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't NilLumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek RE: M11412 - Carlton 299 MiTek USA, Inc. 6904 Parke East Blvd. Site Information: Tampa,FL 33610-4115 Customer Info:Wynne Development Corp Project Name: M11412 Model: Lot/Block: Subdivision: Address: unknown City: St Lucie County State: FL Name Address and License#of Structural Engineer of Record, If there is one,for the building. Name: License#: Address: City: State: General Truss Engineering Criteria& Design Loads(Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 [All HeighII Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 14 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T10152074 A J-1/-3—/17_ 12 T10152075 f Ai 1/3/17 13 1 T10152076 1 A2 1 1/3/17 14 I T10152077 I A3 1/3/17 15 1 T1 0152078 1 A4 1 1/3/17 6 T10152079 ATA 1/3/17 7 T10152080 ATB 1/3/17 18 T10152081 BHA 1 1/3/17 19 1 T10152082 G RA 1 1/3/17 1 110 T10152083 J2 1 1/3/17 1 ill I T10152084 I J4 1 1/3/17 1 12 I T10152085 1 J6 11/3/17 13 I T10152086 I J8 1 1/3/17 14 1 T1 01 52087 1 KJ8 1 1/3/17 The truss drawing(s)referenced above have been prepared by MiTek eQUIN®vet°oo, USA,Inc. under my direct supervision based on the parameters eeee�0 ......P.G . <<c�®, provided by Chambers Truss. �e .• \,� 5�.,.• s'.s Truss Design Engineer's Name: Velez, Joaquin 68182 My license renewal date for the state of Florida is February 28,2017. IMPORTANT NOTE: The seal on these truss component designs is a certification 4 :13 STATE OF 4u that the engineer named is licensed in the jurisdiction(s)identified and that the 1 O . •',(V w designs comply with ANSI/TPI 1. These designs are based upon parameters �®.C�'• A- P.• =ee shown(e.g.,loads,supports,dimensions,shapes and design codes),which were oi,� O Ftk O•'•(?N®ee given to MiTek. Any project specific information included is for MiTek's customers v s / •• "• (� e file reference purpose only,and was not taken into account in the preparation of �e these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use,the building designer Joaquin Velez PE No.68182 should verify applicability of design parameters and properly incorporate these designs MITek USA,Inc.FL Cart 6634 into the overall building design per ANSI/TPI 1,Chapter 2. 69D4Parke East Blvd.Tampa Fl-33610 Date: j January 3,2017 i I Velez,Joaquin 1 of 1 ab1 russ (Truss Type Qty Ply7JobloRe2fetence 9s T70152D74 M11412 A SPECIAL t o tional) ` Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Jan 03 15:32:53 2017 Page 1 I D:kFvnsnOwY419ZhO_nM3lc6yIJ9g-4nlSa2sKCS1 Fiv2mp6BQOIOq ROoU11YY R3oS6cczz 1 k8 1-0.0 8-6-0 10-0-0 13-8-0 19-4-15 26-0-0 28-9-4 36-0-0 -0-0 8.6-0 1-6-0 3-8-0 5.8-15 6-7-7 --r 2-9-4 7-2-12 1-0-0 Scale=1:64.7 5x8= 4x4= 4x4= 5x8 MT18HS= 4.00 12 3x4 3 4 22 235 6 24 25 7 3x4 1 B t2 d11 — 13 6X10 MT18HS= ch 0 o 15 14 4x4= 3x4 3x8— 3x4= 5x12= 2.00 12 4x10=- 10-0.0 —i _13.8-0 19-10-0 24-6-0 26-0-0 36-0-0 10.0.0 3.8.0 6-2-0 4-8-0 —I 1-6-0� 10-0-0 Plate Offsets(X Y): 2D-0-2,Edge�4:0-5-4 0-2-8 f7:0-5-8 0-2-8) (9:0-2-10 Edqel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.68 12-13 >635 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -1.54 12-13 >280 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Horz(TL) 0.53 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.94 12-13 >45B 240 Weight:162 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 4-7:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1404/0-8-0,9=1368/0-8-0 Max Horz 2=-121(LC 6) Max Upiift2=-856(LC 8),9=837(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3—3090/1801,3-4=2890/1729,4-22=3250/1975,22-23=-3250/1975,5-23=3250/1975, 5-6_4867/2851,6-24—6373/3593,24-25—6373/3593,7-25=-6373/3593, 7-8=-5465/3041,8-9=-5795/3310 BOT CHORD 2-15—1577/2863,14-15—1408/2714,13-14=-1754/3263,12-13_2670/4938, 11-12=2745/5261,9-11=-3059/5513 WEBS 3-15=351/345,4-15=238/436,4-14=472/798,5-14=953/614,5-13=-974/1792, 6-13=-826/560,6-12=776/1575,7-12—976/1705,7-11=-24/365,8-11=-332/328 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;B=59ft;L=36ft;eave=5ft Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise Indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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)Bearing at joint(s)9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 856 lb uplift at joint 2 and 837 lb uplift at joint 9. 9)"Semi-rigid pitchbreaks Including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valld for use only with IvllTek©connectors 1 ihds design Is based only upon parameters shown,and Is for an Individual building component,not ® a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall HV building design. Bractng Indicated Is to prevent budding of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always regdred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fatxlcatlon,storage,delivery,erecllon and bracing of Trusses and puss systems,seeANSI/TPII Quallty Criteria,DSB-69 and SCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plale Instilute.218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 ' � r Job Truss Truss Type Qty Ply Carlton 299 T10152075 M11412 Al SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTak Industries,Inc.Tue Jan 03 15:32:53 2017 Page 1 I D:kFvnsnOwY419ZhO_nM3lc6ylJ9g-4n1Sa2sKCs I Fiv2mp6BQOl OuZOoNhYSR3oS6cczzl k8 1-0- 6-6-0 12-0-0 18-7.4 24-0.0 r 28-9-4 36-0-0 7-D- -0- 8-6-0 -r 3-6-0�- 6-7-4 �- 5.4-12 r 4-9-4 7-2-12 -0-0 Scale=1:64.7 i 5x6= 3x4= 5x6= 4.00 12 4 21 5 22 6 3x4 I I 3x4 3 7 { N ,n 1 2 6 ,n 6 r�1 — --J 12 7x8 MT18HS= 10 l o 3x4 14 13 3x4= I I 45= 3x4= 6x8= 2.00 F12 4x10= 8-6-0 f 13-8-0 18-0-0 24-6-0 �� 28-9-41 36-0-0 8.6-0 54.0 4-4-0 6-6-0 4-3-4 7-2-12 Plate Offsets(X,Y)-- 18:0-2-10 Edge1 fl3:0-4-0 0-2-131 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRiP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.56 10-11 >769 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -1.29 11-12 >335 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Horz(TL) 0.48 8 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Wind(LL) 0.7710-11 >559 240 Weight:163lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-9 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2.0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-13 REACTIONS. (lb/size) 2=1402/0-8-0,8=1370/0-8-0 Max Horz2—143(LC 6) Max Uplift2=-856(LC 8),8=-836(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3122/1776,3-4=-3086/1887,4-21=-2664/1628,5-21=-2664/1628,5-22=3686/2196, 6-22_3686/2196,6-7=5220/2924,7-8=-5824/3269 BOT CHORD 2-14=-1552/2892,13-14—1318/2532,12-13=-1966/3746,11-12=-2376/4574, 10-11=-3025/5547,8-10=-3018/5536 WEBS 3-14=-325/322,4-14=-357/591,4-13=-138/423,5-13=-1333/734,5-12=-129/499, 6-12=968/467,6-11=-971/1920,7-11=-635/430 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;8=59ft;L=361t;eave=5ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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)Bearing at joint(s)8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 856 lb uplift at joint 2 and 836 lb uplift at joint 8. 9)"Semi-rigid pitchbreaks Including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only wiih Mllekb connectors.11his design is based only upon parameters shown,and[star an Individual building component not ITS a truss system.Before use,the building designer must verify the appltcabillty of design parameters and properly Incotporate this design into the overall building design. Bracing Indicated is to prevent truckling of Individual truss web and/or chord members only.Addllional lernwrary and permanent bracing M!Tek' Is always required for stabllliy and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa.FL 33610 i I Job Truss Truss Type Qty Ply Carhon 2ss T10152076 M11412 A2 (SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce.FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Jan 03 15:32:54 2017 Page 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-YzRroOtyzAQ6K3dyMgifxVxzsoBiQ?Yal SCf82zz1 k7 1-0-0 8-6-0 14 O-01 22-0-0 24-6-0 28-9.4 36-0-0 7-0-[� -0-0 8-6-0 5-6.0 8-0.0 2-6-0 4-3-4 7-2-12 -0-0 Scale=1:64.7 5x6= SX6= 4.00 12 4 5 4x6 1 6 3x4 3x4 3 i 7 t 12 _ 8 s l m l o, c+) 2 - �— 312 3x4 II 14 13 7x8 MT78HS= — o 3x4 ;i 5x6= _ 4x10= 3x6% 2.00J12 13-8-0 22.0-0 24-6-0 28-9-4 36-0 0 1 8-6-0 5-2-0 8.4-0 2-6-0 43-4 7-2-12 Plate Offsets(X,Y)-- (2:0-3-14,0-1-81,I8.0-2-10 Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Ven(LL) -0.55 10-11 >791 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -1.25 10-11 >345 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 Horz(TL) 0.46 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.75 10-11 >573 240 Weight:164lb FT'=20% LUMBER- T BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1402/0-8-0,8=1370/0-8-0 Max Horz2=-165(LC 6) Max Uplift2—855(LC 8),8=-837(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3133/1789,3-4=-2576/1547,4-5=-3401/2001,5-6=-3554/2057,6-7=-5231/2944, 7-8=-5828/3267 BOT CHORD 2-14=-1566/2904,13-14=1566/2904;12-13=-1236/2444,11-12=-2617/5003, 10-11=3023/5548,8-10=-3016/5538 WEBS 3-13=-621/402,4-12=-532/1152,5-12=353/789,6-12=-2159/1221,6-11=-1 003/1864, 7-11=619/402 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3-Opsf;h=12ft;6=59ft;L=36ft;eave=5ft;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 ponding. 4)All plates are MT20 plates unless otherwise Indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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)Bearing at joint(s)8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 855 lb uplift at joint 2 and 837 lb uplift at joint 8. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REPERANCE PAGE M11.7473 rev.1010312015 BEFORE USE Design valid for use only with MITekl)conneotors.Ihls design Is based only upon parameters shown,and Is for an individual building component,ric a miss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web andlor chord members only.Addilional ternporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and brachig of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute.21 B 11.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 ob Truss Truss Type Qty Ply Carlton 299 T10152077 M11412 A3 SPECIAL 1 1 Job Reference(0ptionap Chambers Truss. Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Jan 03 15:32:55 2017 Page 1 I D:kFvnsnOwY419Zh0_nM3lcbylJgg-09?D?kuakTYzxDC8wXDuT)UEyCU_9SDkX6xDgUzz1 k6 ,1-0.0 _8-6-0 16-0-0 20-0-0 24.6.0 28-9-4 I 36-0-0 37-0 0 0-0 8-6-0r 7-6-0 4-0-0 4-6.0 4.3.4 7-2-12 14-0-0 Scale=1:65.8 4.00[ 22 5x6= 5x6_ 4 5 t 46 5x8 6 4x6 3 7 3x4 Zzr 8 n __ n 1 ' N 12 9 10 N o, j� - 13 7x8 MT18HS= 15 14 4x8= 3x4 II o 3x4 I I 5x6= 2.00 3x6 G 4x10-z 12 8-6-0 13-8-0 20-0-0 24-6-0 28-9.4 36-M 1 8-6-0 r 5-2-0 4-6-0 4-3-4 7-2-12 Plate Offsets XY)-_12 0-_&14,0-1-8],L-4-0,0-3-0),17:0-3-O,Edge],LJ:0-2-10,Edge] LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.56 11-12 >774 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Verl(TL) -1.27 11-12 >339 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES W B b.73 Horz(TL) 0.48 9 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) 0.77 11-12 >561 240 Weight:166lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-4 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-13 REACTIONS. (lb/size) 2=140110-8-0,9=1371/0-8-0 Max Horz2=187(LC 7) Max Uplift2—854(LC 8),9=-838(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 260(lb)or less except when shown. TOP CHORD 2-3=3178/1831,3-4=-2538/1520,4-5=-2686/1641,5-6=-2847/1681,6-7=-5238/2970, 7-8=-5260/2962,B-9=-5827/3267 BOT CHORD 2-15=-1611/2953,14-15—1610/2955,13-14=1170/2358,12-13—2645/5041, 11-12=-3022/5547,9-11=-3016/5537 WEBS 3-15=01253,3-14=-740/508,4-13=-235/640,5-13=-346/678,6-13=-2700/1535, 6-12=-981/1910,8-12=-587/372 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;B=5911;L=36ft;eave=5ft;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 ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psi bottom chord live load nonCO11CLirrent with any other live loads. 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)Bearing at joint(s)9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 854 lb uplift at joint 2 and 838 lb uplift at joint 9. 9)"Semi-rigid pitchbreaks Including heels"Member end fixity model was used in the analysis and design of this truss. I �I i ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.1010312015 BEFORE USE � Design valid for use only with MITek-D connectors.This design Is based only upon parameters shown,and Is for an Individual building cornponent.not a truss syslem.Before use,the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent truckling of Individual truss web and/or chord members only.Additional temporary and pennanent bracing MiTek' Is always required for slablllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding file fabricalion,storage,delivery,erection and bracing of fusses crud Irks systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute:218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 • r , Job Truss 7Truss Type Qty Ply Carlton 2ss M11412 �A4 I SPECIAL 8 1 T10152078 Job Reference o tional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Jan 03 15:32:55 2017 Page 1 ID:kFvnsnOwY419ZhO_nM3lc6ylJ9g-09?D?kuakTYzxDC8wXDuTjUEoCU39PzkX6xDgUzz1k6 11-0-9 B-6-0 13-8-0 18-0-0 j 24-6-0 28-9-4 36-0�00_Q 1-0-0 8-6-0 5-2-0 4.4-0 6-6-0 4-3-4 7-2-12 to- Scale:3/16"=l' 4.00 12 5x6= 6 3x4 3x6% 5 5x6--4x6 z 7 3x4 4 8 3 I 3x4 N 1 2 12�-- _-_ -- 10 11 ,n o 7,c8MT18HS= '�--_____ I� o ------ 14 3x4 II o 16 15 4x8 4x5= 3x4 II 5x12= 2.00 12 4x10= 8.6-0 13-8-0 1 18-0-0 24-6-0 I 28-9.4 36-0-0 8-6-0 5-2-0 4-4-0 6-G-0 4-3-4 7-2-12-12 Plate Offsets X( ,Y)-- 8:0-3-0,Edge1,f10:0-2-t0 Edger LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 i Vert(ILL) -0.59 13 >727 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 i Vert(TL) -1.35 13 >319 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Horz(TL) 0.51 10 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) Wind(LL) 0.82 13 >526 240 Weight:168lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-2 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-14 REACTIONS. (lb/size) 2=1402/0-8-0,10=1370/0.8-0 Max Horz2=208(LC 6) Max Uplift2=856(LC 8),10=837(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3134/1785,3-4=-2567/1537,4-5=-2519/1549,5-6_2382/1452,6-7=-2402/1439, 7-8=-5227/2989,8-9=5285/2982,9-10=-5609/3250 BOT CHORD 2-16=-1562/2905,15-16=1562/2905,14-15=-1235/2431,13-14—2670/5074, 12-13=-3006/5529,10-12=-3000/5519 WEBS 3-16=0/262,3-15=-622/394,5-14=-337/225,6-14=644/1182,7-14=-3080/1761, 7-13=-965/1930,9-13=-539/332 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;B=5911;L=3611;eave=5ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Bearing at joint(s)10 considers parallel to grain value using ANSI/TPl 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 856 lb uplift at joint 2 and 837 lb uplift at joint 10. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 1 i Ili j ®WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev,1010312015 BEFORE USE. Design valid for use only with IJIITek0 connectors.This design is based only upon paramefets shown,and Is for an Individual building component,not a truss system.Before use,the building designer musl vedty the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated is to prevent 1xickling of Individual truss web and/or chord members only.Additional temporary and permanent brcy-ing MOW is always regWred for siabillly and to prevent collapse wish possue personal injury and property datnage. For general guldance regarding the fabrication,storage.delivery,erection and bracing of musses and muss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandda,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Calton 2ence L lip onal)9s Tto152079 M11412 Truss B 1 iCOMMON Job Refer Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Jan 03 15:32:56 2017 Page 1 ID:kFvnsnOwY41gZh0_nM3lc6ylJ9g-ULYbC4vCVnggZNnLUFk8OwOSMbwTuzBtlmhmCxzz1 k5 1-0- _ 8-1-1 _ 13.10-2 18-0-0 22-1-14 27-10-15 36-0-0 $7-0-4 1-0-0� 8-1-1 } 5-9-1 4-1-14 4-1-14 5-9-1 1 8-1-1i1.0.0 Scale=1:62.4 4.00 12 54= 6 3x4 II 24 25 3x4 11 3x6% 5 7 3x6 3x4% 4 I 8 3x4 a 3 9 I ,n1 2 i 10 11 dj I6p' 17 16 15 26 6 27 14 13 12 4x5= 30 11 46= 3x8= 3x8= 4x6 3x4 11 4x5= 8-1-1 13.10-2 22-1.14 27-10-15 36-0.0 8-1-1 5-9-1 B-3-12 5-9-1 8-1-1 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.26 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.70 14-15 >621 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.49 Horz(TL) 0.16 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.31 14-15 >999 240 Weight:172 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-13 oC puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-1-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1436/0-8-0,10=1436/0-8-0 Max Horz2=-208(LC 6) Max Uplift2=796(LC 8),10—796(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3—3311/1660,3-4=-2709/1348,4-5=-2658/1362,5-24=-2709/1437,6-24=-2658/1463, 6-25=-2658/1463,7-25=-2709/1437,7-8—2658/1362,B-9—2709/1348,9-10=3311/1660 BOT CHORD 2-17=-1450/3079,16-17=-1450/3079,15-16=-1450/3079,15-26=-776/2019, 26-27=-776/2019,14-27=-776/2019,13-14=-1450/3079,12-13_1450/3079, 10-12=1450/3079 WEBS 6-14=-469/969,7-14=-323/234,9-14=-636/451,6-15=-469/969,5-15=-323/234, 3-15=-636/451 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuit=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;B=59ft;L=36ft;eave=5fh Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)100.Olb AC unit load placed on the top chord,1 B-0-0 from left end,supported at two points,6-0-0 apart. 4)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.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=1 O.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 796 lb uplift at joint 2 and 796 lb uplift at joint 10. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M?EX REFERANCE PAGE Mp-7473 rev.10/03/2015 BEFORE USE. Design valid for use only wllh MltekO connectors,jhls design Is based only upon parameters shown,and Is for an Individual building component,not ice`—.gyp a tnrss system.Before use.the building designer must veilfy the appllcatAlty,of design paramcaeis and properly Incoiporate this design Into the overall building design. Bracing Indicated Is to preve.nl tkickting of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always requited for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and fnrss systems,seeANSI/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instilute.218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 J + Job Truss Truss Type Qty Ply Carlton 299 T10152080 M11412 ATB l COMMON 1 1 i Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc. Tue Jan 03 15:32:57 2017 Page 1 ID:kFvnsnOwY419Z11O_nM3lc6y1J9g-yY6zQQvrG5ohBXMX2yGNYBZes?KcdOX1_QQKINzz1 1<4 1.0- 8-1-1 ` 13-10-2 18-" 22-1-14 27-10-15 36-0-0 -0-0 8-1-1 5-9-1 4-1-14 4.1-14-14 5.9.1 8-1-1 Scale=1:62.4 4.00 F12 5x6= 6 3x4 II 25 26 3x4 II 3x6% 5 7 3x6 3x4% 4 8 3x4 C 3 I 9 1 N1 2 10 11 18 17 16 15 27 28 14 13 12 3x5= 3x4 II 3x6= 6x8= 6x8= 3xG= 3x4 II 3x6= 8-1-1 13.10-2 15-2.0 21-10-0 221 14 27-10-15 36-0-0 ,__.� 8.1.1 5-9.1 1-3-14 6-8-0 0 -4 5.9.1 B-1-1 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl Ud PLATES GRIP' TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.05 18-21 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 ( Vert(TL) -0.16 18-21 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.58 Horz(TL) 0.02 15 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.07 16-18 >999 240 Weight:172 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-14 REACTIONS. All bearings 0-8-0. (lb)- Max Horz 2=208(LC 7) Max Uplift All uplift 100 lb or less at joint(s)15 except 2=-452(LC 8),14=-837(LC 8),10—264(LC 8) Max Grav All reactions 250 lb or less at joint(s)except 2=717(LC 17),14=1586(LC 1),10=435(LC 18),15=326(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3—1170/631,3-4—454/279,4-5=-400/292,5-25=-453/366,6-25=-400/392, 6-26=-194/717,7-26—217/637,7-8—297/727,8-9=306/639,9-10=296/225 BOT CHORD 2-18=-476/1094,17-18=476/1094,16-17=-476/1094 WEBS 6-14=-1054/539,7-14=-319/232,9-14=743/504,9-12=0/277,6-16=-4351665, 5-16=318/230,3-16=-771/498,3-18=0/299 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;B=59ft;L=36ft;eave=5ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)1 OO.Olb AC unit load placed on the top chord,18-0-0 from left end,supported at two points,6-0-0 apart. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=1 o.opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)15 except Qt=lb) 2=452,14=837,10=264. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i 'i I ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MI1eke connectors.phis design Is based only upon parameters shown,and Is for an Individual building cornponeni,not a imss system.Before use,the bullding designer must verify the applicability of design parameters and property Incorporate this design Into the overall 1q�Iva;� building design. Bracing Indicated is to prevent txrckiing of Individual truss web and/or chord members only.Additional temporary and permanent bracing Itll l l��' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery,erecllon and bracing of muses and truss systems,seeANSi/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 .I Jab Truss Truss Type Oty Ply Carlton 299 T10152081 M11412 BHA COMMON 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Jan 03 15:32:58 2017 Page 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g•OkgLdmwT1 OwYohwjbgnc5L6i8PbgMorAD4AtHpzz1 k3 16•0-0 22-10-15 }1-0-0 B-0-0 , 12-0-0 14-0-0 ,15.6-0. 180-0 2ao-0 22-a0._i 24aq 28-ao 36-0-0 37-aq 1-ail 8-a0 4-ail 2-0-0 ,6-0' 2I-- 0-0 I 2-ao I-2-a0 C�1a1$ B-o-o ,60 0-6-0 1-1-1 Scale=1:66.0 THIS COMPONENT IS TO BE USED IN CONJUNCTION WITH A RIGID DIAPHRAGM. TOP CHORD MUST BE BRACED BY END JACKS, THIS DIAPHRAGM MUST BE CAPABLE OF ROOF DIAPHRAGM,OR PROPERLY CONNECTED TRANSFERRING ROOF LOADS TO THE GROUND 5x6= PURLINS AS SPECIFIED. WITH NEGLIGIBLE LATERAL DEFLECTIONS. 9 12 14 7x10% 7 16 5 sL 7x10 4.00 12 3x6 1 5 c = t ut 3 8 0 170 N 1 2 \ 21 22 ,n N O O P8 27_---_—__26— 25 24 23 o 3x6 Ii 4x6= 6x8= 6x8= 3x6 I 3x5= 3x5= 3x6= 8.0-0 i 15-6-0 _ __ 22-10-15 28-0-0 36-0.0 B-0-0 1 7-6-0 l 7-4-15 5-1-1 B-0.0 Plate Offsets(X,Y)-- 12:0-0-2,Edge),(3:0-3-8,Edge),it 1:0-3-0,0-3-0),(20:0-3-8,Edge)�[21:0-1-10,Edge],125:0-3-8 0-3-01 1 LOADING(psi) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 I Vert(LL) -0.08 28-31 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.23 26-28 >822 240 BCLL 0.0 ' Rep Stress Incr NO WE 0.80 Horz(TL) 0.05 21 Na n!a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.11 28-31 >999 240 Weight:208lb FT—' 20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-8-4 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4SPNo.3 WEBS 1 Row atmidpt 20-25 2 Rows at 113 pis 3-26 JOINTS 1 Brace at JI(s):8,4,14,16,18 REACTIONS. All bearings 0-8-0 except at=length)25=0-11-5. (lb)- Max Horz 2=-208(LC 6) Max Uplift All uplift 100 lb or less at joint(s)except 2=-600(LC 8),26=1540(LC 8),25=-1238(LC 8),21=-477(LC 8) Max Grav All reactions 250 lb or less at joints)except 2=1010(LC 13),26=2886(LC 13),25=2423(LC 14), 21=791(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2137/1073,20-21_1372/663,3-4=-212l715,4-6=-21 2771 5,6-8=-212/715, 8-10=-212/715,10-11=-212/715,11-13=-212/715,13-15=-212/715,15-17=-212/715, 17-19=-85/605,19-20=•85/605,3-5=-199/421,5-7=-111/390,7-9=321343,12-14=0/255, 16-1 8=-66/300,18-20=-205/362 BOT CHORD 2-28=-900/2124,27-28=-855/1984,26-27—855/1984,25-26_848/516,24-25=-457/1106, 23-24—457/1106,21-23—506/1240 WEBS 8-26—1340/1011,17-25=-989/761,3-28=390/1209,3-26=-3116/1622,20-23—424/1154, 20-25—2262/1126,9-10=-710/571,6-7=-308/242,15-16=-465/374,18-19=-499/420 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psF BCDL=3.Ops1;h=121t;B=59ft;L=36ft;eave=5ft;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 ponding. 4)All plates are 3x4 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottorn chord live load nonconcurrent with any other live loads. 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 600 lb uplift at joint 2,1540 lb uplift at joint 26,1238 lb uplift at joint 25 and 477 lb uplift at joint 21. 8)Girder carries hip end with 8-0-0 end setback. 9)"Seml-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Graphical purlin representation does not depict the size or the orientation of the purin along the top and/or bottom chord. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)967 lb down and 461 lb up at 28-0-0,and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection devices)is the responsibility of others. 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). tan ar WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE. �' f Design valid for use only with MIIekB conneclots.this design Is based only upon parameters shown.and Is for an,Individual Wilding component,not (` a Inrss system.Before use,the building designer mUsl verify the applicability of design rxrrameleis and properly incorporate this design Into t11e overall building design. Bracing Indicated is to prevent buckling of individual Truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collopse will)possible personal Injury and properly damage. For general guidance regarding the fabrlcallon,storage.delivery,erection and bracing of trusses and puss systerns,seeANSI/1PI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 i Job Truss (Truss Type Qty Ply =JbReference T10152D81 M11412 BHA COMMON 1 o tional T • Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mi I ek Industries;Inc.Tue Jan 03 15:32:58 2017 Page 2 1 D:kFvnsnOwY4IgZh0_nM3lc6ylJ9g-QkgLdmwT 1 OwYohw)bgnc5L6i8PbgMorAD4AtHpzz1 k3 LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-3=-54,20-22-54,28-29=-20,23-28—47(F=-27),23-32=20,3-12=-126(F=-72),12-20=-126(F=-72) Concentrated Loads(Ib) Vert:28=-641(F)23—641(F) I I, I I I I f� I i WARNING.Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERAMCE PAGE M11-7473 rev.1010312015 BEFORE USE. � Design valid for use only with MI1ekO connectors)]his design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent twciding of individual truss web and/or chord members only.AddiBonal temporary and pemraneni bracing M!Tek' Is always required for stab0lfy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of Irtlsses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd! Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa.FL 33610 I i iI 1 T o Truss :Truss Type Qty I y Carlson 299 T10152082 M114t2 �GRA IHIP 1 1 j Job Reference Co tional Chambers Truss, Fort Pierce,FL 7.64D s Apr 19 2016 MiTek Industries,Inc.Tue Jan 0315:32:59 2017 Page 1 I D:kFvnsnOwY419ZhO_nM3lc6ylJ9g-uwEkr5x5ni2 PQgVw9N IreZegGpuO5DaJRkvQpGzz1 k2 1.0•q 6-0-0 13-8-0 18.0-0 22.4-0 _ 1 28.0-0 36-0-0 37-0-0 1 0 0 8-0-0 ( 5-8-0 4-4-0 -r 4-4-0 5-8-0 8-0-0 1 0-0 Scale:3/16•=l' 5x8 MT18HS= 5x8 MT18HS= 4.00 12 3x4 II 5x12= 3x4 II 3 22 234 5 6 24 25 7 iN N1 2 I 8 9 N d - o 15 14 13 12 11 10 4x6= 3x6 II 5x6 WB— 6x12= 3x6 11 4xG_ 6X12= 5x6 WB= f— 8-0-0 r— 13-8-0 _h 22-4-0 28-0-0 36-0-0 M-0 5-8-0 8-8.0 5-8-0 8-0-0 _ Plate Offsets(X,Y)-- [3:0-5-4,0-2-81,[5:0-6-0,0-3-0 [7.0-5-4 0-2-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL- 1.25 TC 0.84 Vert(LL) -0.15 10-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(TL) -0.50 12-13 >538 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.96 Horz(TL) 0.08 8 rda r1/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.2210-12 >999 240 Weight:164lb Ff=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-3-12 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-11 oc bracing. WEBS 2x4 SP No.3'Except* WEBS 1 Row at midpt 3-13,5-13 4-13,6-12:2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=444/0-8-0,13=4133/0-8-0,8=1443/0-8-0 Max Horz2=99(LC 7) Max Up1ift2—327(LC 8),13=-2631(LC 8),8=-964(LC 8) Max Grav2=499(LC 13),13=4812(LC 13),8=1671(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-439/227,3-22=1453/2810,22-23=-1453/2810,4-23—1453/2810,4-5=-1453/2810, 5-6=-3008/1704,6-24=-3008/1704,24-25=-3008/1704,7-25=-3008/1704,7-8=-4045/2161 BOT CHORD 2-15=-127/424,14-15=-149/485,13-14=-149/485,12-13=279/480,11-12=-1944/3827, 10-11=-1944/3827,8-10=1922/3766 WEBS 3-15=413/1131,3-13=-3603/1912,4-13=-864/710,5-13=-3873/2256,5-12=-1465/2971, 6-12—826/689,7-12=-941/467,7-10=-409/1125 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=1211;B=59ft L=36fh eave=5ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 327 lb uplift at joint 2,2631 lb uplift at joint 13 and 964 lb uplift at joint 8. 8)Girder carries hip end with 8-0-0 end setback. 9)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)967 lb down and 461 lb up at 28-0-0,and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll•7473 rev.1010312 0 15 BEFORE USE Design valid for use only with MllekO connectors.This design 6,based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling at individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always rectulred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and huss systems,se.eANSi/TPI I Quality Criteria,DSE-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instttrite,218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 it � I I • Job TrussTruss Type Qty P y Carbon 2ss T10152082 M11412 GRA IHIP 1 — 1 Job Reference(optional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Jan 0315:32:59 2017 Page 2 ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-uwEkr5x5ni2PQgVwgNlreZegGpuO5DaJRkvQpGzzl k2 LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-3=54,3-7=-126(F=-72),7-9=-54,15-16—20,10-15—47(F=-27),10-19=20 Concentrated Loads(lb) Vert:15=-641(F)10—641(F) I' II li I 'I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE 01-7473 rev.1010212015 BEFORE USE. Design valid for use only wilh MllekO connectors.this design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer mist verify the applicability of design parameters and property incorporate Ihis design into the overall �q building design. Bracing Indicated is to prevent i uckling of individual truss web and/or chord members only.Additional temporary and permanent bracing -1 T-e W Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage.,delivery.erection and bracing of trusses and tniss systems,see.ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.I Safety Information available Born Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Jo Truss Truss Type OtyPly Carlton 299 T10152083 M11412 J2 MONO TRUSS 8 1 _ Job Reference o tional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTsk Industries,Inc.Tue Jan 0315:32:59 2017 Page 1 • I D:kFvnsnOwY419Z110_nM3lc6y1J9g-uwEkr5x5ni2P0gVwgN IreZeOZp3v5RZJ RkvOpGzz1 k2 -1.0.0 2-0-0 i 1-0-0 2-0-0 Scale=1:7.9 3 4.00 F12 ' In I 2 i' o — 1n 0 7 4 3x4= 2-0-0 2-0-0 I — LOADING(psi) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 , Vert(TL) -0.00 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Wind(LL) 0.00 7 >999 240 Weight:8 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=36/Mechanical,2=143/0-8-0,4=21/Mechanical Max Horz2=67(LC 8) Max Uplift3=-30(LC 8),2=-131(LC 8),4=-3(LC 5) Max Grav3=38(LC 13),2=143(LC 1),4=29(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opst;h=12ft B=59ft L=3611;eave=5ft Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 30 lb uplift at joint 3,131 lb uplift at joint 2 and 3 lb uplift at joint 4. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE Design valid for use only with MITekS connectors.Ihls design Is based only upon parameters shown,and Is for an Irrilvidual building component,not a truss system.Before use,the balding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall v building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing -MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSi/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qly Ply Carlton 299 i T10152064 M11412 - J4 — I MONO TRUSS 6 1 Job Reference(o tp tonal) . Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MI I ek industries.Inc. Tue Jan 0315:32:59 2017 Page 1 1 D:k FvnsnOwY419ZhO_nM3lc6ylJ9g-uwEkr5x5ni2PQgVwgNlreZe_5p1 x5RZJ RkvOpGzz 1 k2 .7_0.0 4-0-0 1 0 0 4-0-0 Scale=1:11.2 3 i 4.00 12 N Ih m 2 f 4 3x4= 4-0-0 4.0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(TL) -0.02 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) ( Wind(LL) 0.01 4-7 >999 240 Weight:14 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=77/Mechanical,2=224/0-8-0,4=38/Mechanical Max Horz2=102(LC 8) Max Uplift3=73(LC 8),2=-168(LC 8),4=-2(LC 8) Max Grav3=80(LC 13),2=224(LC 1),4=58(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All.forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;11=12ft;B=59ft;L=361t;eave=5ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girders)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 73 lb uplift at joint 3,168 lb uplift at joint 2 and 2 lb uplift at joint 4. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. iI i i I I i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE. *� Design valid for use only with MITekO connectors.!This design Is based only upon parameters shown,and is for an Individual building component not fi.Ye a truss system.Before use.the building designer must verify the applicability of design parameters and properly Incorporate Ihis design into the overall building design. Bracing Indicated Is to prevenl truckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing '��i ffek` ; Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and tnsssysterns,seeANSI/TPII Quality Criteria,DS8-89 and BCSI Building Component 6904 Parke East Blvd.h Safety Information avaltable from Truss Plate institute.218 N.Lee street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610 i Job Truss russ Type Qty Ply Carlton 299 T10152085 M11412 J6 MONO TRUSS B 1 Job Reference(optional) Chambers Truss, Fort Pierce.FL 7.640 s Apr 19 2016 Mrrek Industries,Inc.Tue Jan 03 15:33:01)2017 Page 1 I D:kFvnsnOwY419ZhO_nM3lc6ylJ9g-M7o62 RyjYOAG2_46j4p4AmB4sDJMqupTgOf_Lizzi k1 I--?0-0I 6-0-0 6-0.0 Scale=1:14.8 3 l 4.00 12 2 1 3x4= 4 6-0-0 "_0 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Veri(LL) -0.03 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(TL) -0.08 4-7 >831 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a rVa BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.04 4-7 >999 240 Weight:20 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=118/Mechanical,2=316/0.8-0,4=53/Mechanical Max Horz 2=140(LC 8) Max Uplift3=-115(LC 8),2=-215(LC 8) Max Grav3=123(LC 13),2=316(LC 1),4=88(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12fh B=59ft;L=36ft;eave=5ft;Cat.Il; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 115 lb uplift at joint 3 and 215 lb uplift at joint 2. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.1010312015 BEFORE USE. Deslgn valid for use only vAlh MITek'hl connectors,Ibis design Is based only upon rxuamelers shown,and Is for an Individual building component,not a truss sysiem.Before use,the building designer must verity the applicability of design parorneleis and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional ternporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricaflon,storage,delivery,erection and brrxarig of fmssrx and miss systems,seeANSI/TPI I Quality Criteria,DSB•89 and BCSI Building Component 6904 Parke East Blvd.' Safety Information available horn Truss Plate Institute,218 N.Lee Street,suite 312.Alexandria.VA 22314. Tampa,FL 33610 1 Jo Truss �M�ONOTTYRP usse Oty Ply Fo 299T10152086 JS USS 22 1 eference(roptional 4 Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Jan 03 15:33:00 2017 Page 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-M7o62RyjYOAG2_46j4p4AmB7zDMoqupTgOf_Lizz1 k1 -1-0-0 8.0.0 1-0-0 8-0.0 Scale=1:19.2 3 I I . 4.00 12 2 d 1 / I 3x4= 4 _ 8-0-0 8-0-0 Plate Offsets(X,Y)-- f2:0-116,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.23 4-7 >407 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.21 4-7 >440 240 BCLL 0.0 ' Rep Stress incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Weight:26 lb FT'=20 LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS, (lb/size) 3=161/Mechanical,2=404/0-8-0,4=70/Mechanical Max Horz2=178(LC 8) Max Uplift3—167(LC 8),2=-455(LC 8),4=-114(LC 8) Max Grav3=161(LC 1),2=404(LC 1),4=119(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft B=59ft;L=36ft;eave=5ft;Cat.11; Exp C;Encl.,GCpl=0.18;MW FRS(directional);porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 167 lb uplift at joint 3,455 lb uplift at joint 2 and 114 lb uplift at joint 4. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 4111/-7473 rev.1010312016 BEFORE USE Design valld for use only wlih Mllek&connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss syslen.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent Wckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Mffek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,slorage.delivery-erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Merandrta.VA 22314. Tampa,FL 33610 u i Job Truss Truss Type Qty Ply riton 299 EJo T1015208M11412 KJ8 MONO TRUSS 4 i Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Jan 03 15:33:01 2017 Page 1 ID:kFvnsnOwY419ZhO_nM3lc6y1J9g-rJMUGnzLJJ17f8flHoKJj-kKaciZZGOcv2OXu8zz1 kO -1-5-0 7-2-7 _ 11.3-0 ,__---------- 1-5.0 7-2-7 4-0-9 Scale47 1: 0 2.83 12 3x4 12 3 11 10 C1 13 14 6 15 r "I� 3x4= 2x3 II 3x4= 5 7-2-7 11-0-12 11 310 �- 7-2-7 -T 3-10-5 d 2-4_ LOADING(pst) SPACING- 2-0-0 CS1. DEFL. in (loc) f/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 I Vert(LL) 0.05 6-9 >999 240 MT20 244/1910 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(TL) -0.08 6-9 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.32 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) I Weight:44 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-1-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=96/Mechanical,2=476/0-11-5,5=386/Mechanical Max Harz 2=178(LC 8) Max Uplift4=-96(LC 8),2=-421(LC 8),5=-344(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. II TOP CHORD 2-10—816/637,10-11=-798/619,3-11=-768/578 BOT CHORD 2-13—634/776,13-14=-6341776,6-14=634/776,6-15—634/776,5-15=-634/776 WEBS 3-6=-81/269,3-5=-851/695, NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=121t;B=59ft;L=36ft;eave=5ft;Cat.11; Exp C;Encl.,GCpl=0.18;MW FRS(directional);porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load rlonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 96 lb uplift at joint 4,421 lb uplift at joint 2 and 344 lb uplift at joint 5. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)92 lb down and 58 lb up at 2-11-0, 92 lb down and 58 lb up at 2-11-0,114 lb down and 101 lb up at 5-8-15,114 lb down and 101 lb up at 5-8-15,and 137 lb down and 143 lb up at 8-6-14,and 137 lb down and 143lb up at 8-6-14 on top chord,and 69 lb down and 28 lb up at 2-11-0,69 lb down and 28 lb up at 2-11-0,84 lb down at 5-8-15,84 lb down at 5-8-15,and 98 lb down and 14 lb Lip at 8-6-14,and 98 lb down and 14 lb up at 8-6-14 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)in the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=54,5-7_20 Concentrated Loads(lb) Vert:10=80(F=40,B=40)11=2(F,-1,B=-1)12=83(F_42,B=-42)13=14(F=7,B=7)14=20(F=10,B=-10)15—50(F=25, B=25) I i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MtTEK REFERANCE PAGE 01-7473 rev.1010312015 BEFORE USE. Design valid for use only with hAITek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incoiporale ihis design into the overall building design.Bracing Indicated Is to prevent txrckitng of Individual Iniss web and/or chord members only.Additional temporary and permanent bracing MiTek' h always required for sfalmly and to prevent collapse with possit Ae personal Injury and property damage. For general guidance regarding the fabrication.storage,delivery,erection and bracing of Misses and Ines systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Inslit6le,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 I Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 3 " Center plate on joint unless x,y 1-�4 offsets are indicated. (Drawings not to scale) Damage or Personal-Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 1 t� c1-2 C2-3 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves 41 WXZcs� may require bracing,or alternative Tor I m �yc 0 bracing should be considered. O ;� 3 c U _ b 3. Never exceed the design loading shown and never a �° U O stack materials on inadequately braced trusses. 0 4. Provide copies of this truss design to the building For 4 x 2 Orientation, locate C7-8 �� c5a designer,erection supervisor,property owner and plates 0-1rid"from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from Plate location details available in M7ek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. ' software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design Is not applicable for " PLATE SIZE ]CC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator.General practice Is to to slots.Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions Indicated are minimum ploting requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13,Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing th 10 ft.spacing, 9 Y or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are-the-responsibility of others— Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertical) unless indicated otherwise. y Min size shown is for crushing only. ,g= 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSIITPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone Nil DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, NTek" ANSI/TPI 1 QualityCriteria. Installing&Bracing of Metal Plate Connected Wood Trusses, MiTek Engineering Reference Sheet:Mll-7473 rev. 10/03/2015 i File ®py OFFICE USE ONLY: _. _... DATE FILED: PERMIT# 1701-0512 REVISION FEE: — RECEIPT# a %. PLANNING&DEVELOPMENT SERVICES COUNTY BUILDING&CODE REGULATION DIVISION 2300 VARGINIA AVENUE FORT PIERCE,FL 34982-5652 (772)462-1553 FAX(772)462-1578 APPLICATION FOR BUILDING PERMIT REVISIONS PROJECT INFORMATION 1. LOCATION/Sj]WAR ONA ADDRESS: 2. DETAILED DESCRIPTION OF PROJECT REVISIONS: PRODUCT APPROVAL AND ENERGY CALC UPDATES ,r �. CONTRACTOR INFORMATION: STATE of FL REG./CERT.#: ST.LUCIE COUNTY CERT.#: 8898 BUSINESS NAME: Wynne Building orpora ion QUALIFIERS N M South U ADDRESS: wy. 1 Suite 402 CITY; Fort St. Lucl—e STATE: FE ZIP; 3495 PHONE(DAYTIME): FAX: 772 7 -7 56 4. OWNER/BUILDER INFORMATION: NAME: Wynne Building Corporation ADDRESS: 8000 SouthHwy. I Suite 402 CITY: STATE: FL ZIp; PHONE: (772) 878-5513 FAX: (772) 878-7656 5. ARCHITECT/ENGINEER INFORMATION: NAME: BRADEN&BRADEN ADDRESS: CITY: STUART STATE: FL ZIP: 34996 l PHONE(DAYTIME): (772)287-8258 FAX: Revised 07/22/2014 I 3 Project Summary wrightsoft � Date: Entire House By: QUICK CALCS, INC. Me Copy 317 ST.LUCIE LN..FT.PIERCE FL 349 16 Phone: 9 4 P.h n .772-466-67 9 Fax 772-466-6796 Email:QUICKCALCS OL.COM Project • . • . • For: WYNNE DEVELOPMENT . THE CARLTON 299, FT. PIERCE, FL Notes: �4 Design • • Weather: Fort Pierce, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 90 OF Inside db 70 OF Inside.db 75 OF Design TD 28 OF Design TD 15 OF Daily range L Relative humidity 50 % Moisture difference 61 gr/lb Heating Summary Sensible Cooling Equipment.Load Sizing Structure 18188 Btuh Structure 17877 Btuh j Ducts 5654 Btuh Ducts 8536 Btuh Central vent(0.cfm) 0 Btuh . Central vent(0 cfm) 0 Btuh Humnone idification 0 Btuh Blower e) 0 Btuh Piping 0 Btuh Equipment load 23842 Btuh Use manufacturer's data n Rate/swing multiplier 0.95 Infiltration Equipment sensible load 25093 Btuh Method Simplified Latent Cooling Equipment Load.Sizing'' Construction quality Average Fireplaces 0 Structure 2958 Btuh Ducts 2319 Btuh Central vent(0 cfm) 0 Btuh Heat" Cool' (none): .: Area(f:2) . 1474 1474 Equipment latent load 5277 Btuh Volume(ft3) 12227 12227 Air changes/hour 0:45 0.23 Equipment total load 30370 Btuh Equiv.AVF (cfm) 92 47 Req. total capacity at 0.70 SHR 3.0 ton Heating Equipment Summary Cooling Equipment Summary Make Carrier Make Carrier Trade CARRIER AIR CONDITIONING Trade CARRIER AIR CONDITIONING Model. 25H8C536A*030 Cond 25HBC536A*030 AHRI ref 7914585 Coil FX4DN(B,F)037 AH RI ref 7914585 Efficiency 8.5 HSPF Efficiency 12.0 EER, 15 SEER Heating.input Sensible cooling 24360 Btuh Heating output 34600 Btuh @ 47°F Latent cooling 10440 Btuh Temperature rise I 27. OF Total cooling 34800 Btuh Actual airflow 1160 cfm . Actual air flow 1160 cfm. Airflow factor 0.040 cfm/Btuh Air flow factor 0.044 cfm/Btuh Static pressure 0.50 in H2O Static-pressure 0.50 in H20` ,Space thermostat Load sensible heat ratio 0.83 Capacity balance point 33 OF Backup: Input=7 kW, Output=23009 Btuh, 100 AFUE Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wrightsoft` 2017-Apr-10 17:14:53 Right-Suite®Universal 2017 17.0.14 RSU08101 Page 1 ACCk ..Wrightsoft WAC\WYNNE-THE GRAND CARLTON-299.rup Cale=MJB Front Door faces: N j -wrightsoft, Right Worksheet °b 4@ Entire House Date: BY: QUICK CALLS, INC. 317 ST.,000IE LN.,FT.PIERCE,FL 34946.Phone:772466 6799 Fax 772 466 6796 Email:QUICKCALC$a�J1OL.COM J 1 Room name Entire House BEDROOM 2 .Eq=ed wall 156.2 ft 52.0 ft 3 Room height 8.3 ft d 8.0 ft heat/cool 4 . Room dimensions 1.0 x 329.0 ft 5 Room area 1473.5 ft2 329.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number (Btuh/ft2-°F) (Btuh/ft2) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) ll Heat Cool Gross NIP/S Heat Cool Gross N/P/S Heat Cool 6 13A,4ocs 0143 ne 4%06 255 479 442 1768 1124 •.' 80 80 ;320 204 1Ac1om 11270 .ne 35:56' 70.43 38 0 1344 13A-4ocs 0.143 se 4.00 255 128 83 331 210 0 0 0 I 0 1A-clom 1.270 se 35.56 34.77 24 48 848 829 0 0 0 0 11 11DO 0.390 se 10.92 11.31 22 22 236 244 0 0 0 0 W 13A-4ocs 0.143 s .4.00 255. . 34 34 136 86. . 0 0 :0 ill 0 Vi/ 13A4ocs 0.143 sw 4.00 2.55 360 353 1414 899 224 224 897 1 570 L—G IA-c1om 1.270 sw 35.56 42.91 7 11 247 298 0 0 0 0 13A-0ocs 0:143 nw 4.00 2.55 290 .217 867 551 112 .79: 318 202 1Ac1om- 1270 nw': 35 56; 45.24 33 0 1162' 1478 33 0 1162 1478, 4A5 tom 0 770 :nw 21.56, 27.54 41 _': 0 880. 1124 0 .: Q P 12C-Osw 0.091 - 2.65 1.28 192 192 489 246 0 0 0 Q C _16A30ind` : 0':032 = .:0:90 232 1474 1474 1320 3419 _ ,329 329 295' I.`;71Z F 22A tpl . 0.989 - 27.69 0.00 1474 156 4325 0 329 52 1440 0 r • I a - 6 o)AED a)cursion 784 680 Envelope loss/gain 15366 13954 4432 il 3897 12 a) Infiltration . 2822 773 909 249 b) Room ventilation 0 0 0 1i 0 13 Internal gains: Occupants @ 230 5 1150 2 460 Appliances/other 2000 0 Subtotal(lines 6 to 13) 18188 17877 5341 4606 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 18188 17877 5341 4606 15 Duct loads 31% 48% 5654 8536 31% 48% 1660 2199 Total room load 77T 1 123842 26413 7001 6805 Air required(cfm) 1160 1160 001 299 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. . wright5oft' 2017-Apr-10 1,7:14:53 Right-Suite®Universal 201717.0.14 RSUD8101 Page 1 ...Wrightsoft WAC\WYNNE-THE GRAND CARLTON-299.rup Calc=MJB .Front Door faces: N. i I i - -wrightsoft° Right-M Worksheet Job: Entire House Date: By: QUICK CALCS, INC. 317 ST..LUCIE LN.,FT.PIERCE,FL 34946 Phone:772-466-6799 Fax 772-466-6796 Email:QUICKCALCS@,AOL.COM 1 Room name WIC M.BATH 2 Exposed will 0 ft 8.0 ft 3 Room height 8.0 ft heat/cool 8.0 ft heat/cool 4 Room dimensions 7.0 x 9.0 ft 7.0 x 8.0 ft l 5 Room area 63.0 ft' 56.0 ft2 Ty Construction U-value Or HTM Area (ft:) Load Area (ftq Load number (Btuh/ft2m°F (Btuh/ftz) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) , Heat Cool. Gross N%P/S Heat Cool .Gross NIP/S. Heat Cool 6 U�/ 13A flocs;' -6143 ne 4 6 2°55 0 0 0 0 0„= 0 0 0 I--G :1Ac1orrm" 1270 ne 3556 70:43 0 0 0 0 0 0 0 0 13A4ocs 0.143 se 4.00. 2.55 0 0 0 0 0 0 0 0 1Ac1om 1.270 se 35.56 34.77 0 0 0 0 0 0 0 0 11 11DO 0.390 se 10.92 11.31 0 0 0 0 0 0 0 0 W 13A-4ocs 0143 s 4.00 2,55 : 0 0 . 0 - _ 0 0 .. 0 O 0, V+! 13A4ocs 0143 sw 4.00 2.55 0 0 0 0 64 57 228 145 I—C 1A-c1om 1.270 sw 35.56 42.91 0 0 0 0 7 5 247 298 IM46ds 0143 .nw 4:00 255 0 0 0 0 0 0 0 ,;0. 1Ac1om 1270 nw: 35,56 4524 0 0 0 0 p' 4A5 tom ::U.770 .nw° 21:56 27 4' " 0 0 0 0 U ;0 P 12C-0sw- 0.091 - 2.55 1:28 0 - 0 0 0 0 0 0 0 C 16A 30mtl '0 032 .._ 0;90 2 32 <ti3 ,.:. 63- `56 146 56." 56 50 13Q c F 22A-tPl . 0 989 - 27.69 0.00 - 63 0 0 0 56 8 222 0 1 _ I .I 6 c)AEDecursion -2 225 Envelope loss/gain 56 145 747 798 12 a). Infiltration 0 0 140 38 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 ji 0 Subtotal pines 6 to.13) j 56 145 887 lI 836 Less Wemal load 0 0 0 p Less transfer 0 0 0 0 Redistribution 0 0 0 I 0 14 Subtotal 56 145 887 jl 836 161 Duct loads 31% 48% 18 69 31% 48% 276 399 Total room load 74 214 116Z 1235 Air required(cfm) 4 9 -57 Ii 54 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. A& - -.wrightsoft• 2017-Apr 10 17:14:53 ;, Right-Suite®Universal 2017 17.0.14 RSU08101 Page ...Wrightsoft WAC.\WYNNE-THE GRAND CARLTON-299.rup Calc=MJ8 Front Door faces: N i - -wrightsoft- Right-M Worksheet °b Entire House Date: I QUICK CALLS, INC. By: i 317 ST.LUCIE LN.,FT.PIERCE,FL 34946 Phone:772-466-6799 Fax 772-466-6796 Email:QUICKCALCS@\OL.COM 1 Room name KrrCHFst BATH 2 Fposed wall 0 ft 5.0 ft 3 Room height 8.0 ft heat/cool 8.0 ft heat/cool 4. Room dimensions 1.0 x 192.0 ft 9.0 x 5.0 fit 5 Room area 192.0 ft2 45.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) ( )oad number (Btuhlft�°F) (Btuh/ft2) or perimeter (ft) (Btuh) or perimeter (ft) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 13A�7ocs ":0143 pe` 4,00 2.55 0 D 0 0„ 40' 40 160 102 1Ac1om 1.270 ne -"3--&' 70 43. ' '0 Q .• .`_ .0 0 : 0 0. "0.. 1" .'"0: 13A-4ocs 0.143 se 4.00 2.55 0 0 0 0 0 0 0 0 1A-c1om 1.270 se 35.56 34.77 0 0 0 0 0 0 0 0 11 11130 0.390 se 10.92 11.31 0 0 0 0 0 0 0 0 W `9 A4ocs 0.143. -s 4.00 2.55 0 0. 0 0 0 0 0 - 0 W 13AAocs 0.143 sw 4.00 2.55 0 0 0 0 0 0 0 0 �G IA-c1om 1.270 sw 35.56 42.91 0 0 0 0 0 0 0 0 13A-4ocs' 0143 nw 4'00 2.55 0 0 0 0 0 0 :0 0 1Ac1om - 1270- nw 35:56 4524 0 0 0 0 > 0 0 0 0 ' :4A5 tom:;. _0 770:nw 21.56 2754 ' 0 p: p p p - p 0 =p P 12C-0sw 0 091 2.55 1.28 64. 64 163 82 0 0 . 0 0 0.02 - . ;0:90 i- 232 192 192' 172- 445' :_ _ 45 45 40 "ii104 F 22A tpl 0.989 - 27.69 0.00 192 0 0 0 45 5 138 0 T. 6 c)AED excursion -27 -2 Envelope loss/gain 335 501 339 204 12 a) Infiltration 0 0 87 24 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 2000 1 0 Subtotal pines 6 to 13) 335 2501 426 228 Less extemal load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 335 2501 426 228 15 Duct loads 31% 48% 104 1194 31% 48%1 133 109 Total room load 439 3695 559 336 Air required(cfm) 21 162 27 15 I Calculations approved byACCA to meet all requirements of Manual J 8th Ed. t " 444- wrightsoft• 2017-Apr-10 17:14:53 A pia Right-Suite®Universal 2017 17.0.14 RSU08101 Page 3 ...Wrightsoft WAC\WYNNE-THE GRAND CARLTON-299.rup Calc=MJ8 Front Door faces: N -wrightsoft" Right-M Worksheet Job: Entire House Date: By: QUICK CALLS, INC. 317 ST.LUCIE LN.,FT.PIERCE,FL 34946 Phone:772-466-6799 Fax 772-466-6796 Email:QUICKCALCS ,AOL.COM 1 Room name BEDROOM 2 ENTRY 2 Bq3osed wall 32.2 ft 7.0 ft 3 Room height 8.0 ft heat/cool 8.0 ft heat/cool,� 4 Room dimensions 1.0 x 203.5 ft 1.0 x 55.0 ft !I 5 Room area 203.5 ft2 55.0 ft2 Ty Construction U-value Or HTM Area (ft') Load Area (ft-) Load number (Btuh/ft1-°F): (BtuWftz) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P!S Heat Cool 6 ;y/ 13A-flocs_ 0.'143 ne' 4.06 255 128 128 '513 326 0 �-G _iAclom 1:270 ne". 35.56'` 70-Q 0 0 0 0 0 0 ¢ s0 13A4ocs 0.143 se 4.00 2.55 80 56 225 143 48 26 166 67 1Ac1om 1.270 se 35.56 34.77 24 24 848 829 0 0 0 0 11 11DO 0.390 se 10.92 11.31 0 0 0 0 22 22 236 244 W:. .13A4ocs - 0143 s .4.00 255 34 34 136 86. 0 0 0 0 V►/ 13A-4ocs 0.143 sw 4.00 2.55 16 16 64 41 8 8 32 20 1Aclom 1.270 sw 35.56 42.91 0 0 0 0 0 0 0 0 13A4ocs 0.143 nw 4.00, 255 0 0 0 0. 0 0 -0 0 1Ac1om .1.270 nw 35:56; 45.24. 0 0 0. 0 .01 0 0 0 4A5 tom:: 0.770 ..nw 21.56" :27.54: 0 . 0.: 0 .. :0. .0 40,. 0... ' 0 P. 12C-0sw 0.091 .-_ 2.55, 1.28 0 0 0 0 72 72 183. 92 C -16A-30md: 0:032 : ;0.90. . .2.32 204 204 182 472 "55 55 49 128 F. 22A-tpl 0:909 27.69 0.00 204 32 891 0 55 7 194, 0 6 c)AED ocursion -24 -6 Envelope loss/gain 2859 1873 800 545 12 a) Infiltration 564 154 122 34 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 1 230 0 0 Appliances/other 0 0 Subtotal(lines 6 to 13) 3422 2257 922 579 Less wdemal load 0 0 0 0 Less transfer 1 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal' 3422 2257 922 579 15 Duct loads 31% 48% 1064 . 1078 31% 48% 287 276 Total room load 4486 3335 1209 855 Air required(cfm) 218 146 59 38 Calculations approved byACCA to meet all requirements of Manual.J 8th Ed. wrightsoft' Right-Suite®Universal 2017 17}0.14 RSUD8101 2017-Apr-10 1 Pg ae 4 ...Wrightsoft WAC\WYNNE-THE GRAND CARLTON-299.rup Calc=MJ8 Front Door faces: N 9 I wrigntsoft° Right-M Worksheet Date' Entire House Date: By: QUICK CALLS, INC. 317 ST.LUCIE LN.,FT.PIERCE,FL 34946 Phone:772-466-6799 Fax 772-466-6796 .Email:QUICKCALCS@AOL.COM 1 Room name LAUNDRY GREAT/DINING 2 Bposed wall 6.0 ft 46.0 ft 3 Room height 8.0 ft heat/cool 8.9 ft heat/cool 4 . Room dimensions 7.0 x 6.0 ft 1.0 x 488.0 fit 5 Room area 42.0 ftz 488.0 ft' Ty Construction U-value Or HTM Area (ft-) Load Area (ft2) Load number (Btuh/ft2L-°F) (Btu ft) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 ` .-.flocs '_ 0:143 ne, :4:00! 2j55 0 0 0 0 t. 231 : . 194> 775: ..:493' ;1A-c1om 1s270 ne: 35.56' 70.43 0 0 0 0. 38:• 0 1344 2662 13A4ocs 0.143 se 4.00 2.55 0 0 0 0 0 0 0 0 IA-clom 1.270 se 35.56 34.77 0 0 0 0 0 0 0 0 11 11DO 0.390 se 10.92 11.31 0 0 0 0 0 0 0 0 Wr,.. '13A-9ocs- 0.143 s 4.00 2-55 0 0 0 - 0 0 0 0 0 Vl! 13A-4ocs 0.143 sw 4.00 2.55 48 48 192 122 0 0 0 0 Y-G 1Aclom 1.270 sw 35.56 42.91 0 0 0 0 0 0 0 0 • 13A-0ocs 0:.143 nw. .4.00 2.55 0 0. 0 0 178 137 549 :349 -G 1A-clonn 127b nw 35.56 45.24 0 0 0 0 0: 0 . -0: 0 G 4A5-2om': '0.770 :nw.. 21.50. 27.54 .. 0 0 0 -.0. .41 0: 880 , 1124 P 12C-0sw 0.0911 - 2.55, 1.28 .56 56 143 72 0 0 0 0 C - 76A=30md` , 0032 "'- 0.96 2.32 42 42 -38;. 97 488 488 437., 1132 F 22Atpl 0.989 - 27.69 0.00 42 6 166 0 488 46 1274 0 i - - 6 c)AED excursion -3 -56 Envelope loss/gain 539 288 5259 5704 I. 12 a) Infiltration 105 29 895 245 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 2 460 Appliances/other 0 0 Subtotal pins 6 to.13) 644 317 6154 6409 Less extemal load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 644 317 6154 6409 15 Duct loads 31% 48% 200 151 31% 48% 1913 3060 Total room load 844 468 8067 9469 Air required(cfm) 41 21 393 416 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. . 41- wr.ightsoft- 2017-Apr-10 17:14:53 AA Right-Suite®Universal 2017 17.0.14 RSUG8101 Page 5 Wrightsoft WACIWYNNE-THE GRAND CARLTON-299.rup Calc=MJ8 Front Door faces: N 'I -rp- wrightsof .0 Duct System Summary pat Entire House By: QUICK CALCS,INC. 317 ST.LUCIE LN.,FT.PIERCE,FL 34946 Phone:.772-466-6799 Fax 772466-6796 Email:QUICKCALCS al OL.COM Project Information For: WYNNE DEVELOPMENT THE CARLTON 299, FT. PIERCE, FL Heating Cooling External static pressure 0.50 in H2O 0.50 in H2O . Pressure losses 0 in H2O .0 in H2O Available static pressure 0.50 .in H2O 0.50 in H2O Supply[return available pressure 0.250/0.250 in H2O 0.250/0.260 in H2O Lowest friction rate 0.284 in/100ft 0.284 in/100ft Actual air flow 1160 cfm 1160 cfm Total effective length(TEL) 176 ft Supply BranchDetail • Design Htg Clg Design Diam H x W Duct Actual Ftg.Egv Name (Btuh) (cfm) (cfm) FR (in) (in) Mafi Ln(ft) Ln(ft) Trunk BATH h 559 27 15 0.376 4.0 OxO VIFx .18.1 115.0 st1 BEDROOM 2 h 4486 218 146 0.374 6.0 OxO VIFx -18.6 115.0 st1 BEDROOM-A h 3501 170 149 0.297 6.0 OxO VIFx 33.1 135.0 st2 BEDROOM-B h 3501 170 149 0.284 6.0 OxO VIFx 41.1 135.0 st2 ENTRY h 1209 59 38 0.510 4.0 Ox 0 VIFx 3.0 95.0 j GREAT/DINING c 4735 196 208 0.318 7.0 OxO VIFx 22.4 'loom st2 GREAT/DINING-B c 4735 196 208 0.307 7.0 Ox0 VIFx 28.1 135.0 st2 KITCHEN c 3695 21 162 0.375 7.0- OxO VIFx 18.3 115.0 st1 LAUNDRY h 844 41 21 0.366 6.0 0x0 VIFx 21.6 115.0 st1 M.BATH h 1162 57 54 0.3616 4.0 Ox0 VIFx 21.6 115.0 s6 wlc c 214 4 9 0.310 4.0 Ox 0 VIFx 26.3 135.0 st2 I . Supply Trunk DetailTable i Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR. (fpm) (in) (in) Material Trunk . st2 Peak AVF 737 724 0.284• 689 14.0 0 x 0 VinlFlx st1 st1 Peak AVF 1101 1122 0.284 804 1&0 0 x . 0 VinlFlx I• .` htsoft! 9 wri Right-Suite@ Universal 2017 17.0.14 RSU08101 2017-Apr-1017:14:54 ...Wrights4 WAC\WYNNE-THE GRAND CARLTON-299.rup .Calc=MJB Front Door faces: N Page 1 Return Branch Detail Table Grille Htg Cig TEL Design Veloc Diam H x W Stud/Joist Duct Name Size(in) (cfm). (cfm) (ft) PR (fpm) (in) (in) Opening(in) Mati Trunk rb1 Ox0 1160 1160 0 0 0 0 Ox 0 VIFx i ,.I n i I a: 9 wri htsoft¢ 2017-Apr-1017:14:54- ACM 'f Right-Suite®Universal 2017 17.0.14 RSU08101 'Page 2 ...Wrightsoft WAC\WYNNE-THE GRAND CARLTON-299.rup :Calc=MJ8 Front Door faces: N i I FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of.Business and Professional Regulation - Residential Performance Method Project Name: WYNNE THE GRAND CARLTON 299 Builder Name: WYNNE DEVELOPMENT Street: THE CARLTON 299 Permit Office: ST.LUCIE COUNTY ] • A Permit Number: �.'ale+ City,State,Zip: FSo CE,FL, Copy Owner: N�Q Jurisdiction: Design Location: Fierce _ g County:: ST.LUCIE COUNTY(Florida Climate Zone 2) 1. flew construction or existing New(From Plans) 9. Wall Types(1442.0 sqft.) Insulation Area 2. Single family or multiple family Single-family a.Concrete Block-Ext Insul,Exterior R=4.1 1250.00 ft2 b.Frame-Wood,Adjacent R=11.0 192.00 ft2 3. YNumber of units,if multiple family 1 c.N/A R= ft2 4. Number of Bedrooms 2 d. N/A R= ft2 5. Is this a worst case? Yes 10.Ceiling Types (1474.0 sqft.) Insulation Area a. Under Attic(Vented) R=30.0 1474.00 ft2 6. Conditioned floor area above grade(ft2) 1474 b. N/A R= ft2 Conditioned floor area below grade(ft2) 0 c.N/A R= ft2 11.Ducts R ft2 7. Wiridows(141.3 sqft.) Description Area a.Sup:Attic,Ret:Attic,AH:Attic 6 325 a. U-Factor: Sgl, U=0.54 101.25 ft2 SHGC: 8HGC=0.25 b. U-Factor: Sgl,U=0.55 40.00 ft2 12.Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.25 a.Central Unit 34.8 SEER:15.00 c. U-Factor: N/A ft2 SHGC: 13.Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a.Electric Heat Pump 34.8 HSPF:8.50 SHGC: Area Weighted Average Overhang Depth: 3.832 ft. Area Weighted Average SHGC: 0.250 14.Hot water systems 8. Floor Types (1473.5 sqft.) Insulation Area a. Electric Cap:40 gallons EF:6.970 a.Slab-On-Grade Edge Insulation R=0.0 1473.50 ft2 b. Conservation features b.N/A R= ft2 None !I c.N/A R= ft2 15.Credits Pstat Glass/Floor Area: 0.096 Total Proposed Modified Loads: 48.42 PASS Total Baseline Loads: 48.48 1 hereby certify that the plans and specifications covered by Review of the plans and 4-V14E ST'q?' this calculation are in compliance with the Florida Energy specifications covered by this �0�, Code. calculation indicates compliance with the Florida Energy Code. PREPARED BY: Before construction is completed DATE: this building will be inspected for O �lyi compliance with Section 553.908 * Q 1 hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Energy Code. COD WE 1¢� OWNER/A T: BUILDING OFFICIAL: DATE: �� DATE: - Compliance requires certification by the air handier unit manufacturer that the air handier enclosure qualifies as certified factory-sealed in accordance with R403.2.2.1. -Compliance requires an Air Barrier and Insulation Inspection Checklist in RSh 4 aClge test report in accordance with R402.4.1.2. 4/4/2017 7:23 AM EnergyGaugeO USA-FlaRes2014 Section R405 Na 1 of 5 i FORM R405-2014 PROJECT Title: WYNNE THE GRAND CARL Bedrooms: 2 Address Type: Street Addres'l Building Type: User Conditioned Area: 1474 Lot# Owner: Total Stories: 1 Block/SubDivision: #of Units: 1 Worst Case: Yes PlatBook: Builder Name: WYNNE DEVELOPMENT Rotate Angle: 180 Street: THE CARLTON 299 Permit Office: ST.LUCIE COUNTY Cross Ventilation: No County: ST.LUCIE COUNTY Jurisdiction: Whole House Fan: No City,State,Zip: FT.PIERCE Family Type: Single-family FL, New/Existing: New(From Plans) Comment: i 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, Fort Pierce FL VERO_BEACH_MUNI 2 39 90 70 75 299 62 Low BLOCKS Number Name Area Volume ,I 1 Entire House 1474 11792 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 BEDROOM 329 2632 No 0 1 1 Yes Yes Yes 2 WIC 63 504 No 0 1 No Yes Yes 3 M.BATH 56 448 No 0 1 Yes Yes Yes 4 KITCHEN 192 1536 Yes 0 1 No Yes Yes 5 BATH 45 360 No 0 1 Yes Yes Yes 6 BEDROOM 2 204 1632 No 0 1 1 Yes Yes Yes 7 ENTRY 55 440 No 0 1 Yes Yes Yes 8 LAUNDRY 42 336 No 0 1 Yes Yes Yes 9 GREAT/DINING 488 3904 No 0 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab-On-Grade Edge Insulatio BEDROOM 52 ft 0 329 ftZ ____ 0 1 0 2 Slab-On-Grade Edge Insulatio WIC 1 ft 0 63 ftZ ____ 0 1 0 3 Slab-On-Grade Edge Insulatio M.BATH 8 ft 0 56 ft2 0 1; 0 4 Slab-On-Grade Edge Insulatio KITCHEN 1 ft 0 192 ftz ____ 0 1 i 0 5 Slab-On-Grade Edge Insulatio BATH 5 ft 0 45 ftZ ____ 0 1 0 6 Slab-On-Grade Edge Ins ulatio BEDROOM 2 32.2 ft 0 203.5 ftz ____ 0 1 0 7 Slab-On-Grade Edge Insulatio ENTRY 7 ft 0 55 ftZ ____ 0 1 0 4/4/2017 7:23 AM EnergyGauge®USA-FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 FLOORS # Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet b-On-Grade Ed a Insulatio LAUNDRY 6 ft 0 42 ft2 ---- 0 1 0 8 Slag 9 Slab-On-Grade Edge Insulatio GREAT/DINING 46 ft 0 488 ft2 ---- 0 1 0 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) ` 1 Gable or Shed Metal 1553 ft2 246 ft2 Light 0.6 No 0.9 No 0 18.4 ATTIC V # Type Ventilation Vent Ratio(1 in) Area RBS IRCC 1 Full attic Vented 150 1474 ft2 N N CEILING # Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic(Vented) BEDROOM 30 Blown 329 ft2 0.1 Wood 2 Under Attic(Vented) WIC 30 Blown 63 ft2 0.1 Wood 3 Under Attic(Vented) M.BATH 30 Blown 56 ft2 0.1 Wood 4 Under Attic(Vented) KITCHEN 30 Blown 192 ft2 0.1 Wood 5 Under Attic(Vented) BATH 30 Blown 45 ft2 0.1 Wood 6 Under Attic(Vented) BEDROOM 2 30 Blown 204 ft2 0.1 Wood 7 Under Attic(Vented) ENTRY 30 Blown 55 ft2 0.1 Wood 8 Under Attic(Vented) LAUNDRY 30 Blown 42 ft2 0.1 Wood 9 Under Attic(Vented) GREAT/DINING 30 Blown 488 ft2 0.1 Wood WALLS Adjacent Space Cavity Width Height Sheathing Framing Solar Below Ornt 10 Wall Type PSor o 1 NE=>SW Exterior Concrete Block-Ext InsfHEDROOM 4.1 10 0 8 0 80.0 ft2 0 0 0.6 0 2 SW=>NE Exterior Concrete Block-Ext InsiHEDROOM 4.1 28 0 8 0 224.0 ft2 0 0 0.6 0 3 NW=>SE Exterior Concrete Block-Ext InsiBEDROOM 4.1 14 0 8 0 112.0 ft2 0 0 0�6 0 _4 SW=>NE Exterior Concrete Block-Ext InsuM.BATH 4.1 8 0 8 0 64.0 ft2 0 0 0.6 0 _ 5 NE=>SW Exterior Concrete Block-Ext Insul BATH 4.1 5 0 8 0 40.0 ft2 0 0 0'6 0 „ 6 NE=>SW Exterior Concrete Block-Ext InEEDROOM 2 4.1 16 0 8 0 128.0 ft2 0 0 0.6 0 7 SE=>NW Exterior Concrete Block-Ext InEEDROOM 2 4.1 10 0 8 0 80.0 ft2 0 0 0.6 0 8 S=>N Exterior Concrete Block-Ext InfiffDROOM 2 4.1 4 3 8 0 34.0 ft2 0 0 0.6 0 9 SW=>NE Exterior Concrete Block-Ext InEEDROOM 2 4.1 2 0 8 0 16.0 ft2 0 0 0.6 0 i 10 SE=>NW Exterior Concrete Block-Ext Insul ENTRY 4.1 6 0 8 0 48.0 ft2 0 0 0'6 0 11. SW=>NE Exterior Concrete Block-Ext Insul ENTRY 4.1 1 0 8 0 8.0 ft2 0 0 O:6 0 12 SW=>NE Exterior Concrete Block-Ext InsillAUNDRY 4.1 6 0 8 0 48.0 ft2 0 0 0I6 0 _13 NE=>SW Exterior Concrete Block-Ext InsGREAT/DINI 4.1 26 0 8 0 208.0 ft2 0 0 0.6 0 14 NW=>SE Exterior Concrete Block-Ext InsGREAT/DINI 4.1 20 0 8 0 160.0 ft2 0 0 0:6 0 15 N=>S Garage Frame-Wood KITCHEN 11 24 8 192.0 ft2 0.23 0.6 0 4/4/2017 7:23 AM EnergyGauge®USA-FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 II FORM R405-2014 DOORS i # Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 SE=>NW Insulated ENTRY None .39 3 1 6 8 20.6 ft2 WINDOWS Orientation shown is the entered orientation => changed to Worst Case. Wall Overhang # Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 NW=>SE 3 Metal Low-E Single Yes 0.54 0.25 32.9 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds Exterior 5 2 SW=>NE 4 Metal Low-E Single Yes 0.54 0.25 6.9 ft2 1 ft 0 in 1 ft 4 in None None 3 SE=>NW 7 Metal Low-E Single Yes 0.54 0.25 24.0 ft2 6 ft 0 in 1 ft 4 in None None 4 NE=>SW13 Metal Low-E Single Yes 0.54 0.25 37.5 ft2 1 ft 0 in 1 ft 4 in None None ' 5 NW=>SE14 Metal Low-E Single Yes 0.55 0.25 40.0 ft2 8 ft 0 in 1 ft 4 in Drapes/blinds �i Exterior 5 .I GARAGE it # Floor Area Ceiling Area Exposed Wall Perimeter Avg.Wall Height Exposed Wall Insulation 1 315ft2 315ft2 24ft 8ft 11 III INFILTRATION ' I # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000356 1375.7 75.53 142.04 .2598 7 HEATING SYSTEM I # System Type Subtype Efficiency Capacity Block L Ducts 1 Electric Heat Pump Split HSPF:8.5 34.8 kBtu/hr 1 sys#1 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 15 34.8 kBtu/hr cfm 0.8 1 sys#1 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation' 1 Electric None Garage 0.97 40 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model# Collector Model# Area Volume FEF None None ft2 III !I �I • I i� 4/4/2017 7:23 AM EnergyGauge®USA-FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 I yi FORM R405-2014 DUCTS --Supply— ----Return— Air CFM 25 CFM25 HVAC# V # Location R-Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 Attic 6 325 ft2 Attic 85 ft2 Default Leakage Attic (Default) (Default) 1 1 TEMPERATURES Programable Thermostat:Y Ceiling Fans: CoolingJan Feb Mar Apr May ri Jun rl Jul ri Aug rl Se [ ]Oct Nov Dec Heatin HJan HFeb Mar f Apr I May Jun Jul AuSep [ ]Oct Nov H Dec Ventin Jan Feb X Mar [X]A r May Jun Jul Aug Se [X]Oct HX Nov Dec 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 ;I 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 u 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 li I i I I I I I 4/4/2017 7:23 AM EnergyGaugeO USA-FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: WYNNE THE GRAND CARLTON 299 Builder Name: WYNNE DEVELOPMENT Street: THE CARLTON 299 Permit Office: ST.LUCIE COUNTY City,State,Zip: FT. PIERCE,FL, Permit Number: Owner: Jurisdiction: Design Location: FL, Fort Pierce COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air-permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings,drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. i Rim joists Rim joists are insulated and include an air barrier. Floors (including above-garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls,or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shbwer/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air j barrier installed separating them from the showers and tubs. 'Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub-floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 4/4/2017 7:23 AM EnergyGauge®USA-FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 100 The lower the EnergyPerformance Index, the more efficient the home. THE CARLTON 299, FT. PIERCE, FL, 1. New construction or existing New(From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a.Concrete Block-Ext Insul, Exterior R=4.1 1250.00 ft2 b.Frame-Wood,Adjacent R=11.0 192.00 ft2 3. ,Number of units,if multiple family 1 c.N/A R= ft2 4. Number of Bedrooms 2 d.N/A R= ft2 10.Ceiling Types Insulation Area 5. Is this a worst case? Yes a. Under Attic(Vented) R=30.0 1474.00 ft2 6. Conditioned floor area(ft2) 1474 b.N/A R= li ft2 7. Windows** Description Area c.N/A R= ft2 a. 0-Factor: Sgl, U=0.54 101.25 ft2 11.Ducts R ft2 SHGC: SHGC=0.25 a.Sup:Attic,Ret:Attic,AH:Attic 6 1325 b. U-Factor: Sgl, U=0.55 40.00 ft2 SHGC: SHGC=0.25 12.Cooling systems kBtu/hr Efficiency c. U-Factor: N/A ft2 a.Central Unit 34.8 SEER:15100 SHGC: d. U-Factor: N/A ft2 13.Heating systems kBtu/hr Efficiency SHGC: a.Electric Heat Pump 34.8 HSPF:8!50 Area Weighted Average Overhang Depth: 3.832 ft. Area Weighted Average SHGC: 0.250 8. Floor Types Insulation Area 14.Hot water systems a.Electric Cap:40 gallons a.Slab-On-Grade Edge Insulation R=0.0 1473.50 ft2EF:6.97 b.N/A R= ft2 c.N/A R= ft2 b. Conservation features None 15.Credits P Itat I I certify that this home has complied with the Florida Energy Efficiency Code for Building 0IB sT Construction through the above energy saving features which will be installed (or exceeded) OF = ATF in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. fill., Builder Signature: ,� - Date: Address of New Home: c�\ City/FL Zip WE '"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. Fora' information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. *'`Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 4/4/2017 7:23 AM EnergyGauge(D USA-FlaRes2014 -Section R405.4.1 Compliant Software Page 1 of 1 L