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Mi�T' ek RE: M11323 - 62' Grand Carlton III with porch . MiTek USA, Inc. 1 6904 Parke East Blvd. Site Information: T pa1323 ff610-4115 Customer Info: WYNNNE DEVELOPEMENT CORP Project Name: M11323 Model:' 1 Lot%Block: Subdivision: 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 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 IT116973761A 17/27/17 12 J T11697377 J A5 7/27/17 J 13 J T11697378 J A6 J 7/27/17 1 14 J T11697379 A7 7/27/17 5 J T11697380 J A8 J 7/27/17 6 I T11697381 A9 7/27/17 7 IT11697382 GRA J 7/27/17 18 1T11697383 J GRB J 7/27/17 19 J T11697384 I J2 J 7/27/17 1 10 T11697385 J4 7/27/17 11 I T11697386 J J6 1 7/27/17 112 I T11697387 J J8 J 7/27/17 113 J T11697388 J KJ8 J 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 ANSI/TPI 1, Chapter 2. FIL[//(U]i tft i i %% • ENS F • i .� o 39380 >� STATE OF ::�41J 0 0. Thomas A. Albanl PE No.39360 MITek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: July 27,2017 Albani, Thomas 1 of 1 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T11697376 M11323 A COMMON ' 9 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr ra 20 ro MiT arc md—iii s, em. i uu ou, 27 ZD i i FU, P ID:a3B4PavKnnZweXyJckSFBgyuFUN-6o1 EuZGAMi82RVbrf6y7Yl W e3167Hxl MQymQMHytwSO rt-O-Q 6-7.13 12-4-13 17.0-0 21-7-3 27-4.3 34.0.0 35.0•q Oil 6-7-13 5-9-0 4.7-3 4.7-3 5-9-0 6-7-13 4x5 = 4.00 r12 4x4 = 25 17 •- 15 -- -- 14 - 12 2x3 11 4x6 = 3x8 = 3x8 = 4x6 = 2x3 II Scale = 1:59.2 05 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.29 15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.72 14-15 >567 240 BCLL 0.0 " Rep Stress Incr YES WB 0.57 Horz(TL) 0.14 10 n/a n/a BCDL 10.0 Code FBC2014frPI2007 (Matrix-M) Weight: 163 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc puffins. BOT 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=1362/0-8-0, 10=1362/0-8-0 Max Horz2=179(LC 9) Max Uplift2= 832(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, 5-24=-2668/1752, 6-24=-2608/1747, 6-25=-2608/1747, 7-25=-2668/1752, 7-8=-2616/1640, B-9=-2663/1632, 9-10=-3188/1919 BOT CHORD 2-17= 169312972, 16-17-1693/2972, 15-16— 1693/2972, 15-26=-967/1925, 26-27-967/1925, 1 4-27=-9 67/1925, 13-14= 1693/2972, 12-13=-1693/2972, 10-12= 1693/2972 WEBS 6-14= 559/948, 7-14� 328/330, 9-14� 550/403, 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: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1411; 6=52ft; L=34ft; eave=61t; Cat. II; Exp C; Encl., GCpl=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.Ops1 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 = 10.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 - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MB-7473 rev. 10/03,2015 BEFORE USE ' Design valid for use only with MITek0 connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a tans system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate tills 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 stabillty and to prevent collapse with posdb ie personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery- erection and bracing of James and tans systems. se.eANBt/TPrt Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Iruss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss - `truss l`ype - T ' Qry Ply Carlton III with porch T11697377 M11323 A5 SPECIAL 9 1 162'Grand Job Reference o tiotlal 7 640 s A r 19 2016 MTek Industries Inc Thu Jul 27 09:15:41 2017 Pagel Chambers Truss, FortPierce, FL I D:2GIScwwyY5hnGhXVARzUkuyuFUM-6o1 EuZGAMiB2RVbrf6y7Y I W Xdl l6HyJMQymQMHytwSO 0 Q 7 8 5 10 6 4 17-0-0 20.4.8 26-4-0 _ 34-0-0 5-0-0 '1.0.0 7-8-5 2-9-15 6-5-12 3-4-8 5-11-8 7-8-0 1 0 0 Scale = 1:61.2 4.00 FIT 5x8 11 = Sx12 = 2x3 ll 3x6 3x10 = 2.00 12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud 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 Vert(TL) -1.48 13-14 >275 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.43 10 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight: 154 lb FT = 0% 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 4-2-10 oc bracing. WEBS 2x4 SP No.3 "Except* WEBS 1 Row at midpt 6-14 6-14: 2x4 SP M 30 REACTIONS. (lb/size) 2=1297/0-8-0, 10=1327/0-8-0 Max Horz2=179(LC 9) Max Uplift2=795(LC 10), 10_ 812(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) 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, 8-9=-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— 186713265, 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; 6=52ft; L=341t; eave=6ft; Cat. 11; Exp C; Encl., GCpj=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) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.0psf 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) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 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 M11-7473 rev. 1010312015 BEFORE USE � Desfgn valid for use only vAih Mflek0 connectors. lhls design Is based only upon parameters shown. and Is for art individual building component, nol a truss system. Before rise. The bullding designer roust verify the applicabilityof design laarametels and properly hicorporafe 11%design Info the overall �p building design. Bracing Indicated is to prevent brrckling of Individual Truss web and/or chord membets only. Addiflonal temporary curd pennoneni bracing Mire. k' Is always required for stability and to prevent collapse with possible personal Injury and properly darnage. For general guldonce regarding the East fabdcolion, storage, delivery, erection and bracing of trusses and truss systems, see-ANSI/rP6904 Parke EaBlvd. ii Quality Criteria, DSB-89 and SCSI Building Component Tampa, Parke 3 st Safety Information available from Truss Plate InsMute, 216 N. Lee Street. Suite 312. Mexandrla. VA 22314. Job Truss Truss Type Qty Ply 62' Grand Corlton 111 wBh porch T11697376 M11323 A6 SPECIAL { 1 Job Reference (optional) Ghambers Iruss, hon Pierce, FL , n= ID:2GIScwwyY5hnGhXVAZ6kuyuFUM-a_bcSvGo70Gv3fAl DpTM4W3jD9Mu0KDVecV_ujytwS? 1-0- 8.11-11 16-0-0 18-0-0 20-4-8 25-11-15 34.0.0 5•D- -0-0 8.11.11 7.0.5 2.0.0 2-4-8 5.7-7 8-0-1 -0-0 3x10 2.00 12 4.00 12 LOADING (pst) 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 FBC2014ITP12007 CSI. TC 0.76 BC 0.90 WB 0.83 (Matrix-M) LUMBER - TOP CHORD 2x4 SP ivl 30 *Except- 3-5: 2x4 SP M 31 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) 6x8 = 5x6 = 5x6 = 2x3 II 3x6 = Scale: 3/16°=V DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.68 14 >601 360 MT20 244/190 Vert(TL) -1.1314-17 >362 240 MT18HS 2441190 Horz(TL) 0.41 9 n/a n/a Weight: 156 lb FT = 096 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-2-11 oc bracing. 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 =-1 604/2799 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; B=52ft; L=34ft; eave=6ft; Cat. I 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) 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 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 796 lb uplift at joint 2 and 811 lb uplift at joint 9. 9) "Semi -rigid pltchbreaks 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 MrrEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE Design valld for use only with Mllek+D conneclors. Itils design Is based only urn,)n rxtraineteis shown, and Is for an kxiividual building component. not a truss system. Before use, the building designer must verity the applicability of design parametersand properly incorporate this design Into the overall building design. Bracing indicated Is 10 prevent buckling of Indlvldud truss web and/or chord members only. Additlonai temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal injury and property darnnger. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPIi Quality Criteria. DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available froin Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Carlton III with porch T11697379 M11323 A7 SPECIAL 1 1 162'Grand Job Reference (optional) Chambers Truss. Fort Pierce. FL r.640aA ,92vivrv",—mu.—i.>.4,�. 40 Li .,...aga I D: WSJgpGwal Ppeurghk9UjG5yuFU L-2A9?I FHOuKOmgpIDnX_bdjbtrYj W Ik1 ftGFXQAytwS- r1-0-Q 8-10.10 14-0-0 2000..25.11-15 r 34-0-0 _ $5.0-Q 1 0 8-10-10 5-1.6 6-0-0 5-11-15 8-0-1 1-0-0' Scale = 1:62.3 600 MT18HS = mrrtliem 3x10 = 2.00 12 5x6 = 5x12 = 2X3 11 45 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) i/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.66 11 >623 160 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -1.40 10-11 >291 240 MT16HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(TL) 0.41 7 n/a We BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 147 lb FT = O% 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. (Ib/size) 2=1297/0-8-0, 7=1327/0-8-0 Max Horz2=-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, 5-1 0=-1 74/455, 6-10=-636/458 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.Opst; h=14ft 8=52ft; L=34ft; eave=6ft; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Interfor(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 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 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. 0 WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll--7473 rev. 1010312015 BEFORE USE. � Design valld tot use only willi MITekO conneclors. Ttds design Is based only upon paturneters shown, and Is for an Individual building component, not a tarns system. Before use, tite building designer must verify the appllealAlty, of design parameters and properly Incorporate this design Into the overall Wilding design. Bracing Indicated is to prevent buckling of individual truss web and/or chord inernbers only. Additional temporary and permanent bracing MiTek° is always required tot stability and to prevent collapse with possible personal Inlury and property damage, for general guidance regarding the fabxicallon, storage., delivery, erection and bracing of trusses and fumsysiems, seeANSI/rPit 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. Tampa, FL 33610 Jab fuss '-- l'ruuss `type Qty Ply Carlton III whh porch T7169736D Ml1323 AB SPECIAL 1 1 162'Grand Job Reference (optional) Th J 127 09'15.43 2017 Pa e i Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MITek Industries, Inc. u u g I D: W SJgpGwal Ppeur6hk9Uj G5yuFU L-2A9?I F HQuKOmgpIDnX_bdjbuZYjblpgftGFXQAytwS_ 11 0 Q 8 8 4 12-0-0 15-8-4 20-4-8 22.0.0 24-11 2 34.0-0 35-0-0 7-0-0 8.8-4 3-3.12 3-8-4 4-8.4 1.7.8 2.8-12 - 9-3-4 7-0.0' Scale = 1:62.2 5x6 = 4.00 F12 3x4 = 2x3 II 4x8 = 20 5 6 21 7 0 0 12 11 5x12 = 3x4 = 4x6 = 3X10 = 2.00 F12 10.6-4 20.4.8 22-0I_ 0+_ 34-0-0 10-6.4 9.10.4 1.7-8 12-0.0 Plate Offsets (X Y) 12:0-2-2 0-0-71 17'0-5-8 0-2-4) [9-0-2-6 Edgel LOADING (psi) SPACING- 2-0-0—�_ CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.64 12-13 >642 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Verl(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 nta rVa BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 154 Ib FT = 0;0 LUMBER- BRACING- TOPCHORD 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 4-1-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2t1292/0-8-0, 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= 3045/5078, 12-13= 1898/3180, 11-12= 1289/2331, 9-11=-1573/2593 WEBS 3-13=-389/401, 4-13=-981/1665, 5-13=-3017796, 5-12=-894/602, 7-12=-352/452, 7-11=-235/474, 8-11=-408/419 NOTES- 1) Unbalanced root 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=14fh 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 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.Opst 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 ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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 - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0.7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mlfek9 connectors. This design is based only upon parameters shown, and is for an Individual Lxlllding component, not a titm%system. Before use. the btdlding designer must verify the applicability of design put and properly Incorporate this design inlo,lhe overall building design. Bracing Indicaled Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stablllty and to prevent collapse will) possible personal Injury and property durnage. For general guidance regarding the fabrication- storage, delivery, erection and bracing of trusses and inns systems, see-ANSI/TPIT Quality Criteria, DSB-89 and BCSI 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— ss Truss Type Qty P y Calton III with porch T11697381 M11323 �AQ HIP 1 1 162'Grand Job Reference (optional) T,.k I...I����.�ve I..r TM- hd 07 n0-15:44 2017 Pane 1 Chambers Truss, Fon Pierce, FL ,.v,�5 pr ,�����,.� .,....,...... __.._... __.. . I D:_etC1 cxC3ixVV?huls?ypJyuFU K-W NjN W bl3fdW dlzKQLEVgAx8Bwy9gUDQo6w_4ycytwRz 1 0 0 6 7 15 10-o-0 15-2-14 20.4.0 24.0-0 27-4-1 34.0-0 35-0.0 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 4.00 12 3x5 = 10-0-0 4x4 = M2x3 II US = = 4 22 5 6 23 7 - 14 IL 3x8 = 3x6 = Scale = 1:60.1 6x8 = 3x6 = 3x4 = 3x5 = 24.0-0 _ 34.0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 I Vert(LL) -0.17 13-15 >999 360 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 FBC2014ITP12007 (Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 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 Uplifl2=-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 (lb) or less except when shown. TOP CHORD 2-3=-1196/754, 3-4=-874/537, 4-22= 797/532, 5-22=-797/532, 5-6=-404/747, 6-23= 404/747, 7-23=-404/747, 7-8=-88/269, 8-9= 295/175 BOT CHORD 2-15— 590/1091, 14-15=-641316, 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 PLATES GRiP MT20 2441190 Weight: 156 lb FT = 0% Structural wood sheathing directly applied or 6-0-0 oc purling. Rigid ceiling directly applied or 6-0-0 oc bracing. 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=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 fit 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 parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 1010312015 BEFORE USE Design valid for use only with MITek9 connectors. This design is based only upon parameters shown, and is for an Individual building component, not Pat a Truss system. Before use, the btdlding designer must verify the applicability of design paramelers and properly incorporate ibis design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss wet) and/or chord members only. Additional temporary and permanent bracing MiTelc is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricaflon, storage, delivery, erection and tracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T11697362 M11323 GRA HIP Y 1 Jab Reference (optional) chambers truss, r-on coerce, 1-1. ID:_etClexC3ixVV?huls?ypJyuFUK=ZHIjxJhQxeUw7vcuy03i6hBKMWjDeuyLakeU2ytwRy r1 0 q 8-0-0 + 11-1-1 17.0-0 18-6-0 22.2-2 26-0-0 34-0-0 1-0-0 8-0-0 3-1-1 5-10-15 1.6.0 3-8.2 3-9-14 8.0.0 3x5 = 29 `- 27 3x6 11 3x6 = 6x8 = Scale = 1:62.3 TOP CHORD MUST BE BRACED BY END JACKS, 4,14 = ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 6x8 = 3x6 = 6x8 = LOADING(psf) SPACING- 210-0 CSI. DEFL. in (loc) Well Lid TCLL 20.0 Plate Grip DOI .25 TIC0.90 Vert(LL) 0.10 24-35 >999 360 TCDL 7,0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.19 24-26 >987 240 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(TL) 0.02 22 n/a n/a BCDL 10.0 Code FBC2014lrPI2007 (Matrix-M) PLATES MT20 04 = GRIP 244/190 Weight: 194 lb FT = 0% N N 3 t2 0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc puriins. 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 Harz 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. Comp./Max. Ten. - All forces 250 (lb) 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=-584/1206, 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, 9-11= 114/371, 11-14=-200/419, 14-17=-102/280, 19-21=-151 /268 BOT CHORD 2-29= 195/591, 26-29=-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; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.opsf; h=14fh B=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 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 20.0psf 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) 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-rig(d 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) 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. 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 PaQe 2 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1OW12015 BEFORE USE Design vatld for use only with Mllek& conneclors. lids design is based only upon pararnelersshown. and Is lot an Individual tx0ding component, not �' a truss syslem. Before use, the btdlding designer must verify the applicability of design parameters and property Incorporale 111%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 will) possible personal ktprry and property drnnage. For general guidance regarding the Fabrication, storage, dellvery, erection and bracing of trusses and truss systerns. seeANSI/TPIi Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information.avallable from Truss Plate Institute, 21814. Lee Street Suite 312, Alexandria VA 2'L314. Tampa. FL 33610 Job Truss Truss Type Qty Ply 62 Grand Carlton III with porch T11697382 M11323 GRA HIP 1 1 Job Reference (optional) e.._ o 9nia ne.T.k Ina—i,i— Inr Th-MI27 09A6,45 2017 Paoe 2 Unamaers I dies, von r'Ierce, — I D:_etC1 cxC3ixVV?huls?ypJyuFUK-_ZH IjxJhQxeUw7vcuy03i8hBKM 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 =-1 26(F=-72) Concentrated Loads (lb) Vert: 29= 641(F) 24=-641(F) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MlTeW 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 upplicabpityof 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. AddlBonal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Iryury and property damage. for general guidance regarding the fabricalton, storage, delivery, erection and bracing of trusses and muss syslems, saeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Sifeei, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Jab Truss _]_ Truss ype Qty Ply 62' Grand Carlton III with porch Ti1697363 M11323 GRB HIP -t 1 Job Reference (optional) c nnTeo i..a„si.ie� i.,.. Th„ .r,d oo no•t r•ea 9n17 P�nw 1 Chambers Truss, Fort Pierce, FL..................__._....._.-.-.AFm'--...._. ...___._. __.._.__ I D:SrRaEyyrg04M78G4raW BLWyuFUJ-SIr7xHKJAFmLXHToStYI FMDOkmp1y5g5ZETBOVytwRx (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 5.8-0 3-4-0 3-4.0 5.8.0 B•0-0 1 0 0 5x8 MT18HS= 400 = 4.00 12 2x3 11 4x6 = 3 23 4 5 6 2x3 II 7 24 5x8 MT18HS = Scale = 1:60.1 16 15 14 1O 12 4x5 3x6 II 4x6 = 6x10 = 6x10 = 4x6 3x6 II 4x5 = = = LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(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 WB 0.98 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 153 lb FT = 05S LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5.8-1 oc bracing. WEBS 2x4 SP N0.3'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 Horz 2=-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 (lb) 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= 14311700, 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; 13=52111; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 871 lb uplift at joint 2, 2549 lb uplift at joint 13 and 369 lb uplift at joint 9. 8) "Semi -rigid 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 Lip 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 tile 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— 131(F=-77), 8-10=-54, 16-17=-20, 11-16= 49(F=-29), 11-20=-20 Continued on page 2 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE ' Design valid for use only wilh MllekJ conneclots. 8ds design Is based only upon pruamelers shown, and Is for an Individual building component. not a Iniss system. Before use, the building designer must verify the applicability of design parameters and properly hicorporale this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Addiffanal temporary and permanent bracing Mel 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 fmss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job cuss Truss Type Oty Ply 62' Grand Carbon III with porch T11697383 M11323 GRB HIP 1 1 Job Reference (optional) v ann s eInc_ Thu Jul27 09:15:46 2017 Pape 2 Ohambers Iruss, ton tierce. rL LOAD CASE(S) Standard Condenirated Loads (Ib) Vert: 16=-641(F) 11=-641(F) I D:Sr RaEyyrgO4M78G4raW BLW yuFUJ-Slr7xHKJAFmLXHToSfYI FMDOkmp1 y5g5ZETBOVytwRx ® WARNING - Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M I-7473 rev. 1010312015 BEFORE USE Design valid for use only with MITekD connectors. This design is based only upon parameters shown, and Is for an Individual building component not a inrss system. Before use, the bulding designer roust verity the applicability of design parameters and properly Incorporate This design Into the overall �q r building design. Bracing Indicated is 10 prevent buckling of Individual Muss web and/or chord members only. Additional temporary and permanent bracing IYAI W Is always requited for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Blvd. fobticallon, storage, delivery, erection and bracing of trusses and truss system6904 Parke East s, seeANSI/TPI l Quality Criteria, DSB-89 and BCSI Building Component Tempo, Parke East Safety Information available from Trim Plate Institute. 218 N. Lee Sheol. Sulte 312, Nexandrla, VA 22314. Job Truss Truss Type Ply 62' Grond Carlton III wain porch T11697364 M11323 1 .77::] J2 MONO TRUSS �'Qly 8 1 Job Reference o lional Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 e n u nes, nc. g I D:xi?zSlzTbJC DIITGPH I OukyuFU I-SIr7xHKJAFmLXHToStYI FM DYOmx3yK95ZETBOVytwRx 1-0-0 ' 2-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(TL) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES" WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=37/Mechanical, 2=14310-8-0, 4=21/Mechanical Max Horz 2=67(LC 10) Max Upiift3= 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. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:7.9 PLATES GRIP MT20 244/190 Weight: 8 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. - NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2ps1; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft 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 30 lb uplift at joint 3, 131 lb uplift at joint 2 and 3 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M I-7473 rev. 10103/2015 BEFORE USE. ' Design valld for use only with Mllek-S connectors, this design is Lased only upon parameters shown, and Is for on Individual building component not a trim system. Before use, the building designer must verify the applicability of design paramelers 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. Addiltonal temporary and permanent bracing M!Tek" Is always required for stability and to prevent collapse wilh possible personal injury and property damage. For general guidance regarding the fabricalforr, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/rPI l Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Insfilule, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch , T11697385 M11323 J4 MONO TRUSS 8 1 Job Reference (optional) .. 1-- T6LJ 00 nn•14A] 1 Gone 1 Chambers Truss, Fort Pierce, FL 1-0.0 3x4 = I D:PDYLfd_5MdK4MSOTz?ZfRxyuFU H-xyO V8dKxxYuC9Q2?ON3XnZmiTAFQhnP FouD)ZxytwRw Scale = 1:11.2 LOADING (psf) SPACING- 2-0�-0 CSI. DEFL. in (loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.01 4-7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.02 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 14lb FT =0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oC puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=79/Mechanical, 2=229/0-8-0, 4=39/Mechanical Max Horz 2=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. (Ib) - 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=14ft; B=52ft; L=34ft; eave--6ft; Cat. II; Exp C; Encl., GCpi=0.1 B; MW FRS (directional) and C-C Interior(1) zone;C-C for members and forces & MNFRS for reactions shown; Lumber D01--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 - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design for MiieloD connectors. lhls design Is based only upon parameters shown, and Is for an individual building component, not �' wild use only with a truss system. Before use, the building designer must verity the applleablllty of design parameters and properly incorporate This design Into the overall building design. Bracing Indicated is to prevent Welding of Individual truss web and/or chord members only. Additional temporary and permanent bracing MoTek' 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 l Quality Criteria, DSB-89 and SCSI Building Component 6904 Paate East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 -- puss Type ly 62' GrandCarlton III with porch T11697386J6 F-lulss.�Qty TRUSS 8 1 Job Reference (optional) Chamber-s Truss, Fort Pierce, FL 7.640 s Apr i a 2016 mn ex industries, Inc. Thu dui zr ua: io;vr 2017 Page 1 I D:tP6jtz, j7xSx_c_fXi4uzgyuFUG-xyOV8dKxxYuC902?ON3XnZmdMABW hnPFouDlZxytwRw 1-0-0 6.0-0 Scale = 1:14.8 3x4 = 6-0-0 ----------- ---i LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 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 n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 20 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=120/Mechanical, 2=321/0-8-0, 4=54/Mechanical Max Horz2=142(I-C 10) Max Upiift3=-117(LC 10), 2= 216(LC 10) Max Grav3=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. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14fh 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 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 117 lb 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 - Verily deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE Design valid for use only with Iv11Tek8 connectors. this design Is based only upon parameleis shown, and Is far an Individual building cornponenl, not ` a truss system. Before use, the building designer must vodly the applicabllity, of design parameters and properly incorporate this design Into the overall bidding 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 fnisses 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 Streel, Suite 312. Alexandria. VA 22314. Tampa, FL 3361 o Jo Truss Truss ype ly G2' Grand Carlson 111 tvlh porch T11697387 M11323 J8 MONO TRUSS TQty 1 Job Reference (optional) r.n1T„b le,b,d. — Tku .rut 27 09:15AA 2n17 Pnna 1 Chambers Truss, Fort Pierce, FL ID:tP6jtz_j7xSx_c_fXi4uz9yuFUG-PByuMzLZisO3nadBa4amKnJrKZRCOEf01 Yyl5NytwRv 1.0.p - 8-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TIC 0.34 Vett(LL) -0.10 4-7 >972 360 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(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 FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=164/Mechanical, 2=411/0-8-0, 4=68/Mechanical Max Horz2=180(LC 10) Max Uplift3— 160(LC 10), 2=-265(LC 10) MaxGrav3=164(LC 1), 2=411(LC 1), 4=118(LC 3) FORCES. (Ib) - 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; 13=521t; L=34ft; eave=61t; 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 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. ® wARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED ANTEK REFERANCE PAGE M11-7473 rev. 1010312016 BEFORE USE �' Design valid for use only with I AiTek®connectors. this design Is based only upon parameters shown, and Is for an individual building component. riot 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 Ind(cated Is to prevent b tickling of Individual frim web and/or chord members only. Addilional Temporary and permanent bracing MiTek` Is always required for stablllty and to prevent collapse vAlh possible petsonal Injury and property damage. For general guidance regarding the ta[xicaflon, storage, delivery, erection and bracing of lnrsses and IRMS systems, seeANSI/TPI l Quality criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Inslitufe, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T11697388 M11323 KJB MONO TRUSS 4 1 Job Reference a tional Chambers Truss, Fort Pierce, FL 1-5-0 7.640 s Apr 192016 MiTek Industries. Inc. Thu Ju127 09.15:48 2017 Page 1 ID:Lcg54J?LuEancmZr4Qb7 W MyuFU F-PSyuMzLZis03nadBa4amKnJsZZZLQBwOl Yyl5NytwRv 11-3-0 3-11-12 Scale = 1:20.8 3x4 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.05 7-10 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Verl(TL) -0.11 7-10 >999 240 BCLL 0.0 Rep Stressincr NO WB 0.43 Horz(TL) 0.02 6 r1/a n/a BCDL 10.0 Code FBC2014JTP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=207/Mechanical, 2=482/0-11-5, 6=556/Mechanical Max Horz2=244(LC 8) Max Uplift4=-207(LC 8), 2= 312(LC 8), 6=-277(1_C 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 PLATES GRIP MT20 2441190 Weight: 44 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 9-0-4 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; Exp C; Encl., GCpi=0.16; 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 fora 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 lb 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 (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Veit: 1-2=-54 Trapezoidal Loads (pit) Vert: 2=0(F=27, B=27)-to-4= 152(F=-49, B=-49), 8=0(F=10, B=10)-to-5=-56(F= 18, B=-18) WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 01-7473 rev. 10/03/2016 BEFORE USE Design valid for use only with Mllek6 connectors. Ihis 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 ptopedy Incorporate flits design into the overall building design. Bracing Indicated Is to prevent buckling of individual miss web and/or chord members only. Additional lernporary and permanent Lxactng MOW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabicallon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Cdterfa, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available front Trim Plate Insfifute. 218 N. Lee Sheei. Suite 3i2. Alexandria VA22314. Tampa. FL 33610 Symbols 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' r/1 gr MIA For 4 x 2 orientation, locate plates 0-'Ad' 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 width measured perpendicular 4 x 4 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. 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/TPII : 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, Numbering System 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS n c O U n- O 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 ER-3907, ESR-2362, ESR-1397, ESR-3282 0 U a O 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 mm W1 �V- MiTek" MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 ® General Safety Notes 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 191Y. 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. 15. Connections not shown ore 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.