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TRUSS 7-27-17
MiTek° Lumber design values"are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. SCANNED BY st Lucie Cou RE: M11323 - 62' Grand Carlton III with porch MiTek USA, Inc. Site Information 6904 Parke East Blvd. Customer Info: WYNNNE DEVELOPEMENT CORP Project Name: M11323 ModelTam�a1 EL33610 4115 Lot/Block: ` Subdivision: nn 323 Address: N/A City: PORT ST LUCIE 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 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 13 individual, 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 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# I Truss Name I Date 1 T11697376 1 A 7/27/17 12 1 T11697377 1 A5 1 7/27/17 13 T11697378 1 A6 1 7/27/17 14 T11697379 1 A7 1 7/27/17 15 1 T11697380 1 A8 1 7/27/17 16 1 T11697381 1 A9 1 7/27/17 7 1 T11697382 1 GRA 1 7/27/17 18 1 T11697383 1 G R B 1 7/27/17 19 I T11697384 I J2 1 7/27/17 1 110 I T11697385 I J4 1 7/27/17 1 Ill I T11697386 I J6 1 7/27/17 1 112 I T11697387 I J8 1 7/27/17 113 1 T11697388 1 KJ8 1 7/27/17 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of 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 should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSIlTPI 1, Chapter 2. MC U �% A. q ����i No 39380 . ��:.. STATE OF ::4Udo- Ss;ON AI,,E���� IIIIIII Thomas A. Mani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 27,2017 Albani, Thomas 1 of 1 ob russ TrussType Qay Ply 62'Grand Carlton III with porchT11697376 11323 IM A COMMON 9 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Ap, i y 20. o No e m- i "Li u ; : zogz , I D:a3B4PavKnnZweXyJckSFBgyuFUN-6o1 EuZGAMiB2RVbrf6y7Yl W e3167Hxl MQymQMHytwSO rt 0 Q 6-7-13 12-4-13 17-0-0 21.7-3 27.4.3 34.0.0 35-0•Q 1 D-D fi-7-13 5-9-0 4-7.3 4-7-3 ' 5-9-0 6-7.13 1.0-0 �1 6 4.00F12 4x4= 25 Scale = 1:59.2 17 '- 15 -- -. 14 12 4x5 = 2x3 II 4x6 3x8 = 3x8 = 4x6 2x3 II 4x5 = 27.4-3 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014JTP12007 I CSf. TC 0.34 BC 0.55 W B 0.57 (Matrix-M) DEFL. in (loc) I/deft Lid Vert(LL) 0.29 15 >999 360 Vert(TL) -0.72 14-15 >567 240 Horz(TL) 0.14 10 n/a n/a PLATES GRIP MT20 2441190 Weight: 163lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc purfins. SOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-7-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=136210-8-0, 10=1362/0-8-0 Max Horz2=179(LC 9) Max Uplift2=7832(LC 10), 10=-832(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3188/1919, 3-4= 2663/1632, 4-5= 2616/1640, 524=-2668/1752, 6-24=-2608/1747, 6-25= 2608/1747, 7-25= 2668/1752, 7-8= 2616/1640, 8-9= 2663/1632, 9-10= 3188/1919 BOT CHORD 2-17=-1693/2972, 16-17=-1693/2972, 15-16=-1693/2972, 15-26= 967/1925, 26-27=-967/1925, 14-27=-967/1925, 13-14=1693/2972, 12-13=-1693/2972, 10-12— 1693/2972 WEBS 6-14= 559/948, 7-14= 328/330, 9-14=-5501403, 6-15=559/948, 5-15_ 328/330, 3-15=-550/403 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2ps1; BCDL=3.Opsf; h=1411; B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 832 lb uplift at joint 2 and 832 lb uplift at joint 10. 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) 50 lb down and 30 lb up at 15-0-0, and 50 lb down and 30 lb up at 19-0-0 on top 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: 1-6=-54, 6-11=-54, 18-21=-20 Concentrated Loads (lb) Vert: 24_ 50(F) 25=-50(F) ® WARNING - verity design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE MO.7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MITekD connectors. [his design Is based only upon patameeers shown, and Is for on Individual building component, not a truss system. Before use, the building designer must verify the applicaLAIly of design parameters 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 lemporaiy and permanent bracing M!Tele.' 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/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from fruss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job^ cuss Truss ype Qty Ply 62' Grand Carlton III with porch T11697377 M11323 A5 SPECIAL 9 1 Job Reference (optional) 7 640 s Any 19 2016 Mi I ek Industries Inc. Thu Jul 27 09:15:41 2017 P. 1 Chambers Truss, Fort Pierce, FL I D:2GIScwwyY5hnGhXVARzUkuyuFUM-6o1 EuZGAMi82RVbr16y7Y I W Xd116HyJMQymQMHytwSO OT 7-8-5 10 6-4 17.0-0 20-4-8 26-4-0 _ 34.0-0 35-0- i0 11 0.0 7-8-5 1 2.9-15 6-5.12 3.4.8 5-11-8 7 8 0 1 0 0 Scale = 1:61.2 4.00 12 5x8 II 3x10 = 2.00 12 3x6 = 5x12 = 2x3 11 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.74 14 >553 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Verf(TL) -1.48 13-14 >275 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES W B 0.49 Horz(TL) 0.43 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 154 lb FT = 0°,b LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-2-10 oc bracing. WEBS 2x4 SP No.3 "Except" WEBS 1 Row at midpt 6-14 6-14: 2x4 SP M 30 REACTIONS. (Ib/size) 2=1297/0-8-0, 10=1327/0-8-0 Max Horz2=179(LC 9) Max Upl1ft2= 795(LC 10), 10=-812(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5402/3206, 3-4=-5047/2950, 4-5= 5005/2952, 5-6=-5093/3071, 6-7=2352/1568, 7-8=-2330/1486, B-9=-2383/1472, 9-10= 2979/1784 BOT CHORD 2-14=-2938/5142, 13-14=-1023/2054, 12-13= 1553/2765, 10-12=-1553/2765 WEBS 3-14= 342/317, 5-14=-297/321, 6-14— 1867/3265, 6-13=-261/514, 7-13= 259/252, 9-13=-634/444 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; 13=52111; L=341t; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Interior(1) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed fora 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) 2 considers parallel to grain value Lasing ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 795 lb uplift at joint 2 and 812 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. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 14I1-7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with MI lekV connectors. Bufs design 6- based only upon parameters shown, and is for on Individual building component, not a truss system. Before rise., the building designer roust verify the applicability of design parameters and properly Incorporate Iles design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only- Additional lempormy and permanent bracing MITek Is always required for stability and to prevent collapse wlih possible prrsonal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage. delivery, erection and bracing of musses and truss systems, sea:ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate institute, 218 N. Lee Sheet. Suite 312. Alexandria. VA 22314. Job Truss Truss Type city Ply Carlton III with porch T11697376 M11323 A6 SPECIAL 1 1 162'Grand Job Reference (optional) Chambers Truss, Foil Pierce, FL r.640 s Apr 19 20,6 WI I tlk III i-hi-, m, 1 se ID:2GISewwyY5hnGhXVARzUkuyuFUM-a_bc5vGo7OGv3fA1 DpTM4W3jD9MuOKDVecV_ujylwS? 1-0- 8.11-11 16-0-0 18.0-D 20-4-8 25-11-15 34.0-0 5-0- •0- 8-11-11 7.0.5 2.0.0 2-4-8 5-7-7 8-0-1 r)1 6 4.00 12 6x8 = 5x6 = 5x6 = 2x3 11 3x6 3x10 = 2.00 F12 Scale: 3/16"=1' 0 N 0 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.68 14 >601 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -1.13 14-17 >362 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(TL) 0.41 9 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) I Weight: 156 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 3-5: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-2-11 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 5-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1298/0-8-0, 9=1326/0-8-0 Max Horz2=169(LC 9) Max Uplift2=-796(LC 10), 9= 811(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5374/3234, 3-4=-5240/3235, 4-5— 4981/2977, 5-6=-2255/1506, 6-7=-2312/1473, 7-8=-2320/1451, 8-9=-3010/1835 BOT CHORD 2-14= 2960/5111, 13-14= 1169/2301, 12-13=-1098/2141, 11-12=-1604/2799, 9-11= 1604/2799 WEBS 4-14=-487/502, 5-14_ 1654/2900, 5-13=-402/193, 6-13=-176/517, 8-12=-764/560, 8-11=0/257 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=14ft; 6=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Intedor(1) zone;C-C for members and forces & MW FRS for reactions shown; 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) 2 considers parallel to grain value using ANSUTPI 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 796 lb uplift at joint 2 and 811 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 end READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE 11411-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MIiek0 conneclors. this design is based only upon rxrarneters stiown, and isfor an Individual building component. not � a truss system. Before use, the building designer must verity the appllcabHily of design parameters and properly incorporate this design Info the overall building design. Bracing Indk:ated Is fa prevent buckling of individual truss web and/or chord memtxrs only. Additional temporary and pennanenl brining N9iTW h always tegirited for slabillly and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fatricatlon, storage, delivery, erection and btacing o1 trusses and muss systems- seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 21814. Lee Street, Suite 312. Alexandria, VA 22314. Tempe, FL 33610 Jo Truss Truss Type Oty Ply 62' Grond Coition III with porch Ti1697379 M11323 A7 SPECIAL 1 1 Job Reference (optional) ChambersTruss, Fort Pierce. FIL r.ovvsny, ... ��., •�a�• I D: W SJgpGwal Ppeur6hk9UjG5yuFUL-2A9?I FHOuKOmgpiDnX_bdjbtrYj W Ikl ftG FXOAytwS_ rt-0-q 8-10-10 14-0.0 20-0-0 25.11-15 34-0.0 �5-0-Q 1-0.0 8.10.10 5-1-6 6.0-0 5-11.15 8-0-1 4.0-0 600 MT18HS = n nn 3x10 = 2.00 F12 5x6 = 5x12 = 2x3 11 US = Scale = 1:62.3 LOADING(psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FB02014frPI2007 CSI. TC 0.77 BC 0.88 WB 0.99 1 (Matrix-M) DEFL. in (loc) Udell L/d Vert(LL) 0.66 11 >623 360 Vert(TL) -1.40 10-11 >291 240 Horz(TL) 0.41 7 n/a n/a PLATES MT20 MT18HS ' Weight: 147lb GRIP 2441190 2441190 FT = 01b LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-2-3 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1297/0-8-0, 7=1327/0-8-0 Max Harz2=-149(LC 8) Max Uplift2= 795(LC 10), 7=-812(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5357/3260, 3-4=-4993/3023, 4-5=-2157/1487, 5-6=-2364/1533, 6-7= 2960/1830 BOT CHORD 2-11=-2981/5096, 10-11=-1552/2801, 9-10� 1593/2746, 7-9= 1593/2746 WEBS 3-11=-412/429, 4-11 =-1 413/2588, 4-10= 810/448, 5-10_ 174/455, 6-10=-636/456 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=42ps1; BCDL=3.0psf; h=14ft; B=52ft; L=34ft; eave=61t; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 tail by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 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 795 lb uplift at joint 2 and 812 lb uplift at joint 7. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - vartry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with WekW connectors. This design Is based only upon parameters shown, and Is for an Individual building component. not � a truss system. Before use, the btnldirrg designer must verify the applicability of design parameters and properly Incotporale this design Into the overall 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 slabilltyand to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and lmss systems, seeANSVWI I Quality Criteria, DSB-89 and 8CSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instllute, 21814. Lee Street. Stilt. 312, Alexandria. VA 22314. Tampa, FL 33610 b rus`Ps cuss Type Ply 62'Grand Carlton III with porchT11697380 1323 �A8 P SPECIAL 1 1 Job Reference (optional) Chombers Truss, Fort Pierce, FL r.oav s Apr i s 20 i o rvn i erc rnuusuies, if- Th. jfii 27 09:—:43 2v i i Fa9v i 2-I D; W SJgp-Gwal P2peur6hk9UjG5yuFU L-2A9?I FHQuKOmgpIDnX_bdjbuZY3j5b.lp0.g0ltGFXQAytwS_ 8.8-4 1020 04.48 212-0 48.22 34-0-0 8.8-4 -3.4 -0-0r110 0 1 a) 6 5x6 = 4.00 12 20 3x4 = 2x3 11 4x8 = 6 21 7 12 11 5x12 = 3x4 = 4x6 3x10 = 2.00 F12 Scale=1;62.2 10-6.4 20-4-8 22.0.0 34-0-U 10-6-4 9-10-4 1-7�— 12-0-0 Plate Offsets (X,Y)-- 12.0-2-2 0.07] 17.0-5-8 0-2-4] 19:0-2-6 Edge] LOADING(psf) SPACING- 2-0-0 CST. DEFL. in ([cc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Verl(LL) 0.64 12-13 >642 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vett(TL) -1.36 12-13 >301 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.69 Horz(TL) 0.39 9 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight_ 154Ib FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 20 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-1-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1292/0-8-0, 9=1332/0-8-0 Max Horz2=129(LC 9) Max Uplift2= 794(LC 10), 9=-813(LC 10) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5337/3325, 3-4-4970/3077, 4-20=-3801/2422, 5-20-3801/2422, 5-6= 2464/1693, 6-21=-2472/1702, 7-21=-2472/1702, 7-8-2492/1650, 8-9=-2808/1824 BOT CHORD 2-13=-304515078, 12-13-1898/3180, 11-12=-1289/2331, 9-11=-1573/2593 WEBS 3-13= 389/401, 4-13— 981/1665, 5.13� 301/796, 5-12=-894/602, 7-12=-352/452, 7-11=-235/474, 8-11=-408/419 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=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=o.18; MWFRS (directional) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSIIfPI 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 794 lb uplift at joint 2 and 813 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. 11er11y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR-7473 rev. 10103J2015 BEFORE USE. Design vaild for use only with MIIek6 connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a inns system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Inlo,ihe overall building design. Bracing Indicated is to prevent Truckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stalAilty and to prevent collapse with posslbte personal Injury and property damage. For general guidance tegarding the fabdcaflon, storage, delivery, erection and bracing of trusses 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 IV. Lee Street. Suite 312. Alexandria VA22314. Tampa, FL 33610 Job Truss Truss Type Qty P y 62' Grand Catllon III with porch T11697361 M11323 A9 HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 1.640 s Apr i n 2016 ivi r— r ruusiins, i —. •,a= I D:_etCl cxC31xVV?huls?ypJyuFU K-W N)NW bl3fdW dlzKQLEVgAx8BwyggUDQo6w_4ycytwRz r1.0-Q 6.7.15 10-0-D 15-2.14 20.4.0 24-0-0 27-4-1 34.0.0 $5-0.0 1 0-0 6-7-15 3-4.1 5.2-14 5.1.2 3-8-0 3-4-1 6.7-15 1-0-0 Scale = 1:60.1 4x4 — 2x3 11 4x8 = 4.00 12 3x4 = 4 22 5 6 23 7 3x6 = 3x8 = 3x6 = 6x8 = 3x6 = 3x4 = 3x5 = 10-0-0 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Ildetl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.17 13-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.42 13-15 >574 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.85 Horz(TL) 0.02 13 n/a n/a BCDL 10.0 Code FBC2014frP12007 (Matrix-M) Weight: 156 lb FT = 0% 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 20 SP No.3 REACTIONS. (lb/size) 2=687/0-8-0, 9=382/0-8-0, 13=1554/0-8-0 Max Horz2=-109(LC 8) Max Uplift2=-441(LC 10), 9= 262(LC 10), 13=-904(LC 10) Max Grav2=709(LC 19), 9=420(LC 20), 13=1554(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 2-3_ 1196f754, 3-4=-874/537, 4-22=-797/532, 5-22— 797/632, 5-6=-404747, 6-23— 404f747, 7-23— 404/747, 7-8=-88/269, 8-9=-295/175 BOT CHORD 2-15=-590/1091, 14-15=-64/316, 13-14=-64/316, 12-13=-245/289, 11-12= 245/289 WEBS 3-15= 349/348, 5-15=-271/615, 5-13= 1162/851, 6-13=-260/267, 7-11= 163/325, 8-11= 387/373,7-13=-762/484 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=14ft; 13=521t; L=34ft; eave=Gft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 441 lb uplift at joint 2, 262 lb uplift at joint 9 and 904 lb uplift at joint 13. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verily design paramefem and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with IvlflekO connectors. This design is based only upon patamelets shown, and Is for an Individual building component, not Nil a Imss system. Before use, the building designer Must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent bfckiing of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always reyulred for stability and to prevent collapse wlih possible personal Injury and property damage. For general gtrldance regarding the fabrication. storage. delivery, erection and bracing of trusses and truss systems, seeANSf/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available front Truss Rate Insfilufe, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 ob Truss Truss Type Qty Ply 62' Grand Coriton III wish porch 711697362 M11323 GRA HIP i 1 Job Reference (optional) chambers I cuss, t•orr tierce, 1-L ' —w o nV, . a a.. w irn i en ....eamw, .1- 1,. ,.,.. .�.. �,.. , ...y.. . ID;_etClcxC3ixVV?huls?ypJyuFUK_ZHljxJhQxeUw7vcuy03i8hBKMWjDeuyLakeU2ytwRy t1-0-q B-0-0 11-1-1 17-0-0 18-6-0 22-2.2 26.0 0 34-0-0 $5.0-0 r1-0-0 8-0.0 3-1-1 5.10-15 1.6-0 3.8.2 3-9-14 8-0-0 1-0-0 Scale = 1:62.3 TOP CHORD MUST BE BRACED BY END JACKS, 4x4 = ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. Ze cr 3x6 II 3x6 = 6x8 = 3x6 = 6x8 = 4x4 = 3x5 = 6x8 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stresslncr NO Code FBC2014/TP12007 CST. TC 0.90 BC 0.44 WB 0.96 (Matrix-M) DEFL. in (loc) I/deft Ud Vert(LL) 0.10 24-35 >999 360 Vert(TL) -0.19 24-26 >987 240 Horz(TL) 0.02 22 n/a Fda PLATES GRIP MT20 244/190 Weight: 194 lb FT = 0°b LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc purlins. Except: BOT CHORD 2x4 SP M 30 1 Row at midpt 8-21 WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 7, 8, 19, 17, 14 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=179(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 2=-376(LC 8), 27=-1146(LC 8), 26=-1470(LC 8), 22— 646(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=527(LC 13), 27=2197(LC 13), 26=2894(LC 14), 22=1015(LC 14) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-561/338, 3-5— 306/839, 5-7— 584/1206, 7-8=-584/1206, 8-10=-584/1206, 10-12=-584/1206, 12-13=504/1206, 13-15=-584/1206, 15-16= 584/1206, 16-18=-584/1206, 18-20= 2121/1203, 20-21= 2121/1203, 21-22= 2176/1197, 4-6— 173/256, 6-9_ 134/313, 9-1 1=-1 14/371, 11-14=-200/419, 14-17=-102/280, 19-21=-151 /268 BOT CHORD 2-29— 195/591, 28-29=-143/463, 27-28=-143/463, 26-27=-772/440, 25-26=-393/630, 24-25= 393/630, 22-24= 1014/2010 WEBS 3-29= 457/1105, 3-27� 1643/836, 5-27=-769/636, 5-26=-537/346, 13-26=-934/608, 18-26=-2360/1437, 18-24= 782/1690, 21-24= 38/353, 4-5= 618/520, 19-20= 342/310, 14-15=-549/402 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=14ft; B=5211; L=34ft; eave=6fh Cat. I 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 2x3 MT20 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 376 lb uplift at joint 2, 1146 lb uplift at joint 27, 1470 lb uplift at joint 26 and 646 lb uplift at joint 22. 8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967lb down and 461 lb up at 26-0-0, 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). Continued on Daae 2 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE IMI-7473 rev. 10W/2015 BEFORE USE Design valid for use only with Mliek8 connectors. INs design Is based only upon poramelets shown, and Is for an Individual twOding componenl, not a iruss syslem. Before use. the building designer must verify the applicability of design parameters and property incorporate Ibis design Into the overall buildinfj design. Bracing Indicated islo prevent buckling of individual kuss web and/or chord members only. Additional fe nporary and permanent bracing Mi1'e,k' Is always requited for stability and 10 prevent collapse wllh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Truss systems, seeANSI/iPI1 Quality Criteria, DSB-89 and BCSI BuBding Component 6904 Parke East Blvd. Safety information.awdlable front truss Plate Institute, 2181V. Lee Slreel. Suite 312, Alexandria, VA 71314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III wish porch T11697362 M11323 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce. FL r.--pr in cur oiuT.kmuusuros,mc. nm cvr .u— I D:_etC 1 cxC3ixVV?huls?ypJyuFUK-_ZHljxJhQxeUw7vcuy03iBhBKM Wj DeuyLakeU2ytwRy LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 21-23=-54, 29-30=-20, 24-29=-47(F=-27), 24-33= 20, 3-11=126(F=-72), 11-21=-126(F= 72) Concentrated Loads (lb) Vert: 29— 641(F) 24=-641(F) Q WARNING - Verily design parameters end READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGEMU-7473 rev. 10/03/2015 BEFORE USE Design valid for use only vAth MITekg 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 verity the applicability of design parameters and properly Incorporate Bits design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek` Ls always required for stablBty and to prevent collapse vAth possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and lmss systems, seeANSIjTPI I Quarily Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type oty Ply Carlton III with porch T11697383 M11323 GRB HIP 1 1 162'Grand Job Reference (optional) I — J 127 09.15 46 2017 Pa e 1 Chambers Truss, Fort Pierce, Fl- 7.640 s Apr 19 2016 M7ek Industries, nc, u u g ID:SrRaEyyrgO4M78G4raW BLWyuFUJ-Slr7xHKJAFmLXHToStYIFMDOkmplysg5ZETBOVytwRx 1 0 Q 8-0-0 13.8.0 17.0.0 20-4-0 26.0-0 34-0-0 35.0-0 1.0.0 8-0-0 S8.0 3-4-0 3-4.0 5-8.0 8-0-0 1-0.0 5x8 MT18HS = 4x10 = 4.00 12 2x3 II 4x6 = 2x3 11 3 23 4 5 6 7 24 5x8 MT18HS = Scale = 1:60.1 16 1s 14 13 12 11 05 — 3x6 It 4x6 _ 6x10 = 6x10 = 4x6 = 3x6 11 4x5 LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Veri(LL) 0.16 16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.27 14-16 >912 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO W B 0.98 Horz(TL) 0.07 9 n/a nla BCDL 10.0 Code FBC20141TP12007 (Matrix-M) Weight: 153 lb FT = 05. LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3.7-9 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-8-1 oc bracing. WEBS 2x4 SP No.3 *Except' WEBS 1 Row at midpt 8-13, 6-13 4-14,7-13: 2x6 SP No.2 REACTIONS. (lb/size) 2=1296/0-8-0, 13=3993/0-8-0, 9=510/0-8-0 Max Harz2=-90(LC 6) Max Uplift2=-871(LC 8), 13= 2549(LC 8), 9= 369(LC 8) Max Grav2=1479(LC 13), 13=4684(LC 15), 9=563(LC 14) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3514/1878, 3-23=-2062/1226, 4-23=-2062/1226, 4-5=-2062/1226, 5-6= 2062/1226, 6-7— 1265/2545, 7-24=-1265/2545, 8-24=-1265/2545, 8-9=-692/331 BOT CHORD 2-16= 1655/3336, 15-16= 1676/3398, 14-15— 1676/3398, 12-13=-246/658, 11-12=-246/658, 9-11� 225/595 WEBS 3-16=-402/1155, 3-14= 1431/700, 4-14=-847/699, 7-13= 886/720, 8-13� 3505/1836, 8-11=-403/1157,6-14=-1431/2780,6-13= 3151/1776 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=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; End., GCpl=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 psi 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 16 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 871 lb uplift at joint 2, 2549 lb uplift at joint 13 and 369 lb uplift at joint 9. 8) "Semi-dgld pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at 26-0-0, 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. 10) 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 (pit) Vert: 1-3=-54, 3-8=-1 31 (F=-77), 8-10=-54, 16-17=-20, 11-16_ 49(F=-29), 11-20= 20 uonnnuea on a e t WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 10/03/2015 BEFORE USE Design for use only will) MITekD connectors. this design is based only urn parameters shown. and Is for an Individual building component not �• valid a Iniss system. Before use, the WIcling designer mtsl veiny the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web aril/or chord members only. Additional temporary and permanent bracing MiTek` Is always mcf0ted for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing o1 trusses and buss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. tee S1reel. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 �p�---- fuss Truss Type �~ Qty Ply 62' Grand Carlton III with porch T11697383 M11323 �GRB HIP 1 1 Job Reference o tional Chambers Truss. -Fort Pierce, FL 7.640 s Apr 19 2016 MPfek Industries. Inc. Thu Jul 27 09:15:46 2017 Page 2 ID:SrRaEyyrgO4M78G4raW BLWyuFUJ-Slr7xHKJAFmLXHToSfYI FMDOkmpi y5g5ZETBOVytwRx LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 16=-641(F) 11=-641(F) ® WARNING. Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE � Design valid for use only vAth MiTekD connectors. Rris design is based only upon parameters shown. and is for an Individual b llding component. not designer verity the oppllcab111y of design parameters and property Incorporate this design Into the overall a truss syslern. Before use, the building must building design. Bracing Indicated Is 10 prevent txrckiing of individual buss web and/or chord members only. Additional temporary and permanent bracing SNOW Is always required for stability and to prevent collapse with possible personal inlwy and property damage. for general guldonce regard[ng the delivery, erection and bracing of inrsses and Inns systems, seeANSI/TPII Quality Criteria, D56-89 and BCSI Building Component 6904 Parke East Blvd. fabrication, storage, Safety Information available from Inis Plate Institule. 218 N. Lee Sireel, Sulte 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type l]ty Ply 62' Grand Carlton III with porch T11697384 M11323 J2 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL i.o405npr razuioMunnind—hins,mu. mu Juizi uv .ice ga i I D:x1?zSlzTbJCDIIrGPH 1 OukyuFU I-Slr7xHKJAFmLXHToSfYI FMDYOmx3yK95ZETBOVytwRx -1.0.0 2-0-0 _ 1.0-0 2-0-0 3x4 = Scale = 1:7.9 2-0.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(TL) -0.00 7 >999 240 BCLL 0.0Rep Stresslncr YES WB 0.00 Horz(TL) 0.00 2 n/a r9a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 8 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purfins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=37/Mechanical, 2=14310-8-0, 4=21/Mechanical Max Horz2=67(LC 10) Max Uplift3=-30(LC 10), 2= 131(LC 10), 4=-3(LC 7) Max Grav3=37(LC 15), 2=143(LC 1), 4=29(LC 3) FORCES. (lb) - Max. CompJMax. 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=14(t; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=.1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) 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. 0 WARNING - Vedfy design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03,2015 BEFORE USE Design valid for use only with Mllelc® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the Ixdldng designer must verify the applicability of design parameters and propoily Incorporate this design Into the overall bulidirgT design. Bracing Indicated is io prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is c9ways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erecilon and bracfng o1 trusses and truss systems, seeANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Padce East Blvd. Safety Information available train Truss Plate Institute, 218 N. Lee Street- Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Carlton III with porch 711697385 M11323 J4 MONO TRUSS 8 1 I 162'Grand Job Reference (optional) Chambers Truss, Fort Pierce, FL 3x4 = 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Jul 27 09:15:47 2017 Page i I D: PDYLfd_5MdK4MSQTz?Zf RxyuFUH-xyOVBdKxxYuC9Q2?ON3XnZmFf AFQhnP FouDlZxytwRw 4-0-0 4-0-0 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Veri(LL) -0.01 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Veri(TL) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a nla BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=79/Mechanical, 2=229/0.8-0, 4=39/Mechanical Max Horz2=104(LC 10) Max Uplift3=-75(LC 10), 2= 171(LC 10), 4= 2(LC 10) Max Grav3=79(LC 1), 2=229(LC 1), 4=60(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:11.2 PLATES GRIP MT20 244/190 Weight: 14 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4.0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Grp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Interior(1) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s)for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 75 lb uplift at joint 3, 171 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. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1-7473 rev. 1010312015 BEFORE USE Design valid for use only vAth Miiefc9 connectors. ihis design is based only upon pararneleis shown. and is for an individual building component, not a Inrss system. Before use. the building designer mast verity the applicability of design parameters and propmly Incorporate Ihis design Into the overall buildingdesign. Bracing Indicated Is to prevent buckling of Individual IRIS4 web and/or chord members only. Addllonal tempotaty and permanent bracing �/l MiTek' Is always required for stability and to prevent collapse with possible personal Inftay and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and in=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 Sireel, Suite 312. Mexandrla VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 62' Grand Carlton III with porch T11697386 M11323 J6 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 3x4 = r.bqu s Apr a euib Mi i erc mausmes, mc. Thujui27U. 15.47 2017 rayu I I D:tP6jtz-j7xSx_c_fXi4uz9yuFUG-xyOVBdKxxYuC9Q2?ON3XnZmdMABW hnPFouDIZxylwRw 6-0-0 6.0-0 Scale = 1:14.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.55 Vert(LL) 0.04 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.09 4-7 >790 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 2 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 20 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=120/Meehanical, 2=321/0-8-0, 4=54/Mechanical Max Horz2=142(LC 10) Max Upiift3=-117(LC 10), 2= 218(LC 10) Max Gray3=120(LC 1), 2=321(LC 1), 4=89(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4-2psf; BCDL=3.0psf; h=14ft; B=52ft; L=34ft; eave=6ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 117lb uplift at joint 3 and 218 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. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/032015 BEFORE USE DPsign valid for use only with IAITekrL conneclors. This design is based only upon parametets shown, arid Is for an Individual building component, not a truss system. Before its(-, the building designer must verity the applicability of design parameters aid properly Incorporate flits design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web aril/or chord members only. Additional temporary 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 fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSf/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instifuto. 218 N. Lee Sheet, Suite 312, Alexandria. VA 22314. Tampa. FL 33610 Job Truss � Type Qty ly 62' Grand Conlon III with porchM T11697387 M1 f323 J8 ITruss MOND TRUSS 20 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL /.640 s Apr i a eul o mn ak mdusui.s, inc. 1 nu wn a 09: ra.Y rage ID:1P6jtz-j7xSx_c_fXi4u1z9yuFUG-PByuMzLZis03nadBa4amKnJTKZRCQEfOl Yyl5NytwRv 1-0•D 8-0-0 3x4 = LOADING (psf) SPACING- 2-0.0 CST. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.10 4-7 >972 360 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Ven(TL) -0.27 4-7 >350 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=164/Mechanical, 2=411/0-8-0, 4=68/Mechanical Max Horz2=180(LC 10) Max Uplifl3=-160(LC 10), 2=-265(LC 10) Max Grav3=164(LC 1), 2=411(LC 1), 4=118(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:17.7 PLATES GRIP MT20 244/190 Weight: 26 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-9-12 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52tt; L=341t; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Interior(1) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 160 lb uplift at joint 3 and 265 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. A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE Design valid for use orgy wtfh Milelo9 connectors. TNs design is based only upon parameters shown, and is for an Indiv1dual txrilding component not � a truss system. Before use, the building designer must verify the applicability o(deslgn parametersand properly Incorporate this design into the overall building design. &acing Indicated hto prevent budding of Individual Truss web and/or chord members only. Additional temporary and permanent bracing iVliTek` Is always required for stability and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the 6904 Parke East Blvd. fabdcatton, storage, delivery, erection and tracing of trusses and irusssysterns. seeANSI/rPlt Quality Criteria, DS8.89 and SCSI Building Component Safety Information available from Truss Plate Inslilute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type Qdy Ply Carlton III with porch T11697388 M11323 KJe MONO TRUSS 4 1 I 162'Gfand Job Reference (optional) Chambers truss. Fort Pierce, rL ,.o+vo nP, ,.,. I D:Lcg54J?LUEancmZf4Qb7W MyuFU F-PByuMzLZis03nadBa4amKnJsZZZLQBwOl Yyi5NytwRv -1-5-0 7.3.4 11-3-0 1-5-0 7-3-4 3.11-12 Scale = 1:20.8 3x4 = 3x4 = F— 7-3.4 r 3-11-12 —, LOADING(psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Weil Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Verl(LL) 0.05 7-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Veri(TL) -0.11 7-10 >999 240 BCLL 0.0 ' Rep Stress Incr NO W B 0.43 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 44lb FT = 0%. 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 9-0-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=207/Mechanical, 2=48210-11-5, 6=556/Mechanical Max Horz2=244(LC 8) Max Uplift4=-207(LC 8), 2=-312(LC 8), 6=-277(LC 8) Max Grav4=250(LC 13), 2=482(LC 1), 6=574(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1090/498 BOT CHORD 2-7=662/1072, 6-7= 662/1072 WEBS 3-7=0/309, 3-6=-1177/727 NOTES- 1) Wind: ASCE 7-10; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; 6=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 207 lb uplift at joint 4, 312 lb uplift at joint 2 and 277 Ib uplift at joint 6. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (6). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-2=-54 Trapezoidal Loads (plf) Vert: 2=0(F=27, 8=27)-to-4=-152(F=-49, B= 49), 8=0(F=10, B=10)-10-5=-56(F=-18, B=-18) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI-7473 rev. 1010312015 BEFORE USE Design valid for use oNy with M1100 connectors. iMs design is based only upon parameters shown. and is for an Individual building component, not a truss system. Before use, the b4ilding designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek` is always requited for stability and to prevent collapse with possible personal Injury and property damage. For genetai guidance regarding the fabrication, storage, delivery, erection and bracing of Misses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Bid. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-'/1 dr - -I- For 4 x 2 orientation, locate plates 0-1/0 from outside edge of truss. This symbol indicates the required direction of slots in connector plates. " Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION EWA Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction, DSB-89: Design Standard for Bracing. BCSI: Building Component Safety information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses, 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 0 c 0 2 U n. O JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others, © 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI, 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8, Unless otherwise noted, moisture content of lumber shall not exceed 1 W. at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better Than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 16. Connections not shown are the responsibility of others. 16, Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. Y Project 'Summary Job: -- wrightsoft Ent re House , Byte: QUICK CALLS, INC. At BY For: THE GRAND CARLTON WYNNE DEVELOPMENT, FT. PIERCE,,FL Notes: <;� CS\--VGl Design Information 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 Structure 17848 Btuh Ducts 5654 Btuh Central vent (0 cfm) 0 Btuh (none) Humidification 0 Btuh Piping 0 Btuh Equipment load 23503 Btuh Infiltration Method Construction quality Fireplaces Simplified Average 0 He . Co Vag Area ft 1g Volume (ft3) 12511 12511 Air changes/hour 0.45 0.23 Equiv AVF (cfm) 94 48 Heating Equipment Summary Make . Carrier Trade CARRIER AIR CONDITIONING Model 25HBC536A*030 AHRI ref 7914585 Efficiency 8.5 HSPF Heating input Heating output 34600 Btuh @ 47°F Temperature rise 27 OF Actual air flow 1160 cfm Airflow factor 0.049 cfm%Btuh Static pressure 0.50 in H2O Space thermostat Capacity balance point = 32 OF Backup: Input = 7 kW, Output = 23009 Btuh, 100 AFUE Sensible Cooling Equipment Load Sizing Structure 17520 Btuh Ducts 8536 Btuh Central vent (0 cfm) 0 Btuh (none) Blower 0 Btuh Use manufacturer's data Rate/swing multiplier n 0.95 Equipmenf sensible load 24753 Btuh Latent Cooling Equipment Load Sizing Structure 3203 Btuh Ducts 2318 Btuh Central vent (0 cfm) 0 Btuh (none) Equipment latent load 5521 Btuh Equipment total load 30274 Btuh Req. total capacity at 0.70 SHR 2.9 ton Cooling Equipment Summary Make Carrier Trade CARRIER AIR CONDITIONING Cond 25HBC536A*030 Coil. FX4DN(B,F)037 AHRI ref 7914585 Efficiency 12.0 EER, 15 SEER Sensible cooling 24360 Stuh Latent cooling 10440. Btuh Total cooling 34800 Btuh Actual airflow 1160 cfm Air flow factor 0.045 cfm/Btuh Static pressure 0.50 in H2O Load sensible heat ratio 0.83 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. " wrightsoft` 2017-Apr-11 09:29:38 Right -Suite® Universal 2017 17.0.14 RSU08101 Page 1 ACCA ..uick Calcs\Documents\THE GRAND CARLTON-1446.rup Calc = MJ8 Front Door faces: N r - wrigntsoft. Right.40 Worksheet Job: •Entire House Date: By: QUICK CALCS, INC. 317 ST. LUCIE LN., FT. PIERCE, FL 34946 Phone: 772-466-6799 Fax 772-166-6796 Email: QUICKCALCS@AOL.001V1 1 Room name Entire House BEDROOM 2 Exposed wall 156.2 ft 49.0 ft 3 Room height 8.7 ft d 8.0 ft heat1cool 4 Room dimensions 1.0 x 297.0 ft 5 Room area 1445.5 ft2 297.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number (Btuh/ftz-'F) (Btuh/ft2) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) . Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 13A4ocs ::0.143 n_. 4:00' 2.65 503 ' 465 ;1862 :; 1184 ,: 72 `: 72 ' 2.88 183. 4A5r2om,' 0;770 . n 21:56, - 19.31: 38 . 0 815 730 ; 0 0 ` ':0 0 13A4ocs 0.143 a 4.00 2.55 128 83 333 212 0 0 0 0 1Ac1om 1.270 a 35.56 87.29 24 2 848 2082 0 0 0 0 11DO 0.390 a 10.92 11.31 21 21 229 238 0 0 0 0 W = :13A4ocs 6143 se 4.00 2.55 34 .. 34 136 86 0 0 0 0 13A4ocs 0.143 s 4.00 2.55 360 353 1414 899 216 216 865 550 L--G 1Ac1om 1.270 s 35.56 34.77 7 7 247 241 0 0 0 0 y�J--G 13A4ocs . 0.143 w 4.00 2.55 310 237 949 603 - 104 72 288 183 1A-c1om 1.270 w 35.56, 55.21 32 2 1140 1770 .32 2 1140 1770. �--�, :4A5 tom : , 0:770 w' 21.56. 1934 r 41 : 41 880 :. 788 0 0 , P 12C-0sw 0.091 2.55 1.28 192 192 489 246 0 0 0 0 C . <16A=30md•` -: 0;032 ' -: 0.90' :: : 2;32 . 1446 1446 1295 r ` 3354 .; . 297:.. , 297 : - 2661. F 22Frtpl 0.989 - 27.69 0.00 1446 156 4325 0 297 49 , , .1357 0j. 6 c)AED excursion 918 627 Envelope loss/gain 14961 13349 4204 4003 12 a)Infiltration 2887 791 848 232 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 6 1380 3 .690 Appliances/other 2000 0 Subtotal pins 6 to 13) 17848 17520 5053 4925 Less e)demal load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 17848 17520 5053 4925 15 Duct loads 32% 49% 5654 8536 32% 49% 1601 2400 Total room load 23503 26056 6653 7325 Air required (ofm) 1160 1160 V 326 .� -Fk wrightsoft' 2017-Apr-11 08:29:38 .�P. Right -Su Universal 2017 17.0.14 RSU08101 Page 1 ...uick Calcs\Documents\THE GRAND CARLTON-1446.rup Calc = MJ8 Front Door faces: N - wrightsoft Right-JO Worksheet Job: • Entire House Date: B,f: QUICK CALCS, INC. 317 ST. LUCIE LN., FT. PIERCE, FL 34946 Phone: 772-466-6799 Fax 772-466-6796 Email: QUICKCALCS a,}10L.COM 1 Room name WIC KITCHEN 2 Exposed wall O ft O ft 3 Room height 8.0 ft heat/cool 8.0 ft heat/cool 4 5 Room dimensions Room area 6.0 x 9.0 ft 54.0 ft2 1.0 x 172.0 ft 172.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load . Area (ft2) Load number (Btuh/ft2-°F). (BtulVft2) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 13A flocs 0143 R. 4.00 2.55 ; p : : 0 0 : 0 ,0 0 U 0 :4A5 2oirr; 0.770 -n •21.56 19.31 0 : 0 • 0 ' 0 0 .. 0 . 0, : 0 13AAocs 0.143 a 4.00 2.55 0 .0 0 0 0 0 0 0 11 1Ac1om 11D0 1.270 0.390 a a 35.56 10.92 87.29 11.31 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W.I. `413A4= W -G 13A4ocs 1A-c1om 0:143 0.143 1.270 se. s s 4.00 4.00 35.56 2:55 2.55 34.77 0 0 0 0 0 0 0.• 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A-4ocs 1Ao7om 0.143 1.270 w w 4.00 35:56 2.55. 55:21 0 0 0 0 0 0 0 0 0 0 0 0 0. 0. 0 0 P ,41&2orri . 12C-0sw 0.770 0.091 w - 2150 2.55 19.31 1.28 0. 0 0 0 0 0 .0 0 0 64 lo. 64 0 163 0 82 C `T16A 30md.. 0.0.32 - - A90 2.32 54 ., 54 48 : 125 ., .172 172 154 :..: 399 F 22A tpl 0.989 - 27.69 0.00 54 0 0 0 17.2 0 0 0 6 c)AED excursion -9 -170 Envelope loss/gain 48 117 317 311 12 a) Infiltration 0 0 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 1 01 2000 Subtotal (lines 6 to 13) 48 117 317 2311 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 48 117 317 2311 15 Duct loads 32% 49% 15 57 32"/0 49%1 100 1126 Total room load 64 174 1 1 418 3437 Air required (cfm) 3 8i 21 153 .Calculations approved byACCA to meet all requirements of Manual J 8th Ed. - wriglitsofC' Right -Suite® Universal 2017 17.0.14 RSU08101 2017-Apr-11 0 Page 2 ...uick Calcs\Documents\THE GRAND CARLTON-1446.rup Caic = MJ8 Front Door faces: N J - - 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 772466-6796 Emall: QUICKCALCS@�40L.COM 1 Room name BATH BEDROOM 2 2 3 4 5 Fjq)osed wall Room height Room dimensions Room area 5.0 ft 8.0 ft heat/cool 9.0 x 5.0 ft 45.0 ft2 34.2 ft 8.0 ft heat/cool 1.0 x 203.5 ft 203.5 W Ty Construction number U-value (8tuh/ft1L°F) Or HTM (Btu 2) Area (ft2) or perimeter (ft) Load (Btuh) Area (ftj or perimeter (ft) Load (Btuh) Heat Cool Gross WP/S Heat Cool Gross N/PIS Heat Cool 8 11 yJ 13A-0ocs" 13A4ocs 11DO 13A4ocs 13A4ocs IA-clom 13A-0ocs 1A c1om tom 12C-Osw. -16A=30md , _ : 0.143 0:770 0.143 1.270 0.390 0.143 0.143 1.270 0.143 1:270 0.770 0.091 0.032 ri ` n a a a se s s w w `:w - . _ 4:00: 21.56 4.00 35.56 10.92 4.00 4.00 35.56 4.00 35.56 21:56 2.55 0:90 2.55 . 1981 2.55 87.29 11.31 255 2.55 34.77 255 . 55.21 19 31 1.28 2.32 40 0 0 0 0 0 0 0 0 0 0 0 45 A0 -0 0 0 0 0 0 0 0 0 0 0 . 45 160 0 0. 0 0 0 0 0 0 0 ' . 6 0 40 : 102 0 0 0 0 0 0 0 .0 0 .0 0 . 104 128 0 80 24 0 34 32 0 0 . 0 0 0 , 204 - 128, '-0 56 2 0 34 32 0 0. 0 0 0 204--- 513 225 848 0 136 128 0 0 0 0 0 .:182 326 143 2082 0 86 81 0 0 0 0, 0 = 472 wEi1Ao1om W .:4A5 P C F _ 22A tpl 0.989 - 27.69 0.06 45 5 138 0 204 34 . 9.46 0 6 c)AED excursion -16 -85 Envelope loss/gain 339 190 2978 3106 12 a) Infiltration . 87 24 593 162 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 1 230 Appliances/other 0 0 Subtotal Pines 6 to 13) 425 2141 3671 3498 Less external load 0 0 0 0 14 15 Less transfer Redistribution Subtotal Duct loads 32°/a 49% 0 0 425 135 0 0 214 104 32% 49% 0 0 3571 1131 0 0 3498 1704 Total room load Air required (cfm) 560 28 318 14 4702 232 5203 232 Calculations L -�- wrightsoft' Right-Sufte® Universal 2017 17.0.14 RSU08101 2017 Apr-11 09:age 3 Page 3 ...ulck Calcs\Documents\THE GRAND CARLTON-1446.rup Calc = MJ8 Front Door faces: N U -�+ wrightsoft' Right-J® Worksheet Job: *Entire House Date: QUICK CALCS, INC. By. 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 Exposed wall 6.0 ft 47.0 ft 3 Room height 8.0 ft heat/cool 9.8 ft heat/cool 4 5 Room dimensions Room area 7.0 x 6.0 ft 42.0 ft' 1.0 x 526.0 ft 526.0 ftz Ty Construction U-value Or HTM Area (ftz) Load Area (ftj Load number (Btuh/ft2-°F) (Btuh/ftz) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross WP/S Heat Cool Gross WP/S Heat Cool 6 V 13446cs: o:143 0.770 ,nr- n ` 400 21.66 -2.55 19.31 0 " . 0 0 0 _ 0 0 : 0..:, 0 255 . ,38 217, ' `0 : --866 : 815 552 -730: 13A-4ocs 0.143 a 4.00 2.55 0 0 0 0 0 0 0 0 11 P�-D--DDD 1Aclom 11D0 1.270 0.390 a a 35.56 10.92 87.29 11.31 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W. V+/ G .13A-4ocs 13A4ocs 0.143 0.143 se s 4.00 4.00 2.55 2.55 0 48 0 48 0 192 0 122 0 0 0 0 0 0 0 0 1Aclom 1.270 s 35.56 34.77 0 0 0 0 0 0 0 0 13AAocs 1Aclorn. 0.143. 1.270 w w 4.00 35.56. Z55 55.21 0 0 0 0 0 .0 0 0 206 0 165 0 .661 0 420 0 P .4AS2om' 12C-0sw 0:770 0.091 w. - 21.56 2.55 19:31 1.28 0 56 0 56 0 143 0 72 41 0 41 0 : 880 .0 .: Z88 0 .0 - 16A 30md.. '0.032 - : . 0.90 2.32 ` 42 42 38 . 97 526. 526 471.." 1220 F, 22A-tpl 0.989 27.69 , 0.06 42 6 166 0 526. 47 1302 0 6 c) AED excursion -22 668 Envelope loss/gain 539 270 4997 4379 12 a) Infiltration 104 28 997 273 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 2 460 Appliances/other 0 0 Subtotal (lines 6 to 13) 643 298 5994 5112 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 643 298 5994 5112 15 Duct loads 132% 49% 204 145 32% 4 % 1 1899 2490 Total room load 1 846 443 7892 7602 Air required (cfm) 1 42 20 390 338 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wrightsoft' Right -Suite@ Universal 2017 17.0.14 RSU08101 2017-Apr-11 0 Page 4 ...uick Calcs\Documents\THE GRAND CARLTON-1446.rup Calc = MJ8 Front Door faces: N I& + wrightsoft RighW@ Worksheet 'Entire House QUICK CALCS, INC. 317 ST. LUCIE LN., FT. PIERCE, FL 34946 Phone: 772-466-6799 Fax 772-466-6796 Email: QUICKCALCS a(AOL.COM Job: Date: By: 1 Room name FOYER M. BATH 2 Exposed wall 7.0 ft 8.0 ft 3 Room height 8.0 ft heat/cool 8.0 ft heat/cool 4 5 Room dimensions Room area 1.0 x 50.0 ft 50.0 ftz 7.0 x 8.0 ft 56.0 ftz Ty Construction U-value Or HTM Area (ft.) Load Area (ft) Load number (Btuh/ft'-°F) (Btuh/ft2 ) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 13A�locsr; . - f4A5 tom 13A4ocs . 0.143 O.T/0 0.143 n. .. a 400 21:56 4.06 2;55 ' , 19.31 2.55 8 . 0 48 . • 8 .. A, 27 32 .. , 0 108 - 20 0 69 0 . 0_ 0 0. : 0 0 0 . 0 0 --;0 ;: .0 0 11 1A-o1om 11DO 1.270 0.390 a a 35.56 10.92 87.29 11.31 0 21 0 21 0 229 0 238 0 0 0 0 0 0 0 0 W t13AAocs 13AAocs 1Ac1om 0:143 0.143 1.270 se s s 4.00 4.00 35.56 2.55 2.55 34.77 0 0 0 0 0 0 0 0 0 0 0 0 0 64 7 0 57 7 0 228 247 0 145 241 13A-0ocs 1Ac1om _: .0.143 1.270 _ w w 4.00 35:56:. 2.55 55.21 0 0 0 0 0 0 .0 0 0 0: 0 0 .0 0 0. 0 P : 4A52orrrl-, 12C-0sw 16A-30md : ..05770 0.091 0 032 w. - : - 21.56 2.55 .0.90 f 19.31 1:28 2.32 0 72 50 . 0: 72 50 0 183 45 '0 92 116 .0 0 -% 0: 0 56 0 0 :. 50 .. 0 0 , '..,130 F 22A-t6l 0.989 - 27.69 0.00 50 7 194 0 56 8 222 0 6 c)AED excursion -39 -38 Envelope loss/gain 792 496 747 478 12 a) infiltration 121 M 138 38 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal pines 6 to 13) 913 529 885 516 Less exiemal load 0 0 0 0 Less transfer Redistribution 0 0 0 0 0 0 0 0 14 Subtotal 913 529 885 516 15 Duct loads 32% 49% 289 258 32% 49% 280 251 Total room.load Air required (cfm) 1202 59 787 35 1166 58 768 34 Calculations approved byACCA to meet all requirements of Manual .J 8th Ed. wright5oft' Right -Suite® Universal 2017 17.0.14 RSU08101 2017-Apr-11 0 Pg ae 5 ...uick Calcs\Documents\THE GRAND CARLTON-1446.rup Calc = MJ8 Front Door faces: N 9 -F'�- wrightsoft° Duct.System Sumllnalrx . . ' Date: Entire House By: QUICK CALCS, INC. 317 ST. LUCIE LN., FT. PIERCE, FL 34946 Phone: 772-466-6799 Fax 772-466-6796 Email: QUICKCALCS@,AOL.COM ?�roject intormation For. THE GRAND CARLTON WYNNE DEVELOPMENT, FT. PIERCE, FL Extemal static pressure Pressure losses Available static pressure Supply/ return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.50 in H2O 0 in H2O .0.50 in H2O 0.250 / 0.250 in H2O 0.285 in/100ft 1160 cfm Cooling 0.50 in H2O 0 in H2O 0.50 in H2O 0.250 / 0.250 in H2O 0.285 in/100ft 1160 cfm 176 ft Supply Branch Detail Table Name Design (Btuh) Htg (cfm) Clg (Cfm) Design FR Diam (in) H x W (in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk BATH h 560 28 14 0.364 4.0 Ox0 VIFx 22.4 115.0 st1 BEDROOM 2 h 4702 232 232 0.360 7.0 OxO VIFx 23.9 115.0 st1 BEDROOM -A h 3327 164 163 0.300 6.0 ox0 VIFx 31.8 135.0 st2 BEDROOM-B h 3327 164 163 0.285 &0 OxO VIFx 40.6 135.0 st2 FOYER h 1202 59 35 0.505 4.0 ox0 VIFx 4.0 95.0 GREAT/DINING h 3946 195 169 0.300 7.0 Ox0 VIFx 31.8 135.0 st2 GREAT/DINING-A h 3946 195 169 0.300 7.0 Ox0 VIFx 31.8 135.0 st2 KITCHEN c 3437 21 153 0.379 6.0 Ox 0 VIFx 17.0 115.0 st1 LAUNDRY h 846 42 20 0.361 4.0 Ox0 VIFx 23.3 115..0 st1 M. BATH -A h 768 58 34 0 0 Ox 0 VIFx 0 0 WIC c 174 3 8 0.309 4.0 Ox 0 VIFx 27.0 135.0 st2 Supply Trunk Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk st2 Peak AVF 721 672 0.285 918 12.0 0 x 0 VinlFlx st1 st1 Peak AVF 1043 1091 _ 0.285 1020 14.0 0 x 0 VinlFlx wrl htsOfta 2017-Apr-1109:29:38 AMPage 9 Right -Suite® Universal 2017 17.0.14 RSU08101 Page 1 ..uick Calcs\Documents\THE GRAND CARLTON-1446.rup Calc = MJ8 Front Door faces: N fl D Return Brangh�Detall Table Name Grille Size (in) Htg (cfm) Clg (cfm) TEL (ft) Design FIR Veloc (fpm). Diam (in) H x W (in) Stud/Joist Opening (in) Duct Math Trunk rb1 Ox0 1160 1160 0 0 0 0 Ox 0 VIFx C wri htsoft' 2017-Apr-1109:29:38 9 Right -Suite® Universal 2017 17.0.14 RSU08101 Page 2 ��� ..uick Calcs\Documents\THE GRAND CARLTON-1446.rup Calc = MJ8 Front Door faces: N SCANNED BY FORM R405-2014 St Lucie County FLORIDA ENERGY EFFICIENCY CODE FUR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: THE GRAND CARLTON Builder Name: WYNNE DEVELOPMENT Street: WYNNE DEVELOPMENT Permit Office: ST. LUCIE COUNTY City, .State, Zip: FT. PIERCE, FL, Permit Number: �v Owner: 5 +4�j�� ,�\-9 Jurisdiction: Design Location: FL, ST LUCIE_CO_INTL County:: ST. LUCIE COUNTY (Florida Climate Zone 2 ) 1. New construction or existing New (From Plans) 9. Wall Types (1437.3 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, Exterior R=11.0 187.33 ft2 3. Number 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 (1446.0 sqft.) Insulation Area a. Under Attic (Vented) R=30.0 1446.00 ft2 6. Conditioned floor area above grade (ft2) 1446 b. N/A R= ft2 Conditioned floor area below grade (ft2) 0 c. N/A R= ft2 11. Ducts R ft2 7. Windows(139.2 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: Attic 6 320 a. U-Factor: Dbl, U=0.54 99.23 ft2 SHGC: SHGC=0.25 b. U-Factor: Dbl, 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: 3.586 ft. Area Weighted Average SHGC: 0.250 14. Hot water systems 8. Floor Types (1446.0 sqft.) Insulation Area a. Electric Cap: 40 gallonsEF: a. Slab -On -Grade Edge Insulation R=0.0 1446.00 ft2 b. Conservation features 0.970 b. N/A R= ft2 None c. N/A R= ft2 15. Credits Pstat Total Proposed Modified Loads: 46.91 Glass/Floor Area: 0.096 PASS Total Baseline Loads: 48.19 I hereby certify that the plans and specifications covered by Review of the plans and S�A?A this calculation are in compliance with the Florida Energy specifications covered by this O�V$E 1+ e . 0,�, Code. calculation indicates compliance with the Florida Energy Code. l4 m,,,�:, •,,e; �••;;,, ";� �O PREPARED BY: Before construction is completed DATE: - this building will be inspected for compliance with Section 553.908 - l� I hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Energy Code. G'OD WE OWNER/ T: BUILDING OFFICIAL: DATE: DATE: - Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. - Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. 12/10/2017 5:21 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT 1, Title: THE GRAND CARLTON Bedrooms: 2 Address Type: Street Address Building Type: User Conditioned Area: 1446 Lot # Owner: Total Stories: 1 Block/SubDivision: -# of Units: 1 Worst Case: Yes PlatBook: Builder Name: WYNNE DEVELOPMENT Rotate Angle: 135 Street: WYNNE DEVELOPME 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: 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, ST_LUCIE_CO_INTL FL VERO_BEACH_MUNI 2 39 90 70 75 299 58 Medium BLOCKS Number Name Area Volume 1 Entire House 1446 11568 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 BEDROOM 234 1872 No 2 1 1 Yes Yes Yes 2 WIC 54 432 No 0 1 No Yes Yes 3 MASTER BATH 63 504 No 0 1 Yes Yes Yes 4 M.BATH 56 448 No 0 1 Yes Yes Yes 5 KITCHEN 172 1376 Yes 0 1 No Yes Yes 6 BATH 45 360 No 0 1 Yes Yes Yes 7 BEDROOM 2 204 1632 No 1 1 1 Yes Yes Yes 8 LAUNDRY 42 336 No 0 1 Yes Yes Yes 9 GREAT/DINING 526 4208 No 0 1 Yes Yes Yes 10 FOYER 50 400 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 40 ft 0 234 ft2 ---- 0 1 0 2 Slab -On -Grade Edge Insulatio WIC 1 ft 0 54 ft2 ____ 0 1 0 3 Slab -On -Grade Edge Insulatio MASTER BATH 9 ft 0 63 ft2 ---- 0 1 0 4 Slab -On -Grade Edge Insulatio M. BATH 8 ft 0 56 ft2 ---- 0 1 0 5 Slab -On -Grade Edge Insulatio KITCHEN 1 ft 0 172 ft2 ---- 0 1 0 6 Slab -On -Grade Edge Insulatio BATH 5 ft 0 45 ft2 ---- 0 1 0 7 Slab -On -Grade Edge Insulatio BEDROOM 2 34.2 ft 0 204 ft2 ___- 0 1 0 12/10/2017 5:21 PM EnergyGaugeO 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 8 Slab -On -Grade Edge Insulatio LAUNDRY 6 ft 0 42 ft2 ---- 0 1 0 9 Slab -On -Grade Edge Insulatio GREAT/DINING 47 ft 0 526 ft2 ---- 0 1 0 10SIab-On-Grade Edge Insulatio FOYER 7 ft 0 50 ft2 ---- 0 1 0 ROOF / Roof Gable Roof Solar SA Emitt Emitt Deck Pitch V # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Gable or shed Metal 1524 ft2 240 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 1446 ft2 N N CEILING # Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) BEDROOM 30 Blown 234 ft2 0.1 Wood 2 Under Attic (Vented) WIC 30 Blown 54 ft2 0.1 Wood 3 Under Attic (Vented) MASTER BATH 30 Blown 63 ft2 0.1 Wood 4 Under Attic (Vented) M. BATH 30 Blown 56 ft2 0.1 Wood 5 Under Attic (Vented) KITCHEN 30 Blown 172 ft2 0.1 Wood 6 Under Attic (Vented) BATH 30 Blown 45 ft2 0.1 Wood 7 Under Attic (Vented) BEDROOM 2 30 Blown 204 ft2 0.1 Wood 8 Under Attic (Vented) LAUNDRY 30 Blown 42 ft2 0.1 Wood 9 Under Attic (Vented) GREAT/DINING 30 Blown 526 ft2 0.1 Wood 10 Under Attic (Vented) FOYER 30 Blown 50 ft2 0.1 Wood WALLS Adjacent Space Cavity Width le Et In Height Et In Area Sheathing Framing. R-%/:;I,le ErqCtinn Solar AhSor Belo w Grade% 1 N=>SE Exterior Concrete Block - Ext InsiBEDROOM 4.1 9 0 8 0 72.0 ft2 0 0 0.5 0 _ 2 S=>NW Exterior Concrete Block - Ext InsfflEDROOM 4.1 18 0 8 0 144.0 ft2 0 0 0.5 0 3 W=>NE Exterior Concrete Block - Ext InsiHEDROOM 4.1 13 0 8 0 104.0 ft2 0 0 0.5 0 4 S=>NW Exterior Concrete Block - Ext InsMASTER BA 4.1 9 0 8 0 72.0 ft2 0 0 0.5 0 5 S=>NW Exterior Concrete Block - Ext InsuM. BATH 4.1 8 0 8 0 64.0 ft2 0 0 0.5 0 6 N=>SE Exterior Concrete Block - Ext Insul BATH 4.1 5 0 8 0 40.0 ft2 0 0 0.5 0 7 N=>SE Exterior Concrete Block - Ext Ind3ffDROOM 2 4.1 16 0 8 0 128.0 ft2 0 0 0.5 0 8 E=>SW Exterior Concrete Block - Ext InfiffDROOM 2 4.1 10 0 8 0 80.0 ft2 0 0 0.5 0 _ 9 SE=>W Exterior Concrete Block - Ext IndKDROOM 2 4.1 4 3 8 0 34.0 ft2 0 0 0.5 0 10 S=>NW Exterior Concrete Block - Ext InfiffDROOM 2 4.1 4 0 8 0 32.0 ft2 0 0 0.5 0 11 S=>NW Exterior Concrete Block - Ext InsLllAUNDRY 4.1 6 0 8 0 48.0 ft2 0 0 0.5 0 12 N=>SE Exterior Concrete Block - Ext InsGREAT/DINT 4.1 26 0 8 0 208.0 ft2 0 0 0.5 0 12/10/2017 5:21 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 WALL$ , ' Adjacent Space Cavity Width Height Sheathing Framing Solar Belo w 13 W=>NE Exterior Concrete Block - Ext Ins'i REAT/DINI 4.1 21 0 8 14 N=>SE Exterior Concrete Block - Ext Insul FOYER 4.1 1 0 8 15 E=>SW Exterior Concrete Block - Ext Insul FOYER 4.1 6 0 8 _16 N=>SE Exterior Frame -Wood GREAT/DINI 11 23 5 8 0 168.0 ft2 0 8.0 ft2 0 48.0 ft2 187.3 ft2 0 0 0.5 0 0 0 ` 0 0 0 0 ,q�0.5 ' '0 0.23 .� 0,(. DOORS # Ornt Door Type Space Storms U-Value Ft Width Height ov ,Area In Ft In pry 1 E=>SW Insulated FOYER None .28 3 6 8 20 ft2 WINDOWS Orientation shown is the entered orientation => changed to Worst Case. Wall V # Ornt ID Frame Panes NFRC U-Factor SHGC Overhang Area Depth Separation Int Shade Screening 1 W=>NE 3 Metal Low-E Double Yes 2 S=>NW 5 Metal Low-E Double Yes 3 E=>SW 8 Metal Low-E Double Yes 4 N=>SE 12 Metal Low-E Double Yes 5 W=>NE 13 Metal Low-E Double Yes 0.54 0.25 0.54 0.25 0.54 0.25 0.54 0.25 0.55 0.25 32.4 ft2 1 ft 0 in 6.9 ft2 1 ft 0 in 23.2 ft2 1 ft 0 in 36.8 ft2 1 ft 0 in 40.0 ft2 10 ft 0 in 1 ft 4 in Drapes/blinds 1 ft 4 in None 1 ft 4 in None 1 ft 4 in None 1 ft 4 in None Exterior 5 None None None None GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 315ft2 315ft2 24ft 8ft 11 INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000356 1349.6 74.09 139.34 .2669 7 HEATING SYSTEM ' # System Type Subtype Efficiency Capacity Block 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 0.85 1 sys#1 ,AN. 12/10/2017 5:21 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 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 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 6 320 ft2 Attic 80 ft2 Default Leakage Attic (Default) (Default) 1 1 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Cooling Jan He Jan Feb Feb H Mar M Apr I Ma X Jun [X Jul i l Jun [ l Jul [ ] Au rj AugJXJ Se Sep Oct Oct Nov Nov Dec Dec HDec VentinH Jan Feb LX1 Mar Apr May l Jun [ Jul [ ]] Aug Sep Oct lx� Nov Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 12/10/2017 5:21 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 •I TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: THE GRAND CARLTON Builder Name: WYNNE DEVELOPMENT Street: WYNNE DEVELOPMENT Permit Office: ST. LUCIE COUNTY City, State, Zip: FT. PIERCE, FL, Permit Number: Owner: Jurisdiction: Design Location: FL, ST LUCIE_CO_INTL 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/doorjambs and framing and skylights and framing shall be sealed. 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. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air 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 12/10/2017 5:21 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 ENERGYPERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 97 The lower the EnergyPerformance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2 7. Windows- Description a. U-Factor: Dbl, U=0.54 SHGC: SHGC=0.25 b. U-Factor: Dbl, U=0.55 SHGC: SHGC=0.25 c. U-Factor: N/A SHGC: d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: WYNNE DEVELOPMENT, FT. PIERCE, FL, New (From Plans) 9. Wall Types Insulation Area Single-family a. Concrete Block - Ext Insul, Exterior R=4.1 1250.00 ft2 b. Frame - Wood, Exterior R=11.0 187.33 ft2 1 c. N/A R= ft2 2 d. N/A R= ft2 10. Ceiling Types Insulation Area Yes a. Under Attic (Vented) R=30.0 1446.00 ft2 1446 b. N/A R= ft2 Area c. N/A R= ft2 99.23 ft2 11. Ducts R ft2 a. Sup: Attic, Ret: Attic, AH: Attic 6 320 40.00 ft2 12. Cooling systems kBtu/hr Efficiency ft2 a. Central Unit 34.8 SEER:15.00 8. Floor Types Insulation a. Slab -On -Grade Edge Insulation R=0.0 b. N/A R= c. N/A R= ft2 13. Heating systems a. Electric Heat Pump 3.586 ft. 0.250 Area 14. Hot water systems 1446.00 ft2 a. Electric ft2 ft2 b. Conservation features None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: Address of New Home% (1y�p S�S�a` City/FL Zip:,K-k. , kBtu/hr Efficiency 34.8 HSPF:8.50 Cap: 40 gallons EF: 0.97 Pstat THB STq��o��s+ 17 a-- 4 ,z WS *Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. **Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 12/10/2017 5:21 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 -CANNED, SY eLl eel .00 PA �- rN 04, (4 )T4 q� FILECU�1�- R MIN. SE FRONT SIDES CNR SIN REARZNG.� TECH._