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MiTek° Lumber design values are in accordance with ANSI/TPI 1 section 6.3 �� cw These truss designs rely on lumber values established by others. By & LUCIA CwaIVV RE: 74565 - Sedona Site Information: Customer Info: EDWARDS LANDING, LLC Proji Lot/Block: ' Subdivi Address: 3156-3166 Morningdew Lane City: FORT PIERCE State: I Name Address and License # of Structural Eng Name: John M. Foster - Architect Address: 11205 Ridge Ave City: Fort Pierce General Truss Engineering Criteria & Design U Loading Conditions): Design Code: FBC2014/TP12007 Wind Code: ASCE 7-10 Ro6f Load: 37.0 psf MiTek USA, Inc. 6904 Parke E��a66s11t Blvd. ;t Name: 3156-3166 Morningdew �atieL 3Moder ion: SEDONA eer of Record, If there is one, for the building. License #: AR0008511 State: FL (Individual Truss Design Drawings Show Special i Program: MiTek 20/20 7.6 Speed: 160 mph Load: N/A psf This package includes 8 individual, Truss Design Dirawings 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 T12713839 1 A 12/12/17 12 _ T12713840 I Al 112/12/17 13 T12713841 1 B 12/12/17 14 -I T12713842 I GEA 12/12/17 15 I T12713843 I V4 12/12/17 16 yI T12713844 I V8 12/12/17 7 - I T12713845 I VI 112/12/17 18 I T12713846 I VG 112/12/17 1 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, thej building designer shguld verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. DEC 16, 2017 PERMITTING St. Lucie County, FL .`%�`�O 39380 cc S TAT E OF : 44/ R Al'0���� Thomas A. Albani PE No.39380 MITek USA, Inc. FL Gert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 12,2017 Albani, Thomas 1 of 1 Job - Truss Truss Type aty Ply Sedona T12713839 74565 A SPECIAL 24 1 Job Reference (optional) -2-0-0 6-1-0-0 2.0, 6-10-00-0 11 4-2-0 25 01 4x6 = 5x6 4 3x5 3 5-11-9 7-7 sxs 11 4.00 12 6 3x5 5 26 16 3x5 18 17 3x4 II 5x12 MT18HS= 4.00 12 r.oeu s raug w — r mu ert muusmes, inc. i ue vec ¢ 10F/J:Bu zv 1 / rage I D:1 rBy73sLN6PTgDg3xFgX2KypcYO-G9DM3ylJ71ucDp95GStPHzf8f7B5SiYgfNHKxpy9iUh 28-4-7 34-4-0 38-6-0 i 45-4-0 117-4-0i 5-8-7 5-11-9 4-2-0 6-10-0 -0-0 7xl0 MT18HS= 3x5 27 7 14 3x5 5x6 C 8 3x5 9 13 12 5x12MT18HS= 3x4 I 34-4-0 Scale = 1:82.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Weil L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.64 15 >852 360 MT20 244/190 TCDL - 7.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -1.46 14-15 >372 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES W B 0.44 Holz(TL) 0.59 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.82 15 >666 240 Weight: 226 lb FT = 20% .LUMBER- BRACING - TOP CHQRD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-10-0 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-5-8 oc bracing. WEBS 2x4 SP No.3 *Except* ' 6-15,8-13,4-17: 2x4 SP M 30 REACTIONS. (lb/size) 2=1788/0-8-0, 10=1788/0-8-0 Max Horz2= 273(LC 10) Max Uplift2=-1040(LC 12), 10=-1040(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-25— 4160/2449, 3-25=-4092/2464, 34= 3849/2367, 4-5=-4990/3002, 5-26=-5305/3127, 6-26= 5252/3141, 6-27=-5252/3121, 7-27=-5305/3108, 7-8=-4990/3023, 8-9=-3849/2367, 9-28=-4092/2462, 10-28=-4160/2448 BOT CHORD 2-18=-2179/3882, 17-18= 2179/3882, 16-17=-2117/3839, 15-16= 2659/4952, 14-15=-2721/4952, 13-14= 2153/3838, 12-13=-2217/3882, 10-12 1-2217/3882 WEBS 6-15 1670/3040, 7-15=-194/527, 7-14=-524/372, 8-14=-556/1105, 8-13=-949/593, 9-13=-337/193, 5-15=-61/514, 5-16=524/359, 4-16=-534/1105, 4�17=-949/585, 3-17= 333/195 NOTES- ` 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; LDL—_3.0psf; h=13ft; B=95ft; L=48ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -2-0-9 to 2-8'-10, Interjor(1) 2-8-10 to 22-8-0, Exterior(2) 22-8-0 to 27-5-3. 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 for a 10.0 psf bottom chord live load nonconcurrerit with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=1040, 10=1040. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev, f0/03/2015 BEFORE USE Design valid for use only with MITek® 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 properly incorporate this design Into the overall bullding design. Bracing indicated Is fo prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW required for stability and to prevent collapse with possible personal Injury and propeity 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. Solely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job - Truss Truss Type city Ply Sedona T12713840 74565 • Al SPECIAL 18 1 Job Reference (optional) cnamoers i russ, inc., ron nerce, r� i -2.0-0 I 6-10-0 11-04 2-0-0 6-10-0 4-2-0 ' 24 01 4x5 = 4x5 3 5119 58- = 4.00 FIT 5x6 6 3x5 5 25 5x6 5_� < 4 51 14 6x8 = 15 3x5 17 16 3x6 II 5x8 = 4.00 12 ..................... I.,,. --- .- I --- ---....., . _n- . ID:irBy73sLN6PTgDg3xFgX2KypcYO-IMnkGlmxu3OTgzjlgAOegACLoXaAB4ypu11t3Fy9iUg 28-4-7 34-4-0 38-6-0 45-4-0 5-8-7 5-11-9 4-2-0 6.10-0 Scale = 1:81.5 3x5 26 7 5x6 8 4x5 9 27 d 13 3x5 70 Im 12 11 5x8 = 3x6 II 4x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deli Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.32 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.76 14-15 >612 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 HOrz(TL) 0.35 11 n/a n/a BCDL 10.0 Code FBC2014lTP12007 (Matrix-M) Wind(LL) 0.4214-15 >999 240 Weight: 223lb FT=20% DUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-7-13 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1496/0-8-0, 11=196910-8-0 Max Horz2=270(LC 11) Max Uplift2=-886(LC 12), 11= 1043(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shoyvn. TOP CHORD 2-24=-3350/1840, 3-24=-3288/1854, 3-4=-2986/1724, 4-5=-3625/20P2, 5-25=-3463/1806, 6-25=-3409/1820, 6-26=-3409/1801, 7-26=-3463/1787, 7-8=-2678/1I415, 8-9=-1111/609, 9-27=-1304/868, 10-27= 1318/814 BOT CHORD 2-17=-1645/3147, 16-17= 1645/3147, 15-16=-1510/2969, 14-15=-1706/3591, 13-14=-1154/2646,12-13— 429/1084,11-12=-772/1331,10-11=-77�/1331 WEBS 6-14=-874/1880, 7 14= 407/882, 7-13=-822/601, 8-13=-957/1617, BII-12=-11971780, 9-12=-1459/1973, 9-11 =-1 828/1503, 5-14=-344/397, 4-15=-195/6181 4-16=-649/376, 3-16= 392/247 1 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=13ft; B=95ft; L=48ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extertor(2) -2-0-9 to 2-8-10, Interior(1) 2-8-10 to 22-8-0, Exterior(2) 22-8-0 to 27-5-3 zone; cantilever right exposed ;C-C for members and forces & MW FRS 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. i 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=886, 11=1043. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 10/03,2015 BEFORE USE. " Design valid for use only with MITek® 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 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 iTe k' Is always required for stability and 10 prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and iruss 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 Job Truss Truss Type I Qty Ply Sedona T12713841 74565 • B COMMON I 3 1 - Job Reference (optional) Chambers Truss, inc., von Pierce, FL ,..,Y„ S,,,.y a,. ,,,.. us Oty x_P, ..yo , ID:1rBy73sLN6PTgDg3xFgX2KypcYO-DYL6Udm2&bZ61UMOIW8wglz6hmQchy9iuf 7-0-0 — 14.0-0 7-0-0 I 7-0-0 Scale = 1:23.2 4x6 = 2 4.00 12 12 13 14 11 3 1 4 2x3 I 3x4 = 3x4 = 7-0-0 14-M 7-0-0 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.14 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(TL) -0.09 4-10 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(TL) -0.02 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 46lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directlyapplied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-9-0 oc bracing. WEBS 2x4 SP No.3 RFACTIOPIS. (lb/size) 1=518/0-8-0, 3=518/0-8-0 Max Harz 1=77(LC 11) Max Upliftl=-545(LC 12), 3=-545(LC 12) FORCES.- (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -11 =-834/1657, 11-12=-780/1661, 2-12=-767/1670, 2-13=-767/1670, 13-14=-780/1661, 3-14=-834/1657 BOT CHORD 1-4= 1473/740, 3-4=-1473/740 WEBS 2-4=-625/276 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=13ft; B=95ft; L=48ft; eave=6fh Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 4-9-3,1Interior(1) 4-9-3 to 7-0-0, Exterior(2) 7-0-0 to 11-9-3 zone; porch left and right exposed;C-C for members and forces & MW FRS 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withlstanding 100 lb uplift at Joint(s) except Qt=lb) 1=545, 3=545. 6) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. Io Q WARNING - Verity design parameters end READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGE MIF7473 rev. 101032016 BEFORE USE Design valid for use only with MITek® 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 parameleirs and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord embers only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and grope damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeAN51/TPI l Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312- Alexandria, V ' 22314. ' MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job - Truss Truss Type City Ply Sedona T12713842 74565 • GEA GABLE 3 1 Job Reference (optional) i.nnmue,s nuss, .. ruu riu , r� -2-0-0 2-0.0 2 o,C 4.00 12 15 I D:1 rBy73sLN6PTg Dg3xFgX2KypcYO-DYL6UdmZfN8KS61 UOtvtMOIXlx1 nwgbz6hmOchy9iUf 14.M , 16-0-0 , 7-0-0 2-0-0 Scale = 1:29.9 4x4 = 5 4 6 3 IT---- 7 3x4 = 14 13 1 12 11 10 4-0-0 16 8 9 Io 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.02 9 n/r 120 MT20 244/190 _20.0 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.03 9 n/r 90 BCLL 0.0 ' Rep Stress Incr NO WB 0.09 Horz(TL) 0.00 8 Na Na BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 59lb 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. OTHERS _ 2x4 SP No.3 REACTIONS. All bearings 14-0-0. (Ib) - Max Horz2=-100(LC 10) Max Uplift All uplift 100 lb or less at joints) 14, 10 except 2=-278(LC 2), 8=-278(LC 12), 13=-121(LC 12), 11=-121(LC 12) Max Grav All reactions 250 lb or less at joint(s) 12, 13, 14, 11, 10 except 2=252(LC 1), 8=252(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-13=-120/289, 3-14— 143/268, 6-11 =-1 201289, 7-1 0=-1 43/268 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=13ft; B=95ft; L=48ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3) -2-0-9 to 3-0-0, lExterior(2) 3-0-0 to 7-0-0, Corner(3) 7-0-0 to 11-9-3 zone; porch left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to j ind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/fPl 1. 4) All plates are 2x3 MT20 unless otherwise Indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 14, 10 except at=lb) 2=278; 8=278, 13=121, 11=121. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. ' Design valid for use only with MITek® 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 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 temporary and permanent bracing M!Te k' Is dlways rnuired 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 Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 2231A. Tampa, FL 33610 Job - Truss Truss Type Qty Ply Sedona ` T12713643 74565 V4 VALLEY 6 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL I I.mu s Aug 16 20i i Mff ex inausrries, Inc. rue Dec i2 i 3:4e:42 2017 rage I D:1 rBy73sLN6PTg Dg3xFgX2KypcYO-9wStvJogB_O1 hQStVIyLRpgxikjCObRFa_FXgay9iUd 2.0-0 1 4-0-0 2-0-0 3 6 = 2.0-0 Scale = 1:7.7 4.00 F12 I 2 3x4 4-0-0 4-0-0 3x4 Plate Offsets (X,Y)-- f2:0-3-0 Edge) I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) n/a n/a 999 MT20 244/190 TCDL - 7.0 Lumber DOL 1.25 BC 0.10 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress [nor YES W B 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix) Weight: 9 lb FT = 20 % LUMBER - TOP CHOfjD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=82/4-0-0, 3=82/4-0-0 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Max Horz 1=-12(LC 10) Max Upliftl= 43(LC 12), 3=-43(LC 12) i FORCES.- (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when sho�n. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=13ft; 13=95ft; L=48ft eave=6fh Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed 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. 1 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) "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 MrTEKREFERANCE PAGE M11-7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with MITek® 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 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 temporary and permanent bracing MOW Is dways 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 Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job - Truss Truss Type Qty Ply Sedona T12713844 74565 V8 VALLEY I 6 1 Job Reference (optional GnamDerS iruss, inc., ron rierce. rL ,...�..-,.,.a �.. �..�. �..��,.�. .___.._ .- ._.._. .---.. . ___ . ID:trBy73sLN6PTgDg3xF932KWp YO-9wStvJog6_01hQStVIyLRpgtQkiBOaHFa_FXgay9iUd 4-0-0 4-0-0 Scale = 1:14.9 4x4 = y 4.00 12 2 3 1 4 - 3x4 % 2x3 11 3x4 8-0-0 8-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(fL) n/a n/a 999 BCLL - 0.0 " Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight: 23 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 Rl ACTIONS. (lb/size) 1=110/8-0-0, 3=110/8-0-0, 4=239/8-0-0 Max Horz 1=-34(LC 10) Max Upliftl= 70(LC 12), 3=-70(LC 12), 4= 104(LC 12) Max Gravl=110(LC 1), 3=112(LC 18), 4=239(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when WEBS 2-4=-162/252 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BC Exp C; Encl., GCp1=0.18; MW FRS (directional) and C-C Extedor(2) zone;C-C for rp( Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent w 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of with 4=104. 7) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the al BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. )sf; h=13ft; B=95ft; L=48ft; eave=6ft; Cat. II; and forces & MW FRS for reactions shown; any other live loads. is where a rectangle 3-6-0 tall by 2-0-0 wide will 100 lb uplift at joint(s) 1, 3 except Qt=lb) and design of this truss. 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® 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 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 temporary and permanent bracing M!Tek' Is dlways 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 Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job - Truss Truss Type i Qty Ply Sedona T12713845 74565 • V12 VALLEY 6 1 Job Reference (optional) i.nanma�s Huss. mc., —, nay , I IDArBy73sLN6PTgbg xFgX2KypcYO-hkuUhznBQgGA4GtgxaR6vbHk4KNff7v6LKW_88y9iUe 6-0-0 12-0-0 6-0-0 6-" Scale = 1:19.4 I I 4X4 = 4.00 12 10 3 11 2x3 II I 42x3 I 2 125 9 • 1 I 8 7 6 - 3x4 2x3 I 2x3 11 2x3 I I 3x4 12-0-0 I 12-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 38 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHOEID 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 12-0-0. (lb) - Max Harz 1=-56(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 7 except 6— 149(LC 12), 8=-149(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 6=255(LC 18), 8=255(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 4-6=-183/276, 2-8=-183/276 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=13fh B=95fh L=48ft eave=6fh Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-10-13 to 5-8-6, Interior(1) 5-8-0 to 6-0-0, Exterior(2) 6-0-0 to 10-9-3 zone;C-C for members and forces & MW FRS for reactions shown; LumberDOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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 betw6en the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 7 except Qt=lb) 6=149, 8=149. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the ahafysis and design of this truss. 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MO-7473 rev. 1010312016 BEFORE USE Design valid for use only with MITek® 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 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 temporary and permanent bracing M!Tek' Is always rgquired 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, seeANS1/TPl I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avollable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type aty Ply Sedona T12713646 74565 VGE GABLE 3 1 ' Job Reference (optional) unameers iruss, inc., rmr riyrce, r� ID:1rBy73sLN6PTgDg3xFgX2KypcYO-d70F6fpSylWuJa133?Ta_ON5F84R71cPpe75C0y9iUc 7-10.0 7-10-0 Scale = 1:25.3 4x4 = 4 4.00 12 I 3 I 5 2 6 13 14 • 7 1 3x4 % 12 11 10 9 8 3x4 15-8-0 15-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) I Weight: 54 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 M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 15-8-0. (lb)- Max Horzl=-77(LC 10) ` Max Uplift All uplift 100lb or less atjoint(s) 1, 7, 10, 11, 9 except 12= 136(LC 12), 8=-136(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 7, 10, 11, 12, 9, 8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; B Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-10-13 to 5-1 12:7-3 zone;C-C for members and forces & MW FRS for reactions shown; Lumber 3) All plates are 2x3 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of Witt Qt=lb) 12=136, 8=136. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the =3.Opsf; h=13ft B=95fh L=48ft; eave=6ft; Cat. II; Interior(1) 5-10-0 to 7-10-0, Exterior(2) 7-10-0 to =1.60 plate grip DOL=1.60 any other live loads. is where a rectangle 3-6-0 tall by 2-0-0 wide will 100 lb uplift at joint(s) 1, 7, 10, 11, 9 except and design of this truss. 0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE, Design valid for use only with MiTek® 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 vedfy 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 and/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, 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 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 14-1 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-1/11. 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 MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular --to-slots Second dimension is - the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING 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 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 8 7 6 5 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_ 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 M'13Tek" MITek Engineering Reference Shee4: 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 19% 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 isto- Comber 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. 15. 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. John M. Foster - Architect Member - American Institute of Architects - LEED AP 11205 Ridge Ave. Fort Pierce, Florida 34982 Florida Reg. No. 8511 Planning & Development Services Building & Code Regulation Division 2300 Virginia Avenue Ft. Pierce, Florida 34982 Architect's Reply to Permit Review Sedona Multi -family project Permit # 1710-0073 December 19, 2017 Notes below are listed in order of the Review Memo dated 12-05-17. DEC 19 2017 PERMITTING 5t. Lucie County, FL 1) Design Load Compliance Sheet: Exposure Category "B" marked w/ "X" as shown on initial & revised submission, Zone 1 & 2 filled out in re -submission, 2016 Supplement to the 5th Edition (2014) Florida Building Code does not affect this submission, wind pressures shown as derived from ASCE 7-10, 3156-3166 Morningdew Lane address revised. 2) Fire sprinkler plans to be delivered under separate cover. 3) Soil testing conducted per FBC 21 !Section 1803 under separate cover. See Note 2 for Fire sprinkler plan. 4) See Cover Sheet for liquid applied flashing materials & (added) Detail I/A-5 for liquid applied flashing installation. See Detail E/A-3 for gable end to wall flashing detail 5) Truss Engineering re -submitted under separate cover, address & project description revised. 6) Site portion of Fair Housing Act submitted under separate cover. 7) Revised PGT HR-5410 cut sheet attached. 8) Energy Code re -submitted under separate cover. 9) Table 503data on Cover Sheet revi�!ed to "VA." 10) Revised MEP Plans submitted under separate cover. 11) Note added to Detail "E/A-3" showing HardiPlank lap siding flashing & fastening requirements per FBC Sections 1404.10 & 1405.16.2 & ASTM 1186. FBC 2014 Section 1405.16.2 Lap siding. , - Fiber -cement lap siding having a maximum width of 12 inches (305 mm) shall comply with the requirements of ASTM C 1186, Type A, minimum Grade 11. Lap siding shall be lapped a minimum of 11/4 inches (32 mni) and lap siding not having tongue -and -groove end joints shall have the ends sealed with caulking, covered with an H-section joint -cover, located over a strip of flashing or shall be designed to comply with Section 1403.2. Lap siding courses shall be installed with the fastener heads exposed or concealed in accordance with the approved manufacturer's instructions. Sedona Project - Architect's Reply to Permit Review 12/5/17. 1 r 12) Roof insulation Note revised on 'Sheets A-3 & A-4 to indicate R-30 (per Energy Code). Notes added to Sheets A-3 & A-4 indicating R4.1 FiFoil radiant barrier insulation installed between exterior wall furring strips & finish drywall. If there a`e-a° Lions regarding th's reply to building department Comments, please cont C rr. a�'s dis M,a o e. q: °, ' 0. F0,9 9 Jo%. ;�. foster• Sedona Project - Architect's Reply to Permit Review 12/5/17 2 II John M. Foster - Architect Member - American Institute of Architects - LEED AP 11205 Ridge Ave. Fort Pierce, Florida 34982 Florida Reg. No. 8511 Planning & Development Service Building & Code Regulation Divisio 2300 Virginia Avenue Ft. Pierce, Florida 34982 Architect's Reply to Permit Revi Sedona Multi -family project Permit # 1710-0073 November 21, 2017 " im a �ry NOV 2 9 2017 BY........................ Notes below are listed in order of the Review Memo dated 10-24-17. 1) Building areas revised on cover sheet, A-2. 2) Updated Design Load Compliance sheet attached. 3) Reference to Townhouse removed from plans. 4) Fire sprinkler plans attached. 5) Review of structural design criteria I indicates that a soil pressure of 1500 psf will suffice for this single story building. Note on Cover Sheet has been revised to indicate assumed 150.0 psf soil loading. Therefore, no soil test is required. Compaction testing will be undertaken for each structure on this site. 6) Window Note on Cover Sheet revise to indicate 160 mph wind zone. 7) Note added to Cover Sheet indicating stucco per FBC 2014 Section 2512.1 & ASTM C 926 8) Entry porch drip -edge detail revised, (Wall flashing detail added to Sheet A-3. 9) Gypsum application note revised on Cover Sheet. 10) Sliding glass doors omitted, replaced with non -impact rated horizontal rolling window w/ demountable storm panels. Reference on Sheet A-2 revised to indicate FBC 160 wind zone requirements. 11) Per FBC Table 722.2.1.1 (below) limestone (carbonate) aggregate concrete block must have an equivalent thickness of 4.6" in order to achieve a two hour fire rating. TABLE! 722.2.1.1 MINIMUM EOUIVALENT THICKNESS OF CAST -IN -PLACE OR PRECAST CONCRETE WALLS, LOAD -BEARING OR NONLOAD-BEARING MINIMUM SLAB THICKNESS (inches) CONCRETE , FOR FIRE -RESISTANCE RATING OF ,.2 TYPE ___r_._._.._....,._.....__,._.__..___-____ _...._ _ __. i 1 hour T 11/2 hours 2 hours 3 hours 4 hours Siliceous _._._..-__._._..._..__..._......._........._.. _�_..._..._.._.._.____.___._._.._.__.._.._..._.._.......-.._..____..._._..,......._.........._....._ _.___-.._..._ �.____W___...._t_---__ 3.5 4.3 ! 5.0 6.2 ! 7.0 Carbonate .._......___...._..___......_._......... _.....__.._....__.............._..._.............._...._...._..................._........... ...................................................._......._.a._........_.......__.._._..._. 3.2 4.0, d.6 5.7 6.6 ` .............. _............ -....._..__..... -__..................... .._...... Sand -lightweight _._....._.._... ...._ _.h___.._......__.__. _.......... _..._._.............. _......._......_................_- ... ._.................... .._....._......................... .............. ....... _................_..............._............__..................... ._..._- .. 3.8 4.6 5A .. U eig t __._....._Z.7._..._.-._�.. ............... ..._..-_..._........._.........._....... ..................._............ . 3.6 1 44 5.1 - I Sedona Multi -family project - Architect's Reply to Permit Review 1 I I I I Maschmeyer standard concrete block; limestone aggregate has an equivalent thickness of 3.62" Project Number. Report Number: 9309345 Date: 715/2017 REPORT OF LOADBEARING CONCRETE MASONRY UNITS (ASTM C-140) Client: MA5CHMEYLR VERO BLOCK Project: ANNUAL PRODUCT QC Description of Units: REG 8X8x16 Type of Aggregate: Limestone I Age at time of Compression Tests (days): 28 Date Cast: 6J1J2017 Date Tested: 612912017 Tested By: AL RESULTS OF COMPRESSION TESTS Gross Area Gross Net Area Net Compressive Compressive Test No. Total Load (i6s.) (sq.ln.) Compressive I (sq.in.) Strength (psi) Strength of Strength (psi) Masonry, I'm (psi( 1 232,420 1193 1 1,950 57.8 4,020 2,490 2 187,660 119.3 1,570 57.7 3,250 3 213,860 118,9 1;800 54.0 3,960 Average 211,313 119.1 11,770 56.5 3,740 ompressive strength of masonry per ACI 530.1-02/ASCE 6-021TMS 602.021Table 2/Type M or S Mortar RESULTS OF ABSORPTION TESTS Absorption Moisture Content Received Weight Test No. Unit Weight (pd) Weight Class. Abe Irption (pci) ( ) of Total Absorption {Ibs.j 4 12019 Medium I10.8 8.9 29.0 31.75 5 121.3 Medium 1 10.7 8.8 31.4 31.65 6 128.3 Normal I , 11.7 1 9.1 1 32.4 13130 Req. Max, - - 115.0 - - - Average 123.5 Medium 1 111.1 1 9.0 1 30.9 31.57 RESULTS OF PHYSICAL REQUIREMENTS Average Width Average Height Avenge LengthAverageAverage Minimum Average Equivalent Test No. (in.) (in,) �I (in.) Minimum FST Wi (in.) Web Thickness (in.) 4 7.640 7.650 15.610 1.29 1.05 2.43 5 7.650 7.600 15.590 1.27 1.05 2.43 6 1 7.620 7.580 15.600 1.29 1.05 2.43 Averse 7.637 7.610 15.600 1.28 1.05 2.43 Average Equivalent Thickness: 3.62 Fire -Resistance Rating (hours): 1.66 'Fire-Aesistance Rating is based on a direct Interploation of Table 721.32 minimum equivalentthicicness (incises) of Bearing or Non -Bearing concrete 722.3.2.1 Finish on nonfire-exposed side. Where plaster or gypsum wallboard is applied to the side of the wall not exposed to fire, the contribution of the finish to the total fire -resistance rating shall be determined as follows:, The thickness of gypsum wallboard or plaster shall be corrected by multiplying the actual thickness of the finish ay applicable factor determined from Table 722.2.1.4(1). This corrected thickness Sedona Multi -family project - Architect's Reply to Permit Review 2 of finish shall be added to the equivalent thickness of masonry and the fire - resistance rating of the masonry and finish determined from Table 722.3.2. TABLE 722.2.1.4(1) MULTIPLYING FACTOR FOR FINISHES ON NONFIRE-EXPOSED SIDE OF WALL TYPE OF AGGREGATE USED IN CONCRETE OR CONCRETE MASONRY Concrete: sand- lightweight ��- ---- -� Concrete: Concrete: Concrete Masonry: Lightweight TYPE OF FINISH APPLIED TO siliceous I clay ( Concrete Masonry. Concrete Masonry: CONCRETE or carbonate tile, hollow clay i concrete masonry concrete masonry Concrete OR CONCRETE MASONRY brick; units of { units WAIL Masonry: concrete masonry expanded shale, of expanded slag, siliceous or units of + expanded expanded clay, or expanded shale and clay, expanded slag, ; ' pumice solid slay brick <20% or sand pumice < 20°!o sand -------- - Portland cement -sand plaster ---- 1.00 -- ---------- - -+-- 1 0.75a ------.......... - 0.75a 0.50a Gypsum -sand plaster 1.00 _ 1.00 1.OD ........... _._.._..._.............- Gypsum-vermiculite or perlite .---.---_1.25...__.._.._._....... 1.75 _.u�.. ..._......_..........—-.._...-- I 1.50 ....--....................._.....--- - 1.25 ------------- 1.25 plaster ;Gypsum wallboard 3.00 2.25 2.25 2.25 Revised party wall Detail C/A-4 shows 1/2" gypsum drywall extending from the floor floor slab into the attic & sealed to the poured concrete rake beam. With a multiplying factor of 3.00, the drywall adds 1.5" to the 3.62" equivalent thickness of the concrete block the assembly equivalent thickness = 5.12", sufficient for a calculated fire rating of 2 hours. Additionally, per Table 722..2.1.4(2) the 1/2" gypsum drywall on the fire exposed side adds an additional 15 minute rating, for a total calculated rating of 2 hours, 15 minutes. 12) ASCE 7-10 & basic Wind Speed revised on Sheet A-2. 13) Project address revised on Cover Sheet, occupancy revised to R-2 dwelling units, Construction Type VA - sprinkled. Original signed Truss engineering (in triplicate) attached to re -submission. 1 14) Address changed on Plans to address assigned at time of Permit Application. 15) Finish Schedule shown on Sheet A-3 has been revised to include testing and finish classifications. Table 803.9 attached below indicates a requirement for "C" finish for ' R-2 sprinkled occupancy, "B" & "C" for un-sprinkled. Other than the fiberglass tub, all finishes : floor, wall & ceiling are Class, "A'. Sedona Multi -family project - Architect's Reply to Permit Review 3 ' I TABLE 803.9 . INTERIOR WALL AND CEILING FINISH REQUIREMENTS BY OCCUPANCY}` SPRINKLERED1 -- - NONSPRINKLERED Corridors and - Corridors and enclosure for enclosure for Interior exit stairways, exit Rooms Interior exit stairways, Rooms exit! GROUP interior and interior exit ramps and and exit ramps and exit access enclosed exit access f enclosed passageways*• b stairways and exit access spaces'- passagewaysa, b stairways i spaces° and exit access A-1 & A-2 A-3f, A-4, - - g-i ramps --._...__...._._.. I .---..._._.._._____._._._.._._. _. A ramps Ad B© A-5 B B C A Ad i C _..._._..- .................... _..--- ..... --- ............ - — — ......... ....- -------..._._... -..... --....-.__.._..._._............_.....-........_._...— - -I.. --...--........-- ...-- B, E, M. R- B C I C A B c R-4 B C C A I B B F C c—-----C- BI C i C H B B 11 Cg A A B -- W� 1-1 B c I G- A B B _._...__..._..�....{_.._.__.__........_.._........._.__...__._...__•__.__ Bb. .-_........ - - . 1-3 _.... _._-__._._..............-g_..._.._........._........_. _._... _. A ------8-------- ... _. -__._. _B._.-... .. AI - I ---8 _L ...... C - . -......................._............_...__..._._..... -- --- A -- - -----.._t__...__...__....-......._... A --- --B -- -4 B}',' A A I B R-2 C C C B B I c 16) Ventilation rates noted on Sheet AI2 are now calculated per FBC 2014Mechanical Volume, Table 403.3. 1 TABLIE 403.3--continued MINIMUM VENTILATION RATES i OCCUPANCY CLASSIFICATION f OCCUPANT DENSITY #/1000 FT2 a -- _- --- - -- - PEOPLE OUTDOOR AIRFLOW RATE IN BREATHING ZONE, Rp CFM/PERSON AREA - OUTDOOR AIRFLOW RATEIN BREATHING ZONE, i RaCFM/FT2 a I --- EXHAUST AIRFLOW RATE CFM/FT2 a ' Private dwellings, single and --------- -- ------------------- ----- -- multiple Garages, common for multiple - — — 0.75 unitsb Garages, separate for each - - 100 cfm per car dwellingb Kitchensb - - - 25/100f Based upon number ofi Living areas° bedrooms. First 0.35 ACH but not less than 15 _ _ bedroom, 2; each additional cfm/person bedroom, 1 Toilet rooms and bathrooms* - - - 20/50f 17) Stucco soffit detail added to Sheet A=,1. 18)Storm panel note deleted from Sheet A-4, refer to Cover Sheet for design parameters. Shingle note revised to 160 mph. Sedona Multi -family project - Architect's Reply to Permit Review 4 i I 19) Note regarding gluing plywood Iroof sheathing removed from Cover Sheet, not required by FBC 2014. 20) Revised Energy Code forms attached (in triplicate) to re -submission. 21) Updated PGT Product approval attached (in triplicate) to re -submission. 22) Vinyl dividers removed from Plans If there are any questions regarding thL reply to building department Comments, please contact me as listed above. Sedona Multi -family project - Architect's Reply to Permit Review 5 ' Pianrting 8 DevetApmentSeivices 3uild100&.ade Regulaiivn ptvtsfon 3300 Virginia Avenue i=ork Pierce; FL:: 3496... Phone:(772)46272972 Fait:(77`2)462.6 _ ' PE REVIEW COMMENTS (2) INCOMPLETE Joe REVIEW COMMENTS 12/5/2017 Page 2 Comment: " CERTIFICATION FOR DESIGN LOAD COMPLIANCE SHEETS " ARE INCOMPLETE' EXPOSURE CATEGORY NOT FILLED OUT/ZONE 1 AND 2 DESIGN PRESSURES ARE NOT FILLED OUT, ARE THE 2016 SUPPLEMENTS 1`�`. ' FROM AS E7-10 AS THERE WERE NO SUPPLEMENTS TO THE 5TH EDITION OF THE FLORIDA BUILDING 10/24/2017 CODES * SECOND REVIEW "" THE WIND LOAD SHEETS STILL STATE 2016 SUPPLEMENTS AND THE DESIGN RESSURES MUST BE GENERATED FROM ASCE7-10 CRITERIA NOT THE RESIDENTIAL CODE' ARCHITECT TO INCLUDE THE BUILDING ADDRESS ON THE WIND LOAD SHEETS [ NOT S. 25T'i STREET ] • Comment:.-. PROVIDE FIRE SPRINKLER PLANS IN TRIPLICATE FROM YOUR FIRE SPRINKLER CONTRACTOR WITH 10/24/2017 \\ CRITERIA PER FBC 903.3 ` ENGINEER TO MODIFY THE PLAN NOTE IN THE DATA BOX TO SPRINKLED SECOND REVIEW •"' DID NOT RECEIVE - Comment: SUBMIT AN ORIGINAL SIGNED, SEALED AND DATED SOIL TEST CONCURRING WITH THE 2500 PSF AS STATED WITHIN THE NOTESIFOR THIS BUILDING ` AND FBC 1803.1 - DESIGN LOAD COMPLIANCE SHEET .- 16/24/2017 STATES 1500 PSF FOR BEARING PRESSURE' ENGI "• SECOND REVIEW "" DID NOT RECEIVE [ PROJECT NOTES BY ARCHITECT STATE THAT THE DESIGN 1500 P.S.F. SHALL BE VERIFIED BY A ` TESTING AGENCY ] FBC CHAPTER 181 SECTION 1803 REQUIRES SOIL TESTING UNLESS WAIVED BY THE BUILDING OFFICIAL [ TEC ENGINEER TO SHOW CONDITIONS PER FBC EXCEPTION ] Comment: ARCHITECT TO PROVIDE FLASHING DETAILS ON PLANS FOR ALL EXTERIOR WALL AREAS AS DESCRIBED M/24/2017 IN FBC 1405.4 '••' SECOND REVIEW **** SHOW DOOR AND. WINDOW, FLASHING DETAILS ON PLANS FOR THE PERIMETER OF DOORS AND WINDOWW Comment: THE ROOF TRUSS ENGINEERING CUT SHEETS FROM CHAMBERS TRUSS MUST BE ORIGINAL �r SIGNATURED BY THOMAS Al BINI, STATE THE CORRECT ADDRESS ON C -3166 10/25/2017 MORNINGDEW LANE, HE IB ]VISION IS SEDONA, THESE UNITS ARE NOT TOWNHOMES AND A E ✓ ( y 5�., UETMIF1E - MWELLING UNITS, INCLUDE THE STRUCTURAL ARCHITECTS'INFO IN SECOND BOX. PLEASE RE -SUBMIT IN TRIPLIICATE ORIGINAL FORMAT... DID NOT RECEIVE "` Comment: FIRST ADDENDUM TO ORIGINAL COMMENTS DATED 10/26/2017: ARCHITECT TO DESIGN A FAIR HOUSING PLAN AS PER THE GUIDELINES STATED IN FBC ACCESSIBILITY, SECTION 1 . SHOW THE LOCATION OF THE ACCESSIBLE PARKING" SPACE W/ DIMENSIONS AND THE R 19 10/26/2017 WITH THE [ 7 ] REQUIREMENTS AS ITEMIZED WITH THE FAIR HOUSING ACTS DESIGN AND CONSTRUCTION MANUAL' ALL ITEMS MUST BE SHOWN ON PLANS _. FOR REVIEW' 12/5/2017 Comment:') THE PRODUCT APPROVAL ELEVATION FOR THE HORIZONTAL ROLLER IS INCORECTLY HIGHLIGHTED . 12/5/2017 Comment) OWNER / AGENT NEEDS TO SIGN THE ENERGY CALCS AND FILL OUT THE EPL CARDS •� /' 12/5/2017 Comment:1) TABLE 503 DATA ON V1.1 IS NOT TYPE VA / SHOULD BE V-B [ UNPROTECTED] 12/5/2017 ,,j Comment:i,b).M.E.P. PLANS MUST MATCH THE FAIR HOUSING AND STANDARD FLOOR PLANS Comment: ARCHITECT TO DETAIL THE IN, OF THE HARDIE PLANK LAP SIDING ON/PLANS PER FBC. 12/5/2017 06�1404.10, AND 1405.16.2- SHOW THE REQUIRED NAILING TO MEET THE DESIGN WIND SPEED AND EXPOSURE 12/512017 .E6mment.j2) PLAN INSULATION FACTORS MUST MATCH THE ENERGY CALCS ' PLANS STATE R-38 ATTIC AND R-5 ON EXTERIOR. WALLS 12/5/2017 Comment: COMMENTS E-MAILED AS OF TIHIS DATE 12/5/2017 Comment: CONTRACTOR TO PAY THE RE -REVIEW FEES AND REMAINDER OF THE ORIGINAL PLAN REVIEW FEES UPON RE -SUBMITTAL PLANS EXAMINER ELECTRIC COMPLETE Walter Pride 11/1/2017 11/1/2017 11/1/2017 Comment: PLANS EXAMINER MECHANICAL COMPLETE Carl Peterson 10l30/2017 10/3112017 10/31/2017 Comment: PLANS EXAMINER PLUMBING COMPLETE Greg Smyth 10/26/2017 10/26/2017 10/26/2017 Comment: t _DNS EXAMINER REVIEW COMPLETE Joe Cido 10/25/2017 12/5/2017 12/5/2017 Comment: Project Name: '� e Project Address i Planning & Development Services Department Building & Code Regulations Division 2300 Virginia Avenue, Fort Pierce, FL 34982 - (772) 462-1553 Certification for Design Load Compliance i Permit #: Occu Iu Type: Construction Type: \l �, I « INSTRUCTIONS FOR USE: • This certification must be completed,'signed, and sealed by the design professional of record. • Submit J(2) copies for residential, (3) copies four commercial with all permit applications involving the following: o New Residences (single or multi -family) o Residential Addition I o Any accessory structure requiring a building permit o Any non-residential structure. * Note: Form not required for interior renovations provided that no exterior structural elements are affected and certain minor building permits at the discretion of'the local building official. Contact the # above for questions. DESIGN PARAMETERS AND ASSUMPTIONS USED: (complete all that apply) 1. DESIGN CODE: Florida P 14, Cod i Fifth Edition with 20_ j Cip Supplements using ASCE 7-10 2. Structure Designed as (check one): ✓ Enclosed Partially Enclosed `� Open Lcwr 3. Risk Category: _I II III IV Exposure Category: �B C D 4. Design Wind Velocity mph ASD LRFD End Zone Width: _ ft 5. Mean Roof Height ft Roof Pitch: 4 :12 Parapet: <D ft 6. Components & Cladding Design Pressures Used: (PSF, based on 10sgft @ 15'MRH, clearly label on all plan openings): Zone �11EI-73��39Z e 2:It `� ai Zone 3 - one 4: ( - 60 Zone 5:4-' (;PZGarage: 7. Design Loads: Floor: PSF Roo ea : PSF Roof/Live:9_0 Balcony: PSF Dock: PSF Deck: PSF Stairs: PSF Fence: PSF Railings: PSF 8. Were Shear Walls Considered For Structure? I✓ Yes Not Applicable Explain Why Not: " I 9. Is A Continuous Load Path Provided? ✓Yes Not Applicable Explain Why Not: I 10. Design Soil Bearing Pressure: Oea PSF , Soil Test Reports Submitted? Yes i DESIGN PROFESSIONAL CERTIFICATION STATEMENT: I certify tha$�rb4sfia knowledge and belief, the attached plans & specifications have been designed to comply i f,�he applPcab es yu �ural portions of the building codes currently adopted and enforced by St. Lucie Coun also ce� t$atst uc r I=elements depicted on these plans provide adequate resistance to the design forces. orce pecifi Print Name Cert # & Co. Cert Auth. ` Aid® Signature, D t Rafa!Sea")a��'�— �� � 1�- � Ir' � �i �'�� LQ /7 Company Name &Address Revised 07/25/2014 �CADDtools Design Pressure results 12/19117, 2:35 AM r • ASCE7-10 Wind load Program (30.4 Part 1: Low -Rise Building Wall Components and Cladding) Wall Components and Cladding (Mean Roof Height h <= 6o ft) Project: Sedona John M. Foster - AIA Input: ASCE7-10 Strength Design Load & Allowable Stress Design Wind Speed = 16o mph Building Exposure = B (Urban. & Suburban areas) 'Internal Pressure Coefficient GCpi = 0.18 Enclosed Building 0 > Roof angle is greater than lo° KZT = 1. o o KD = 0,85 Mean Roof Height =15 ft output: _Velocity Pressure Exposure Coefficient "Kz max." = 0.7 Per Table 30.3-1, page 317 LRFD (Load Resistance Factor Design) Velocity Pressure (qh LRFD) = 38.99 psf = .00256*Kz*Kzt-`1Cd*V^2lb/ft^2 Per eq.30.3-1, page 316 ASD (Allowable Stress Design) Velocity Pressure (ghASD) = 23.4 psf = .00256*Kz*Kzt*Kd*V^2*0.6 lb/ft^2 t.RFD (Load Resistance DASD (Allowable Stress (Per Figure 30.4-1, Page Factor Design) Design) _ IL ributary= Positive; � egative' � egative ositive' Negatives FExterrnal,Pressure Negative g Coefficients - 4 Area Sq Feet Zone & 4 5 Center Zone 4 t Corner l Zone 5 Zone 4& 5 Center Zone 4; Corner ;___.._.______. .....__._.......___..-..___._...._..__._,....._. . s , ? Negative; Negative; Zone 5 Posititi e Center P sf sf P 1 sf P 1 ' sf P 1 sf ' P ; sf ; Corner P. GCP 12...... i...._..46._°.._......_...._.-49_�9......; -61.6 ' ....._.._..__._.......__._....._3. 27.6 $ _...._......_..._.............IL.........................; -29.9�-37.0�i -�.10 -1.40 26.4 i ... _ ., -28.7 i ..__.....w..... -34.5 0�95 -1.05 -1.2g 50-27.y._.....5_ ...31 2.._.' ..a 88......_ ..°.9�_..� ...._ x.15 ..' _100 ft2 µ ! 39.1 ...___ 43-0 -47.8 23.5 __.._.._.v._ -25 8 28 7 0.82 -0.92 i o _.... _ I 0..870 ...... 200ft2 50o ft2 . .3 8 ?o. .. ...._.. _. .._.! ._.-_00.8 _7_. .94° 29.. 1®_ft2 1._46.0 ; 49.9_... 6 a a7.6. -. 9.-9.. JFToo7 _. _. _ .. _. _ . .._..'37.0 Least Width = 32 ft a = 3.2 ft (Zone 5) 105"o, of least width or 0.4h, whichever is smaller but not less than 3ft. Presented by CADDtools.com littp://www.caddtools.com/CTcalculatel0.php Page 1 of 12/19/17, 2.35 AM CADDtools Design Pressure results PLAT AO,OP GAke ROOF(0!�L 7*) . I ZONES ZONE 5 HIP ROOF.(0-1271 http://www.caddtools.com/CTcalculatelO.php Page 2 of 2 Wind EX SSC v65 .r...... ...._..._...... _........... ......._._..-........_.....................-..__.. _.......... I�AnUWOrjlrf�tact En Contractor City: Contractor State: FL 0giVrf bPne #: Sedona - _ 9 Project Address: St. Lucie County, Florida Project City: Project State: �/ FL Project #: 43088-12479166671 Input Description Value - Exposure Category: do i What is exposure? Enclosure Type: Enclosed 1 Ikk What is enclosure? Ultimate Wind Speed, V„it = 160 mph Help me with this? K - d—_._._ 0.85 ; What is K_d? Roof Type: __._ __ Gable — Roof Pitch = 4 :12 18.43 degrees - Mean Roof Height, h = 15 ft How to estimate Minimum Bldg Dimension, L = 32 ft How to estimate End Zone = 3.2 ft Zone ASD Wind i Elevation Mark # Width Height i Pressures i (ft) (Designation) (in) (in) Help, Shutter? Qty (0.6 * Vuit = i Vasd) 15.0 Roof - Zone j 3.0 4.0 f - i _..._....' 1 +16.0C -25.29 2 15.0 Roof - Zone ]-4.0 �. ' 16.00 -44.02 - - ^3.0 - -_ -- i 3 16.0C -65.10 15.0 Roof - Zone : 3.0 4.03.. ____ - 4 � q _.. _-._. �1 -- - +999. -999.9 -- -- . __-� --... _- ---- -- - - -=— - - --=- 5 ----___.___...__.._. - _._. 1Y4..� - _..--- ------ -._...... ) +999. c -999.9 https://www.engineeringexpress.com/caIcuIators/WindEX/caIc.htm 12/19/17, 3:00 AM A2- (CI Page 2 of 4 r 2-5 ANCHORS, SEE CLUSTER 8' MAX. HEFT 5 \ '- 12.314" MAX. O.C. 1.114" SEE SHEETS I� B, SEE MAX. 9.13 ],�- -) I_. __..� SHEET3 �._. II A. SEE !"".._. ._.._.__.._._._._. - ... 7 �' SHEET 3' 10' MAX. i y C. SEE 10' MAX. 1 SHEET 4i I— I 1 -F...__.._ I I EQUALLY I MAX, D.C. 72" SPACED / a / BUCK MAX. a I -T TABLES 11 TABLES 1319 i HEIGHT APER SEE SHEETS J ' 8.13 p X i O X I C , y 7 � y, DESIGN PRESSURE RATING I TING VARIES PER REINFORCEMENT NOT RATED08. LEVEL, SEE SHEETS S-8 IMPACT RESISTANCF, D. SEE 2.5 ANCHORS, SEE SHEET4 CLUSTER DETAILS SHEET 16.65' 'MAX. O.C. 16.94 8' MAX. •--�•i )'F--__._ MAX. O.C. r ._.i B, SEE SHEET3 E I SHE 7Y MAX. EQ BUCK S HEIGHT ANCHOR I TABLE MA) SEE SILL '''WEEPHOLE DETAILS, � ..'.11 ETWEEN -� LE I L _ r4' ! B SEE SILL WEEPHOLE DETAILS, SHEET d O.C. BETWEEN EPHOLES -+L -- - 3' MAX.LL D SEE SI4' WEEPHSHEET3 DETAPHOLES SHEET ..............• ' 75' MAX. BUCK WIDTH --�� 75' MAX. BUCK WIDTH — CK HT ELEVATION FOR TYP. EQUAL LEG FRAME ELEVATION FOR TYP. FIN OR J-CHANNEL ELEVATION FOR TYP. FLANGE FRAME SHOWN AS OX_CONFIGURATION- FRAME SHOWN AS OX CONFIGURATION _ _ _ SHOWN AS -CONFIGURATION -- -- — - _ ANCHORED THROUGH THE NAIL -FIN "- -- -- GENERAL NOTES;. SERIES 5410 NON -IMPACT RESISTANT HORIZONTAL ROLLER - \ 1) OkA�.��L�LF151GNED+& TbSTED>TQO(9MREY,.1�((�)1 THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, INCLUDING THE HIGH VELOCITY HURRICANE ZONE (NVHZ). , S RS ARE REQUIRED F-ll„$�.SNIa�B)O.,N'I�;'1i` 9'BY'TNL� M -OADE COUNTY APPROVED MASONRY ANCHORS. MATERIALB USED FOR ANCHOR EVALUATIONS WERE SOUTHERN PINE. ASTM C90 CONCRETE MASONRY UNITS AND CONCRETE WITH MIN. KSI PER ANCHOR TYPE 4] ALL WOOD BUCKS LESS THAN 1-1/2' TNICK ARE TO BE CONSIDERED 1X INSTALLATIONS. 1X WOOD BUCKS ARE OPTIONAL IF UNIT IS INSTALLED DIRECTLY TO SUBSTRATE. WOOD BUCKS DEPICTED AS 2X ARE 1.112' THICK OR GREATER. 1 X AND 2X BUCKS (WHEN USED) SHALL BE DESIGNED AND SECURED TO PROPERLY TRANSFER LOADS TO THE STRUCTURE. WOOD BUCK DESIGN AND INSTALLATION IS THE RESPONSIBILITY OF THE ENGINEER. (EOR) OR ARCHITECT OF RECORD, (AOR). 5) ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. USE ANCHORS OF SUFFICIENT LENGTH TO ACHIEVE REQUIRED MIN. EMBEDMENT. INSTALLATION ANCHORS SHOULD BE SEALED. OVERALL SEALINGIFLASHING STRATEGY FOR WATER RESISTANCE OF INSTALLATION SHALL BE DONE BY OTHERS AND IS BEYOND THE SCOPE OF THESE INSTRUCTIONS. 6) 1/4- MAX. SHIMS ARE REQUIRED AT EACH ANCHOR LOCATION WHERE THE PRODUCT IS NOT FLUSH TO THE SUBSTRATE. USE SHIMS CAPABLE OF TRANSFERRING APPLIED LOADS. 7) DESIGN PRESSURES: A. NEGATIVE DESIGN LOADS BASED ON STRUCTURAL TESTING AND GLASS PER ASTM E13D0. B. POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE. STRUCTURAL TESTING AND GLASS PER ASTM El 300. 8) THE ANCHORAGE METHODS SHOWN HAVE BEEN DESIGNED TO RESIST THE WINDLOADS CORRESPONDING TO THE REQUIRED DESIGN PRESSURE. THE 33-1/3% STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. THE 1.6 LOAD DURATION FACTOR WAS USED FOR THE EVALUATION OF ANCHORS INTO WOOD. ANCHORS THATCOME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF THE FLORIDA BUILDING CODE FOR CORROSION RESISTANCE. 9) METAL SUBSTRATE TO MEET MIN. STRENGTH AND THICKNESS REQUIREMENTS PER CURRENT FLORIDA BUILDING CODE AND TO BE REVIEWED BY THE AUTHORITY HAVING JURISDICTION. 10) REFERENCES: TEST REPORTS FTL-8072; ELCO ULTRACON NOA; ELCO CRETEFLEX NOA: ELCO AGGRE-GATOR NOA; ROYAL WINDOW AND DOOR PROFILES, LTD WHITE & BRONZE/LIGHTER SHADES OF CAP - COATED PVC EXTRUSION NONS; NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION. ANSIIAFBPA NDS & ALUMINUM DESIGN MANUAL 11) APPLICABLE EGRESS REQUIREMENTS TO BE REVIEWED BY BUILDING OFFICIAL. GENERAL NOTES ........ _........ ".... 1 ELEVATIONS ................. _............. 1 FRAME, GLASS & ANCHOR OPTIONS ......................_..... 2 INSTALLATION, FLANGE & EQUAL LEGBOX............._.. 3 INSTALLATION, INTEGRAL FIN & J-CHANNEL...................... 4 GLAZING DETAILS ................ 6 DESIGN PRESSURES ........_.._..... &8 ANCHOR QUANTITIES ................. 9.13 EXTRUSION PROFILES & BOM....14 ASSEMBLY..................................... 15 USER INSTRUCTIONS. 1) DETERMINE THE SITE SPECIFIC, WINDOW OPENING'S DESIGN PRESSURE REQUIREMENT USING WINDLOAD STANDARD ASCE 7. 111I 11111 Y LYN �i Revaed Br Date: ReWslan: 2)KNOWING YOUR FRAME TYPE. WINDOW CONFIGURATION (OX,XO, XOX),SIZE, GLAZING OPTION FROM (TABLE 1) AND �� SON•,,,,, f✓,]✓ REINFORCEMENT LEVEL, DETERMINE YOUR WINDOWS DESIGN PRESSURE REQUIREMENT FOR THE WINDOW OPENING USING �� ��� •• L1CF.Ns• • /�! i TABLES 6.12 (SHEETS 6.8). fT MUST EQUAL OR EXCEED THE DESIGN PRESSURE REQUIREMENT FOR THE WINDOW OPENING _} ;' F ' :�'i1 % R-Ised By: Date: Revta)on: OBTAINED IN STEP 1. USE INDEX TABLE 5 ON SHEET 6 TO HELP FIND THE APPROPRIATE TABLE. No. 50705 •• if ~_ " 3) DETERMINE THE MOST SUITABLE ANCHOR GROUP FROM TABLES 2 AND 3 ON SHEET 2 ACCORDING TO THE INSTALLATION _ - CONDITIONS - _ 4) DETERMINE THE ANCHOR QUANTITY FROM TABLES 13-19 (SHEETS 9.13), VERIFYTHE ANCHORISUBSTRATE WILL MEET - "0 - ® Descrlp E REQUIREMENTS FOR YOUR OPENINGS CONDITION FROM TABLES 2 OR 3, AND THAT ALL MIN. REQUIREMENTS FROM THIS '. GENERAL NOTES & ELEVATION 7 IS ;� SHEET -SET ARE MET. �� '• S) 0 • (ram: 1070 TECHNOLOGY DRIVE PBe: 5)INSTALL ASPER SHEET 3 FOR FLANGEIEQUAL LEG INSTALLATION OR SHEET 4 FOR INTEGRAL FINN HANNEL INSTALLATION. 'i�('•,!Y ORID�,. •'• ���`� N. VENICE, FL 34276 USE TABLE 4 ON SHEET 2 TO FIND THE APPROPRIATE DETAILS. ,S •••••• HORIZONTAL. ROLLER -NI �/n�,I G�� P.O. Box 1s2s NOTE: DESIGN PRESSURE RATING DETERMINATION IS THE SAME PROCESS FOR ALL FRAME TYPES (J•CHANNEL, FLANGE, rr • r IN�(j 1 1NOKOMIS, FL 34274 Serles/Model: Scale: Shoat: INTEGRAL FIN OR EQUAL LEGIBOX), SEE FIGURE B ON SHEET 2 A. LYP.E LI587 P.E. CERT. OF AUTH. #29296 HR=5410 NTS 1 OF 15 P.E.1158705 AWp vd6.qcmpl71nWkhm* Rb:id Iml..A.e Id C D) NO em(D ¢ Prvdurl C fro1 ro' _ USER INSTRUCTIONS. 1) DETERMINE THE SITE SPECIFIC, WINDOW OPENING'S DESIGN PRESSURE REQUIREMENT USING WINDLOAD STANDARD ASCE 7. 111I 11111 Y LYN �i Revaed Br Date: ReWslan: 2)KNOWING YOUR FRAME TYPE. WINDOW CONFIGURATION (OX,XO, XOX),SIZE, GLAZING OPTION FROM (TABLE 1) AND �� SON•,,,,, f✓,]✓ REINFORCEMENT LEVEL, DETERMINE YOUR WINDOWS DESIGN PRESSURE REQUIREMENT FOR THE WINDOW OPENING USING �� ��� •• L1CF.Ns• • /�! i TABLES 6.12 (SHEETS 6.8). fT MUST EQUAL OR EXCEED THE DESIGN PRESSURE REQUIREMENT FOR THE WINDOW OPENING _} ;' F ' :�'i1 % R-Ised By: Date: Revta)on: OBTAINED IN STEP 1. USE INDEX TABLE 5 ON SHEET 6 TO HELP FIND THE APPROPRIATE TABLE. No. 50705 •• if ~_ " 3) DETERMINE THE MOST SUITABLE ANCHOR GROUP FROM TABLES 2 AND 3 ON SHEET 2 ACCORDING TO THE INSTALLATION _ - CONDITIONS - _ 4) DETERMINE THE ANCHOR QUANTITY FROM TABLES 13-19 (SHEETS 9.13), VERIFYTHE ANCHORISUBSTRATE WILL MEET - "0 - ® Descrlp E REQUIREMENTS FOR YOUR OPENINGS CONDITION FROM TABLES 2 OR 3, AND THAT ALL MIN. REQUIREMENTS FROM THIS '. GENERAL NOTES & ELEVATION 7 IS ;� SHEET -SET ARE MET. �� '• S) 0 • (ram: 1070 TECHNOLOGY DRIVE PBe: 5)INSTALL ASPER SHEET 3 FOR FLANGEIEQUAL LEG INSTALLATION OR SHEET 4 FOR INTEGRAL FINN HANNEL INSTALLATION. 'i�('•,!Y ORID�,. •'• ���`� N. VENICE, FL 34276 USE TABLE 4 ON SHEET 2 TO FIND THE APPROPRIATE DETAILS. ,S •••••• HORIZONTAL. ROLLER -NI �/n�,I G�� P.O. Box 1s2s NOTE: DESIGN PRESSURE RATING DETERMINATION IS THE SAME PROCESS FOR ALL FRAME TYPES (J•CHANNEL, FLANGE, rr • r IN�(j 1 1NOKOMIS, FL 34274 Serles/Model: Scale: Shoat: INTEGRAL FIN OR EQUAL LEGIBOX), SEE FIGURE B ON SHEET 2 A. LYP.E LI587 P.E. CERT. OF AUTH. #29296 HR=5410 NTS 1 OF 15 P.E.1158705 AWp vd6.qcmpl71nWkhm* Rb:id Iml..A.e Id C D) NO em(D ¢ Prvdurl C fro1 ro' _ AWp vd6.qcmpl71nWkhm* Rb:id Iml..A.e Id C D) NO em(D ¢ Prvdurl C fro1 ro' _ Drown W. J ROSOWSKI Date. 05/15/15 Drawing No. Rev: MD-HR5410-01 N �D Flashing behind butt joints provides an extra level of'protection against the entry of water at the joint. James Hardie recommends 6-in. wide flashing that overlaps the course below by 1 in. Some local building codes may R I require different size flashing. Joint -flashing material (must be durable, waterproof materials that do not react with cement products. Examples • of suitable material include finished coil stock and code compliant water - resistive barriers. Other products may also be suitable. i Flashing behind to add an additional layer of protection from water infiltration___ 5 d flashing � R in. onto the course below 1 ro U T d� =d Pneumatic nailers and cordless nailers can be used to attach James Hardie products to wood, steel, or masonry i " a substrates. Pneumatic tools require the use of an air compressor with a hose. Finish nailers should be used for I HardieTrim® boards only. Additionally, direct -to -steel tools such as those made by ET&F are designed specifically for d d f fastening to steel framing. Refer to the product -specific installation instructions in each section for fastener choices'. " a FHI _ Power nailers recommended for attaching James Hardie products are siding nailers, roofing nailers and finish nailers. Below is a chart showing the appropriate nailer for each of the James Hardie siding and trim products. Be sure iEZ that the nailer chosen fires the fastener recommended for each product for the specific installment situation. E� iF E I to d PNEUMATIC NAILER USAGE WITH JAMES HARDIE" PRODUCTS I Siding Guns ' Roofing Guns j Finish Guns vn w ............... ... S p, HardiePlank® Lap Siding HardiePlank® Lap Siding HardieTrim® 5/4, 4/4 Boards d m HardiePanel®Vertical Siding HardiePanel®Vertical Siding HardieTrim®Batten Boards �d HardieShingle® Panels HardieShingle® Panels HardieSoffit® Panels I h N = N Q TiP riarlers are to ` .a, ifS/tamrng used rnstaJJ James Ji�rdre k o „products be sure thsy are fitted }�rfh � �lilsh mopnt • attachment to confrof Hari seatrng depth � � h 11 I . C . i? O t e � • 1 I � e � � if i F C P � ��� ` i'J rya s d For small penetrations such as wires, electrical conduit, _.__.... and pipes less than 1-1/2 in. diameter (excluding hose bibs) I no blocking is necessary. The circumference of pipe or a =v wire should be sealed with a barrier foam and/or caulked. F;N ULL N a1 ti C E I Q 1 ..........—.0 N R] C 777 C N C LL h V � t`a3 N e n+tt'r y■ I n ENT N N _ 2 Wall mounted devices and air conditioners represe Before installing a unit, please consult the architect . _ necessary. The device should be installed per ma a I should extend out 4 in. from the wall, and angle do N n �a a 5r aka nt large penetrations into the building envelope and structure. or structural engineer to determine if additional bracing is nufacture's instructions and flashed properly. Any condensate drains James Hardie® siding and trim products should not be butted directly against mortar or masonry, including stone, brick, or v� I concrete block. In these situations, a flashing should be insta y to isolate the trim or siding from the mortar or masonry. = iT I I rn i a 7 i a� r � x> C N RN O � � I �a C � Q W N 20 barrier Trim 199 IZ- PeL 'A -in. -pp Florida Building Code Online 12/19/17, 3:14 AM - I 1505 Home 1 Log In I user Registration I Hot Topics Submit Surcharge Stats & Facts Publications ; FBC Staff BCIS Site Map ' Links ! search F104d� Product Approval 'USER: Public User Product Aonroval Menu > Product or Application Search > -AJ2 i ation List > Application Detail per' FL # FL13192-R4 Application Type Revision Code Version 2014 Application Status Approved I Comments Archived Product Manufacturer Ja�Hardie'B'Oding Products, I Address/Phone/Email 2a Ste. 250 Mission Viejo, CA 92691 (909) 349-2927 pingsheng.zhu@jameshardie.com Authorized Signature Pingsheng Zhu pingsheng.zhu@jameshardie.com Technical Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337 (909)349-2927 pingsheng.zhu@jameshardie.com I Quality Assurance Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337 (909) 349-2927 pingsheng.zhu@jameshardie.com Category P nel Walls Subcategory Siding F� Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Ronald I. Ogawa the Evaluation Report Florida License PE-24121 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 01/01/2018 Validated By John Southard, P.E. Validation Checklist - Hardcopy Received Certificate of Independence FL13192_-94-_COI._RIO - Certificate of Independence.PDF https://floridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgtsk%2b6nUu47ogxmaHRnHIID4CXwliKRgKDf7RrxWwZsbgA% 3d% 3d Page 1 of 3 Florida Building Code Online " Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Summary of Products i I Standard Year ASTM C1186 2007 ASTM E330 2002 I Florida Licensed Professional Engineer or Architect FL13192_R4 E uiv_ASTM C1186 Equivalency_ Signed.odf Method 1 Option D 08/17/2015 08/26/2015 09/07/2015 10/16/2015 08/09/2017 I 12/19117, 3:14 AM FL # Model, Number or Name Description it 13192.1 Cemplank Lap Siding fiber -cement lap siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13192_R4 II ER RIO-2553-15 Plank metal wood.pdf Approved for use outside HVHZ: Yes FL13192_114 II ER RIO-2557-15 Plank Shingle CMU.odf Impact Resistant: N/A FL13192_R4 II ER RI -2577-15 Plank to WSP Sheathing_pdf Design Pressure: N/A Fl 1319�_R4._i�_In to11 CemPlank Siding_2df Other: For use in HVHZ install in accordance with NOA 15- FL13192_R4 II NOA 15-0122.04.pdf 0122.04. Verified By: Ronald I. Ogawa 24121 Created by Independent Third Party: No Evaluation Reports j FL13192_R4_AE ER RIO-2553-15 Plank metal wood.pdf I I FL13192_R4_AE_ER RIO-2557-15 Plank Shingle CMU.odf FL13192 24AE._.ER RIO-2577-15 Plank to WSP J Sheathing_pdf FL13192_R4 AE NOA 15-0122.04.pdf Created by Independent Third Party: Yes 113192.2 HardiePlank Lap Siding fiber -cement lap siding Limits of Use �� ` �° �-��"I" Installation Instructions Approved for use in HVHZ: Yes FL13192 _R4_II_ER RIO-2553-15 Plank metal wood.pdf FL13192 R4_II_ER RIO-2557-15 Plank Shingle CMU.pdf Approved for use outside HVHZ: Yes I Impact Resistant: N/A FL131 2__.94_II_ER RIO-2577-15 Plank to WSP Sheathing_pdf S 11 HardiePlank Sidino_pd Design Pressure: N/A IFL13192_tL4_ZI_Itr Other: For use in HVHZ install in accordance with NOA 15- FL131 2_R4 II_NOA 15-0122.04.pdf 0122.04. Verified By: Intertek Testing Services NA Ltd. Created by Independent Third Party: No 1 Evaluation Reports FL131 2_R4_AE_ER RIO-2553-15 Plank metal wood.pdf FL13192R4_AE_ER RIO-2557-15 Plank Shingle CMU.pdf F 1 2_R4 AE_ER RIO-2577-15 Plank to WSP Sheathing_pdf jj I !!� FL13192_R4_AE_NOA 15-0122.04.pdf Created by Independent Third Party: Yes 13192.3 I HardieShingle Individual Shingles j Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes l Impact Resistant: N/A Design Pressure: N/A fiber -cement individual cladding shingles Installation Instructions FL13192 R4_II_ER RIO-2555-15 Shingle metal wood.pdf FL13192_R4_II_Install HardieShingle Siding_pdf Verified By: Intertek Testing Services NA Ltd. Created by Independent Third Party: No Other: I Evaluation Reports https://floridabuilding.orgipripr-app-dtI.aspx?param=wGEVXQwtDgtsk%2bGnUu47ogxmaHRnHIID4CXwhKRgKDf7RrxWwZsbgA%3d%3d Page 2 of 3 YAWLE,-�,.- ALL .1 1.- . !'." c-", LIMITATIONS`, A$PRdDU COMPLJANP�g 0 PREPA RONALDI, 0GAWAA.-ASSOCIATES, ING, .1 1i43 A N 50'� Ll.�.-019, PIWSTREET *44.3- HUNTING'TON B'EACHf CA 92619 7.14-968-,48lS,FAX RAGE ;.2 2, .2 ;3 -4 5 f-712 j 12 UCT-8.AREIN 314G. CO.bE,.,A,Nb Lap, iiUN t1N C07y 8 EC}i;3+;Etihff . PRQaEt;T.R 207,161 ��H$1Ea".A31ty1;t�CtIE L3J_!i[Jlhif3 J?hCiUt)�.Tru;;li�i� ,';r tnbi� f �R¢�3r1is ,�iTrara�tra/�� L�asi�T�+Sti'rta� � _ x ° t a ;; toriufrtber ,_ .y {3748i0C3t71142 aip4irLZ-tipZ Qii/t7J7ti3Ot�ii� 1r3b7i�b48C0>t7i�3_ .. ; ..,,. r; , Itliazldk:% :: _ � 1.:1tTt��i�k ; :, ..' • ` ,aniest�x , ` ThscA'i'.Cs� ilia. ,: ±�dtii.i�a.. 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