91(LC 11),2=-205(LC 11),4=-55(LC 7) Max Grav3=140(LC 16),2=288(LC 2),4=24(LC 1) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=66ft;L=53ft; eave=5ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Corner(3)-1-6-14 to 3-8-11,Exterior(2) 3-8-11 to 4-11-4 zone;porch left exposed;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 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. 3)All bearings are assumed to be SIP No.2 crushing capacity of 565 psi. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 91 lb uplift at joint 3,205 lb uplift at joint 2 and 55 lb uplift at joint 4. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard L 'E % IC SE No.42704 R PDF created with pdfFactory Pro trial version www.pdffactory.com Job Truss Truss CRY - P11Y Collins Builders uSs EJ03 ;177941:�� 3 re A0050131 7 FJob Referenrce J.ption,,Ij Panel-Tek of North Florida,Inc.,St Augustine,FIL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MiTek Industries,Inc.Wed Jul 16 17:00:25 2014 Page 1 ID:4wybeF6Fd2q5UMgn0cpen9zEg2W-1 IGaQ?Nw9uH_5L7wFcWyaqiEXxoSEyV4BmOAOiyxRgK -1-7-0 2-11-0 1-To 2-11-0 Scale=1:15.8 63#/ 231 JTWW2 T TI 2 B11 b,4 -0-1-0 3-" LOADING(pso SPACING 2-0-0 CS1 DEFIL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.29 Vert(LL) 0.02 2-4 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.22 Vert(TL) 0.02 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:12 lb FT 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 2-11-0 oc purlins. BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=45/Mechanical,4=14/Mechanical,2=195/0-3-0 (min.0-1-8) Max Horz 2=1 23(LC 11) Max Uplift3=-35(LC 8),4=-32(LC 7),2=-1 79(LC 11) Max Grav3=63(LC 16),4=14(LC 1),2=231(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;13=66ft;L=53ft; eave=3ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Comer(3)zone;porch left exposed;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 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. 3)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 35 lb uplift at joint 3,32 lb uplift at joint 4 and 179 lb uplift at joint 2. 5)"Semi-rigid pitchlbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard LICENSE No.42704 all PDF created with pdfFactory Pro trial version www.pdffactocy.com o"'ns Builders A0050133 fer Tru Job _�E ss Truss Type City �Ply Collins Builders A0050133 17794 GE01 Common Supported Gable 1 1 Job Reference(optional) Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print:7.410 s Feb 14 2013 MiTek Industries,Inc.Wed Jul 16 17:00:27 2014 Page I ID:4wybeF6Fd2q5UMgn0cpen9zEg2W-z8OLrgOBhVXhLeHJMlYQfFnbyIW5iqeNe4VGSbyxRgI -1 14-" 2M-0 30-64) 1-" 14-M 14-" 1-" Scale 1:61.3 46 10 Too F—i2 11 8 12 3x6-5�- 7 9 13 14 3x6 �17 15 4 115 16 c14 17 3 3 A 18 2 3x4 33 32 31 30 29 28 2726 25 24 23 22 21 20 3x4 3x6 28-11-0 29TO-0 28-11-0 - 0--0 LOADING(psf) SPACING 2-0-0 CS1 DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.23 Vert(LL) -0.01 19 n/r 120 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.09 Vert(TL) -0.02 19 n/r 120 BCLIL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.01 18 n/a n/a BCDL 5.0 Code FBC2010ITP12007 (Matrix) Weight:186 Ib FT 20% LUMBER BRACING TOPCHORD 2x4 SP No.2 TOPCHORD Sheathed or 6-0-0 oc purlins. BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 WEBS I Row at midpt 10-27 REACTIONS All bearings 28-10-0. (lb)- Max Horz 2=-271(LC 9) Max Uplift All uplift 100 lb or less at joint(s)28,29,30,31,32,33,25,24,23,22,21,20 except 2=-1 04(LC 11),18=-1 04(LC 11) Max Grav All reactions 250 lb or less at joint(s)2,27,28,29,30,31,32,33,25,24,23,22,21, 20,18 FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 9-1 0=-257/303,10-11=-257/303 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=3.Opsf;h=27ft;B=66ft;L=53ft; eave=Oft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Comer(3)-1-6-14 to 3-8-11,Exterior(2) 3-8-11 to 14-6-0,Comer(3)14-6-0 to 19-9-10 zone;porch left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIrTPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable studs spaced at 2-0-0 oc. 6)*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. 7)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s)28, 29,30,31,32,33,25,24,23,22,21,20 except at=lb)2=104,18=104. 9)Non Standard bearing condition. Review required. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard '�ICENSE No.42704 R 0"4 PDF created with pdfFactory Pro trial version www.pdffactory.com Job Truss Qty ply—]Collins Builders -----T-F 'T 17794 KJ07 Diagonal Hip Girder 4 1 A0050135 — Job Reference(optional) Panel-Tek of North Florida,Inc.,St Augustine,FIL --Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MiTek Industries,Inc.Wed Jul 16 17,00:29 2014 Page 1 ID:4wybeF6Fd2q5UMgn0cpen9zEg2W-vXW5GMQRD6nPayRhUSavigsqeY7kAiwg6O_NXUyxRgG -2-1-7 5-2-0 9-10-7 9-19-13 2��; —5�2-0— 4-8-7 —0-M Scale 1:26.8 3# 4.95[1-2 3x4 5�- 3 T1 2 BI Ll 7 6 2<4 2x4 11 3x4 449#/-323# 9 3 LOADING(psf) SPACING 2-0-0 CS1 DEFL in floc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(I-L) 0.05 6-7 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.39 Vert(TL) -0.07 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:44 lb FT 20% LUMBER BRACING TOPCHORD 2x4 SP No.2 TOPCHORD Sheathed or 6-0-0 oc purlins. BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 8-9-2 oc bracing. WEBS 2x4 SP No.3 REACTIONS (lb/size) 4=213/Mechanical,2=381/0-4-15 (min.0-1-8),5=254/Mechanical Max Horz2=263(LC 7) Max Uplift4=-1 83(LC 7),2=-323(LC 7),5=-226(LC 7) Max Grav 4=290(LC 12),2=449(LC 2),5=288(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-599/258 BOT CHORD 2-7=-425/528,6-7=-425/528 WEBS 3-6=-587/473 NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=66ft;L=53ft; eave=Oft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional);porch left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)*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. 3)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 4)Provide mechanical connection(by others)of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) except Ot=lb)4=1 83,2=323,5=226. 5)"Semi-dgid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate lncrease=1.25 Uniform Loads(plo Vert:1-2=-50 Trapezoidal Loads(plo Vert:2=-3(F=24,B=24)-to-4=-124(F=-37,B=-37),2=0(F=5,B=5)-to-5=-25(F=-7,B=-7) M -"4* NSE No 42704 R 0"0 as PDF created with pdfFactory Pro trial version www.pdffactory.com Truss __7ss T e Ily n A0050137 PB02 1 �Coil!s Builders Job Reference(optional) Panel-Tek of North Florida,Inc.,St Augustine,FIL Rurv.7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MiTek Industries,Inc.Wed Jul 16 17:00,31 2014 Page 1 ID:4wybeF6Fd2q5UMgn0cpen9zEg2W-rverh2Rhlk1 7pGb4btdNq5xH6mvOegOyZiTUcMyxRqE 15-3-0 15-3-0 Scale=1:29.0 4x6 2x4 I I 4x6 z:� 3 4 5 7.00[12 T 9 19 3T C� 2 6 7 3x4 10 9 8 3x4 2x4 11 2x4 11 2x4 11 15-3-0 15-3-0 LOADING(pso SPACING 2-M CS1 DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.22 Vert(LL) 0.00 7 n/r 120 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.06 Vert(TL) 0.01 7 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code FBC2010ITP12007 (Matrix) Weight:52 lb FT 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS All bearings 13-6-11. (lb)- Max Horz 2=-63(LC 9) Max Uplift All uplift 100 lb or less at joint(s)2,6,10,8 except 9=-109(LC 8) Max Grav All reactions 250 lb or less at joint(s)2,6,10,8 except 9=279(LC 22) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;13=66ft;L=53ft; eave=23ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,6, 10,8 except Ot=lb)9=1 09. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. LOAD CASE(S) Standard CEN oe LlENS�_'-* L No.42704 PDF created with pdfFactory Pro trial version www.pdffactory.com [ob,---Truss Truss Type city �Ply I A0050139 PBO4 Piggyback 5 1�Co lins Builders Job Reference(optional) Panel-Tek of North Florida,Im.,St—Augustne,FIL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 PATelk Industries,Inc.Wed Jul 16 17:00:32 2014 P 1 ID:4wybeF6Fd2q5U Mgn0cpen9zEg2W-J6CEuOSJW 1 9–RPAG9a8cMJ U MvmA4N6M6oMC 1 8p=9D 7-7-8 15-3-0 7-7-8 7-7-8 Scale 1:31.0 4x6 11 3 7.00 F1-2 2 4 5 B1 3x4 6 3x4 2x4 11 15-3-0 15-3-0 LOADING(psf) SPACING 2-0-0 CS1 DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.60 Vert(LL) 0.04 5 n/r 120 MT20 244/190 TCDL 10.0 Lumber lncrease 1.25 BC 0.29 Vert(TL) 0.07 5 n/r 120 13CLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:52 lb FT 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOPCHORD Sheathed or 6-0-0 oc purlins. BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS (lb/size) 2=223/13-6-11 (min.0-1-8),4=223/13-6-11 (min.0-1-8),6=420/13-6-11 (min.0-1-8) Max Horz 2=1 23(LC 10) Max Uplift2=-72(LC 11),4=-72(LC 11),6=-49(LC 11) Max Grav2=263(LC 22),4=263(LC 23),6=488(LC 2) FORCES (11b)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 3-6=-359/200 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=3.Opsf;h=27ft;B=66ft;L=53ft; eave=27ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-3-11 to 5-7-5,lntedor(l)5-7-5 to 7-7-8,Exterior(2)7-7-8 to 12-11-2 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Gable requires continuous bottom chord bearing. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,4, 6. 7)"Semi-rigid pitchbrealks including heels"Member end fixity model was used in the analysis and design of this truss. 8)See Standard 1ndustry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. LOAD CASE(S) Standard -�'�ICENSE No.42704 % R lb PDF created with pdfFactory Pro trial version www.pdffactory.com Job Truss Truss Type Collins Builders A0050141 17794 T02 Common Job Reference(optional) Panel-Tek of Norh Florida,Inc.,St Augustine,Fl- Run:7 410 s Feb 14 2013 Pdnt 7 410 s Feb 14 2013 MiTek Industries,Inc.Wed Jul 16 17:00:33 2014 Page 1 iD:4wybeF6Fd2q5U Mgn-6cpen9zEg2W-o IIc6kTyG LHr3ZITj IfrvW 1 c KAVP6Z2 F 1 OybgFyxRgC i 9-5-0 10-11-0 4-8-8 4-8-8 1-" Scale 1:25.8 4x6 3 7.00 F1—2 c�' W1 T 2 4 BF 6 5 2x4 2x4 I I 2x4 422N-209# 422#1-209# 9-" 9-H 4-84) 0-" LOADING(psf) SPACING 2-0-0 CS1 DEFIL in (loc) I/def! L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.30 Vert(LL) -0.02 4-6 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.35 Vert(TL) -0.03 4-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:40 lb FT 20% LUMBER BRACING TOPCHORD 2x4 SP No.2 TOP CHORD Sheathed or 6-0-0 oc purfins. BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=359/0-5-8 (min.0-1-8),4=359/0-5-8 (min.0-1-8) Max Horz2=106(LC 10) Max Uplift2=-209(LC 11),4=-209(LC 11) Max Grav 2=422(LC 2),4=422(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-382/162,3-4=-382/162 BOT CHORD 2-6=-4/271,4-6=-4/271 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=3.Opsf;h=27ft;B=66ft;L=53ft; eave=5ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Comer(3)-1-6-14 to 3-8-11,Exterior(2) 3-8-11 to 4-8-8,Corner(3)4-8-8 to 10-0-2 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)2=209,4=209. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard LICENSE-% af No.42704 R06 4 9"46 PDF created with pdfFactory Pro trial version www.pdffacto[y.com lotp ,n �Bulde Co" s rs Job russ Truss Type Oty ply Collins Builders A0050143 17794 T03 Hip Girder 1 1 Job Reference(optional) �o Pan&Tek of North Fl Inc.,St Augustne,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MTek Industries,Inc.Wed Jul 16 17:00:35 2014 Pa 1 ID:4wybeF6Fd2q5UMqnOcpen9zEg2W-kgtMWQUCoyYZiturqihJ_x6onz39aEIYUKRhI7�rgA 3-6-5 6-9-8 11_&10 16-3-13 21-0-15 25-10-2 30 -8 36-7-11 4Q44__4_1-_10-� — 25 ICL2 4-9-2 4-9-2 4-9-2 2-94 3-3-3 3-8-13 1-&O� Scale 1:76.9 5x6 3x4 2x4i 11 3x6=3x6= 5x6 5X8 5x6 zz: 7.00 F1_2 3 4 T2 5 6 7 8 9 10 2x4 jk2x4 11 ul 2 2 2 4 -T 1 12 B2 1311 111 CD 46 24 23 22 21 20 19 18 17 16 1514 3x6— 2026#1-829# 3x4 3x10 M18SHS= 5x6 3x6 5x8 49349x&x" 3x4 175#t-755# 3x4 5x8 9-8 11-6-10 16-3-13 21-0-15 25-10-2 30-7-4 33-" 40-" 40," i I i � j 2 -9-4 6-11-8 0 4-9-2 4-9-2 1 '�2_ 1: 1 Plate Offsets(X,Y): fl:0-0-0,0-1-21,L9:0-3-8.0-2-81,110:0 2-4.Edgel,[12:0-3-3,0-1-81,[16:0-3-8,0-3-01,fl8:0-3-8,0-2-81 — LOADING(pso SPACING 2-0-0 CS1 DEFIL in (loc) I/defll L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.94 Vert(LL) 0.24 21-23 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.44 21-23 >830 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(TL) 0.09 16 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matdx) Weight:230 lb FT=20% LUMBER BRACING TOPCHORD 2x4 SP No.2*Except* TOP CHORD Sheathed. T3:2x4 SP M 30 BOTCHORD Rigid ceiling directly applied or 3-7-0 oc bracing. BOTCHORD 2x4 SP No.2 WEBS T-Brace: 2x4 SP No.3-9-18,9-16 WEBS 2x4 SP No.3*Except* Fasten(2X) T and I braces to narrow edge of web with 10d Wl:2x4 SP No.2 (0.131"x3")nails,6in o.c.,with 3in minimum end distance. OTHERS 2x4 SP No.3 Brace must cover 90%of web length. REACTIONS (lb/size) 1=1567/0-3-8 (min.0-2-6),16=3984/(0-5-8+bearing block) (req.0-5-13),12=-420/0-3-0 (min. 0-1-8) Max Horz 1=-138(LC 5) Max Upliftl=-829(LC 7),16=-2290(LC 7),12=-755(LC 12) Max Grav 1=2026(LC 12),16=4934(LC 12),12=175(LC 4) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(11b)or less except when shown. TOPCHORD 1-2=-3485/1453,2-3=-3412/1445,3-4=-3569/1611,4-25=-3301/1521, 5-25=-3301/1521,5-6=-3301/1521,6-7=-2190/1052,7-8=-219011052, 9-10=-1070/2721,10-1 1=-594/1821,11-12=-581/1662 BOTCHORD 1-24=-1 111/2971,23-24=-1059/2960,22-23=-1392/3626,21-22=-1392/3626, 20-21=-864/2234,17-18=-2526/1217,16-17=-2526/1217,15-16=-1513/704, 14-15=-1513/704,12-14=-1350/540 WEBS 3-24=-1961706,3-23=-484/966,4-23=-527/379,4-21=-356/121,5-21=-647/394, 6-21=-622/1491,6-20=-1646/814,8-20=-1 149/2671,8-18=-2400/1150, 9-18=-1601/3690,9-16=-3101/1441,10-16=-2105/1051,10-14=-450/689, 11-14=-265/177 NOTES 1)2x4 SP No.2 bearing block 12"long atjt.16 attached to front face with 2 rows of 10d(0.131"x3")nails spaced 3"o.c.8 Total fasteners.Bearing is assumed to be SP No.2. 2)Unbalanced roof live loads have been considered for this design. 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=66ft;L=53ft; eave=7ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional);porch right exposed;Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)All plates are MT20 plates unless otherwise indicated. I by 6)*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 b ? 2-0-0 wide will fit between the bottom chord and any other members. 44 LICENSE 7)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) ff No.42704 I except at=lb)1=829,16=2290,12=755. eblitirdw(rarrip34612end with 7-0-0 right side setback,6-9-8 left side setback,and 7-0-0 end setback. IFRI V"G PDF created with pdfFactory Pro trial version www.pdffacto[y.com Job Tniss Truss Type Ply C ins Builders A005OW 17794 T04 Hip Job Reference(optional) Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MiTek Industries,Inc.Wed Jul 16 17:00:36 2014 Page 1 ID:4wybeF6Fd2q5UMgn0cpen9zEg2W-CtRkklVqZGgaw1 T200CYX8fynNWxJk2hjzAFHayxRg9 4-&5 8-9-8 16-2-15 23-10-3 35-7-11 4044Al4070 4-&5 —1 4-3-3 1 7-5-7 7-- 4-3-3 4-8-13 It-", Scale 1:76.9 3X8 5x6 7:�� 2x4 11 3x6— 5x6 7.00 F1_2 3 T2 4 5 6 Tq 7 2x4i X,' 3x6 2 8 %V5 %02 %V2 4 0 9 R1 B2 101 3x6 17 16 15 14 13 12 11 3x6 3x4 3)(6 3x8 2x4 3x6 6x8 2x4 11 940#/-335# 1960#/-861# 59#1-244# 89-8 16-2-15 23-10-3 �7-4 3N7-9 35-7-11 40," 8-a 7-5-7 7-7 '1 0-0-5 5-0-2 Plate Offsets MY): [1:0-0-0.0-0-141,19:0-3-3.0-1-81 LOADING(psf) SPACING 2-0-0 CS11 DEFIL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.99 Vert(LL) 0.09 15 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.42 Vert(TL) -0.20 1-17 >999 180 BCLL 0.0 Rep Stress Incr YES I WB 0.78 Horz(TL) 0.05 12 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Mathx) Weight:215 lb FT=20% LUMBER BRACING TOPCHORD 2x4 SP No.2 TOPCHORD Sheathed or 2-2-0 oc purlins. BOTCHORD 2x4 SIP No.2 BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SIP No.3 WEBS T-Brace: 2x4 SP No.3-6-12 OTHERS 2x4 SIP No.3 Fasten(2X) T and I braces to narrow edge ofweb with 10d (0.1 31"x3")nails,6in o.c.,with 3in minimum end distance. Brace must cover 90%of web length. REACTIONS (lb/size) 1=797/0-3-8 (min.0-1-8),12=1681/0-5-8 (min.0-2-5),9=13/0-3-0 (min.0-1-8) Max Horz 1=-1 72(LC 9) Max Upliftl=-335(LC 11),12=-861(LC 11),9=-244(LC 9) Max Grav 1=940(LC 22),12=1960(LC 2),9=59(LC 23) FORCES (11b)-Max.Comp./Max.Ten.-All forces 250(b)or less except when shown. TOP CHORD 1-18=-1525[723,2-18=-1482/737,2-19=-1313/646,3-19=-1 193/662, 3-20=-1 207/668,4-20=-1 206/668,4-5=-1 206/669,5-6=-1 206/669, 6-21=-3131776,7-21=-3141776,7-8=-376/845,8-22=-72/627,22-23=-76/604, 9-23=-87/594 BOTCHORD 1-1 7=-511/1266,16-17=-329/1071,15-16=-329/1071,14-15=-1 10/563, 13-14=-110/563,12-13=-110/563,11-12=-516/145,9-11=-516/145 WEBS 2-17=-311/236,3-17=-77/260,3-15=-136/260,4-15=-478/331,6-15=-438/804, 6-12=-1645/803,7-12=-729/396,8-12=-413/515 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=l 30mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=66ft;L=53ft; eave=9ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 5-5-6,Interior(l)5-5-6 to 8-9-8,Exterior(2)8-9-8 to 38-10-7,Interior(l)38-10-7 to 41-11-6 zone;porch right exposed;C-C for members and forces&MWIFIRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)All bearings are assumed to be SIP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)1=335,12=861,9=244. 7)"Serni-rigid pitchbreaks including heels*Member end fixity model was used in the analysis and design of this truss. 8)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always LICENSE required. LOAD CASE(S) Standard No.42704 OR PDF created with pdfFactory Pro trial version www.pdffacto[y.com It Job Tniss Truss Type A0050146 17794 T06 Hip C'y �P (optional) Panel-Tek of North Ronda,Inc.,St Augustine.FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MiTek Industries,Inc.Wed Jul 16 17:00:37 20`14 Page 1 ID:4wybeF6Fd2q5UMgn0cpen9zEg2W-g3?7x5WSKaoHXB2Ey7kn3MB80nml2EXrydwopOyxRg8 :::J5 L2 i :�9-8 20-1-0 27-4-8 33-7-11 40-4-8 41-10-§ 5 6 7-3-8-- — TM 6-8-13 1-" Scale=1:76.9 5X6 2x4 1 6X6 zz: 3 4 5 7.00 Ff2_ 3x6 3x6 7 51_2 3x6 6 2 2 7 %01 7 4 8 9 JIT nj 3x6 16 15 14 13 12 11 10 3x6 2x4 11 3x4 3x6— 3x8 3x6 6x8 2x4 11 1015#/-357# 1708#/-772# 263#1-261# 6 12-9-8 20-1-0 3D-7-4 33-7-11 6:N 6-3-3 7-3-8 1G-6-4 3-0-7 6-8-5 Plate Offsets MY): [1:0-M,0-0-1 41,[8:0-3-3.0-1-81 LOADING(pso SPACING 2-0-0 CS1 DEFIL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.90 Vert(LL) 0.15 8-10 >784 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.54 11-13 >674 180 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code FBC2010ITP12007 (Matrix) Weight:222 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 3-4-9 oc purfins. BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS T-Brace: 2x4 SP No.3-3-13,5-13,5-11 OTHERS 2x4 SP No.3 Fasten(2X) T and I braces to narrow edge of web with 10d (0.131"x3")nails,6in o.c.,with 3in minimum end distance. Brace must cover 90%of web length. REACTIONS (lb/size) 1=920/0-3-8 (min.0-1-8),1 1=1685/0-5-8 (min.0-2-0),8=149/0-3-0 (min.0-1-8) Max Horz 1=-240(LC 9) Max Upliftl=-357(LC 11),1 1=-772(LC 11),8=-261(LC 11) Max Grav 1=1015(LC 16),11=1708(LC 2),8=263(LC 23) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(1b)or less except when shown. TOPCHORD 1-1 7=-1 631/716,2-17=-1 496/733,2-3=-1 2331632,3-18=-858/554, 4-18=-857/554,4-19=-858/554,5-19=-858/554,5-6=-1 52/550,6-7=-1 68/379, 7-20=01431,20-21=-7/354,8-21=-23/339 BOTCHORD 1-16=-492/1501,15-16=-492/1501,14-15=-212/1092,14-22=-212/1092, 13-22=-212/1092,10-11=-257/109,8-1 0=-257/109 WEBS 2-15=-579/332,3-15=-144/395,4-13=-503/339,5-13=-472/1050, 5-11=-1406/700,7-11=-508/608,7-10=-289/44 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=1 01 mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=66ft;L=53ft; eave=13ft:Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 5-5-6,lntedor(l)5-5-6 to 12-9-8,Exterior(2)12-9-8 to 34-10-7,lntedor(l)34-10-7 to 41-11-6 zone;porch right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)*This truss has been designed for a 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,with BCDL=5.Opsf. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ut=lb)1=357,11=772,8=261. 00-1412 7)"Serni-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S) Standard LICENS9"-.% f No.42704 1 R U6" PDF created with pdfFactory Pro trial version www.pdffacto[y.com Jo Truss rus-s Type�� 10ty �Ply Collins Builders A0050148 177794 T08 Hip Job Reference(optional) Panel,-Tek of North Florida,Inc.,SIL Augustine,FIL Run:7.4 10 s F_.4 2013 Print 7.410 s Feb 14 2013 KTek Industies,Inc.Wed Jul 16 17:00:39 2014 Page I ID:4wybeF6Fd2q5UMgn0cpen9zEg2W-cS7tMnYjsB2 nUCc3YmF8nHyzaUuW7D8PxpvuvyxRg6 11-3-6 16-9-8 234-8 28-10-10 34-4-13 40-4-f '5-6-2 5-11-11 5-9-3 5-6-2 5-6-2 6-7-0 5-6-2 Scale 1:78.8 5x6 5x6 z� Too 5_2 5 6 3x4 3x4 3x6 4 3x6 3x4 7 3x6 Ic 3 8 3x6 2x4\\ 2 2 9 6 5 0 14 13 12 3x6 18 17 16 15 3x4 3x6 3x8 3x4 3x6 6x8 2x4 11 1054#1-359# 1651#/-760# 317#/-270# 8-6-5 16-9-8 30-7-4 344-13 5-11-3 8-6-5 +_ 7-2-112 3-" 8-3-3 Plate Offsets(X,Yl. rj:0_M,0-0-1 4],[10:0-3-3.0-1-81 LOADING(pso SPACING 2-0-0 CS1 DEFIL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) -0.17 16-18 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0.28 16-18 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.05 13 n/a n/a Weight 241 Ib FT=20% BCDL 5.0 Code FBC2010/TP12007 (Matdx) LUMBER BRACING TOP CHORD 2x4 SP No.2 TOPCHORD Sheathed or 3-10-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOTCHORD 2x4 SP No.2 4-16,6-15,7-13 WEBS 2x4l SP No.3 WEBS T-Brace: 2x4l SP No.3- OTHERS 2x4 SP No.3 Fasten(2X) T and I braces to narrow edge of web with 10d (0.131"x3")nails,6in o.c.,with 3in minimum end distance. Brace must cover 90%of web length. REACTIONS (lb/size) 1=958/0-3-8 (min.0-1-8),13=1651/0-5-8 (min.0-1-15),10=189/0-3-0 (min.0-1-8) Max Horz 1=-307(LC 9) Max Upliftl=-359(LC 11),13=-760(LC 11),10=-270(LC 11) Max Gravl=1054(LC 16),13=1651(LC 1),10=317(LC 23) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(1b)or less except when shown. TOP CHORD 1-2=-1717/730,2-3=-1544/696,3-19=-1472/706,4-19=-1417/718, 4-5=-972/571,5-6=-839/559,6-7=-660/422,7-20=-141/455,8-20=-150/374, 8-9=-162/316,9-21=-34/316 BOTCHORD 1-18=-493/1627,18-22=-296/1286,22-23=-296/1286,17-23=-296/1286, 16-17=-296/1286,16-24=-7/603,15-24=-7/603 WEBS 2-18=-353/260,4-18=-163/418,4-16=-634/365,6-16=-253/570,6-15=-483/241, 7-15=-252/822,7-13=-13811706,9-13=-449/490,9-12=-253/55 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=3.Opsf;h=27ft;B=66ft;L=53ft; eave=17ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 5-8-1,Interior(l)5-8-1 to 16-9-8,Exterior(2)16-9-8 to 23-4-8,Interior(l)30-10-7 to 41-11-6 zone;porch right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)*This truss has been designed for a 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,with BCDL=5.Opsf. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)1=359,13=760,1 0=270. 000 7)"Serni-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. A 8)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LICENSE LOAD CASE(S) Standard Opp No.42704 R 5664 PDF created with pdfFactory Pro trial version www.pdffactory.com It Job Truss Truss Typ ClIty �Ply Collins Builders A0050150 17794 TIO Half Hip Girder I Job Reference(optional) Panel-Tak of North Florida,Inc.,St.Augustine,FIL Run:7.410 s Feb 14 2013 Print:7.410 s Feb 14 2013 KTek Industries,Inc.Wed Jul 16 17:00:412014 Page 1 ID:4wybeF6Fd2q5UMgn0cpen9zEg2W-ZqEdnTZzOoliOoM?BzojECMq9OCn_4cRsFuOynyxRg4 -Itoo 7-M 13-2-0 1 - 7-M 6-2-0 Scale 1:30.2 5x6 3x6 3 4 T2 7.00 5-2 Ni 2 4 Lj 6 N 3x4 3x4 5 3xl4,',' 976#/-410# 1 2 -517# 13-2-0 6-2-0 LOADING(psf) SPACING 2-0-0 CS1 DEFL in (loc) Ildefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.89 Vert(I-L) 0.05 2-6 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.51 Vert(TL) -0.10 2-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.50 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:65 lb FT=20% LUMBER BRACING TOPCHORD 2x4 SP No.2*Except* TOPCHORD Sheathed or 3-11-12 oc purlins, except end verticals. T2:2x4 SP M 30 BOTCHORD Rigid ceiling directly applied or 8-7-14 oc bracing. BOTCHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS (lb/size) 5=910/0-3-8 (min.0-1-8),2=756/0-5-8 (min.0-1-8) Max Horz 2=220(LC 7) Max Uplift5=-517(LC 7),2=-410(LC 7) Max Grav 5=1 214(LC 12),2=976(LC 12) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOPCHORD 2-3=-1352/451,3-4=-1108/450,4-5=-1154/548 BOT CHORD 2-6=-455/1107 WEBS 4-6=-522/1293 NOTES 1)Wind:ASCE 7-10;Vult=1 30mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=66ft;L=53ft; eave=6ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)*This truss has been designed for a 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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)5=517,2=410. 6)Girder carries hip end with 0-0-0 right side setback,7-0-0 left side setback,and 7-0-0 end setback. 7)"Semi-rigid pitchlbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)642 lb down and 228 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf]i Vert:1-3=-50,3-4=-1 09(F=-59),2-6=-1 0,5-6=-22(F=-1 2) Concentrated Loads(lb) Vert:6=-385(F) ..'N\&Oem, If LICENSE ' a, No.42704 % F1 PDF created with pdfFactory Pro trial version www.pdffacto[y.com Job Truss Truss Type Qty �Ply Collins Builders A0050152 17794 T12 Half Hip I Job Reference(optional) Panel-Tek of North Florida,Inc.,St Auguslilre,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MTek Industries,Inc.Wed Jul 16 17:00:42 2014 Page 1 ID:4wybeF6Fd2q5UMgn0cpen9zEg2W-1loO pab96QZeyxBkhJymPv5soaXjYEa5vdZUDYXRg3 11-M 1 13-2-0 5-8-1133 5-3-3 2-2-0 5x6 2K4 11 Scale 1:42.0 4 5 no 5_2 2x4 3 1 2 2 7 3x4 3x4 6 5M-2D1# 5XIII11--2" 6-8-1 13-2-0 6-7-9 6-5-15 LOADING(pso SPACING 2-0-0 CS1 DEFIL in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.07 6-7 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.35 Vert(TL) -0.11 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:79 lb FT 20% LUMBER BRACING TOPCHORD 2x4 SP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 9-9-9 oc bracing. WEBS 2x4 SP No.3 REACTIONS (lb/size) 6=436/0-3-8 (min.0-1-8),2=494/0-5-8 (min.0-1-8) Max Horz 2=312(LC 11) Max Uplift6=-220(LC 11),2=-201(LC 11) Max Grav 6=506(LC 16),2=563(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOPCHORD 2-8=-613/129,3-8=-482/141,3-4=-564/254 BOT CHORD 2-7=-360/600 WEBS 3-7=-430/316,4-7=-321/616,4-6=-479/339 NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=66ft;L=53ft; eave=1 lft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-6-14 to 3-8-11,Interior(l) 3-8-11 to 11-0-0,Exterior(2)11-0-0 to 13-0-4 zone;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)*This truss has been designed for a 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,with BCDL=5.Opsf. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except jt=Ib)6=220,2=201. 6)"Serni-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard LICENSE%% No.427-04 % PDF created with pdfFactory Pro trial version www.pdffactory.com Job Truss �Cruss Type A0050154 orn Ply 1�Collins Builders 17794 T14 2 Job Reference(optional) Panel-Tak of North Florida,Inc.,St.Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MTek Industries,Inc.Wed Jul 16 17:00:43 2014 Page 1 ID:4wybe F6F d2 q5 U Mqn Ocpen9zEg2W-VDM OC9bDwQYQF6WOI OqBJdR8L CtIVIS?5j KZN61 gyxRg2 7-5-13 14-" 21-6-3 29-" 30-" 7 3 i - I ___+ -5-1 7-0-3 7-0-3 7-5-13 Scale 1:59.2 4x6 11 7.00 F1_2 5 4x6 4x6 2X4 4 6 2X4 V 3 W 1 7 ck 8 R1 M 9 12 11 10 3x4 3x4 3x6 3x4 3x4 1108*-869# 1108#1-869# 0- 9-9-14 19-2-2 28-11-0 29iM 9-4-5 QA_1A 0-1-0 Plate Offsets MY): r2:0-24,0-1-81.[4:0-3-O.Edge 6: -3-O.Eduel,[8:0-24,0-1-81 LOADING(psf) SPACING 2-0-0 CS1 DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.97 Vert(LL) 0.70 8-10 >494 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.56 Vert(TL) 0.58 8-10 >590 180 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) -0.05 8 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight 141 Ilb IFT 20% LUMBER BRACING TOPCHORD 2x4 SP No.2 TOPCHORD Sheathed or 2-2-0 oc purlins. bracing. BOTCHORD 2x4 SP M 30 BOTCHORD Rigid ceiling directly applied or 4-11-10 oc WEBS 2x4 SP No.3 WEBS 1 Row at midipt 5-10,5-12 REACTIONS (lb/size) 2=1023/0-3-8 (min.0-1-8),8=1023/0-3-8 (min.0-1-8) Max Horz 2=-271(LC 9) Max Uplift2=-869(LC 11),8=-869(LC 11) Max Grav2=1 108(LC 2),8=1 108(LC 2) FORCES (11b)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-160811775,3-4=-1395/1790,4-5=-1331/1817,5-6=-1331/1817, 6-7=-1 395/1790,7-8=-1 608/1775 BOTCHORD 2-13=-1 378/1294,13-14=-1 378/1294,12-14=-1 378/1294,12-15=-750/850, 11-15=-750/850,11-16=-750/850,16-17=-750/850,10-17=-750/850, 10-18=-1368/1294,18-19=-1368/1294,8-19=-1368/1294 WEBS 5-1 0=-906/558,7-1 0=-521/409,5-12=-906/558,3-12=-521/409 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf:h=27ft;B=66ft;L=53ft; eave=2ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Comer(3)-1-6-14 to 3-8-11,Exterior(2) 3-8-11 to 14-6-0,Comer(3)14-6-0 to 19-9-10 zone;porch left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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,with BCDL=5.Opsf. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)2=869,8=869. 6)"Semi-hgid pitchlbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard L, E sigoo.. No.42704 i, R 0"4 PDF created with pdfFactory Pro trial version www.pdffacto[y.com Job Truss Truss Type City �Ply Collins Builders A0050156 17794 T16 Half Hip 1 lob Refera—(nn—- Panel-Telk of North Florida,Inc.,St.Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 M!Tek Industries,Inc.Wed Jul 16 17:00:44 2014 Page I ID:4wybeF6Fd2q5UM,qn0cpen9zEg2W-zPwmPUbrhjgHtF4as5MQrq_TEbFOBVQtZD6gZ6yxRgl .:0 4-10-0 8-114 13-0-8 0 4-10-0 4-14 Scale 1:27.4 4x6 5:r 3x4— 2x4 I 3 4 5 F----T2 F-1 Lj 7.00[1-2 Vvi Ni 2 BI 73x4 3x4 6 3x4= 559#/-252# 43W-1660 4-10-0 13-0-8 99 4-M 1 8-2-8 LOADING(psf) SPACING 2-0-0 CS1 DEFIL in (loc) I/def! Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.32 Vert(LL) -0.03 2-7 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.35 Vert(TL) -0.09 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:64 lb FT 20% LUMBER BRACING TOPCHORD 2x4 SP No.2 TOPCHORID Sheathed or 6-0-0 oc purlins, except end verticals. BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 9-8-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS (lb/size) 6=374/0-5-8 (min.0-1-8),2=477/0-5-8 (min.0-1-8) Max Horz 2=169(LC 11) Max Uplift6=-1 66(LC 11),2=-252(LC 11) Max Grav6=436(LC 2),2=559(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOPCHORD 2-3=-625/327,3-8=-465/337,4-8=-465/337 BOTCHORD 2-7=-339/463,6-7=-359/426 WEBS 4-6=-506/438 NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=66ft;L=53ft; eave=5ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Comer(3)-1-6-14 to 3-8-11,Exterior(2) 3-8-11 to 12-10-12 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)*This truss has been designed for a 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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)6=166,2=252. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard .414i ICENSEN'. N0.42704 PDF created with pdfFactory Pro trial version www.pdffactory.com Ply ns Builders A0050158 T TIO Hallf Hip 71 — co"i russ Truss Type :7� J.b Reference(optional) PanekTek of North Florida, C.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MTek Industies,Inc.Wed Jul 16 17:00:45 2014 Page 1 ID:4wybeF6Fd2q5U Mgn0cpen9zEg2W-RcU8dqcTS 1 o8VPfmOptfO2Xef.?cSwy3OntsD5YyxRgO -1-" 4-7-13 8-10-0 13-0-8 4-7-13 4-2-3 4-2-8 4x6�� 3x4 Scale 1:34.3 4 5 T2 7.00 F1_2 2x4 3 2 B1 3x4 6 2x4 11 3x8 559#(-222# 436#/-19M R-1 n_n 8-" 4-2-8 LOADING(ps� SPACING 2-0-0 CS1 DEFIL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) -0.04 2-7 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.27 Vert(TL) -0.16 2-7 >960 180 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:75 lb FT 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 9-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS (lb/size) 6=374/0-5-8 (min.0-1-8),2=477/0-5-8 (min.0-1-8) Max Horz 2=262(LC 11) Max Uplift6=-196(LC 11),2=-222(LC 11) Max Grav 6=436(LC 2),2=559(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOPCHORD 2-8=-611/232,8-9=-547/239,3-9=-489/249,3-4=-355/141,4-5=-267/171, 5-6=-429/320 BOT CHORD 2-7=-406/599 WEBS 3-7=-384/269,5-7=-276/440 NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=66ft;L=53ft; eave=9ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-6-14 to 3-8-11,Interior(l) 3-8-11 to 8-10-0,Exterior(2)8-10-0 to 12-10-12 zone;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)*This truss has been designed for a 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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ut=lb)6=1 96,2=222. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard L1 ENSE No.42704 1 F1 PDF created with pdfFactory Pro trial version www.pdffacto[y.com Job Truss Truss Type ply ns Builders A0050160 17794 T20 Half Hip Girder I�J.0b"i Reference(optional) Panel-Tek of North Florida,Inc.,St Augustine,FIL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MiTek Industries,Inc.Wed Jul 16 17:00:47 2014 Page 1 ID:4wybeF6Fd2q5UMgn0cpen9zEg2W-N_cv2Wekze2skjp9XEv7TTcq5p9UOgNJFBLKARYXRg_ 36-3-9 43-3-0 I'�3� 1 M t12�N3' 11-7—'21 t�2`3 26' 6- 6_1 1-7 Scale=1:84.0 5x6 5x6 2x4i 11 3x10 M18SHS= 3x10 M18SHS= 7.00 r1_2 4 5 T7 6 7 8 T? 9 10 q, 4x6=12 2x4 3 u? 2 _FBj;; 1 1549# 23 22 21 20 19 17 18 A 16 15 14 Simpson HtFU26 1494#/-1527# 3x4 5x8 5x6 4249#/REL 3x4 -Plate Offsets(X,Y): [2:0-3-3,0-1-81 LOADING(psf) SPACING 2-0-0 CS1 DEFIL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.99 Vert(LL) 0.70 18-20 >381 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.87 Vert(TL) 0.70 18-20 >382 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(TL) -0.19 13 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight 242 lb FT=20% LUMBER BRACING TOPCHORD 2x4 SP M 30*Except* TOP CHORD Sheathed or 3-8-14 oc purlins, except end verticals. T1:2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 2-9-14 oc bracing. BOTCHORD 2x4 SP No.2 WEBS T-Brace: 2x4 SP No.2-12-14 WEBS 2x4 SP No.3 2x4 SP No.3-4-22,11-15 OTHERS 2x4 SP No.3 2x6 SP No.2-9-18 Fasten(2X) T and I braces to narrow edge of web with 1 Od (0.131"0")nails,6in o.c.,with 3in minimum end distance. Brace must cover 90%of web length. REACTIONS (lb/size) 13=1 054/Mechanical,2=1 151/0-5-8 (min.0-1-12),18=3395/(0-3-8+bearing block) (req.0-5-0) Max Horz 2=220(LC 7) Max IJpIift13=-1549(LC 7),2=-1527(LC 7),18=REL Max Gravl3=1293(LC 13),2=1494(LC 12),18=4249(LC 12) FORCES (1b)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOPCHORD 2-3=-2368/2556,3-4=-2244/2574,4-5=-1 772/3343,5-25=-1 772/3344, 6-25=-1 772/3344,6-7=-512/3923,7-8=-512/3923,8-26=0/4082,9-26=0/4082, 9-10=-796/3545,10-11=-796/3545,11-12=-1389/2211,12-13=-1222/1581 BOTCHORD 2-23=-2260/1987,22-23=-2259/1895,21-22=-3923/512,20-21=-3923/512, 19-20=-4082/0,18-19=-4082/0,17-18=-3545/796,16-17=-3545/796, 15-16=-3545/796,14-15=-2211/1389 WEBS 4-23=-162/780,4-22=-1389/0,5-22=-792/472,6-22=0/1615,6-20=-1652/0, 8-20=0/2786,8-18=-2636/424,9-18=-2838/0,9-15=0/903,11-15=-1563/0, 11-14=-660/1434,12-14=-2558/1564 NOTES 1)2x4SP No.2 bearing block 12"long atjt.18affached tofrontfacewith 2 rowsoflOd(0.131"x3")nails spaced 3"o.c.8 Total fasteners.Bearing is assumed to be SP No.2. 2)Wind:ASCE 7-10;VuIt=1 30mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=66ft;L=53ft; eave=6ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water poncling. 4)All plates are MT20 plates unless otherwise indicated. 5)All plates are 3x6 MT20 unless otherwise indicated. 6)*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. 7)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) LIGEN E except Ut=lb)13=1549,2=1527. 9)"A"indicates Released bearing:allow for upward movement at joint(s)18. No.42704 'I 10)Girder carries hip end with 0-0-0 right side setback,7-0-0 left side setback,and 7-0-0 end setback. 44 ajb1Saa+dgi0#aI2breaks including heels"Member end fixity model was used in the analysis and design of this truss. 0 R 6"41 PDF created with pdfFactory Pro trial version www.pdffacto[y.com Job Truss Truss Type Ply Collins Builders A0050161 17794 T21 Half Hip — I Job Reference(optional) Panel�Tek of North Florida,Inc.,St Augusline,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MiTek Industries,Inc.Wed 17:00:47 2014 Page 1 ID:4wybeF6Fd2q5UMgn0cpen9zEg2W-N_cv2Wekze2skjp9XEv7TTcvdpFZOhZJFBLKARyxRg_ 4-8-13 15-10-2 22-" 43-3-0 �1-&01 4-8-13 6-10-2 6-M 6-11-7 Scale 1:84.3 5x6 3)(4 3x6 5XII 3x4 3x6= 2x4l 11 Too F1_2 4 T2 5 ...6 7 T3 a ...9 12 46 2x4� X 3 %0 2X% 2/ �02 10 2X%V 2 VV2 �2 A U) 2 R1 R7 — S9901�557# 9 18 17 16A 15 Simpson 3x6 1 14 13 1VTU26 782#1-631# 3x8 3x6 3x4 172&OF&L 3x6— 3x4 3x8 3x6 1 i '0_2 9�1 5 43-M M 165L1G--2 L6 I I-1 6-11-7 —Plate Offsets(X,Y): L2.b-3-3.0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFIL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) 0.24 16-17 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.48 Vert(TL) 0.23 16 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(TL) -0.08 12 n/a n/a BCDL 5.0 Code FBC2010ITP12007 (Matrix) Weight:247 lb FT--209/6 LUMBER BRACING TOPCHORD 2x4 SP No.2 TOPCHORD Sheathed or 5-8-4 oc purlins, except end verticals. BOTCHORD 2x4 SIP No.2 BOTCHORD Rigid ceiling directly applied or 4-10-10 oc bracing. WEBS 2x4 SIP No.3 WEBS 1 Row at miclpt 11-13 REACTIONS (lb/size) 12=513/Mechanical,2=668/0-5-8 (min.0-1-8),16=1 481/0-3-8 (min.0-2-1) Max Horz 2=266(LC 11) Max Upliftl2=-557(LC 11),2=-631(LC 11),16=REL Max Gravl2=599(LC 2),2=782(LC 2),16=1728(LC 2) FORCES (b)-Max.Comp./Max.Ten.-All forces 250(1b)or less except when shown. TOP CHORD 2-21=-1 026/1171,21-22=-959/1179,3-22=-901/1189,3-4=-778/1117, 4-5=-616/1021,5-23=-409/1416,6-23=-409/1416,6-7=-409/1416, 7-24=-36211259,8-24=-362/1259,8-9=-520/791,9-1 0=-520/791, 10-25=-5201791,11-25=-520/791,11-12=-567/744 BOTCHORD 2-19=-1197/886,18-19=-1416/409,17-18=-1416/409,16-17=-1469/0, 15-16=-1469/0,14-15=-1469/0,13-14=-1259/362 WEBS 3-19=-364/220,4-19=-348/77,5-19=0/504,5-17=-595/32,7-17=0/1045, 7-16=-1649/43,7-14=0/972,8-14=-527/19,8-13=0/609,10-13=-444/297, 11-13=-990/637 NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasc1=1 01 mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=66ft;L=53ft; eave=6ft;Cat.11;ExpC;Encl.,GCpi=0.18;MWFIRS(directional)and C-C Exterior(2)-1-6-14to 3-8-11,Interior(l) 3-8-11 to 9-0-0,Exterior(2)9-0-0 to 16-5-15 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)*This truss has been designed for a 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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)12=557,2=631. 6)"A"indicates Released bearing:allow for upward movement at joint(s)16. 7)"Serni-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. M. LOAD CASE(S) Standard 01 ICENSE No.42704 R 00 9"4 PDF created with pdfFactory Pro trial version www.r)dffactocy.com Truss Truss Type Ply Collins Builders A0050163 T23 Roof Special I Job Reference(optional) _F_ Panel-Tek of North Florida,nc.,St Augustine,FIL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MiTek Industries,Inc.Wed Jul 16 17:00:50 2014 Page 1 ID:4wybeF6Fd2q5UMgn0cpen9zEg2W-oZHlgYgcGZRRbAYkCMSq55EP5OBub4olx9Z ImyxRfX 6-8-7 14-11-8 209-4 277-8 31-7-8 34-2-8 38-1-12 -1-0 rl-" 6-8-7 8-3-1 5-�12 6-�04 4-0-6 2-7--0 3-;�� Scale 1:88.5 5x6 9 5x6 zz� Too Fi_2 5x6 7:� 3x4 5x6 3x4 5 6 10 3x4 11 3x6 11 C 3.6 T - ull 6li Job Refeftence(optional) 36 0 x6 4 3 1 W5 us 14 3x6 19 18 A 17 16 15 13 12 3x6 3SM-649# 2x4 I I 20AWEL 3X6 3x4 3x8 3x8 12-11-12 20-9-4 27-7-8 21 36!_1 12 6-3-5 7-9-8 6-10.4 111-4 "4 LOADING(psQ SPACING 2-0-0 CS1 DEFL in (loc) I/deff Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.74 Vert(LL) -0.34 12-13 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.51 12-13 >712 180 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) -0.07 12 n/a n1a BCDL 5.0 Code FBC20110/TP12007 (Matrix) Weight:312 lb FT=209/6 LUMBER BRACING TOPCHORD 2x4 SP N0.2*Except* TOPCHORD Sheathed or 5-2-13 oc purlins, except end verticals. T6,T1:2x4 SP M 30 BOTCHORD Rigid ceiling directly applied or 5-3-4 oc bracing. BOTCHORD 2x4 SP No.2 WEBS T-Brace: 2x4 SID No.3-5-18,6-16,7-15,8-13 WEBS 2x4 SP No.3 ,8-15,10-12 OTHERS 2x4 SP No.3 Fasten(2X) T and I braces to narrow edge of web with 10d (0.131"x3")nails,6in o.c.,with 3in minimum end distance. Brace must cover 90%of web length. REACTIONS (lb/size) 2=272/0-5-8 (min.0-1-8),18=1851/0-3-8 (min.0-2-6),12=1073/0-5-8 (min.0-1-8) Max Horz 2=462(LC 10) Max Uplift2=-649(LC 11),18=REL,12=-552(LC 11) Max Grav 2=369(LC 22),18=2026(LC 16),12=1 132(LC 17) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOPCHORD 2-21=-231/1131,3-21=-191/1147,3-4=-92/1027,4-22=-79/1037, 5-22=-17/1059,5-23=-69311059,23-24=-693/1059,6-24=-693/1059, 6-25=-968/995,7-25=-969/995,7-8=-1179/1234,9-10=-886/775, 11-12=-259/193,8-9=-725/713 BOTCHORD 2-19=-1 256/297,18-19=-1 256/297,18-27=-924/71,17-27=-924/7 1, 17-28=-924/71,16-28=-924/71,16-29=-990/647,15-29=-990/647, 15-30=-609/735,14-30=-609/735,14-31=-609/735,13-31=-609/735, 13-32=-470/589,32-33=-470/589,12-33=-470/589 WEBS 3-18=-731/354,5-18=-1 587/23,5-16=-1 80/1133,6-16=-764/194,6-15=0/456, 7-15=-811/801,9-13=-265/258,8-13=-285/428,8-15=-910/592, 10-13=-134/300,10-12=-1016/778 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=3.Opsf;h=27ft;B=66ft;L=53ft: eave=15ft;Cat.li;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-7-6 to 3-8-3,Interior(l)3-8-3 to 14-11-8,Exterior(2)14-11-8 to 20-3-2,Interior(l)27-7-8 to 31-7-8,Exterior(2)34-2-8 to 39-6-2 zone;end vertical right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=5.Opsf. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) LICENSE except 0t=1b)2=649,12=552. 7)"A*indicates Released bearing:allow for upward movement at joint(s)18. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. No. 2704 9)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always Corelilluieddon page 2 R PDF created with pdfFactory Pro trial version www.pdffacto[Y-com ........... =AOOW164 Co'ins Builders f Tru ---Fss T ob niss Truss Type Qty Ply Collins Builders A0050164 F17794 T24 Roof Spe:dal �Job Reference(optional _Lp_jl___ Panel-Tak of North Florida,Inc.,St.Augustine,FIL Run:1.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MTek I ndustries,Inc.Wed Jul 16 17:00:512014 Page 1 ID:4wybeF6Fd2q5UMgn0epen9zEg2W-GIrPtuhEltZHDK7wrn4-3eJmYzQVMKTuvAPJYICYxRfw 43-8-0 ,17 12-11 12 1B-11-8 22-5-14 28-04 3 01 7-8 34-2-8 38-3-8 41-" -1.- 1 5-8 5 �:il-12 5-6-6 2��S 1 2- 0 4-1-0 3-" L73 7 5 Scale 1:a8.5 5x6 5x6 5X6 2x4l 11 5x6 9 10 Too Fl-2 6 7 2x4 11 2x4 11 5 46-- 3x6 12 3x6-,�- V 4 1 2 2 %A'!4 W 19 16 3x6 20 18A 17 15 14 13 410#/-649# 2x4 11 3959NIREL 5x8 3x6 3x8 3x8 110205ft 3x8= 7-3-7 1211 12 22-5-14 _7 41-M 2 _-8 9-6-2 131-74 3 LOADING(ps� SPACING 2-0-0 CS1 DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.86 Vert(LL) -0.28 17-18 >999 240 MT20 244/190 TCIDL 10.0 Lumber Increase 1.25 BC 0.94 Vert(TL) -0.40 17-18 >922 180 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(TL) -0.06 13 n/a n/a Weight:328 lb FT=20% BCDL 5.0 Code FBC2010/TP12007 (Mathx) LUMBER BRACING TOPCHORD 2x4 SP No.2 TOPCHORD Sheathed or 5-9-13 oc pudins, except end verticals,and 2-0-0 BOTCHORD 2x4 SP No.2 oc purlins(5-10-5 max.):6-8,9-10. WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. OTHERS 2x4 SP No.3 WEBS T-Brace: 2x4 SP No.3-6-18,7-17,8-15, 11-14,10-14,8-17 Fasten(2X) T and I braces to narrow edge of web with 10d (0.131"0")nails,6in o.c.,with 3in minimum end distance. Brace must cover 90%of web length. REACTIONS (lb/size) 2=320/0-5-8 (min.0-1-8),18=1779/0-3-8 (min.0-2-5),13=1036/0-5-8 (min.0-1-8) Max Horz 2=462(LC 10) Max Uplift2=-649(LC 11),18=REL,13=-552(LC 11) Max Grav2=41 O(LC 22),18=1 959(LC 16),13=1 102(LC 17) FORCES (Ilb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOPCHORD 2-22=-272/1097,3-22=-211/1114,3-4=-1 15/1036,4-23=-1 04/1048, 5-23=-63/1058,5-6=-59/1186,6-7=-7601988,7-24=-760/988,8-24=-760/988, 8-9=-965/888,10-11=-843/754,11-25=-679/592,12-25=-801/580, 12-13=-1089/737,9-10=-798/787 BOTCHORD 2-20=-1 182/273,19-20=-1 182/273,18-19=-1 182/273,18-26=-826/298, 26-27=-826/298,17-27=-826/298,17-28=-745/864,16-28=-745/864, 16-29=-745/864,15-29=-745/864,15-30=-510/685,30-31=-510/685, 14-31=-510/685 WEBS 3-18=-606/260,5-18=-362/262,6-18=-1 27010,6-17=-1 20/959,7-17=-443/298, 8-15=-498/755,9-15=-366/395,10-15=-383/446,11-14=-430/309, 10-14=-294/207,8-17=-257/0,12-14=-564/819 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=3.Opsf;h=27ft;B=66ft;L=53ft; eave=17ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-7-6 to 3-8-3,Interior(l)3-8-3 to 16-11-8,Exterior(2)16-11-8 to 22-5-14,Interior(l)29-7-8 to 31-7-8,Exterior(2)34-2-8 to 39-6-2 zone;end vertical right exposed;C-C for members and forces&MWFRS for reactions shown:Lum ber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water poncling. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=5.Opsf. LIG 5)All beadngs are assumed to be SP No.2 crushing capacity of 565 psi. ENSE 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)2=649,13=552. 7)*A"indicates Released beadng:allow for upward movement at joint(s)18. No.42704 8)"Semi-dgid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. epgsjo asspaW2tx2(flat odentation)purlins at oc spacing indicated,fastened to truss TC w/2-1 Od nails. lot 5"4 PDF created with pdfFactory Pro trial version www.pdffactory-com WW Job Truss Truss Type Oty �Ply Collins Builders A0050165 17794 T25 ROOF TRUSS 1 Job Reference(optional) PanelTek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MTek Industries,Inc.Wed Jul 16 17:00:52 2014 Page I ID:4wybeF6Fd2q5UMgn0cpen9zEg2W-kyPo5EisoBh8rUi6KnV]AWJjhqup3Oc2OT25qeyxRfv 6-8-1 12-11-12 11-11-8 22-4-0 2&-4-0 28-0-4 34-2'-8 4141-0 6-3-5 s:11-112 3-4-8 1 4-" 1.4� 6-24 7-5-8 Scale=1:86.8 5x6 3x4 2x4 11 5x6 z� 7.00 F1_2 6 7 8 3x4 2x4 11 5 W2 10 3x6 4 0 3x6 17 16 2x4 11 18 5X8 11 A005016]5 b.r,.I) MN4 W2 3x6 41 1 5 3 3x6 2x4 11 3x4 2 9 !3 9 13-0-12 3 1 4 W 3X5 21 20 19 A 14A 13 12 574#/-498# 2x4 I I 10,0*REL 462#/REL 11 3W*EL 5x8 75&Aff4# 5X8 WB- 12 18-11-8 22-3-15W 28 W I W 38-8-0 :1.7 1 4-5-8 3_0_0 2-0-0 Plate Offsets(X,Y): ['113:0-2-12,0-3-41,114:0-5-0,0-0-4],116:0-2-8.0-2-81 LOADING(pso SPACING 2-0-0 CS11 DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.87 Vert(LL) -0.3612-13 >571 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.51 12-13 >401 180 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) -0.05 12 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:311 lb FT=20% LUMBER BRACING TOPCHORD 2x4 SP No.2 TOPCHORD Sheathed or 5-3-2 oc purlins, except end verticals,and 2-0-0 BOTCHORD 2x4 SP No.2*Except* oc purlins(6-0-0 max.):6-9. B2:2x6 SP No.2 BOTCHORD Rigid ceiling directly applied or 5-7-8 oc bracing. WEBS 2x4 SP No.3 WEBS T-Brace: 2x4 SP No.3-14-16,9-16,13-16, OTHERS 2x4 SP No.3 10-12,9-13 Fasten(2X) T and I braces to narrow edge of web with 10d (0.11311"x3")nails,6in o.c.,with 3in minimum end distance. Brace must cover 90%of web length. JOINTS I Brace at Jt(s):18,17,16 REACTIONS All bearings 0-3-8 except Ut=Iength)1=0-5-8. (lb)- Max Horz 1=244(LC 8) Max Uplift All uplift 100 lb or less at joint(s)except 12=-534(LC 11), 1=-498(LC 11) Max Grav All reactions 250 lb or less at joint(s)except 14=1 157(LC 18), 19=1040(LC 17),12=756(LC 18),1=574(LC 17),15=462(LC 15) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(1b)or less except when shown. TOPCHORD 1-25=-806/1061,2-25=-671/1078,2-3=-514/958,3-26=-394/959, 4-26=-372/966,4-5=-545/931,5-6=-601/322,6-7=-291/392,7-8=0/405, 8-27=0/412,9-27=0/412,9-28=-459/712,10-28=-470/693 BOTCHORD 1-21=-1076/784,20-21=-1 076/784,19-20=-1 070/785,15-19=-814/395, 14-15=-814/397,13-14=-812/356,13-30=-353/306,30-31=-353/306, 12-31=-353/306,5-18=0/787,17-18=0/785,16-17=-1 60/756 WEBS 2-19=-576/340,4-19=-576/35,7-17=0/356,14-16=-1 141/55,8-16=-462/325, 7-16=-750/66,6-17=-330/2,9-16=-656/385,13-16=-45/581,10-12=-570/704 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=1 30mph(3-second gust)Vasc1=1 01 mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=66ft;L=53ft; eave=6ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extedor(2)0-2-12 to 5-6-6,Interior(l)5-6-6 to 18-11-8,Exterior(2)18-11-8 to 41-8-7,Interior(l)41-8-7 to 43-6-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. ectangle 3-6-0 tall by 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a r 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=5.Opsf. LICENSE 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 534 lb uplift at joint 12 and 498 lb uplift at joint 1. No.42704 7)"A"indicates Released bearing:allow for upward movement at joint(s)14,19,15. ftMeoij,digW 0012reaks including heels"Member end fixity model was used in the analysis and design of this truss. % R0"4 PDF created with pdfFactory Pro trial version www.pdffacto[y.com 4iw iiij; Job Truss Truss Type 41111 Ply Collins Buill rs A0050166 �17794 T26 ROOF TRUSS 3 1 Job Reference(optional) Panel-Tek oCNOrth—Flodda,Inc.,St—Augustne,FIL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 M-rek Indusbies,Inc.Wed Jul 16 17:DO:54 2014 Page I ID:4wybeF6Fd2q5UMgnocpen9zEg2W-gKXYWvj7Koxs4orVRCXmFxO3ldWkWwcLsnXCvXyxRft 6-87 12-11112 18-1 _22-4-O 26-4-0 28-04 34-2-8 41-&0 43-8-0 6-� Scale 1:86.8 5x6 3x4 2x4 11 5x6 7.00F1-2 6 7 8 3x4 2x4 11 5 W2 10 3x6 e� 4 3x6 17 16 2x4 11 3 19 3 — 5x8- 111 0 3x6 2x4 111 4 11 u I S 9 W3 2 0 C 0 W 2 tz. 4 a�. W 9-0-111 K? 14 3x6 22 21 20A 1 A 15A 13 12 474#/-333# 2x4 I I 12f@*FZEL 1285*�REL 775#1REL3x6 3x8 69*Ar-423# 2x4 11 5x8 WB— NOTE:BC Member 15-18 may be removed once the truss has been installed. 121112 1" 3-1522 264-0 2844 34-2-8 8-8-0 �41-8-043-" _��2�24 �� r�24 4-5�8 — M-0 ' 2-0-0 Plate Offsets(X,Y): [16:0-2-8,0-2-81,[18:0-34.Edgel LOADING(psf) SPACING 2-0-0 CS1 DEFL in (loc) I/clefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.83 Vert(LL) -0.30 12-13 >698 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.4312-13 >481 180 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) -0.04 12 n1a n/a BCDL 5.0 Code FBC2010ITP12007 (Matrix) Attic -0.2018-20 552 360 Weight:320 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SID No.2 TOPCHORD Sheathed or 6-0-0 oc purlins, except end verticals,and 2-0-0 BOTCHORD 2x4 SP No.2*Except* oc purlins(6-0-0 max.):6-9. 134:2x4 SP M 30,B2:2x6 SP M 26 BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS T-Brace: 2x4 SP No.3-15-16,9-13,10-13, OTHERS 2x4 SIP No.3 9-16,10-12,17-18 Fasten(2X) T and I braces to narrow edge of web with 1 Od (0.131"x3")nails,6in o.c.,with 3in minimum end distance. Brace must cover 90%of web length. JOINTS 1 Brace at Jt(s):19,17,16 REACTIONS All bearings 0-3-8 except jt=Iength)1=0-5-8. (11b)- Max Horz 1=244(LC 8) Max Uplift All uplift 100 lb or less at joint(s)except 1=-333(LC 11), 12=-423(LC 11) Max Grav All reactions 250 lb or less at joint(s)except 18=1289(LC 17), 20=1218(LC 17),15=775(LC 18),1=474(LC 23),12=691(LC 18) FORCES (11b)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOPCHORD 1-26=-616/747,2-26=-453/764,2-3=-208/638,3-27=-1 15/638,4-27=-1 01/649, 4-5=-202/677,5-6=-85/286,6-7=-1 2/393,7-8=-20/435,8-28=-28/450, 9-28=-28/450,9-29=-402/603,10-29=-413/584 BOTCHORD 1-22=-807/496,21-22=-807/496,20-21=-802/501,18-20=-542/114, 15-18=-545/126,14-15=-544/116,14-31=-544/116,13-31=-544/116, 13-32=-289/272,32-33=-289/272,12-33=-289/272 WEBS 2-20=-572/343,4-20=-503/20,7-17=-298/224,15-16=-654/38,8-16=-456/324, 5-19=-1611542,17-19=-163/541,16-17=-494/561,7-16=-199/292, 6-17=-498/66,9-16=-4301184,13-16=-41/380,10-12=-505/576, 17-18=-725/174 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=3.Opsf;h=27ft;B=66ft;L=53ft; eave=21ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-2-12 to 5-6-6,Interior(l)5-6-6 to 18-11-8,Exterior(2)18-11-8 to 41-8-7,interior(l)41-8-7 to 43-6-4 zone;C-C for members and forces&MWFRS for 3)Provide adequate drainage to prevent water ponding. reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by LIC. ENSE -18 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=5.Opsf. 8 5)Ceiling dead load(5.0 pso on member(s).4-5,5-19,17-19,16-17; Wall dead load(5.0psf)on member(s).4-20,17 NoS4270i 6)Bottom chord live load(40.0 pso and additional bottom chord dead load(10.0 pso applied only to room.18-20 (Z�AjlrhAar�3gVagtasumed to be SID No.2 crushing capacity of 565 psi. R O"o PDF created with pdfFactory Pro trial version www.pdffactoU.com pe _T USS Job Tniss Truss Type Collins Builders A0050167 17794 T27 ROOF TRUSS Job Reference(optional) anel-Tek of North Flonda,Inc.,St Augusline,FIL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MTek Industries,Inc.Wed Jul 16 17:00:55 2014 Page I ID:4wybeF6Fd2q5UMgn0cpen9zEg2W-8X4v4Fkl563jiyQh?v2?o9xCCItFiFLWU5RHIRzyxRfs :t7 12-11-12 18-1 -8 41'" 43-M 7 6-3-5 1 11 5-1 -12 Scale 1:86.8 5x6 3x4 2x4 11 5x6 zz� 7.00 F1_2 6 7 8 9 3x4 2x4 11 5 %6 10 3x6 4 3x6 19 17 16 2*4 11 3 3,�= 5x8 2K4 11 X4 11 3x6 2 143 9— rz. C 0 V"2 IN 4 5 W 9-0-11 E 22 N 18. 15A 14 13 12 3xS 23 21 8211111IIA1150 Z(4 I I 4x6 874#/REL 14354IREL 536#/REL3x6 3x8 84W1 94# 2x4 5xg WB= NOTE:BC Member 15-18 may be removed once the truss has been installed. !t7 1�6-110.4 1 1,�l 1-8 3�2-8 ILB-0 3-" 2-0-0 7 Plate Oftets(X,Y): [I 6:0-2-8,0-2A LOADING(pso SPACING 2-0-0 CS1 DEFL in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.91 Vert(ILL) 0.2521-23 >805 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.94 Vert(TL) -0.5321-23 >379 180 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(TL) 0.05 12 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Mathx) Attic -0.1420-21 13>89 360 Weight 320 Ib FT=20% LUMBER BRACING TOPCHORD 2x4 SP No.2 TOPCHORD Sheathed or 2-2-0 oc purlins, except end verticals,and 2-0-0 BOTCHORD 2x4 SP No.2*Except* oc purlins(2-2-0 max.):6-9. B5:2x4 SP M 30,B2:2x6 SP No.2 BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS T-B race: 2x4 S P No.3-15-16,9-16,10-12, OTHERS 2x4 SP No.3 17-18,13-16 Fasten(2X) T and I braces to narrow edge ofweb with 10d (0.131"x3")nails,6in o.c.,with 3in minimum end distance. Brace must cover 90%of web length. JOINTS 1 Brace at Jt(s):19,17,16 REACTIONS All bearings 0-3-8 except at=length)1=0-5-8. (1b)- Max Horz 1=244(LC 8) Max Uplift All uplift 100 lb or less at joint(s)except 12=-1 94(LC 8), 1=-1 58(LC 8) Max Grav All reactions 250 lb or less at joint(s)except 18=1431(LC 17), 15=536(LC 22),12=844(LC 18),1=828(LC 17),20=874(LC 17) FORCES (1b)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOPCHORD 1-27=-1 341[747,2-27=-1 186/763,2-3=-797/639,3-28=-695/639, 4-28=-689/650,4-5=-565/677,5-6=-5/732,6-7=-6/1253,7-8=0/619, 8-29=0/595,9-29=0/595,9-30=-590/603,10-30=-594/584 BOTCHORD 1-23=-807/1247,22-23=-807/1247,21-22=-800/1238,20-21=-543/704, 18-20=-543/707,15-18=-545/727,14-15=-544/725,14-32=-544/725, 13-32=-544/725,13-33=-289/363,33-34=-289/363,12-34=-289/363 WEBS 2-21=-720/343,7-17=-609/213,15-16=-419/77,8-16=-452/324,9-13=-1 26/401, 5-19=-1295/546,17-19=-1297/544,16-17=-1922/566,6-17=-861/59, 9-16=-1092/185,10-12=-699/576,7-16=-177/789,17-18=-1288/159, 13-16=-401/331 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=3.Opsf;h=27ft;B=66ft;L=53ft; eave=27ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-2-12 to 5-6-6,Interion(l)5-6-6 to 18-11-8,Exterior(2)18-11-8 to 41-8-7,Interior(l)41-8-7 to 43-6-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)*This truss has been designed for a 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,with BCDL=5.Opsf. % 5)Ceiling dead load(5.0 ps�on member(s).4-5,5-19,17-19,16-17; Wall dead load(5.0psf)on memben(s).4-21,17-18 6)Bottom chord live load(40.0 psq and additional bottom chord dead load(10.0 psf)applied only to room.20-21,18-20 No.42704 q�bMirbIw,tiog!pag�Q3surned to be SP No.2 crushing capacity of 565 psi. R V"o PDF created with pdfFactory Pro trial version www.pdffactory.co 41 Job Truss Truss Type Clty �Ply Collins Builders A0050168 17794 T28 Piggyback Base 1 Job Reference(optional) Panei-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MTelk Industries,Inc.Wed Jul 16 17:00:56 2014 Page 1 ID:4wybeF6Fd2q5UMgn0cpen9zEg2W-cjeiwbiNsPBaJ5?uZdZELMUMoRDb nueJ50JzPyxRfr 6-7-3 18-1:12-8 26-7-0 34-2-8 3-8-9-8 43-M 6-7-3 6:2 7-7-8 7-7-8 4-7-0 4-10-8 Scale 1:85.1 54 2x4 I 5x6 7.00 F1_2 5 6 3x4 3x4 8 4 b(4 11 3x6 9 AO�O50]168 3x4 3x4 8 4 b,4 3x6 9 2X4 3 2 3x6 16 15 14 13 12 11 10 1653#/-537# 3x4 3x6 3x4 3x8 3x6 3x4 1168&@�MV 9-8-5 18-11-8 26-7-0 43-M 9-8-5 ---9-3-3 _T-_7-8 7-7-8 9-5-8 LOADING(psn SPACING 2-0-0 CS1 DEFIL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.99 Vert(LL) -0.30 14-16 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.94 Vert(TL) -0.4914-16 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.13 10 n/a n/a BCDIL 5.0 Code FBC2010rTPI2007 (Matrix) Weight:293 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2*Except* TOP CHORD Sheathed, except end verticals,and 2-0-0 oc purlins(5-3-15 T3:2x4 SP M 30 max.):5-7. BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3*Except* WEBS 1 Row at mic1pt 6-13,7-13,7-11,8-10 W2:2x4 SP N0.2 T-Brace: 2x4 SP No.3-4-14,5-13 OTHERS 2x4 SID No.3 Fasten(2X) T and I braces to narrow edge ofweb with 10d (0.131"x3")nails,6in o.c.,with 3in minimum end distance. Brace must cover 90%of web length. REACTIONS (lb/size) 1=1521/0-5-8 (min.0-1-15),10=1650/0-5-8 (min.0-2-0) Max Horz 1=244(LC 8) Max Upliftl=-537(LC 11),10=-567(LC 11) Max Grav 1=1653(LC 16),10=1682(LC 17) FORCES (11b)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOPCHORD 1-1 7=-2845/1139,2-17=-2713/1154,2-3=-2650/1115,3-18=-2569/1127, 4-18=-2507/1139,4-5=-2026/986,5-6=-1 596/911,6-7=-1 596/911, 7-19=-1 305/741,8-19=-1 367/723 BOTCHORD 1-1 6=-1 138/2541,16-21=-925/2161,21-22=-925/2161,15-22=-925/2161, 14-15=-925/2161,14-23=-668/1742,13-23=-668/1742,13-24=-435/1162, 12-24=-435/1162,11-12=-435/1162,11-25=-366/826,25-26=-366/826, 10-26=-366/826 WEBS 2-16=-399/281,4-16=-175/465,4-14=-708/405,5-14=-265/766,6-13=-529/357, 7-13=-396/868,7-11=-406/187,8-11=-1 47/703,8-1 0=-1 663/748 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=1 30mph(3-second gust)Vasc1=1 01 mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=66ft;L=53ft; eave=6ft;Cat.11;Exp C;Encl.,GCpi=O.l 8;MW FIRS(directional)and C-C Extedor(2)0-2-12 to 5-6-6,Interion(l)5-6-6 to 18-11-8,Exterior(2)18-11-8 to 41-8-7,Interior(l)41-8-7 to 43-6-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)*This truss has been designed for a 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,with BCDL=5.Opsf. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 537 lb uplift at joint 1 and 567 lb uplift at joint 10. LICENSE 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. No.427 9)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always 4 required. LOAD CASE(S) Standard PDF created with pdfFactory Pro trial version www.pdffactory-com Job Truss Truss Type Ply Colins Builders A0050170 794 T30 Hip Job Reference(optional) Panel-Tek of North Florida,Inc.,St Augusline,FL Run:7.410 s Feb 14 2013 Print:7.410 s Feb 14 2013 MTek Industries,Inc.Wed Jul 16 17:00:58 2014 Page I ID:4wybeF6Fd2q5UMgn0cpen9zEg2W-Z6m3LHmdOORIZP9Gg2ciQnZjOFuBShsxnPVP21yxRfp 711-8 14-9-4 21-7-0 28-4-12 35-2-8 38-M - 3-5-8 7-11-8 65-9-12 6-9-12 Scale 1:75�5 5x6 3x4 5x6 3x4 5x6 7 12 2 3 4 5 .00 F 6 4x6 7 4x6 3 2 15 14 13 12 11 10 9 8 11400-496 5x8 46 3x4 3x6=3x4 5x8 139a&ll# 26-1-8 2-8 1 7-11-8 17-" 9-1-0 3-5-8 7-11-8 9-1-0 f5late Offsets MY): [1:0-3-0,0-1-81.[4:0-3-0.0-3-01 LOADING(pso SPACING 2-0-0 CS11 DEFIL in (10c) I/clefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 1.00 Vert(LL) -0.22 12-14 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.93 Vert(TL) -0.38 12-14 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.09 8 n/a n/a Weight:252 Ib FT=20% BCDL 5.0 Code FBC2010ITP12007 (Ma trix) LUMBER BRACING TOPCHORD 2x4 SP No.2*Except* TOP CHORD Sheathed or 3-11-13 oc purlins, except end verticals. T1:2x4 SP M 30 BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOTCHORD 2x4 SP No.2 WEBS T-Brace: 2x4 SP No.3-3-14,4-12,4-10,5-9 WEBS 2x4 SP No.3 Fasten(2X) T and I braces to narrow edge of web with 10d OTHERS 2x4 SP No.3 (0.131"x3*)nails,6in o.c.,with 3in minimum end distance. Brace must cover 90%of web length. REACTIONS (lb/size) 15=1323/0-5-8 (min.0-1-10),8=1368/0-5-8 (min.0-1-10) Max Horz 15=105(LC 11) Max Upliftl5=-477(LC 11),8=-501(LC 11) Max Grav 15=1400(LC 16),8=1398(LC 17) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOPCHORD 1-16=-1491/657,16-17=-1483/673,2-17=-1357/690,2-18=-12341687, 3-18=-1233/687,3-19=-1817/905,4-19=-1817/905,4-20=-1605/804, 20-21=-1 605/804,5-21=-1 605/804,5-6=-620/369,6-7=-735/369, 1-15=-1370/661,7-8=-1415/681 BOTCHORD 14-22=-817/1766,13-22=-817/1766,13-23=-817/1766,12-23=-817/1766, 12-24=-822/1831,24-25=-822/1831,11-25=-822/1831,10-11=-822/1831, 10-26=-665/1449,26-27=-665/1449,9-27=-665/1449 WEBS 2-14=-57/378,3-14=-851/346,3-12=-4/289,4-10=-417/260,5-10=-175/620, 5-9=-1 283/598,1-14=-454/1199,7-9=-519/1162 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=3.Opsf;h=27ft;B=66ft;L=53ft; eave=13ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 5-5-6,Interior(l)5-5-6 to 7-11-8,Exterior(2)7-11-8 to 38-6-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)*This truss has been designed for a 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,with BCDL=5.Opsf. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 477 Ib uplift at joint 15 and 501 lb uplift at joint 8. 7)"Semi-rigid pitchbrealks including heels"Member end fixity model was used in the analysis and design of this truss. LICE SE 8)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. No.42704 LOAD CASE(S) Standard R_ PDF created with pdfFactory Pro trial version www.pdffacto[y.com Jo russ Type�� Cilly, Ply Collins Builders ��AO�0,1 ff's ss ru A0050171 rl 77�94 T31 Hip 1 1 1 �Job Reference(option�al) Panel-Tek of North Flodda,Inc..St Augustine,FL Run:7.410 S Feb 14 2013 Print 7.410 s Feb 14 2013 UTek Industries,Inc.wed Jul 16 17:00:59 2014 Page 2 ID:4wybeF6Fd2q5UMgn0cpen9zEg2W-1 IKRZdnF9KZ9AZkSE17xy?6t3eJAB8y4?2FzakyxRfo NOTES 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 479 lb uplift at joint 18 and 500 lb uplift at joint 29. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S) Standard 37NLICE E No.42704 RW"do PDF created with pdfFactory Pro trial version www.pdffacto[y.com 4ie Job Truss Ty�pe ly Collins Builders f russ Truss A0050172 17794 :T32� Hip 1 1 Job Reference(optional) Panel-Tek of North Florida,Inc.,St Augustine,FIL f.41 0 s Feb 14 2013 Pdnt 7.410 s Feb 14 2013 M-Fek Industries,Inc.Wed Jul 16 17:01:012014 P 2 ID:4wybeF6Fd2q5UMgn0cpen9zEg2W-zhSB—IpWgxptQturMA9P20BDNSyxf2CNTM fm LOAD CASE(S) Standard NoR42704 R 6664 PDF created with pdfFactory Pro trial version www.pdffacto[y.com Truss --[Truss --7�T7ype— I Oily �Ply 1�Collins Builders A0050173 J,o;b77- 17794 T33 Hip I Job Reference(optional) Panel-Tek of North Florida,Inc.,St.Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MTek Industries,Inc.Wed Jul 16 17:01:02 2014 Page 2 ID:4wybeF6Fd2q5UMgn0cpen9zEg2W-RtOaBep8RFxk1 OTlvtgeadkR3sJbOWmWiOTdB3yxRfl NOTES 10)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S) Standard LICENSE '-* No.42704 R 4"4 PDF created with pdfFactory Pro trial version www.pdffactoU.com WW Jo russ Truss Type Oily �Ply 1�Collins Builders ��A00501�76 __E:��- : jn� A0050176 7177974 _ _T36__ _ Monopitch 16 Job Reference(optional) 17:01:06 2014 Page 1 Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MTek Industries,Inc.wed Jul it) ID:4wybeF6Fd2q5UMgn0cpengzEg2W-KeF41 OseVUS9Wemp8ilakTuDyTiSKRR6ceRqKqyxRfh 2x4 11 Scale 1:37.0 4 7.00 FI-2 3X6 3 fV 2 3x4 5 451#/-295# 2x4 11 5-1-1 10" 5-0-9 LOADING(pso SPACING 2-0-0 CS11 DEFL in (loc) I/def! Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) 0.06 2-6 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.52 Vert(TQ 0.06 2-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) -0.01 5 n/a n/a Weight:55 lb FT 20% BCDL 5.0 Code FBC20110/TP12007 (Matrix) LUMBER BRACING TOPCHORD 2x4 SP No.2 TOP CHORD Sheathed or 6-0-0 oc pudins, except end verticals. BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 7-2-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS (lb/size) 5=284/0-5-8 (min.0-1-8),2=38410-3-0 (min.0-1-8) Max Horz 2=284(LC 11) Max Uplift5=-322(LC 11),2=-295(LC 11) Max Grav 5=332(LC 2),2=451(LC 2) FORCES (11b)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOPCHORD 2-7=-441/409,7-8=-303/419,3-8=-302/422 BOT CHORD 2-6=-583/389,5-6=-583/389 WEBS 3-5=-453/676,3-6=-365/59 NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=66ft;L=53ft; eave=14ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-6-14 to 3-8-11,Interior(l) 3-8-11 to 9-10-4 zone;porch left exposed;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 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. 3)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 322 lb uplift at joint 5 and 295 lb uplift at joint 2. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard LICENSE N0.42704 41 R PDF created with pdfFactory Pro trial version www.pdffactory-com Job Truss Truss Type Qty �Ply Collins Builders A0050178 17794 T38 Monopitch 1 1 Job Reference(optional) Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MiTek Indusbies,Inc.Wed Jul 16 17:01:07 2014 Page I ID:4wybeF6Fd2q5UMgn0cpen9zEg2W-oqpSEMtHGnaO8oL?iRGpHhRTXt963yuGrIBOsHyxRfg 2-74 2-7-4 2x4 11 Scale 1:12.7 2 7.00 F11-2 71 Jco"l T1 W1 1 F-1 Bi H 2x4 2.4 11 3 8*L459 2-6-14 2-6-6 LOADING(psf) SPACING 2-0-0 CS1 DEFIL in (loc) I/clefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.12 Vert(LL) 0.01 1-3 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.17 Vert(TL) 0.01 1-3 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hor7(TL) 0.00 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:10 lb FT 20% LUMBER BRACING TOPCHORD 2x4 SP No.2 TOPCHORD Sheathed or 2-7-4 oc purlins, except end verticals. BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS (lb/size) 1=70/0-3-0 (min.0-1-8),3=70/0-7-0 (min.0-1-8) Max Horz 1=59(LC 11) Max Upliftl=-45(LC 11),3=-82(LC 11) Max Grav 1=82(LC 2),3=82(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Wind:ASCE 7-10;Vult=1 30mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=66ft;L=53ft; eave=9ft;Cat.11;Exp C;Encl.,GCpi=O.l 8;MWFRS(directional)and C-C Exterior(2)zone;porch left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)Gable studs spaced at 2-0-0 oc. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 45 lb uplift at joint 1 and 82 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. LOAD CASE(S) Standard LICENS % NO-4.271)4 a 06 4 PDF created with pdfFactory Pro trial version www.pdffactory.com 7A00W180 Job Truss Truss Type Ply Collins Builders 1 d 's A0050180 17794 Vol Valley 1 Job Reference(optional) Panel-Tek of North Florida,lnc.,St Augustine,FL Run:7.410s Feb 142Ul3Pnnt 7.4lUst-eb 14ZQ1JMi1eK1naustnes,Inc. vveaJul olT01:082014 Pagel ID:4wybeF6Fd2q5UMgn0cpen9zEg2W-GlNrSiuvl5itlxwBG8n2qu_U3HSboNIP4ymOjyxRff 12-10-0 12-10-0 2x4 11 Scale 1:44.6 3 7.00 F1_2 2x4 11 2 C) V 3x4 5 4 2x4 11 2x4 11 LOADING(psf) SPACING 2-0-0 CS11 DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.71 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.35 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC20l0fTPI2007 (Matrix) Weight:56 lb FT 20% LUMBER BRACING erficals. TOP CHORD 2x4 SP No.2 TOPCHORD Sheathed or 6-0-0 oc purlins, except end v BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS (lb/size) 1=143/12-9-9 (min.0-1-8),4=214/12-9-9 (min.0-1-8),5=547/12-9-9 (min.0-1-8) Max Horz 1=283(LC 11) Max Uplift4=-87(LC 11),5=-290(LC 11) Max Grav 1=1 74(LC 2),4=248(LC 16),5=658(LC 16) FORCES (b)-Max.Comp./Max.Ten.-All forces 250(11b)or less except when shown. TOP CHORD 1-2=-339/302 WEBS 2-5=-558/442 NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=66ft;L=53ft; eave=2ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWIFIRS(directional)and C-C Comer(3)0-6-8 to 5-10-2,Exterior(2)5-10-2 to 12-8-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 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,with BCDL=5.Opsf. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 87 lb uplift at joint 4 and 290 lb uplift at joint 5. 6)"Senni-rigid pitchloreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Ll 'ENS�_%. No.42704 R 96946 PDF created with pdfFactory Pro trial version www.pdffacto[y.com C in Bufld�e oil s Is fer Truss russ ype A0050182 Job __T Ply Collins Builders PIy E17794 V03 Valley 1 Job Reference C(oplional) ---ffun.7.41-0s Feb 14 2013 Print 7.410 s Feb 14 2013 MTek Industnes,Inc.wed Jul 16 17:01:09 2014 Page I ane Tek orth Florida,Inc.,St Augusline,FIL ID:4wybeF6Fd2q5UMgn0cpen9zEg2W-kDxDf2vXoPqkN5VNqrlHM6WhggsQXqaYJcgVw9yxRfe 8-10-0 8-10-0 Z(4 11 Scale:3/8"=l' 3 7.00 F1 2 N 2x4 11 2 C? 2x4 5 4 2X4 11 2x4 11 LOADING(psf) SPACING 2-0-0 CS1 DEFIL in (Ioc) I/defi Ud PLATES GRIP 20.0 Plates Increase 1.25 T C 0.56 Vert(LL) n/a n/a 999 MT20 244/190 TCLL n/a 999 TCDIL 10.0 Lumber Increase 1.25 BC 0.12 Vert(TL) n/a BCLIL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 n/a n1a Weight:36 lb FT 20% BCDL 5.0 Code FBC20110/TP12007 (Matrix) LUMBER BRACING TOPCHORD 2x4 SP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS (lb/size) 1=-16/8-9-9 (min.0-1-8),4=142/8-9-9 (min.0-1-8),5=363/8-9-9 (min.0-1-8) Max Horz 1=190(LC 11) Max Upliftl=-55(LC 9),4=-93(LC 11),5=-236(LC 11) Max Grav 1=1 21(LC 11),4=1 78(LC 16),5=454(LC 16) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOPCHORD 1-6=-309/259,2-6=-3011275 WEBS 2-5=-477/392 NOTES 1)Wind:ASCE 7-10;Vult=1 30mph(3-second gust)Vasd=1 01 mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=66ft;L=53ft; eave=1 1 ft;Cat.11;Exp C;Encl.,GCpi=O.l 8;MWFRS(directional)and C-C Exterior(2)0-6-8 to 5-10-2,Intedor(l)5-10-2 to 8-8-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 55 lb uplift at joint 1,93 lb uplift at joint 4 and 236 lb uplift at joint 5. 6)"Serni-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard LICENSE No.4270 RSO&O PDF created with pdfFactory Pro trial version www.pdffactory-com Job Tniss Truss Type Oty �Ply Collins Builders A00501184 17794 V05 Valley 1 Job Reference(optional) Panel-Tek of North Ronda,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Pdnt 7.410 s Feb 14 2013 MTek Industries,Inc.Wed Jul 16 17:01:09 2014 Page 1 ID:4wybeF6Fd2q5UMgn0cpen9zEg2W-kDxDf2vXoPqkN5VNqrlHM6WkGgs2XrOYJcgVw9yxRfe 4-10-0 4-10-0 Scale 1:17.5 2 7.00[1-2 Alit N Bi 3 2x4 2x4 11 LOADING(psf) SPACING 2-0-0 CS11 DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0-36 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.08 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:18 lb FT=20% LUMBER BRACING TOPCHORD 2x4 SP No.2 TOP CHORD Sheathed or 4-10-0 oc purlins, except end verticals. BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS (lb/size) 1=124/4-9-9 (min.0-1-8),3=124/4-9-9 (min.0-1-8) Max Horz 1=97(LC 11) Max Upliftl=-25(LC 11),3=-81(LC 11) Max Grav 1=145(LC 2),3=156(LC 16) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(b)or less except when shown. NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=66ft;L=53ft; eave=15ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)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)Gable requires continuous bottom chord bearing. 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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 25 b uplift at joint 1 and 81 lb uplift at joint 3. 6)"Serni-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard S'E'** LICEN No.42704 R PDF created with pdfFactory Pro trial version www.pdffacto!y.com 'orb"71-=TOJSS Truss TY1 a City �Ply Collins Builders A0050186 Vale, Valley 1 1 Job Reference(optional) Panel-Tek of North Florida,Inc.,St Augustine,FIL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 UTek Industries,Inc.Wed Jul 16 17:01:10 2014 Page 1 ID:4wybeF6Fd2q5UMgn0cpen9zEg2W-CPUbsNw9Ziyb?F4aNZpWvJ3rb48XGHHXGP2TcyxRfd 11-6-1 11-6-1 2x4 11 Scale 1:40.2 3 7.00 F1_2 2x4 11 F C in Ide o' s m Job Re�e'rence ce�cb.nz TI L 3x4 5�- 5 1"Xi 4 2x4 11 2x4 11 LOADING(psf) SPACING 2-0-0 CS1 DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.32 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2010ITP12007 (Matfix) Weight:49 lb FT 20% LUMBER BRACING TOPCHORD 2x4 SP No.2 TOPCHORD Sheathed or 6-0-0 oc pudins, except end verticals. BOTCHORD 2x4 SID No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS (lb/size) 1=104/11-5-10 (min.0-1-8),4=219/11-5-10 (min.0-1-8),5=454/11-5-10 (min.0-1-8) Max Horz 1=252(LC 11) Max Uplift4=-94(LC 11),5=-256(LC 11) Max Grav I=1 30(LC 2),4=255(LC 16),5=553(LC 16) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOPCHORD 1-6=-311/245,2-6=-292/277 WEBS 2-5=-502/388 NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=66ft;L=53ft; eave=6ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-6-8 to 5-10-2,Interior(l)5-10-2 to 11-4-5 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 3)*This tniss 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,with BCDL=5.Opsf. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. uplift at joint 4 and 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 94 lb 256 lb uplift at joint 5. 6)"Semi-dgid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard LIGEN SE'--. �0 NON42704 R 0"o PDF created with pdfFactory Pro trial version www.pdffacto(y.com 4ww Job Truss —TTru—ss Type Qty �Ply Collins Builders A0050188 ,.".y 17794 V09 Valley 1 1 TJ o'b R nrc.(.,tional) Panel-Telk of North Florida,Inc.,St Augustine.FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MTek Industries,Inc.Wed Jul 16 17:01:112014 Page I ID:4wybeF6Fd2q5UMgn0cpen9zEg2W-gc2z4jwnKO4ScPfmxGLIR)(b2XUSY.?krynw9b?2yxRfc 10-11-9 21-11-2 lb-11-9 10-111-9 4x6 Scale 1:44.2 3 7.00 F1—2 2x4 11 2x4 11 2 4 5 A A 7,A A A 0A - - - - - - - - - - - - A K-KA X A?CA A A A A Aj 3x4 9 8 7 6 3x4 2x4 I I 3x6 2x4 11 2x4 11 21-11-2 M7L- LOADING(pso SPACING 2-0-0 CS1 DEFIL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.40 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:84 lb FT 20% LUMBER BRACING TOPCHORD 2x4 SP No.2 TOP CHORD Sheathed or 6-0-0 oc pudins. BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS All bearings 21-10-5. (1b)- Max Horz 1=-176(LC 9) Max Uplift All uplift 100 lb or less at joint(s)1,5,7 except 9=-243(LC 11),6=-243(LC 11) Max Grav All reactions 250 lb or less at joint(s)1,5 except 7=501(LC 16),9=498(LC 16),6=498(LC 17) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(11b)or less except when shown. WEBS 3-7=-282/56,2-9=-459/319,4-6=-459/321 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=3,Opsf;h=27ft;B=66ft;L=53ft; eave=10ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-6-8 to 5-10-2,Interion(l)5-10-2 to 10-11-9,Exterior(2)10-11-9 to 16-3-3 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Gable requires continuous bottom chord bearing. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=5.Opsf. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,5, 7 except jt=1b)9=243,6=243. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard LICENSE *-% No.42704 R PDF created with pdfFactory Pro trial version www.pdffactoU.co Job Truss Truss Type Ply Collins Builders A0050190 17794 Vil Valley Job Reference(optional) Panel�Telk of North Florida,Inc.,St.Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 lviTek Industries,Inc.Wed Jul 16 17:01:13 2014 Page 1 ID:4wybeF6Fd2q5UMgn0cpen9zEg2W-d_AkVPy1 sdKAsjo93hNDXyhN I IBYTej8DEei4wyxRfa 6-11-9 f 13-11-2 6-11-9 6-11-9 46 11 Scale 1:28.3 2 7.00 F1_2 ST 3 1 BIR OKXX��-^^^-XXXXXXXXV)eyy)e)eN^-^-^--KXXXXXXXXXXXXXx YYYYT 3A 4 3x4 2x4 I I 0 13-11-2 OV07 13-10-11 LOADING(pso SPACING 2-0-0 CS1 DEFIL in (loc) I/clefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) n/a n/a 999 MT20 244/190 TCIDL 10.0 Lumber Increase 1.25 BC 0.23 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code FBC2010ITP12007 (Matrix) Weight:48 lb FT 20% LUMBER BRACING TOPCHORD 2x4 SP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SID No.3 REACTIONS (lb/size) 1=186/13-10-5 (min.0-1-8),3=186/13-10-5 (min.0-1-8),4=398/13-10-5 (min.0-1-8) Max Horz I=-1 08(LC 9) Max Upliftl=-95(LC 11),3=-95(LC 11),4=-137(LC 11) Max Grav I=218(LC 2),3=218(LC 2),4=462(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-4=-350/208 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=l 30mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=66ft;L=53ft; eave=14ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-6-8 to 5-10-2,Interior(l)5-10-2 to 6-11-9,Exterjor(2)6-11-9 to 12-3-3 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Gable requires continuous bottom chord bearing. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3 except at=lb)4=1 37. 7)"Serni-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 6L I CE S E 0%. No.42704 IL R PDF created with pdfFactory Pro trial version www.pdffactory.com --�usr s T—ype Qty ply 1 �Collins Builders A0050192 17794 V13 Valley 7-7 Job Reference(optional) Job Truss Truss Type Panel-Tek of North Florida,Inc.,St Augustine,FIL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 IViTek Industries,Inc.Wed Jul 16 17:01:14 2014 Page 1 D:4wybeF6Fd2q5UMgn0cpengzEg2W-5Bk6i[zgcxSlTsNLcPuS39Dfpha C6EHSuNFcNyxRfz 2-11-9 5-11-2 2-11-9 2-11-9 Scale 1:13.7 4x6— 2 no 5-2 - ST1 3 C5 4 2x4 2x4 11 2x4 1 0:R 47 5-11-2 _7 0__-7 10-11 LOADING(pso SPACING 2-0-0 CS1 DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.12 Vert(I-L) n/a n/a 999 MT20 2441190 TCDL 10.0 Lumber Increase 1.25 BC 0.03 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:19 lb FT 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 5-11-2 oc purlins. BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS (lb/size) 1=78/5-10-5 (min.0-1-8),3=78/5-10-5 (min.0-1-8),4=134/5-10-5 (min.0-1-8) Max Horz 1=411(I-C 9) Max Upliftl=-44(LC 11),3=-44(LC 11),4=-36(LC 11) Max Gravl=92(LC 2),3=92(LC 2),4=155(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=66ft;L=53ft; eave=18ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Gable requires continuous bottom chord bearing. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3, 4. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard GENSE N0.42704 IL R 5"0 PDF created with pdfFactory Pro trial version www.i)dffactory.com MARCH 12, 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRACE ®R MiTelk USA,Inc. Page 1 of 1 =11 MAXIMUM TRUSS WEB FORCE(Ibs.)(See note 7) BRACE D=E] BAYSIZE. 24"O.C. 48"O.C. 72"O.C. BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE MiTek USA,Inc. A B C D A B j C_ D C D 10-W 1610 1886 1886 2829 1Z-0* 1342 1572 1572 2358 3143 3143 4715 4715 7074 14'-0" 1150 1347 1347 2021 16-0" 1OD6 1179 1179 1768 2358 2358 3536 iv-0" 894 1048 1048 1572 3143 4715 20*-0" 805 943 943 1414 1886 1 1886 2829 *Bay size shall be measured in between the centers of pairs of diagonals. GENERALNOTES TYPE BRACING MATERIALS 1.DIAGONAL BRACING 6 REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM.THE DIAPHRAGM 0 TO BE DESIGNED BYA QUALIFIED PROFESSIONAL 1 X 4 IND.45 SP 2 THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2%OF THE WEB FORCE. A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER,AS THE LATERAL BRACE MATERIAL,AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS 1 X 4#2 SRB(DF,HF,SPF) AT APPROX 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-8d (0 131',2 5")FOR 1 M BRACES,2-1 Od(0.1 31*x 3")FOR 2,G and 2x4 BRACES�AND 3-10d(0.131")0")FOR 2x6 BRACES 4.CONNECT ERAL BRACE TO EACH TRUSS WITH 2-8d(0.131-X2.5-)NAILS FOR 1.4 LATERAL BRACES, 2-10d(0.131-a-)NAILS FOR 24 arA 2x4 LATERAL BRACES�AND 3-10d(0.1 31')X)FOR 2)6 LATERAL BRACES. B 2 X 3#3,STID,CONST(SPF,DF,HF,OR SP) & LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING,CONSULT DS C 2 X 4 03,STID,CONST(SPF,DF,HF,OR SP) G B-89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSI 1 UIDETO GOOD PRACTICE FOR HANDLING,INSTALLING&BRACING OF METAL PLATE CONNECTED WOOD TRUSSES,IOINTLI PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA Ild TRUSS PLATE INSTITUTE —bdndWtry—and—4mstorg D 2 X 6#3 OR BETTER(SPF,DF,HF,OR SP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. 8. TABULATED VALUES ARE BASED ON A DOL.-1.15 FOR STABILIZERS: FOR A SPACING OF 24"O.C.ONLY,MITEK"STABILIZER"TRUSS BRACING SYSTEMSCAN BE SUBSTITUTED FOR TYPE A,B,C AND D BRACING MATERIAL DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE.WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS,STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING.SEE'STABILIZER' TRUSS BRACING INSTALLATION GUIDE AND PRODUCT SPECIFICATION. DIAGONAL BRACE CONTINUOUS LATERAL ------ RESTRAINT 2-1 Od NAILS (SEE NOTE 4) TRUSS WEB MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members.Additional bracing may still be required for the stability of the overall roof system,The method shown here is just one ICE S method that can be used to provide stability against web buckling. "% No.42704 R PDF created with pdfFactory Pro trial version www.pdffacto[y.com aj 2 E- 0 0 < E- < 0 W x I L g-0 o m 13 b u E-4 u 0 :D rL 0 E- E- M M E- C� V) E-- z 0 CO Z z W X:D U W 0 E- 0 m WO WZ 0 W.14 . _a C5 'Q,-, —UXN WMO— a: "0 z L) E- W.- -= -< =—Z 0 E- 124 !:�x 5 g 2 IM 41 t�., < ,E-E- u. Q�- GO M V) g)4 Im V)a: 0 lm =,X W ,C �;0 U-,0: UCOT <C,2 CD u E-I<y <z-C Wm coo E IEL u U u '0 0<x -t't Q0-e ID 14 ><x Cn W z m x x C',x u 7, N F) CZ,C'I CI z W. a,-. a 0 U C", Z' ag u m u 14 m W 0 (n CI) z C4 u o. > M< U 22. 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CQ CQ CO W W COW W u 0 - u XW CQ -x 9:�U) z CQ Cn Cq U&'M W 111173EN % W m <_V2 RW < % 0OW x=�-- r_ 0 u u CQ a.E_ E_ cr,427 00 R PDF created with pdfFactory Pro trial version www.pdffacto[y.com SYMBOLLEGEND HANGER CRITICAL PLUMBING DROP 13-00,00 z 0 FLOOR ATTIC ROOF STICK CrRUSS) JIVE LOAD 40psf 20psf 20psf )m 12psf 10psf 12psf ,OAD RATIO 00% 100% 125% 0 En a w Z z 0 0 (n P: z ui 3:0< Z< F- 0 (n w 0 w–z (L 0 p=)w§ u) <0<D < 2,mwo– z (L z �uj " z 0 E< u—ww c6 Fo <0– w, o<I o z z L)F- w z �-z 0 w<9 mm o< mcr ou wmz�-w 8Dw <w wwo ou 01-- M, z -oz w 4 D�m 0 z w6 p <wo z< umffig< �cow ow < 0 LL 0 z 0 LL 0 0 cn 8 20 w 0 0, D�- Q� 0 xv)o uj zF-w<m w ow< w <�qoo m o N w 0 .7 <�w 4 zwZ o5wwwowo <ww w–0 ww�j w�v) d �-wm oz z DcLwomzci Dmaw000000�-ffiwcr 02�w0�--WuJZ=' -mO:UJ >-wDm 0�<Q:> 35o. �momw�o�m�-w mwfr�w<wow�ao wm<< 1--m <(Lww cLw,wu>.wo 0 0�F-0 Z;!Wo�:��0 o K�-OKK,tz�-wt I momwmmw<cw"w 1--wwT<o>ww>u-� <� �wi5ozoop w w:7('0- wzo�- w xzo,wwx-- MF- oLbzw�wo.=!wwDw woowmw<www�0 < 0�� o,L)o o (L LLI 0 L!)< z 0�(1)=!�m wo<m�MD2D EL w A --�zi�c)�w� -,� (D owzww<� zo�-wf--ww ID o -o ca 16 2 < c L) w IL > 74 Ro z u: p: (n wo m 0 C6 in m 2o< 9-04-00 ATION ONLY SHEET 2 Panel-Tek of North Florida, Inc. Panel- 200 Commercial Drive, Suite 8 Saint Augustine FL, 32092 Tak- Tel: (904) 584-1550 Fax: (904) 584-1551 Re 17794F: Collins Builders Site Information: Project Customer: S.A. Robinson Construction, In Job Name :Collins Builders Lot/Block: Subdivision Site Name: Site Address: 382 7th Street Jacksonville Beach St: FL Zip� Name Address and License #of Structural Engineer of Record, If there is one, for this building. Name: Bryan A. Murray, P.E. License#-. 64010 Address: 157 Hampton Point Drive, Suite 3 City: St. Augustine ST: FIL Zip: 32092 General Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TP12007 Design Program: 7.41 Feb 14 2013 N/A 55.0 pst WindCode: MWFRS(Directional)/C-C hybrid Wind ASCE 7-10 Wind Speed: 130 mph This package includes 6 individual, dated Truss Design Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G1 5-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Date Truss ID#L S-1# 1 07/16/14 FTO 1 A0050193 2 07/16/14 FT02 A0050194 3 07/16/14 FT03 A0050195 4 07/16/14 FT04 A0050196 5 07/16/14 FT05 A0050197 6 07/16/14 FT06 A0050198 Truss Design Engineer's Name: William M. Ranieri, PE Monta Consulting & Design of WIVIR & Associates, Inc. Florida Certificate of Authorization No. 9177 N%41��- L-1-CENSE 222 S. Westmonte Drive, Suite 100 No.42704 Altamonte Springs, FL 32714 Phone: (407) 681-1917 C My license renewal date for the state of Florida is February 1 Digitally signed by 0 41* ptance Oil ott�)11 R NOTE: The seal on these drawings indicate acce �1.�Ml William Ranieri I professional engineering responsibilty for the truss r,R,, 6 17 7 Date:2014.07.17 222,�.WE -E DRIVE S-1'DO 0 M.-=SPRINGS FL 3271 13:38:44-04'00 components shown. P PHONE:(-A81-1917 - age 1 oi 1 William M.Ranieri,PE Job Truss Truss Type Oty �Ply Collins Builders A0050193 17794F FMI Floor 11 Job Reference(optional) Panel-Tek of North Rcqida,Inc.,St Auguslirm,FL Run:77.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MTek Industries,Inc.Wed Jul 16 17:32:54 2014 Pagel ID:4wybeF6Fd2q5UMgn0cpen9zEg2W-SiXOTQyTAjqRQsdVwR_04qwAabsSNGUyMUdoHFyxRBt 0-3-8 0-3-8 1-3-0 2-" Scale=1:33.8 3x6 11 3x6 2K4 11 3x6 FP= 3X6 11 1 2 3 4 5 6 7 a 9 10 11 1213 T9 T-% 1 -4 99*" 23 22 21 20 19 18 17 16 15 ?Rum 4x6 3x6 FP� 2x4 11 4x6 3x6 18-5-10 4-0-8 6-6-8 10-0-8 1111-9-14 14-3-14 16-9-14 18-2-2 18-" 2-6-0 2-6-0 3-" -9-6 2-6-0 2-6-0 1-" 01214 0-1-4 Plate Offsets MY): f5:0-11-8.Edgel.F6:-O---l-8,0-"I.[12:Edge.0-1-41,r18:0-1-8,Edqe1.119:0-1-8,Edgel - LOADING(psf) SPACING 2-0-0 CS11 DEFIL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.87 Vert(LL) -0.26 18 >833 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.41 18 >532 240 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) -0.07 13 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight 94 Ib IFT=20%F,11%E LUMBER BRACING TOPCHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOTCHORD 2x4 SP No.2(flat)*Except* BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B2:2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) REACTIONS (lb/size) 1=994/0-3-0 (min.0-1-8),13=991/0-2-12 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(11b)or less except when shown. TOP CHORD 1-2=-944/0,2-3=-941/0,3-4=-2416/0,4-5=-3331/0,5-6=-3674/0, 6-7=-3672/0,7-8=-3400/0,8-9=-2561/0,9-1 0=-2561/0,10-11=-1 042/0, 11-12=-1041/0 BOTCHORD 22-23=0/1803,21-22=0/1803,20-21=0/3003,19-20=0/3674,18-19=0/3674, 17-18=0/3663,16-17=0/3103,15-16=0/1 999 WEBS 1-23=0/1 276,3-23=-1 200/0,3-21=0/851,4-21=_817/0,4-20=0/536, 5-20=-669/0,6-18=-325/167,12-15=0/1413,10-15=-1331/0,10-16=0/782, 8-16=-754/0,8-17=0/412,7-17=-456/0,7-18=-327/491 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard 1A LICENSE �Po No.42704 R PDF created with pdfFactory Pro trial version www.pdffactory.com Collins Builders f.r ..3 t.pborlj .1_ ference(optional) �Jolb Truss russ Type Ply Collins Builcleis �: 7' ' Job Re A0050195 IT794F FTZ03 Floor 1 -Rum-t.410s Feb 14 2013Print 7.410 S Feb 14 zui3 Wei(industries,Inc.vvecIjul1617:32:552014 Paget Panel-Tek of North Florida,Inc.,St Augustine, ID:4wybeF6Fd2q5UMgn0cpen9zEg2W-wv5mhmz5wOyl2OCiT8VFc2SPP?CkRoZ5b8NMqhyxRBs 0-3-8 1-3-0 2-M 1-1-10 1 1 12 134" 1:k.6 2-M 3x6 11 3x4 3x4 3x4 2x4 11 4x6 3x4 3x6 11 2 3 4 5 6 7 8 9 16 15 14 13 12 4x6 11 10 3x4 3x4 11 3x4 11-0-14 10-9-6 Plate Offsets MY): 14:0-1-8,Edge],[5:0-1-8.Edgel,18:Ed-ge.0-1-31,[12:0-1-8,Edgel,[13:0-1-8,Edgel LOADING(psj SPACING 2-0-0 CS1 DEFIL in (loc) Ildefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.61 Vert(ILL) -0.10 13-14 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.15 13-14 >909 240 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) -0.01 9 n/a n/a Weight:58 Itt FT=20%F,I 1%E BCDL 5.0 Code FBC2010/TP12007 (Matrix) LUMBER BRACING TOP CHORD 2x4 SIP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD 2x4 SP No.2(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS (lb/size) 1=609/0-3-0 (min.0-1-8),9=60610-2-12 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOPCHORD 1-2=-544/0,2-3=-540/0,3-4=-1218/0,4-5=-1352/0,5-6=-1352/0,6-7=-54010, 7-8=-540/0 BOTCHORD 14-15=0/1026,13-14=0/1352,12-13=0/1352,11-12=0/1066 WEBS 8-1 1=0/763,1-15=0/733,6-1 1=-746/0,3-15=-676/0,3-14=0/297,4-14=-301/0, 6-12=0/515 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. 4)"Serni-rigid pitchbrealks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard LICENSE % I No.42704 PDF created with pdfFactory Pro trial version w_ww.pdffactory-corn ollins Builders Job Truss Tnuss—Ty—pe --=Qtyply A0050197 —�F' —7 FT05 Floor I b Reference(opbonal �17 7�94 F 71ci. Panel-Tek of North Florida,Inc.,St Augustine,FL —Run:7.410 s Feb 14 2013 Prin 10 s Feb 14 2013 MTek industries,Inc.Wed Jul 16 17:32:56 2014 Page I ID:4wybeF6Fd2q5UMgn0cpen9zEg2W-P5f8u6_jhK59t9nulsOU9F?gVPioriFFpo6vM7yxRBr 0-3-8 1-3-0 1-8-14 Scale 1:11.2 3x6 11 3x4 11 2 3 3x4 4 2K4 11 9 2x4 W 2 2x4 11 8 7 6 3x4 3x6 4-3-8 5-" 0 4-8-14 -3-8 Plate Offsets(X,Y): [3:0-1-8,Edge],[470-1-8,Edge],16:0-1-8.0-MI,[7:0-1-8.Edge-[9�0-11-8,0-11-01 LOADING(psf) SPACING 2-0-0 CS1 DEFL in (loc) Ildefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(I-L) -0.02 8 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.04 8 >999 240 BCLL 0.0 Rep Stress Incr YES W1 B 0.14TFHorz(TL) -0.01 5 n/a n/a A trix) Weight:28 lb FT=20%F,1 1%E BCDL 5.0 Code FBC2010/TP12007 (Matrix) LUMBER BRACING or 5-0-6 oc purlins, TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied BOTCHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 5=248/0-3-8 (min.0-1-8),1=254/0-3-0 (min.0-1-8) FORCES (Ilb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 3-5=-294/0,1-7=0/302 NOTES 1)Unbalanced floor live loads have been considered for this design. the analysis and design of this truss. 2)"Serni-rigid pitchbrealks including heels"Member end fixity model was used in d(0.131"X 3")nails. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10 Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard ICENSE No.42704 I R PDF created with pdfFactory Pro trial version www.pdffacto[y.com FEBRUARY 8, 2008 LATERAL BRACING RECOMMENDATIONS ST-STRGBCK MiTek Industries,Chesterfield,MO Page I of 1 r260 1 NIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, STRONGBACK" IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET x ALONG A FLOOR TRUSS. MiTek Industries,Inc. NOTE 1:2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2:STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD,IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR,AND PROPERLY CONNECTED,BY OTHERS, AT THE ENDS. ATTACH TO VERTICAL INSERT WOOD SCREW THROUGH OUTSIDE ATTACH TO VERTICAL SCAB WITH(3)-10d NAILS FACE OF CHORD INTO EDGE OF STRONGBACK USE METAL FRAMING WEB WITH(3)-10d NAILS (0.131"x 3") (DO NOT USE DRYWALL TYPE SCREWS) ANCHOR TO ATTACH (0.131"x 3") TO TOP CHORD ATTACH TO VERTICAL WEB WITH(3)-10d NAILS (0.131"x 3") BLOCKING BEHIND THE ATTACH 2x4 VERTICAL TO FACE ATTACH TO CHORD VERTICAL WEB IS OF TRUSS. FASTEN TO TOP AND WITH TWO#12 x 3" RECOMMENDED WHILE BOTTOM CHORD WITH(2)-1 Od WOOD SCREWS(.216-DIAM.) NAILING THE STRONGBACK AILS(0.131"x 3-)IN EACH CHORD USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL INSERT SCREW THROUGH OUTSIDE SCAB WITH(3)-10d NAILS FACE OF CHORD INTO EDGE OF ANCHOR TO ATTACH WEB WITH(3)-1 Od NAILS (0.131"x 3") STRONGBACK(DO NOT USE TO BOTTOM CHORD (0.131"x 3") DRYWALL TYPE SCREWS) 4-0-0 WALL BLOCKING TRUSS 2x6 — (BY OTHERS) (BY OTHERS) STRONGBACK 77 (TYPICAL SPLICE) 717 7" THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, DESIGNED BY OTHERS.IF SPLICING IS NECESSARY,USE A 4'-0"LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH(12)-1 Od NAILS (0.131"x 3")EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS AMINIMUM OF 4'-0"AND FASTEN WITH(12)-10d NAILS(0.131"x 3")STAGGERED AND EQUALLYSPACED. LL 11 ICU Ez rN4 S Et: (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL) No.42704 PDF created with pdfFactory Pro trial version www.pdffacto[y.com City of Atlantic Beach APPLICATION NUMBER Building Department (To be assigned 7b the Building Department.) 800 Seminole Road Atlantic Beach, Florida 32233-5445 Phone(904)247-5826 - Fax(904) 247-5845 Date routed: 7 E-mail: building-dept@coab.us L City web-site: http-://www.coab.us APPLICATION REVIEW AND TRAC'. 1NG FORM ar I !nt review required Yes No Property Addres : czofO z 77w ep JApplicant: ro U a*a n n�i rri -,,�Zo n�i I re Iiii trator Project: _IL4,10 11DAh ] Public Z-�> �:Pu_bfic L ies Fire Services Review fee $_ Dept Signature Other Agency Review or Permit Required Review or Rece! Date of Permit Verified y Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other.- APPLICATION STATUS Reviewing Department First Review: 0APproved. eniecl- (Circle one.) Comments: soele k+fa. BUILDING PLANNING &ZONING Reviewed by:,/ TREE ADMIN. Date: Second Review: mApproved as revised. nDenie, er-A% AC*O PUBLIC WORKS Comments: ArfrtPved jc..fed ot-% rc_c,.',.vt_J 4(ec teA%&V4%1 f PUBLIC UTILITIES 04;1.) 4^W ver-,^-ty 10 j-e-ly'W'I P., PUBLIC SAFETY Reviewed Date: FIRE SERVICES Third Review: FlApproved as revised. [:]Denie Comments: Reviewed by: Date: Revised 05/14/09 City of Atlantic Beach ------- APPLICATION NUMBER RECE I (To be assigned b the Building Department.) Building Department 800 Seminole Road W- IZI2-., r) Atlantic Beach, Florida 32233-5445 AL!5 0 12014 X Phone(904)247-5826 - Fax(904)247-i845 Date routed: 7 41 E-mail: building-dept@coab.us 'BY: City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Addre 71w pa�ent review required Yes No Applicant: & ing &Z-ON1497mm? ?re ist�rator "Public Wor Project: A) �W� cVti rTties 'TFEF56ty Fire Services Review fee $ Dept Signature Review or Receipt Other Agency Review or Permit Required of Permit Verified By Date Florida Dept. of Environmental Protection Florida Dept. of Transportation St.Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: ElApproved. *enied. (Circle one.) Comments: 6u BUILDING PLANNING &ZONING Reviewed by: Date: TREE ADMIN. �i� Second Review: �Approvecl as revised. OlDenied. PUBLIC WORKS Comments: /,2— 5,."— C',4J--X PUBLIC UTILITIES Reviewed by:_ -k*41 Date: PUBLIC SAFETY FIRE SERVICES Third Review: F-JApproved as revised. E]Denied. Comments: Reviewed by: Date: Revised 05/14109 d�5'— ;1 If CITY OF ATLANTIC BEACH PUBLIC UTILITIES 1200 Sandpiper Lane ATLANTIC BEACH, FL 32233 – jilt (904) 270-2535 or(904) 247-5874 NEW WATER/SEWER TAP REQUEST Date: 8/4/14 Project Address: 382 7" St. No. of Units: I Commercial Residential X Multi-Family_ New Water Tap(s) & Meter(s) Meter Size(s) New Irrigation Meter Upgrade Existing Meter from to (size) New Connection to City Sewerk2i�stin Name: Collins Builders Group Applicant Address: City: — State: FL Zip: Phone Number: Cell Number: Email Address Fax: Signature: (Applicant) CITY STAFF USE ONLY Application# Replacement of existing house that Water System Development Charge $ was already on water& sewer. Sewer System Development Charge $ Water Meter Only $ No fees required. Water Meter Tap $ Sewer Tap $ Cross Connection $ Other $— TOTAL $_0 APPROVED: -Donna Kaluzniak 8/4/14 (Utility Director or Authorized Signature) ALL TAP REQUEST MUST BE APPROVED BY UTLITIES DEPARTMENT BEFORE FEES CANBEASSESSED f MIS F j H16 z ol '0 Z :E 4 . 10.0 T (7) cw .0 C:. 0 0 > Q C)z ;'0 Wil QV c 0 :10- 9. T I - PI C/) 1W 0> ;7j c Z om cm W—E IW.23ACTUA CD CA > 'a m z > > 0 M, 0 Im 0 M. z m ;a m z c 0 > z Cl) m 0 0 6 z rn m 0 > m -4 > ti M M m m 0 0 > m - I m > z 0 Q� I 0 0 G) c C m +1 > lo 01 E g I i i 1 0 'o t 7 1 .1 M-� < , goo m x Hom M :>E 0 m 0 M R I��0 0 x A� 0 15 "o 6� > < 0< -1 m CM Hi BP250U01 CHY OF AILANTic BEAcH 9/02/14 Application Tracking Step Selection by Revision 10:32:43 Application number . . . . : 14 00001212 Address . . . . . . . . . . : 382 7TH ST RE number . . . . . . . . . : 169907-0000 Application type . . . . . : SINGLE FAMILY RESIDENCE NCR OLD ACCOUNT NUMBERS . . : AB07057 Tenant name, number . . . . : Type options, press Enter . 2=Change 4--Delete 5=View 6=Fast log 8=Action log maintenance 9=In/out maint Path ---- Key Dates Review Summary opt Agency description Rev Step Req In Est Ompl Resulted Stat By - BUILDING DEPT. A 01 Y 08/22/14 08/19/14 08/22/14 AP Mj - PLANNING & ZONING A 01 Y 08/20/14 08/19/14 09/02/14 AP SLG - PUBLIC UTILITIES A 01 Y 07/30/14 08/19/14 08/04/14 AP LS - PUBLIC WORKS A 01 Y 07/30/14 08/19/14 08/04/14 AP LS F3=Exit F5=Land inquiry F6=Add F7=Revisions F8=Misc info inquiry Bottom F9=Corrections report F10=View 2 F11=Sort by agency F24--More keys City of Atlantic Beach APPLICATION NUMBER A Building Department o be assigned b the Building Department.) 800 Seminole Road FRRCEIVED -0 t antic Beach, Florida 32233-5445 W- IZI2-. Phone(904)247-5826 - Fax(.04),,24y7-51414,41ir 0 12014 E-mail: building-dept@coab.us )ate routed: -site: http://www.coab.us 1 -1 1 City web 3 APPLICATION REVIEW AND TRACKING FORM Property Addres c3h 71w Q ent review required Yes No P ired � !2 on Applicant: eanning iistrator Project: 01 lic o'(' ubl;c ii�tie:s:�� -pumfu-s"�,"e-ty :R r:e::S:�e rr e s Reviewfee $ Dept Signature Other Agency Review or Permit Required Review or Receipz Date of Permit VerifiediEly Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: Approved. [:]Deniec, (Circle one.) Comments: BUILDING PLANNING &ZONING Reviewed by:=��..Date:—R-�q,-jy TREE ADMIN. Second Review: DApproved as revised. [:]Den�� ler-W Comments: P UTILITIE PUBLIC SAFET Reviewed by: Date: FIRE SERVICES Third Review: ElApproved as revised. RDenied. Comments: Reviewed by:__ Date: Revised 05114/09 City of Atlantic Beach APPLICATION NUMBER 'To be assigned b the Building Department.) Building Department 800 Seminole Road /,Z/2- Atlantic Beach, Florida 32233-5445 Phone(904)247-5826 - Fax(904)247-5845 E-mail: building-dept@coab.us Date routed: roll City web-site: http://www.coab.us IL—= APPLICATION REVIEW AND TRACKING FORM D ent review required Yes -No Property Addres. 71w Sr !0P '-�anninn & Zonino Applicant: re .,'r,:11istrator Uublic kYor!<5 Project: AILA) (-ru—bI ic—Utilrie-s-�> ":�- Hf-6ty Fire Se-Nices Review fee Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation St.Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS_ Reviewing Department First Review: PA-pproved. E]Deni( (Circle Comments: :BU I LID I�NG PLANNING &ZONING Reviewed by: Date: TREE ADMIN. Second Review: ElApproved as revised. [-IDVnied. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: F]Approved as revised. E]Denie, Comments: Reviewed by: Date.- Revised 05/14/09 7. ID IP ;rq > vi. 0 S, Z M : T rL C 0 co 'D p W rl rn 0 o o > CD C:) Cl T z m Cl --I >10 r)M aj x (D x V) rD 7 A A L (D < < < 9 < ID Ij IT < % 's (D w 0 0 0 0 0 0 0 (CD 09. 1-n kA 'A (A 0 0 0 In kA n N 4, w CD Ul 4� > m rj 6 pj C7, In �j p 5 p p 8 �:: M lz� CD C) "i CD CD C, CD C. Cl CD Ln Ln 0 -A (A (A (A ',A �A (D ID p w -9, "D c > 0- cr CD > -9� t C� CD 10 n CD C:, -,j CD C. 8 Cl CD ow ID 0 rL ril 3: a 0 0 0 0 0 4t :f- Ln 0101 10 C:, r)m > ui Co. fl) 3. fD uj 03 0 0 cu r r kA rm x > a < 0 kh cu aj co 4 (OD 0"1 < x M aj X ID D, C, 'D - F a q — > < 0 < < ID < < rD Qj (D W) (D M rD 0 0 c 09. �A �A 'A -A V, V. -f, 0 'A rj 03 P� 0) r1i 0) CD CD CD CD w 10 �D 6 p p 6 S b Cl C. Q CD CD (A C=) C. Ln V, 0 44 V� 0 'A 'A kA N c� Ln Ln m w -9, - > 0 6 W W b M 2: j��,A cr cr 8 P P > 4f (D (D C. C� 10 CD C� li cz, P P p p :;� CD CD C, Cl C, 1-1 CD CD 0 Map Output Page I of I JAXGIS Property Information wow 7vW40 w FILE COPY 0 1 on n- oc I. o"ic 'ghlo ns -P EDC vacuatio Nois 'H 'HH RE# Nam Add— actior Acr ..k-Page M egal De—ipfions Si one CPAC — e P.- ne one — nP—e E 9 n. 382 �IA I Payport�A [JA [A [11 [A 169907 000C BOWSER HAROLD R JR 7-rH ST 9 1-2S-2 E ATLANTIC 13EACH 510000 D34 [-210-li�16�TLANT,6. EA9,-. A [IA[11 -e OTS 36 lan" "37 ist:4 32233 B http://maps.coj.neVWEBSITE/DuvalMapsSQL/toolbar.asp 8/6/2014 BUILDING PERMIT APPLICATION CITY OF ATLANTIC BEACH FILE COPY i 800 Seminole Road, Atlantic Beach, FL 32233 Office (904)247-5826 Fax (904) 247-5845 5 -74 Job Address: SIKC-el;ATLA-,JrlL Permit Number: Z-// - /,�j Z Legal Description 1(o-2-S -21t C- A-Tc-A,4,n c- -9i�A Parcel# 16 9 9 o-+O000 Floor Area of q.K. Sq.t't Valuation of Work V568,'Ze,,S�-S 3 Proposed Work heated/cooled non-heated/cooled q 141 3OFT- Class of Work(circle one): (Ee-�w"' Addition Alteration Repair Move Demolition pool/spa window/door Use of existing/proposed structureQ)(circle one): Commercial 6Ks�id:edn t�ia If an existing structure,is a fire sprinkler system installed? (Circle one): s Florida Product Approval # es No (K/A For multiple products use-pr6-ducti`p`prRv�aT lorm Describe in detail the type of work to be performed: Property Owner Information: Name: HA?-OLD V,, 1%�WJSICK Address: City A-TLA,,J-T1C -gt-kC" Statef"--LZip 32 z 33 Phone 9 0 c-i- G-31 - 73(6 0 E-Mail or Fax#(Optional)_ Contractor Information: Company Name: C-0LLjio5_f3L)jt-C)�T c, C-)a4-,e- L I-A- Qualifying Agent: --41-DAWk -%D. Address:'-3 Sf o cjz!-�w ri 7pot t-x Vz-o, arF- c- . City �s hcr-s*" V IU-E� State PC,1W4D1-1Zir) OfficePhone 116(1 -'269-z5l( Job Site/Contact Number '10-t- Slio-C'94,.f —Fax# c?c>,-j---,) State Certification/Registration# C e- 1613-434- Architect Naine& Phone# V-pa ("ouec- (5ic-)�*rzzu Pit; Engineer's Name& Phone# (AVC-CA4 (—Moczf�l t:a(j11Q*1L1tZ.,4 Io &41L; 01C,,1-,3L1Z Fee Simple Title Holder Name and Address Bonding Company Name and Address Mortgage Lender Name and Address 'Ca'on is,hereb Made Nai'n a ermi'to do'he war,and in�,a'lafions as'pdcat or installation has commenced prior to the to 0 r P be e 0 ed to in 'he s,"n�ard's. laws thisjurisdiction. This permit becomes mill '�po' c y d ha a k 'u n e 0 a Perm"an in a' k i s su a period ofsix(6)months at any time ajier r r 0 )in I �r Z n v n n (6 n 'sl l, n or 0 a I I wor Is olco ' "wo i w i" p a d .'d k n 'me ced w th six 0 0 r'c 0 1 0 p r ii, inu t s ur f I u r I pa ate e be e, ed or Electrica Wells, Pools, Ftirnaces, Boileis, Heaters, rk c in d nde stand t a e T"ks(In(l Air Con itionen,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. 1hereb certij�that I have read and examined this qpplication and know the same to be true and corre,, .411 provisions oj"law ndord* ncesgovernn this type ollowork will be complied with whether specijied herein or not. The granting oj*a permit does o;preiume to give 0 fomance qfconsl� -on. ate, or local law regulating construction or the per iolate or c g provisions oj'an.v otherfteleral,st i n el the Signature of Own Signature of Cs)o,,ractor Prin Name ......................... Print Name .................. .... ...\W" C ................................................. Prin Name Swo nd sub rib b ore me orn.I n u ri d efo e is y of 01,I\,i�\ A I me 20 a f 0 WN R.ARMSTRON-9 -1 ONG lic aa�)X%,Ialch i MM ss on#EE 2 1 1,�� 111:1; N b I FPi W --- N ubli6' 2 Notary ublic 16 Thru fmy Fain Inwanm -385 i 1�19 800 BMWThmTrov 1nsffwm800a&70i9 Approved Disapproved Approved w/ Conditions Review Initials/Date: Development Size Habitable Space 30.5- ,grz Non-Habitable Impervious area JW , 419, s 0 Miscellaneous Worm9tion Occupancy Group �2-3 Type of Construction _-V 13 Number of Stories Zoning District X-' Max. Occupancy Load Fire Sprinklers Required Flood Zone Conditions/Comments: F ILE COPY , � PRODUCT APPROVAL MO. SHEET FOR THE CITY OF ATLANTIC BEACH, FLORIDA Project Name: OSIO77 Permit# 2- Project Address: 382 7th Street,Atlantic Beach, FL 32233 As required by Florida Statute 553.842 and Florida Administration Code 913-72,please provide the information and product approval number(s)for the building components listed below as applicable to the building construction project for the permit number listed above. You should contact your product supplier if you do not know the product approval number for any of the applicable listed products. Information regarding statewide product approval may be obtained at: www.floridabuilding.orp-. In addition to completing the above list of manufacturers,product description and state approval number for the products used on this project,it is the Contractor's or Authorized Agent's responsibility to have a legible copy of each manufacturer's printed instructions,along with the list above,on the job site available to the inspector. The products listed below did not demonstrate product approval at time of plan review. I understand that before these products can be inspected,the must be submitted for review for code compliance and approved by a Plans Examiner. This form will be revised to include each new product in the categories listed above and will be highlighted to indicate the new products and required information. Authorized Project Agent: Adam D. Collins (Contractor or Design Professional) (Print Name) (Signature) Company Name: Collins BuildeIrs, L.L.C. Mailing Address: 3840 Crown Point Rd. Suite C City: Jacksonville State: Florida Zip Code: 32257 Telephone Number: (904)268 -2511 Fax Number: (904) 268 - 24 12 Cell Phone Number: (904)449-1928 E-mail Address: adcollins@collinsbuilders.net rn 45 g 00 lu Ic, zm > 4t 10 MU ,..N t Id 00 00 Tj en a E me eq ce rn o Cl. o 00 0 .9 en ca un 00 Q E 00 a cn ml en . E E > co 42 -E CD v > �r cq -t -mo CL. r- a 1 .2 L. 00 en C) rA 00 C5 0 S N to 15 00 ci u V Lon C4 W) -7 00 im. t go Cc to 0 0 ul OC U- a o r- co 71 00 0 cc co 40- lu E ca ca cm 0 0 u 8 cq C. 4-5 -BE A ca 4m- Cd Im ca rA E Qn Ln Ln 00 a 71 :rt E 7S 75 > C C F- F- E E z 7i u u p .S F7 Ig LZ w un U en �n 'o rq oc C.4 .2- z 4t :15 7D c Op 7z 72 r 40. col 91. tu 0. 1-0 -0 0 Cd E cn 00 cn CL cn Cl. CL 0 4. LU 00 E "Ua 9 *= E > z 00 0 CL Ln rq r- o -. �4 C3 *t u Ad 1-0 a ob 0 Eo to "a r- m 0 u U 40 0 r- 0 � �: C3 CL Z > 7s Ld z 0 Doc # 2014161783, OR BK 16850 Page 1873, Number Pages: 2, Recorded 1107/j27e/2014 at 12:17 PM, Ronn�. Fussell CLERK CIRCUIT COURT,,,jVAL COUNTY RECORDING $18.50 FILE COPV Prepared by and return to: Clifford B. Newton,Esquire Newton&Newton,P.A. 10192 San Jose Blvd. Jacksonville,FL 32257 Permit Number: 44--1 Zf— /,-� Tax Folio Number. 169907-0000 State of: Florida County of. Duval NOTICE OF COMMENCEMENT The undersigned hereby gives notice that improvement will be made to certain real property,and, in accordance with Chapter 713,Florida Statutes(revised 10-1-96),the following information is provided in this Notice of Commencement: I Description of Property: Lots 35 and 37,Block 8,Plat No. I Subdivision"A" ATLANTIC BEACH, according to plat thereof as recorded in Plat Book 5, Page 69,of the public records of Duval County, Florida. a/k/a 382 7th Street, Atlantic Beach,FL 32233 2. General Description of Improvements: demolition of existing home and construction of new single family home 3. Owner Information: a. Name and Address: Harold R.Bowser,Jr.and Debra L. Bowser 382 7th Street Atlantic Beach, FL 32233 b. Interest in property: Fee Simple C. Names and address of fee simple title holder(if other than owner): 4, a. Contractor Collins Builders Group,LLC 3840 Crown Point Road Suite C Jacksonville,FL 32257 b. Contractor's phone number: 904-268-2511 Fax number: 904-268-2412 5. Surety: a.Name and address: b.Phone number: c.Amount of bond: 6. a. Lender n/a b. Lender's phone number: 7. a. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13(l)(a)(7).,Florida Statutes. OR BK lbUbU PAGE 1874 WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713,PART 1,SECTION 713.13, FLORIDA STATUTES,AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY.A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING,CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. 4_11grold!L.Bo <k.r. Dc raL. Bowscr POST A COPY OF RECORDED NOTICE AT JOB SITE. The foregoing instrument was acknMmkdgc4bcfore me ��2014�by 14�arold L.�Bowscr,Jr.and Debra L. Bowser, whl��Personal ly known top*or w4h1pr%ded as identifiaRtion. DAWN R.ARMSTRONG CMW*Wm#EE 210288 Explm SWwtw 20,2016 "Notaryub ic MyCornmission Expires:_ q-'o-to-ap Doc # 2013161968, OR BK 16425 Page 2211, Number Pages: 2, Recorded 06/25/2013 at 11:55 AM, Ronnie Fussell CLERK CIRCUIT COURT DUVAL COUNTY RECORDING $18.50 DEED DOC ST $4270. 00 FILE COPY ' Yvl Prepared by.and return to: Pat Logan Ponte Vedra Title,LLC 50 A I A North.Suite 108 Ponte Vedra Beach,FL 32082 File Number: PVT130536 (Space Above This Line For Recording Data) Warranty Deed This Warranty Deed made this 14th day of June, 2013, between Elizabeth 11. Stevens, an unmarried woman whose post office address is 390 3rd Street, Atlantic Beach, FL 32233,grantor,and Harold R. Bowser,Jr. and Debra L Bowser,husband and wife whose post office address is 382 7th Street,Atlantic Beach,FL 32233,grantee: (Whenever used herein the terms"grantor"and"grantee" include all the parties to this instrument and the heirs, legal representatives.and assigns of individuals,and thesuccessors and assigns of corporations,trusts and trustLei) Witnesseth, that said grantor, for and in consideration of the sum of TEN AND NO/100 DOLLARS ($10.00) and other good and valuable considerations to said grantor in hand paid by said grantee, the receipt whereof is hereby acknowledged, has granted, bargained, and sold to the said grantee, and grantee's heirs and assigns forever, the following described land. situate,lying and being in Duval County,Florida,to-wit: Lot(s)35 and 37,Block 8,Plat No. I Subdivision "A" Atlantic Beach,according to the map or plat thereof,as recorded in Plat Book 5,Page(s)69,of the Public Records of Duval County, Florida. Parcel Identification Number: 1699070000 Together with all the tenements,hereditaments and appurtenances thereto belonging or in anywise appertaining. 'To Have and to Hold, the same in fee simple forever. SUBJECT TO covenants,conditions,restrictions,easements of record and taxes for the current year. And the grantor hereby covenants with said grantee that the grantor is lawfully seized of said land in fee simple; that the grantor has good right and lawful authority to sell and convey said land� that the grantor hereby fully warrants the title to said land and will defend the same against the lawful clairris of all persons whomsoever; and that said land is free of all encumbrances,except as specified herein. n D-d-Pagc I OR BK 16425 PAGE 2212 In Witness Whereof,grantor has hereunto grantor's hand and seal the day and year first above written. Signed,sealed and delivered in our presence: gnature Headier M. Reynolds Witness I Printed Name Witness 2 Signa`Pure �� Jolyn Clark Witness 2 Printed Name State of—F(- County of- 5f Jokr-r5 The foregoing instrument was acknowledged before me this day of 20��by Elizabeth H.Stevens,in unmarried woman,she is personally know O.identification. -WV�Public Heather M. Reynolds Printed Name: My Commission Expires: 4 W"raxv Ded Page 2 A a CD lj� 80 ips -0 0 0 ODI±M�01:__ x a—LJ 8 a 0 00, r-o'-WW4 1-- 1279 KWWWy Am,O.P,Fl. 549-3m MR. --ER I MAIN'rMOR P OME Mn(9041 & MRS. B. BOWSER . FILE COPY FORM 405-10 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: COLLN3085 Builder Name: Collins Builders,LLC. Street: 382 7th Street Permit Office: City of Atlantic Beach City,State,Zip: Atlantic Beach,FL, Permit Number: Owner: Bowser Residence Jurisdiction: 261100 Design Location: FL,Jacksonville 1. New construction or existing New(From Plans) 9. Wall Types(3244.0 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame-Wood,Exterior R=21.0 2780.00 ft2 b.Concrete Block-Int Insul,Exterior R=1.0 232.00 ft2 3. Number of units,if multiple family 1 c. Frame-Wood,Adjacent R=21.0 118.00 ft2 4. Number of Bedrooms 3 d.other(see details) R= 114.00 ft2 10.Ceiling Types (3113.0 sqft.) Insulation Area 5. Is this a worst case? No a. Roof Deck(Unvented) R=1 9.8 3058.00 ft2 6. Conditioned floor area above grade(ft2) 3085 b.Knee Wall(Unvented) R=0.1 55.00 ft2 Conditioned floor area below grade(ft2) 0 c. N/A R-_ ft2 11.Ducts R ft2 7. Windows(462.7 sqft.) Description Area a.Sup:Attic, Ret:Attic,AH:Main 6 617 a. U-Factor: Dlol, U=0.47 227.00 ft2 SHGC: SHGC=0.58 b. U-Factor: Dbl, U=0.57 143.00 ft2 12.Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.34 a.Central Unit 60.0 SEERA4.00 c. U-Factor: Dbl,U=0.47 71.33 ft2 SHGC: SHGC=0.65 13. Heating systems kBtu/hr Efficiency d. U-Factor: other(see details) 21.33 ft2 a.Electric Heat Pump 60.0 HSPF:8.00 SHGC: other(see details) Area Weighted Average Overhang Depth: 14.257 ft. Area Weighted Average SHGC: 0.502 14.Hot water systems 8. Floor Types (3085.0 sqft.) Insulation Area a. Propane Tankless Cap: 1 gallons a.Slab-On-Grade Edge Insulation R=0.0 1986.00 ft2 b. Conservation features EF:0.590 b. Floor over Garage �� 939.00 ft' None c.other(see details) R= 160.00 ft2 15.Credits Pstat Glass/Floor Area: 0.150 Total Proposed Modified Loads: 41.08 PASS Total Standard Reference Loads: 65.24 1 hereby certify that the plans and specifications covered by Review of the plans and 01-11iE S 74 - this calculation are in compliance with the Florida Energy specifications covered by this Code. calculation indicates compliance with the Florida Energy Code. t4 PREPAREF BY: Before construction is completed J" DATE: this building will be inspected for compliance with Section 553.908 I hereby certify that this building,as designed, is in compliance Florida Statutes. with the Florida Energy Cq�e OD WE OWNER/AQEN BUILDING OFFICIAL: DATE. _)/W1 _7_ DATE: - Compliance requires completion of a Florida Air Barrier and Insulation Inspection Checklist 7/23/2014 10:53 AM EnergyGaugeO USA-FlaRes201 0 Section 405.4.1 Compliant Software Page 1 of 6 FORM 405-10 Florida Code Compliance Checklist Florida Department of Business and Professional Regulations Residential Whole Building Performance Method ADDRESS: 382 7th Street PERMIT#: Atlantic Beach, FL, MANDATORY REQUIREMENTS SUMMARY- See individual code sections for full details. COMPONENT SECTION SUMMARY OF REQUIREMENT(S) CHECK Air leakage 402.4 To be caulked, gasketed, weatherstripped or otherwise sealed. Recessed lighting IC-rated as meeting ASTM E 283. Windows and doors= 0.30 cfm/sq.ft. Testing or visual inspection required. Fireplaces: gasketed doors &outdoor combustion air. Must complete envelope leakage report or visually verify Table 402.4.2. Thermostat& 403.1 At least one thermostat shall be provided for each separate heating and controls cooling system. Where forced-air furnace is primary system, programmable thermostat is required. Heat pumps with supplemental electric heat must prevent supplemental heat when compressor can meet the load. Ducts 403.2.2 All ducts, air handlers, filter boxes and building cavities which form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and sealed in accordance with Section 503.2.7.2 of this code. 403.3.3 Building framing cavities shall not be used as supply ducts. Water heaters 403.4 Heat trap required for vertical pipe risers. Comply with efficiencies in Table 403.4.3.2. Provide switch or clearly marked circuit breaker (electric) or shutoff (gas). Circulating system pipes insulated to = R-2 + accessible manual OFF switch. Mechanical 403.5 Homes designed to operate at positive pressure or with mechanical ventilation ventilation systems shall not exceed the minimum ASHRAE 62 level. No make-up air from attics, crawlspaces, garages or outdoors adjacent to pools or spas. Swimming Pools 403.9 Pool pumps and pool pump motors with a total horsepower(HP) of= 1 &Spas HP shall have the capability of operating at two or more speeds. Spas and heated pools must have vapor-retardant covers or a liquid cover or other means proven to reduce heat 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. Cooling/heating 403.6 Sizing calculation performed &attached. Minimum efficiencies per equipment Tables 503.2.3. Equipment efficiency verification required. Special occasion cooling or heating capacity requires separate system or variable capacity system. Electric heat>1 OkW must be divided into two or more stages. Ceilings/knee walls 405.2.1 R-1 9 space permitting. 7/23/2014 10:53 AM EnergyGauge@ USA-FlaRes201 0 Section 405.4.1 Compliant Software Page 6 of 6 TABLE 402.4.2 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: COLLN3085 Builder Name: Collins Builders.LLC. Street: 382 7th Street Permit Office: City of Atlantic Beach City,State.Zip: Atlantic Beach, FIL, Permit Number: Owner: Bowser Residence Jurisdiction: 261100 Design Location: FL.Jacksonville COMPONENT CRITERIA CHECK Air barrier and thermal barrier Exterior thermal envelope insulation for framed walls is installed in substantial contact and continuous alignment with building envelope air barrier. Breaks or joints in the air barrier are filled or repaired. Air-permeable insulation is not used as a sealing material. Air-permeable insulation is inside of an air barrier. Ceiling/attic Air barrier in any dropped ceiling/soffit is substantially aligned with insulation and any gaps are sealed. Attic access (except unvented attic), knee wall door, or drop down stair is sealed. Walls Corners and headers are insulated. Junction of foundation and sill plate is sealed. Windows and doors Space between window/door jambs and framing is sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including Insulation is installed to maintain permanent contact with underside above-garage and cantilevered of subfloor decking. floors) Air barrier is installed at any exposed edge of insulation. Crawl space walls Insulation i's permanently attached to walls. Exposed earth in unvented crawl spaces is covered with Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, knee walls and flue shafts opening to exterior or unconditioned space are sealed. Narrow cavities Batts in narrow cavities are cut to fit, or narrow cavities are filled by sprayed/blown insulation. Garage separation Air sealing is provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures are air tight, IC rated, and sealed to drywall. Exception—fixtures in conditioned space. Plumbing and wiring Insulation is placed between outside and pipes. Batt insulation is cut to fit around wiring and plumbing, or sprayed/blown insulation extends behind piping and wiring. Shower/tub on exterior wall Showers and tubs on exterior walls have insulation and an air barrier separating them from the exterior wall. Electrical/phone box on Air barrier extends behind boxes or air sealed-type boxes are installed. Common wall Air barrier is installed in common wall between dwelling units. HVAC register boots HVAC register boots that penetrate building envelope are sealed to subfloor or drywall. Fireplace Fireplace walls include an air barrier. EnergyGauge@ USA-FlaRes201 0 Section 405.4.1 Compliant Software PROJECT Title: COLLN3085 Bedrooms: 3 Address Type: Street Address Building Type: User Conditioned Area: 3085 Lot# Owner: Bowser Residence Total Stories: 1 Block/SubDivision: #of Units: 1 Worst Case: No PlatBook: Builder Name: Collins Builders, LLC. Rotate Angle: 0 Street: 382 7th Street Permit Office: City of Atlantic Beach Cross Ventilation: County: Duval Jurisdiction: 261100 Whole House Fan: City,State,Zip: Atlantic Beach, Family Type: Single-family FL, New/Existing: New(From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp V Design Location TMY Site Zone 97.5% 2.5% Winter Summer Degree Days Moisture Range FL,Jacksonville FL—JACKSONVILLE—INT 2 32 93 70 75 1281 49 Medium BLOCKS Number Name Area Volume 1 Blockl 3085 30530 SPACES Number Name Area Volume Kitchen Occupants Bedrooms Infil ID Finished Cooled Heated 1 Main 2925 29250 Yes 4 3 1 Yes Yes Yes 2 Basement 1 160 1280 No 0 0 1 No Yes Yes FLOORS V # Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab-On-Grade Edge Insulatio Basement 1 58 ft 0 160 ft2 ---- 1 0 0 2SIab-On-Grade Edge Insulatio Main 241.3 ft 0 1826 ft2 ---- 0.65 0.1 0.25 3 Floor Over Other Space Main ---- ---- 160 ft2 0 1 0 0 4 Floor over Garage Main ---- ---- 939 ft2 19 0.3 0 0.7 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch V, # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Hip Composition shingles 3388 ft2 0 ft2 Medium 0.96 No 0.9 No 19.799 30.3 ATTIC # Type Ventilation Vent Ratio(1 in) Area RBS IRCC 1 Full attic Unvented 0 2925 ft2 N N 7/23/2014 10:53 AM EnergyGauge@ USA-FlaRes201 0 Section 405.4.1 Compliant Software Page 2 of 6 CEILING V # Ceiling Type Space R-Value Area Framing Frac Truss Type 1 Under Attic(Unvented) Main 0.1000000014901 3058 ft' 0.11 Wood 2 Knee Wall(Unvented) Main 0.1000000014901 55 ft2 0.11 Wood WALLS VAdjacent Space Cavity Width Height Sheathing Framing Solar Below # Ornt To Wall Type R-Value Ft In Ft In Area R-Value Fraction Absor- Grade% 1 N Exterior Frame-Wood Main 21 13 10 130.0 ft2 0.23 0.75 0 2 E Exterior Frame-Wood Main 21 5 10 50.0 ft2 0.23 0.75 0 3 N Exterior Frame-Wood Main 21 17 10 170.0 ft2 0.23 0.75 0 4 W Exterior Frame-Wood Main 21 5 10 50.0 ft2 0.23 0.75 0 5 N Exterior Frame-Wood Main 21 12 3 10 122.5 ft2 0.23 0.75 0 6 N Exterior Frame-Wood Main 21 18 10 180.0 ft2 0.23 0.75 0 7 E Exterior Frame-Wood Main 21 12 9 10 127.5 ft2 0.23 0.75 0 8 N Exterior Frame-Wood Main 21 5 9 10 57.5 ft2 0.23 0.75 0 9 E Exterior Frame-Wood Main 21 31 10 310.0 ft2 0.23 0.75 0 10 S Exterior Frame-Wood Main 21 52 9 10 527.5 ft2 0.23 0.75 0 11 E Exterior Frame-Wood Main 21 5 3 10 52.5 ft2 0.23 0.75 0 12 SE Exterior Frame-Wood Main 21 5 3 10 52.5 ft2 0.23 0.75 0 13 E Exterior Frame-Wood Main 21 16 6 10 165.0 ft2 0.23 0.75 0 14 S Exterior Frame-Wood Main 21 9 3 10 92.5 ft2 0.23 0.75 0 15 W Exterior Frame-Wood Main 21 69 3 10 692.5 ft2 0.23 0.75 0 16 N Exterior Concrete Block-Int InsdBasement 1 1 14 9 8 118.0 ft2 0 0 0.01 0 17 E Garage Concrete Block-Int InsL[Basement 1 1 14 3 8 114.0 ft2 0 0.01 0 18 S Garage Frame-Wood Basement 1 21 14 9 8 118.0 ft2 0.23 0.01 0 19 W Exterior Concrete Block-Int InsdBasement 1 1 14 3 8 114.0 ft2 0 0.01 0 DOORS # Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 N Insulated Main None .46 3 8 24 ft2 2 E Insulated Basement I None .46 2 8 6 8 17.8 ft2 3 E Insulated Basement I None .46 2 8 6 8 17.8 ft2 4 S Insulated Main None .46 2 8 6 8 17.8 ft2 WINDOWS Orientation shown is the entered. Proposed orientation. Wall Overhang V, # Ornt ID Frame Panes NIFFIC U-Factor SHGC Area Depth Separation Int Shade Screening 1 N I Vinyl Double(Clear) Yes 0.47 0.58 20.0 f12 1 ft4in I ft0in Drapes/blinds None 2 N 3 Vinyl Double(Clear) Yes 0.47 0.58 36.0 ft2 11 ft 8 in 1 ft 0 in Drapes/blinds None 3 N 3 Vinyl Double(Clear) Yes 0.47 0.58 16.0 ft2 11 ft 8 in I ft 0 in Drapes/blinds None 4 N 5 Vinyl Double(Clear) Yes 0.47 0.58 36.0 ft2 6 ft 4 in 1 ft 0 in Drapes/blinds None 5 N 6 Vinyl Double(Clear) Yes 0.47 0.58 30.0 ft2 1 ft 4 in 1 ft 0 in Drapes/blinds None 6 E 7 Vinyl Double(Clear) Yes 0.47 0.58 15.0 ft2 1 ft 4 in 1 ft 0 in Drapes/blinds None 7 N 8 Vinyl Double(Clear) Yes 0.47 0.58 15.0 ft2 1 ft4in 1 ft0in Drapes/blinds None 7/23/2014 10:53 AM EnergyGauge@ USA-FlaRes201 0 Section 405.4.1 Compliant Software Page 3 of 6 WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang V, # Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 8 E 9 Vinyl Double(Clear) Yes 0.47 0.58 30.0 ft2 I ft 4 in I ft 0 in Drapes/blinds None 9 E 9 Vinyl Double(Clear) Yes 0.47 0.58 8.0 ft2 1 ft 4 in 1 ft 0 in Drapes/blinds None 10 S 10 Vinyl Double(Clear) Yes 0.47 0.65 6.0 ft2 15 It 4 in 1 ft0in Drapes/blinds None I I S 10 Vinyl Double(Clear) Yes 0.47 0.65 8.0 ft2 15 It 4 in 1 ft 0 in Drapes/blinds None 12 S 10 Metal Double(Clear) Yes 0.57 0.34 47.0 ft2 15 It 4 in 1 ft 0 in Drapes/blinds None 13 S 10 Metal Double(Clear) Yes 0.57 0.34 96.0 ft2 15 ft 4 in 1 ft 0 in Drapes/blinds None 14 E 11 Vinyl Double(Clear) Yes 0.47 0.65 24.7 ft2 54 ft 0 in I ft 0 in Drapes/blinds None 15 SE 12 Vinyl Double(Clear) Yes 0.47 0.65 24.7 ft2 27 ft 4 in 1 ft 0 in Drapes/blinds None 16 E 13 Vinyl Double(Clear) Yes 0.29 0.26 21.3 ft2 54 ft 0 in 1 ft 0 in Drapes/blinds None 17 S 14 Vinyl Double(Clear) Yes 0.47 0.65 8.0 ft2 1 ft 4 in 1 ft 0 in Drapes/blinds None 18 W 15 Vinyl Double(Clear) Yes 0.47 0.58 6.0 ft2 1 ft 4 in 1 ft 0 in Drapes/blinds None 19 W 15 Vinyl Double(Clear) Yes 0.47 0.58 15.0 ft2 1 ft 4 in I ft 0 in Drapes/blinds None GARAGE V # Floor Area Ceiling Area Exposed Wall Perimeter Avg.Wall Height Exposed Wall Insulation 1 938.9993 ft2 0 ft2 29 ft 8 ft INFILTRATION # Scope Method SLA CFM 50 ELA EqLA ACH ACH 50 1 Wholehouse Best Guess .0005 4046 222.12 417.73 .385 7.9515 HEATING SYSTEM V # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump None HSPF:8 60 kBtu/hr 1 sys#1 COOLING SYSTEM V # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts I Central Unit Split SEER: 14 60 kBtu/hr 1800 cfm 0.75 1 sys#1 HOT WATER SYSTEM V # System Type SubType Location EF Cap Use SetPnt Conservation I Propane Tankless Exterior 0.59 1 gal 60 gal 120 deg None SOLAR HOT WATER SYSTEM V FSEC Collector Storage Cert # Company Name System Model# Collector Model# Area Volume FEF None None ft2 7/23/2014 10:53 AM EnergyGaugeO USA-FlaRes201 0 Section 405.4.1 Compliant Software Page 4 of 6 DUCTS ----Supply---- ----Return---- Air CFM 25 CFM25 HVAC# V/ # Location R-Value Area Location Area Leakage Type Handier TOT OUT QN RLF Heat Cool 1 Attic 6 617 ft2 Attic 154.25 Default Leakage Main (Default) (Default) 1 1 TEMPERATURES Prograrnable Thermostat:Y Ceiling Fans: Cool�ng H Ian H Feb Mar Apr MMay Jun Ju Aug Sep Octt Nov Dec Heat ng Jan Feb Mar Apr ay Jun Ju Aug Sep 0 No, Dec n Feb Mar Apr May Jun Jul Aug Se Oct Nov Dec Venting Ja HX IXI i �I �I p Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling(WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling(WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating(WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating(WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 7/23/2014 10:53 AM EnergyGauge@ USA-FlaRes201 0 Section 405.4.1 Compliant Software Page 5 of 6 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 63 The lower the EnergyPerformance Index, the more efficient the home. 382 7th Street, Atlantic Beach, FL, 1. New construction or existing New(From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a. Frame-Wood, Exterior R=21.0 2780.00 ft2 b.Concrete Block-Int Insul,Exterior R=1.0 232.00 ft2 3. Number of units,if multiple family 1 c.Frame-Wood,Adjacent R=21.0 118.00 ft2 4. Number of Bedrooms 3 d.other(see details) R= 114.00 ft2 10.Ceiling Types Insulation Area 5. Is this a worst case? No a. Roof Deck(Unvented) R=1 9.8 3058.00 ft2 6. Conditioned floor area(ft2) 3085 b.Knee Wall(Unvented) R=O.1 55.00 ft2 7. Windows- Description Area c.N/A R= ft2 a. U-Factor: Dbl,U=0.47 227.00 ft2 11.Ducts R ft2 a.Sup:Attic, Ret:Attic,AH:Main 6 617 SHGC: SHGC=0.58 b. U-Factor: Dbl,U=0.57 143.00 ft2 SHGC: SHGC=0.34 12.Cooling systems kBtu/hr Efficiency c. U-Factor: Dbl,U=0.47 71.33 ft2 a.Central Unit 60.0 SEER:14.00 SHGC: SHGC=0.65 d. U-Factor: other(see details) 21.33 ft2 13.Heating systems kBtu/hr Efficiency SHGC: other(see details) a. Electric Heat Pump 60.0 HSPF:8.00 Area Weighted Average Overhang Depth: 14.257 ft. Area Weighted Average SHGC: 0.502 8. Floor Types Insulation Area 14.Hot water systems Cap:1 gallons a.Slab-On-Grade Edge Insulation R=0.0 1986.00 ft2 a.Propane EF:0.59 b.Floor over Garage R=1 9.0 939.00 ft2 b. Conservation features c.other(see details) R= 160.00 ft2 None 15.Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building "E S*r4j, Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code coppliant features. Builder Signature: Date: Address of New Home: City/FL Zip: )11 01)WE A. *Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. **Label required by Section 303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. EnergyGauge@ USA-FlaRes201 0 Section 405.4.1 Compliant Software Project Summary Job: COLLN3085 wrightsoft, Date: 07/22/14 Entire House By: DRS A/C Masters HVAC, Inc. 445 Tresca Road.Suite#204,Jacks onAl le.FL 32256 Phone:904-722-8995 Fax.904-722-8944 Project Information For: Collins Builders 3840 Crown Pointe Road,Jacksonville, FL 32257 Phone:888-506-1988 Notes: 382 7th Street Bowser Residence Design Information Weather: Jacksonville, Int'l Airport, FL, US Winter Design Conditions Summer Design Conditions Outside db 32 'F Outside db 93 OF Inside db 70 OF Inside db 75 'F Design TD 38 OF Design TD 18 OF Daily range M Relative humidity 50 % Moisture difference 50 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 37669 Btu h Structure 25567 Btu h Ducts 15073 Btuh Ducts 17610 Btu h Central vent(180 cfm) 7514 Btu h Central vent(180 cfm) 3559 Btu h Humidification 0 Btu h Blower 0 Btuh Piping 0 Btu h Equipment load 60256 Btu h Use manufacturer's data n Rate/swing multiplier 0.98 Inf iltration Equipment sensible load 45801 Btu h Method Detailed Latent Cooling Equipment Load Sizing Shielding 3 (partial) Stories 1 Structure 800 Btu h D ucts 4632 Btu h Heating Cooling Central vent(180 cfm) 6112 Btu h Area(fF) 3085 3085 Equipment latent load 11544 Btu h Volume (W) 30850 30850 Air changes/hour 0 0 Equipment total load 57346 Btu h Equiv.AVF(cfm) 0 0 Req.total capacity at 0.74 SHR 5.2 ton Heating Equipment Summary Cooling Equipment Summary Make Carrier Make Carrier Trade 13 SEER PURON HP Trade 13 SEER PURON HP Model CH14NA060****C Cond CH14NA060****C AHR I ref 5515266 Coil FX4DN(B,F)061 AHRI ref 5515266 Efficiency 8 HSPF Efficiency 11.0 EER, 14 SEER Heating input Sensible cooling 43290 Btuh Heating output 55000 Btuh @ 47 IF Latent cooling 15210 Btu h Temperature rise 26 OF Total cooling 58500 Btu h Actual air flow 1917 cfm Actual air flow 1917 cfm Air flow factor 0.036 cfm/Btuh Air flow factor 0.044 cfm/Btuh Static pressure 0 in H20 Static pressure 0 in H20 Space thermostat Load sensible heat ratio 0.80 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2014-Jul-22 14:24:15 wrightsoft, Right-Suille6i Universal 201313.0.08RSU13256 Page I 14C'C$" EACollins Builders\Off-Sit e\OS 1 074(Crawford).rup Calc=MJS Front Doorfaces: N wrightsoft Right-J@ Worksheet Job: COLLN3085 Entire House Date: 07/22/14 By: DRS A/C Masters HVAC, Inc. 445 Tresca Road.Suite#204,JacksonvI le,FL 32256 Phone:904-722-8995 Fax:904-722-8944 1 Room name Entire House Whole House 2 Exposed wall 336.0 ft 336.0 ft 3 Room height 10.0 It 10.0 It heat/cooi 4 Room dimensions 3085.0 x 1.0 ft 5 Room area 3085.0 IF 3085.0 IF Ty Construction U-value Or HTIVI Area ft2) Lo ad Area (ft2) Lo ad number (Btuhl/ft2-'F) (Btuh/ft2) or perimeter (ft) (EB311 h or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 V�j12 F-Osw 0.065 n 2.47 1.26 778 601 1484 758 778 601 1484 758 3A-2ov 0.340 n 12.92 11.72 153 0 197 1793 153 0 1977 1793 11,10 0.600 n 22'80 18.36 24 24 547 441 24 24 547 441 W 12F-Osw 0065 e 1 30 1.26 705 606 788 764 705 606 788 764 1 1 L--G 3A-2ov 0.340 e 6.80 31.36 99 6 673 3104 99 3 673 3104 12F-Osw 0.065 se, 2.47 1.26 53 25 6 32 53 25 62 32 t-G 3A-2ov 0-340 se 12.92 21.89 28 14 3622 613 28 71 362 613 W 12F-Osw 0.065 s 2.47 1 26 620 438� 1082 552 620 4381 1082 552 �G 3A-2.v 0,340 s 12.92 6.72 165 3301 2132 11091 165 165 2132 1109 D 11JO 0.600 s 22.80 18.36 17 17 388 312 1 1 7 17 388 312 12F Osw 0.065 w 2.47 1.26 857 836 20 65 0 857 836 2065 1054 t-G 3A 0.340 w 12.92 31.36 21 1 27 1 6519 21 1 271 659 P, 12F-Osw 0.065 - 2.47 O�78 232 196 4841 153 232 196 484 153 L--D 11JO 0.600 n 22.80 18.36 361 36 821 6611 36 36 821 661 P 16B-19ad 0.049 - 1�86 2.65 939 939 1748 2489 939 939 1748 2489 C 1613-19ad 0.049 n 1.86 2.65 2925 2925 5446 7754 2925 2925 5446 77141 F 22A-cph 1�358 n 51.6 0.00 1986 336 17339 0 1986 3361 17339 0 61 c)AED excursion 0 0 1 Envelope loss/gain 37669 22247 37669 22247 112 a) Infiltration 0 0 0 0 b) Room ventilation 0 0 1 0. 0 13 Internal gains: Occupants Ca) 230 4 920 4 920 Appliances/other 2400 2400_ Subtotal(lines 6 to 13) 37669 25567 37669 25567 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 37669 25567 37669 25567 1 5 Duct I oads 1 40'.1 69%1 150731 17610 401. 69% 15073 17610 Total room load 52742 52742 43171 19 1 43177 Air required(cfm) 1- 17 1917 1 19171 1917 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2014-Jul-22 14:24:15 Rigft-Suite(@ Universal 2013 13.0.08 RSU 13256 Page 1 EACollins Builders\Off-Site\OS1074(Crawford).rup Calc=Mi Front Doorfaces: N Job: COLLN3085 Building Analysis Date: 07/22/14 wrightsoft' Entire House By: DRS A/C Masters HVAC, Inc. 445 Tresca Road.Suite#204,Jacksonvil le,FL 32256 Phone:904-722-8995 Fax:904-722-8944 Project Information For: Collins Builders 3840 Crown Pointe Road,Jacksonville, FL 32257 Phone:888-506-1988 Design Conditions Location: Indoor- Heati ng Coolling Jacksonville, Int'l Airport, FL, US Indoor temperature( F) 70 75 Elevation: 30 ft Design TD (OF) 38 18 Latitude: 31 ON Relative humidity(0/6) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 11.5 50.0 Dry bulb(oF) 32 93 Infiltration: Daily range( F) - 18 ( M Method Detailed Wet bulb (OF) - 77 Shielding 3 (partial) Wind speed (mph) 15.0 7.5 Stories 1 M- =6 M N M Component Btu h/f t2 Btu h %of load Walls Ventilation Walls 2.1 7713 12.8 Glazing 11.6 5415 9.0 GI.i,g Doors 22.8 1756 2.9 Ceilings 1.9 5446 9.0 Doors Floors 8.7 17339 28.8 Ducts I nf i Itr ation 0 0 0 Ducts 15073 25.0 Ceilings Piping 0 0 Humidification 0 0 Ventilation 7514 12.5 Floors Adjustments 0 100.0 Total 602561 Component Btuh/ft2 Btu h %of load Walls Ventilation Walls 1.6 5802 12.4 Internal Gains Glazing 15.6 7277 15.6 Doors 18.4 1414 3.0 Ceilings 2.7 7754 16.6 Glazirg Floors 0 0 0 Infiltration 0 0 0 Ducts 17610 37.7 Ventilation 3559 7.6 Doors Internal gains 3320 7.1 Ducts Blower 0 0 Ceilings Adjustments 0 Total 467361 100.0 Latent Cooling Load 11544 Btuh Overall U-val6e=0.113 Btuh/ft2- F Data entries checked. 2014-Jul-22 14:24:16 wrightsoft- Rigl-Suile,6 Universal 2013 13-0.08 RSU 13256 Page I ,"Ill E:\Col fins Builders\Off-Site'\OS1 074(Grawford).rup Calic=MJ8 Front Door faces: N CITY OF ATLANTIC BEACH I'll IS Building Department ;A 800 Seminole Road Atlantic Beach,Florida 32233 (904)247-5800 PLAN REVIEW COMMENTS Permit Application # lq- ) 2 /2- Property Address: &�L -774A S Applicant: S /,Iu,//a/f,r I Project: This permit application has been: FILE COPY 0 Approved Reviewed and the following items need attention: Please re-submit your application when these items have been completed. Reviewed By: /r Ilk- Date: k-6 15� PROJECT NO.: 14-2004 REPORT NO.: 19 L E G A C Y LAB NO.: 2 ENGINEERING9 INC DATE: 9/30/2014 Geotechnical & Materials Engineering and Testing REPORT OF: In-Place Density Tests PROJECT: 2014 Various Offsite Residential Construction CONTRACTOR: Collins Builders, CLIENT: Collins Builders 3840 Crown Point Road, Suite C Jacksonville,FL 32257 DATE TESTED: 09/29/14 TESTED BY: T.Lee LOCATION: 3 82 7h Street-Atlantic Beach SPECIFICATIONS: ASTM D-2922 COURSE: Backfill MATERIAL: Grayish Brown Fine Sand REQUIREMENTS 95 % Of the Maximum Laboratory Density Lab Test Results Field Test Results Max Dry Optimum Dry Field Percent of Pass Moisture Moisture Fail Location Lift Density, Content, Density, Content, Maximum Retest PCF % PCF % Density Southeast Wall Ist 98.9 14.2 97.5 10.1 99 P 131 - 11.4 98 P South Wall 98.9 14.2 96.8 -- West Wal I Ist 98.9 14.2 98.0 11.8 99 P _�7 - 98.9 - ;7.8 10.9 99 P North Wall 14.2 -- Northeast Wall 989 14.2 99.0 12.1 too P Southeast Wall 2 nd 98.9 14.2 98.1 11.9 99 P od P South Wall 2 98.9 14.2 97.6 11.3 99 ad ___i6.7 10.8 98 P West Wall 2 98.9 14.2 North Wall 2 nd 98.9 14.2 97.9 11.6 99 P Northeast Wall 2 nd 99.9 14.2 97.4 11.0 99 P Southeast Wall 3 rd 98.9 14.2 98.3 12.3 99 P 99 P South Wall 3W 98.9 97.8 10.8 - West Wall 3 rd 98.9 14.2 98.0 11.9 P North Wall 3rd 98.9 14.2 96.7 10.6 98 P Northeast Wall 3 rd 98.9 14.2 97.9 11.1 99 P Southeast Wall 989 14.2 98.3 12.6 99 P South Wall 98.9 14.2 097.31 10.9 98 P West W-11 4th 98.9 14.2 99.2 12.9 100 P 98.9 14,2 97.9 12.3 99 P FNo 4" 98.9 14.2 97.8 11.8 99 Notes:All tests meet specification requirements unless otherwise noted. LEGACY ENGINEERING,INC. 6424 Beach Boulevard - Jacksonville,Florida 32216 Phone:9N.721.1100 FAX:%4.722.1100 AMp ND/OR OBSERVED AND ARE NOT NECESSARILY INDICATIVE OF THE QUALITIES OF APPARENTLY TDENTICAL OR THIS REPORT APPLIES ONLY TO THE S LE(S)TESTED A WITH ITTE SWLAR PRODUCTS OR PROCEDURES. T14ESE REPORTS ARE FOR THE EXCLUSIVE USE OF THE ADDRESSED CLIENT AND ARE NOT TO BE REPRODUCED OUT WR N PERNOSSION. PROJECT NO.: 14-2004 REPORT NO.: 19 L E G A C Y LAB NO.: 2 ENGINEERING9 INC DATE: 9/30/2014 Geolechnical A materials Engineering and Testing R�s�lly submitted: fi%Q]P�EERING,INC. %% % If 'RINU,11 lei.Ja E, -0 X fq r oo Li sed,FL C), 0 tb 0 fit 11111tIVO LEGACY ENGINEERING,INC. 6424 Beach Boulevard - jacksonville,Florida 32216 Phone:904.721.1100 FAX:"4.722.1100 THIS REPORT APPLIES ONLY TO THE SAMPLE(S)TESTED AND(OR OBSERVED AND ARE NOT NECESSARILY RMWATIVE OF THE QUALITIES OF APPARENTLY IDENTICAL OR SUAILAR PRODUCTS OR PROCEDURES. THESE REPORTS ARE FOR THE EXCLUSIVE USE OF THE ADDRESSED CLIENT AND ARE NOT TO BE REPRODUCED WITHOUT WRITTEN pFRKasqinW PROJECT NO.: 14-2004 REPORT NO.: 20 L E G A C Y LAB NO.: 2 ENGINEERING� INC DATE: 10/1/2014 Geolecknical & Materials Engineering and Testing REPORT OF: In-Place Density Tests PROJECT: 2014 Various Offsite Residential Construction CONTRACTOR: Collins Builders, CLIENT: Collins Builders 3840 Crown Point Road, Suite C Jacksonville,FL 32257 DATE TESTED: 09/30/14 TESTED BY: T.Lee LOCATION: 382'1'h Street-Atlantic Beach-Basement Wall Backfill SPECIFICATIONS: ASTM D-2922 COURSE: Backfill MATERIAL: Grayish Brown Fine Sand REQUIREMENTS 95 % Of the Maximum Laboratory Density Lab Test Results Field Test Results Optimum Field Percent of Pass Mat Dry Dfry Moisture Fail Location Lift Moisture D n Maximum Density ensity, Content PC Content, Retest PCF % PCF % Density Southeast Wall 5th 98.9 14.2 99.3 13.3 100 P South Wall 51h 98.9 14.2 98.7 12.9 100 P West Wall 51h 98.9 14.2 97.8 11.7 99 P North Wall 5 th 98.9 14.2 98.4 12.7 100 P Northeast Wall 5th 98.9 14.2 98.8 13.0 100 P 99 P Southeast Wall 6h 98.9 14.2 97.8 11.9 South Wall 6'h 98.9 14.2 98.3 12.5 99 P West Wall 6th 98.9 14.2 97.4 11.6 99 P North Wall 98.9 14.2 98.0 13.0 99 P Northeast Wall 98.9 14.2 99.1 13.1 100 P --i8.7 12.9 100 P Southeast Wall /th 98.9 14.2 P South Wall 7th 98.9 14.2 97.8 11.6 99 West Wall 7th 98.9 14.2 99.1 13.4 100 _:7� ,h 12.9 919 P North Wall 7 98.9 14.2 98.0 P Northeast Wal I 7th 98.9 14.2 98.5 13.1 1100 P Mles,,A,,I,l tests meet specification requirements unless otherwise noted. �"j 's4%oted: W 15�9 RING,INC. !"KC 1 -0 11, C5, ::0 -n M. kson,P. M. . k �a L e e LN *91,9 (P 0 '97 r) '0� LEGACY ENGINEERING,INC. 6424 Beach Boulevard - Jacksonville,Florida 32216 Phone:904.721.1100 FAX:904.722.1100 TFnS REPORT APPLIES ONLY TO THE SAMPLE(S)TESTED ANVoR OBSERVFD AND ARE NOT NECIESSARILY INDICATIVE OF THE QUALITIES OF APPARENTLY IDEN-nCAL OR SIM[LAR PRODUCTS OR PROCEDURES. THESE REPORTS APE FOR THE EXCLUSIVE USE OF THE ADDRESSED CLIENT AND ARE NOT TO BE REPRODUCED WITHOUT WRITTEN PERNUSSION. ha MURRAY ENGINEERING INCORPORATED September 17, 2014 Collins Builders RE: 3827 1h Street Job#J6288 To whom it may concern: I have been informed that the vertical steel reinforcement shown for detail F (up to 96")was wet set at 16"o/c. This is allowable provided that(1)#5 vertical is placed between the 16"o/c steel and runs continuous from the top of the footing to the top of the wall. The new vertical steel should be placed as shown in the approved detail, 3"from the inside edge of the wall. If any additional clarification is required,feel free to contact this office, Signed, �A A A41j 0�p, 46 No 64 0 STA7rE OF Z 141 4.0 R N % "11110NM-000 111111110" Bryan A. Murray, PE FL License No. 64010 157 Hampton Point Dr., Suite 3 St.Augustine, FL 32092 C.O.A. 26894 Office:904.342.8751 * Fax: 904.814.8850 P a g e 11 IN GO D WE TRUST C-4 0 Uj 0 al 0 x C) 0 LL . < Uj LL V) 0=0 Z 0 LLJ --j 0 Lu Lu < z u nz u 3 z z Lu LU L.0 = LL., 0 r,4 u Y, Z 00 > z Lu 0 0 Lr) LU Cc LL z V) 0 Ly :t� CO Z z F- 00 < LLI — �- S o Lno ILTI, a. > Lj Lu Lr) or_ 0 <, LZL, LLJ o z :D 0 Z LL 4t z Lu C) U 0 Z) o- — F- 2 C) C) Z U u 0 < u -j Ln 0 Lu 0 F- 0 00 LL V) u o 0 rn 0 Lij CI z Ld ul r-j T Ld 00 00 TH Lj ff C) Ld a >- Z _j Ld Ld LLI I z C) (fl < m Lo �: a. 0 cl m Li z Ld L-i Z cq EOM3Ll m IL '0i—:>C)] �`aLj ic REVISIONS ..........�4 CD LL 0 CD ,I. LU JOB NUMBER .*LLJ (D * < 0:0 J62BB 0 -,/* — C�:) z G-D SHEET CD 0 =FR?-�P I oo, CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 MECHANICAL HVAC PERMIT MUST CALL BY 4PM FOR NEXT DAY INSPECTION: 247-5814 JOB INFORMATION: Job ID: 14-MECH-445 Job Type: MECHANICAL HVAC ONLY Description: 1 cu 1 ahu 5 tons Estimated Value: Issue Date: 11/20/2014 Expiration Date: 5/19/2015 PROPERTY ADDRESS: Address: 382 7TH ST RE Number: 169907-0000 PROPERTY OWNER: Name: STEVENS ELIZABETH H & JOHN J, Address: 382 7TH ST GENERAL CONTRACTOR INFORMATION: Name: A/C MASTERS HVAC INC Address: 11243 ST JOHNS PKWYAPT 3 QACHARLESSTEVEN CRABTREE Phone: - - PERMIT INFORMATION: Sticker for overcurrent protection must be on A/C equipment prior to inspection. Failure to comply will result in a failed inspection and reinspect fees. No exceptions. FEES: Furnaces and Heating $24.00 AC and Refrigeration $40.00 State Mech DBPR Surcharge $2.00 State Mech DCA Surcharge $2.00 Trade Permit Base Fee $55.00 Total Payments: $123.00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. FROM :R/C MASTERSHURC, INC FAX NO. :9047228944 Nov. 17 2014 01:06PM P2 MECHANICAIL PERmiT APPLICATION CITY OF ATLANTIC BEACH 800 Seminole Rd Atlantic Beacb, FL 32233 Ph(904)247-5826 Fax(904)247-5845 JoR ADD)Rns: PERMrr# 0000 PROJECTVALUE$ )0900. "0 NEW AIR CONDITIONING & HEATING SYSTEM INST LLATION Air Conditioning: Unit Quantity I Tons Per Unit Heat: Unit Quantity__(1)10—K-0- BTU's Per Unit--�O00 Seer Ratin Duct Systems: Total CFM ;�000 REQUIRED REPLACEMENT AIR CONDITIONING & HEATING SYSTEM INSTALLATION Air Conditioning: Unit Quantity Tons Per Unit ARI#AUVVI—RED Heat: Unit Quantity BTU's Per Unit Seer Ratin�.. Duct Systems: Total CFM REQUIZED FIRE PREVENTION Fire Sprinkler System Quantity (Requires 3 seu of plans) Fire Standpipe, Q=Itity (Requires 3 sets of plans) Underground Fire Main Value (Requires 3 sets of plans) Fire Hose Cabinets Quantity (Requires 3 sets.of plans) Commercial Hoods Quantity (Requ&es 3 sets of plans) Fire Suppression Systems Quantity (Requires 3 sets of plans) FIRE PLACES INUSCELLANEOUS: Prefabricated Fireplace Qty_ Automobile Lifts Gas Piping Outlets Boilexs BTU's Elevators/Escalators ALL OTHER GAS PIPING Heat Fxchanger Quantity of Outlets Pumps Vented Wall Furnaces Refirigerator Condenser BTU's Water Heaters Solar Collection System Tanks(gallons) Wells OTHER: Permit becomes void if workdoes not comm=nce,�,, a six month peflod or work is suq=ded or abandoned for six months.I hereby certify that I have read this application and know the same to be true and co".-L All provisions of laws and ordinan=governing this work win be oompUed with whether specified or not. The permit does not give authority to violVa.fe provisions of any other state or local law reguMon constructim or the pmfbrn=c0 of construction, eD Property Owners Name Zo w�Sw Phone Number Mechanical Company All C K4.0toz AC T�t. Office Phone-W-;99SFax�7X 49Y,41 State rt ZilD 5=S Co. Address: -T-�re-s CO., 0 y City License Holder(Print); C k cation/Registration# Nofmdzed Signature pLLicense r DEBRA ANN HOISINGTON S,,A; n and subscribed before d 20 )LI MY COMMMION 0 E0137M ExP1FWS00J*8r,-WMi6 Signature of Notary Public