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Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: M11323 - 62' Grand Carlton III with porch MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: WYNNNE DEVELOPEMENT CORP Project Name: M11323 ModelTam1a1 EL33610 4115 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# I Truss Name I Date 1 T11697376 1 A 1 7/27/17 12 1 T11697377 1 A5 1 7/27/17 13 1 T11697378 1 A6 1 7/27/117 14 1 T11697379 1 A7 1 7/27/17 15 1 T11697380 1 A8 1 7/27/17 16 1 T11697381 1 A9 1 7/27/17 17 1 T11697382 1 G RA 1 7/27/17 18 1 T11697383 j GRB 1 7/27/17 19 I T11697384 I J2 1 7/27/17 110 I T11697385 I J4 1 7/27/17 Ill I T11697386 I J6 1 7/27/17 112 I T11697387 I J8 1 7/27/17 113 I T11697388 1 KJ8 i 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 ANSVTPI 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 ANSVI-PI 1, Chapter 2. cc' % Thomas A. Albanl PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 27,2017 Albani, Thomas 1 of 1 Job Truss rut �ss Type oty. 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 19 2016 Walk Industries, Inc. Thu Jul27 09:15:41 2017 Pogo 1 I D:a3B4 PavKnnZweXyJckSFBgytiFUN•Go1 EuZGAMi82RVbrf6y7Yl W e3167Hxl MQymOMHylwSO .7.13 I 12.4-13 170.0 7733 27.4.3 34.0.0 35. 5.9.0 1.0.05•fl•0 204 t1� 66.7.13 . 4.00 FIT 4x4 = 25 Scale = 1:59.2 17 "" 15 14 'V 12 4xS — 24 11 4x6 axe = 3x8 = 4x6 2x3 II 4x5 = LOADING (psi) 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 FBC2014/TP12007 CSI. TC 0.34 BC 0.55 WB 0.57 (Matrix-M) DEFL. in (loc) I/de11 Ud Vert(LL) 0.29 15 >999 360 Vert(TL) -0.72 14-15 >567 240 HOrz(TL.) 0.14 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 163lb FT=O°b LUMBER- BRACING- TOPCHORD 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=136210.8.0, 10=1362/0.8-0 Max Horz2=179(LC 9) Max Uplift2=-832(LC 10), 10=-832(LC 10) FORCES. (lb) - Max. Comp./Max. Tell' - 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, 8-9=-2663/1632, 9-10=-3188/1919 BOT CHORD 2-17=-1693/2972, 16-17=-1693/2972, 15-16=-1693/2972, 15.26=-967/1925, 26-27= 967/1925, 14-27=-967/1925, 13-14_ 1693/2972, 12-13=-1693/2972, 10-12=-1693/2972 WEBS 6-14= 559/948, 7-14=-328/330, 9.14= 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.Opsl; h=141t; B=52ft; L=34ft; eave=61h 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 3) This truss has been designed for a 10.0 psi bottom chord live load rlonconcurrent 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 outer members, with BCDL = 1 O.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 832 lb uplift at joint 2 and 832 lb uplift at joint 10. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 30 lb up at 15-0-0, and 50 lb down and 30 lb up at 19-0-0 on top chord. The designiselection 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 (pit) Vert: 1-6=-54, 6-11— 54, 18-21=-20 Concentrated Loads (lb) Vert: 24=-50(F) 25=-50(F) Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE W-7473 rev. t0(03,2015 BEFORE USE • Design valid for use only will) MITek0 conneclors. fits design Is bused only upon parameters shown. and Is for an individual building component, not a ituss system. Before use, the building designer must verify the appilcobllity of design parameters and properly Incorporate this design Into the overall bwld(ng design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always reclutred for sfabtlily and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Inns systems, se.eANSI/TPI l Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218I4. Lee Street, Suite 312. Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss -Type Qly ly 62' Grand Callon III with porch T11607377 M11323 A5 SPECIAL 9 1 Job Reference (optional) Chambers Truss, Foil Pierce, FL 7.640 s Apr 19 2016 Mirok Industries, Inc. Thu Jul 27 09:15:41 2017 Page 1 ID:2GIScwwyY5hnGhXVARzUkuytiFUM-6o1 EUZGAMI82RVbtf6y7YIWXdll6HyJMQymQMHytwS0 1.0• 7.8.5 10.6.4 17.0.0 20.4.8 26.4.0 , 34.0.0 $5.0•Q 1-0.0 7.8-5 2.9.15 6.5-12 3-4.8 5-11-8 7-8.0 1.0.0' v 6 Scale = 1:61.2 4.00 F12 5x8 II 13 12 5x12 = 2x3 II 3x6 = 3x10 = 2.00 12 10-6-4 20.4-8 26-4-0 34-0-0 10-6-4 —{ 9-10-4 5-11 8 { 7.8.0 Plate Offsets (X,Y)-- (2:02-2,0.0-71, f4:0-3-0,Edgel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/de11 Ud I PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Verl(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 FBC2014fFP12007 (Matrix-M) Weight: 154 lb FT = 0°b LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oC pLlrlins. 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 nlldpf 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— 1867/3265, 6-13=-261/514, 7-13— 259/252, 9-13=-634/444 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=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Interior(1) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed 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 oil 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 ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 795 lb uplift at joint 2 and 812 lb uplift at joint 10. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312016 BEFORE USE. Design valid lot use only with Mlfek0 connectors. Ttds design is based only upon paiamelms 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 Indicafed Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent txaclng MiTek' prevent is always required for stability and to prevent collapse with possible personal frllruy and property damage. For general guidance regarding the fabrtcaflon, storage, delivery, erection and bracing of husses and inrss systems, seeANSf/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 218 N. We Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 ID:2GIScwwyY5hnGI1XVARzUkuyuFUM-a_bc5vGo7OGv3fA1 DpTM4W3jD9Mu0KDVecV_ujytwS? 1.0• 8.11-11 16.0.0 18.0.0 2OA 11 25-11.15 34.0.0 5.0- -0.0 8.11-11 7.0.5 2.0.0 2.4.8 5.7.7 8.0.1 0.0 Scale: 3116"_ V 4.00 12 6x8 = 5x6 = 3x10 2.001 15x6 — 2x3 11 3x6 = LOADING (psi) 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 FBC2014fFP12007 CSI. TC 0.76 BC 0.90 WB 0.83 (Matrix-M) DEFL. in (loc) I/defl Ud Velt(LL) 0.68 14 >601 360 Vert(TL) -1.13 14-17 >362 240 Horz(TL) 0.41 9 n/a n/a PLATES MT20 MT18HS Weight: 156 lb GRIP 244/190 244/190 FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 3-5: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-2-11 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3'Except' 5-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2= 1298/0-6-0, 9=1326/0-8-0 Max Horz2=169(LC 9) Max Uplift2=-796(LC 10), 9=-811(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 5374/3234, 3-4=-5240/3235, 4-5=-4981/2977, 5.6= 2255/1506, 6-7= 2312/1473, 7-8=-2320/1451, 8-9— 3010/1835 BOT CHORD 2-14=-2960/5111, 13-14=-1169/2301, 12-13=-1098/2141, 11-12=-1604/2799, 9-11=-1604/2799 WEBS 4-14=-487/502, 5-14— 1654/2900, 5-13=402/193, 6-13=-176/517, 8-12=-164/560, 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=141t; B=52ft; L=341t; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Ali plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent 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 pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING- 11ed1y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE Design valid for use only with MIIekID 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 paramelers and properly Incorporate this design Into the overall building design. Bracing Indicated Is 10 prevent buckling of Individual truss web and/or chord members only. Addillonat temporary and permanent Waring M!Tek' Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage. delivery• erection and bracing of trusses and Inrss systems, soeANSI/TPI I 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 Job Truss _. Truss Type Qty P Grand Callon III with porch 7JOL T11607370 M11323 A7 (SPECIAL 1 Reference (optional) . Chambers Truss, Fort Pierce, FL 7.640 s Apr 10 2016 MTek Industries, Inc. Thu Jul 27 09:16:43 2017 Page 1 ID:WSJgpGwalPpeur6hk9UjG5yuFUL-2A971FHOuKOmgpIDnX_bdjbtrYJWikl ftGFXOAyrwS_ 8.10.10 1�t-0.0 20.0.0 25.11.15 34.0.0 5.0• 1.0.0 8-10-10 5.1.6 6.0.0 5-11-15 8.0.1 •0.0 4.00 FIT 3x10 = 2.00 12 LOADING (pst) I SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014fTP12007 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP Nm3 REACTIONS. (lb/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) 6xl0 MT1814S = 5x6 = IV 9 5x12 = 2x3 II 45 = Scale = 1:62.3 CSI. DEFL. in (lac) I/dell Lid PLATES GRIP TC 0.77 Vert(LL) 0.66 11 >623 360 MT20 244/190 BC 0.86 Vert(TL) -1.4010-11 >291 240 MT18HS 244/190 WB 0.99 Horz(TL) 0.41 7 n/a n/a (Matrix-M) Weight: 147lb FT=0% BRACING - _t TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-2-3 oc bracing. FORCES. (lb) - Max. Comp./Max. Tell. - 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, 9-1 0=- 1593/2746, 7-9=-1593/2746 WEBS 3.11=-412/429, 4-11= 1413/2588, 4-10=-810/44B, 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=14fh B=521t; L=34ft; eave=6ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Intertor(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 verity capacity of bearing surface. 1 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 795 lb uplift at joint 2 and 812 lb uplift at joint 7. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. © WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 11111--7473 rev. 101031201E BEFORE USE Design valid for use only wllh MflekV connectors. lids design Is Lased only upon parameters shown, and is for an Individual building componenl. not a truss systern. 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 10 prevent buckling of Individual truss web and/or chord members only. Additional lemporary and permanent bracing MTek* 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/71I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 11. Lee Street Sulte 312, Alexandria. VA 22314. Tampa, FL 33610 - b russ ruse ype ty , y 62'Grand Cmllon III with porch P T11697300 1323:: Af SPECIAL 1 1 Job Reference (optional) nbers -I ruse, Fool Home, FL 7.640 a Apr 19 2016 MiTok Industries, Inc. Thu Jul 27 09:15:43 2017 Page 1 I D: W SJgpGwal PpeurGhk9UjG5yuFUL-2Ag?I FHOuKOmgpIDnX_bcljbuZYjblpgftGFXOAytwS_ 1-D•Q 8.8.4 12.0.0 15.8.4 20.1.8 22.0.0 24.8.12 34.07 5.0- •0.0 8.8.4 3-3.12 3.8.4 4.8.1 1-7.8 2-8.12 9.3.4 1-0.0 Scale = 1:62.2 6x6 = 3X4 2x3 11 4x8 = = 4.00 F12 4 20 5 621 7 12 11 3x'10 2 = 5x12 = 3x4 = 4x6 = .00 '12 10-6-4 LOADING(psf) SPACING- 2-0.0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 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 2441190 BCLL 0.0 " Rep Stress Incr YES WB 0.69 Horz(TL) 0.39 9 n/a n/a BCDL 10.0 Code FBC20141TPI2007 (Matrix-M) Weight: 154 lb FT = 0 �1 LUMBER- BRACING - _ ' TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 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) 2=1292/0-8-0, 9=1332/0-8-0 Max Horz2=129(LC 9) Max Up11ft2=-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=-246r1/1693, 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— 301/796, 5-12= 894/602, 7-12=-352/452, 7-11=-235/474, 8-11=-408/419 NOTES- 1) Unbalanced roof live loads Have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft B=52ft L=34ft; eave=6ft Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Interior(1) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 noncollcurrent 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 ANSIITPI 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. 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev, 10/03/2015 BEFORE USE. Design valid for use only with Mllekm connectom this design Is lased 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 pararnetets 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 ternporary and permanent bracing MiTek' Is always required for s7abiifty and to prevent collapse with possible personal injury and properly darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and (fuss 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 fuss cuss ype — ly Ply Carlton III tiifh porch T11607301 M11323 A9 HIP 1 1 162'Grand Job Reference (optional) - Chambers Truss, Fort Pierce, FL 7.640 s Apr 192016 Mil ek Inaustnos, Inc. -I hu Jul 27 a9:15:44 291 r Pago 1 I D_oIC1 exC3ixV V?huts?ypJyuFUK-W NjNW b13fdW dlzKOLEVgAxBBwy9gUDQo6vd_4ycytwRz ...7.15 15.2-14 14..20 23..80..00 7.4-11 34.0.0 1.00..00.4 3 G-7-15-1r110O00 6.7-15 5.2-14 05. 4.00 F12 3x5 = LOADING (psi) TOLL 20.0 TCDL 7.0 BCLL 0.0 BCDL '10.0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2r,4 SP M 30 WEBS 2x4 SP No.3 4x4 — 3x4 2x3 II 4x8 = = 4 22 5 6 23 7 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Inez YES Code FBC2014/TP12007 15 14 13 12 11 3x8 = 3xG = 6x8 = 3x6 = 3x4 = Scale = 1:60.1 3x5 = CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TC 0.24 Verl(LL) -0.1713-15 >999 360 MT20 244/190 BC 0.49 Ved(TL) -0 42 13-15 >574 240 WB 0.85 Horz(TL) 0.02 13 n/a n/a -M) (Matrix- Weight: 156 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6.0-0 cc puriins. BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. REACTIONS. (lb/size) 2=687/0-8-0, 9=382/0-8-0, 13=1554/0-8.0 Max Harz 2=-109(LC 8) Max Uplift2= 441(LC 10), 9=-262(LC 10), 13— 904(LC 10) Max Grav2=709(LC 19), 9=420(LC 20), 13=1554(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (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= 64/316, 13-14=-64/316, 12-13=-245/289, 11-12=-245/289 WEBS 3-15=-349/348, 5-15_ 271/615, 5-13=-1162/851, 6.13=-260/267, 7-11= 163/325, 8- 11 =-387/373, 7-13=-762/484 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2ps1; BCDL=3.Opsf; h=14ft; B=52ft; L=341t; eave=6fh 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) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf or) 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- Verity design parameters and READ NOTES ON THIS AND INCLUDED JJ17EK REFERANCE PAGE MI1-7473 rev. 10/0312015 BEFORE USE Design valid for use only with MBekV connectors. 111is design Is based only upon parameters shown, and is for an Individual building component. not �- a truss syslern. Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated Is to prevent Wckling of Individual truss web and/or chord members only. Additional temporary and permanent braang MOW is always required for stability and to prevent collapse with possible personal Injury and property darnage. For general guidance regarding the fabilc.atlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Rate Institute, 218 N. Lee Street Suite 312.Alexandria. VA 22314. Tampa, FL 33610 I Job ss Type Oly Colton III with porch I Fy- 162'Giond T11607302 M11323 HIP 1 1 IGRA Job Reference (optional) Chambers Truss. Fort Pierce, Ft. - - - - - - 7.640 n Apr 10 2016 MiTek Industries, Inc. Thu Jul 27 09:15:45 2017 Page 1 I D:_etC 1 cxC3ixVV?hul s?ypJyuFUK-_ZHIJxJhOxoUw7vcuyO3i8hBKM WjDeuyLakeU2ylwRy r1.0•(� 8.0.0 11.1-1 17.0.0 118.6.0 , 22-2.2 , 26.0.0 34.0.0 35.0.0 1.0.0 8.0.0 3.1-1 5.10.15 1-G-0 3.8.2 r 3•0•14 8.0.0 1-0.0 Scale = 1:62.3 TOP CHORD MUST BE BRACED BY END JACKS, 4x4 = ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 29 `. 27 26 — 24 3x6 I! 3x6 = 6xB = 3x6 = 6x8 _ 4x4 3x5 = Gx8 = — LOADING (psi) TCLL 20.0 TCDL I.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0.0 Plate Grip DOL 1.; Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014ITP12007 CSL TC 0.90 BC 0.44 WB 0.96 (Matrix-M) I DEFL. in (loc) I/dell Ud Vert(LI-) 0.10 24 35 >999 360 Vert(TL) -0.19 24-26 >987 240 Horz(TL) 0.02 22 n/a n/a PLATES GRIP MT20 244/190 I Weight: 194 Ib FT = 0% LUMBER- — BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc pUrlins. Except: BOT CHORD 2x4 SP M 30 1 Row at rnidpt 8.21 WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at JI(s): 7, 8, 19, 17, 14 REACTIONS. All bearings 0-8-0. (lb) - Max Horz2=179(LC 7) Max Uplift All uplift 100 Ib 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 Ib or less at joints) except 2=527(LC 13), 27=2197(LC 13), 26=2894(LC 14), 22=1015(1-0 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-561/338, 3-5=-306/839, 5-7=-584/1206, 7-8=-584/1206, 8-10=-584/1206, 10-12=-584/1206, 12-13= 584/1206, 13-15= 584/1206, 15-16=-584/1206, 16-18=-584/1206, 16-20=-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, 28-29=-143/463, 27-28=-143/463, 26-27=-772/440, 25-26=-393/630, 24-25=-393/630,22-24= 1014/2010 WEBS 3-29=-457/1105, 3-27= 1643/836, 5-27=-769/636, 5-26=-537/346, 13-26=-934/608, 18-26= 2360/1437, 18-24= 782/1690, 21-24=-38/353, 4-5=-618/520, 19-20=-342/310, 14-15=-549/402 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128niph; TCDL=4.2psf; BCDL=3.Opsf; h=14fh B=52fh 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 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 376 Ib uplift at joint 2, 1146 Ib uplift at joint 27, 1470 Ib uplift at joint 26 and 646 Ib uplift at joint 22. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical pudin representation does not depict the size or the orientation of the Pullin 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 Ib down and 461 Ib up at 26-0-0, and 967lb down and 461 Ib up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Continued on Daae 2 Q WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MIZEK REFERANCE PAGE MII--7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mll00 connectors. this design Is based only upon parameters shown, and Is for an individual Iwilding component, not � a truss system. Before use. the building designer must verify the applicability of design parameters and properly incoTporaie this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Addillonal temporary and permanent bracing MOW Is always required for stability and to prevent collapse wllh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of musses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plale Insfifute, 218 N. Lee Street Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss S runs Yype Qty ' y 62' Grnnd Carlton III wsh porch T11697382 M11323 �GRA HIP 1 1 Job Reference (optional) • chambers truss, hurt 1`101Ca, K nano 5 Apr iv zuie MneK mausaies, Inc. i nu aw zr u!m5:nb zui r rnoo z ID:_etClcxC3ixVV?I1uls?ypJyuFUK=ZHljxJltQxeUw7vcuyD3i6hBKMWjDeuyLakeU2ytwRy LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54,21-23=-54,29-30— 20,24-29— 47(F=-27),24-33=-20, 3-11=-126(F— 72),11-21=-126(F=-72) Concentrated Loads (lb) Vert: 29=-641(F) 24=-641(F) Q WARNING - Verlly design parameters and READ NOTES ON THIS AND INCLUDED MR'EKREFERANCE PAGE MI1-7473 rev, 1010312015 BEFORE USE. Design valid for use only with MllekG connectors. This design Is based only upon parameters shown, and Is for cm Individual building component not � a truss system. Before use, line 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 chard members only. Additional lei nporary and permanent bracing MOW Is always required for s9abllily and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage., delivery, ereclion and bracing of trusses and him systems, se.eANSI/TPN 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 russ ype oty Ply G2' Grnnd Conlon III with porch T11607303 M11323 GRB HIP t 1 1 Job Reference (optional) Chambers Truss, Fon Pierce, FL 7,640 s Apr 19 2016 M7ok Industries, Inc. Thu Jul 27 09:15:46 2017 Pogo t ID:SrRaEyyrgO4M78G4rnW BLWyuFUJ-SIr7xHKJAFmLXHToSiYIFMDOkmply5g5ZETBOVy1wRx (1-0.9 I 13.8.0 26-0.0 4.0.0 35.0.0 1.0.0 0 5.8.0 5.8.0 0.0 f•00400 0 4x5 = 5x8 MT18HS = 4x10 = 4.00 F12 2x3 11 06 = 2x3 II 3 23 4 5 6 7 24 5x8 MT18HS = 16 15 14 13 12 1•I 3x6 II 4x6 = 6x10 = 600 = 46 = 3x6 11 Scale = 1:60.1 4x5 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0.0 Plate Gftp DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TC 0.79 BC 0.57 WB 0.96 (Matrix-M) I DEFL. in (loc) I/dell Ud Vert(LL) 0.16 16 >999 360 Vert(TL) 0.27 14-16 >912 240 Horz(TL) 0.07 9 n/a n/a PLATES GRIP MT20 244/190 MT181 IS 244/190 I Weight: 153 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-8-1 oc bracing. WEBS 2x4 SP No.3 *Except WEBS 1 Row at midpt 8-13, 6-13 4-14,7-13: 2x6 SP No.2 REACTIONS. (lb/size) 2=129610-8-0, 13=3993/0-8-0, 9=510/0.8-0 Max Horz2=-90(LC 6) Max Uplift2— 871(LC 8), 13=-2549(LC 8), 9= 369(LC 8) Max Grav2=1479(LC 13), 13=a1684(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=-1431/700, 4-14=-847/699, 7-13=-886/720, 8-13= 3505/1836, 8-11=-403/1157, 6-14=-1431/2780, 6-13= 3151/1776 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst; BCDL=3.Opst; h=140; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord 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 up at 26-0-0, and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) 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 Daae 2 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MD'EK REFERANCE PAGEM1F7473 rev. 1010312015 BEFORE USE Design valid for ruse only with MBelcCo connectors. This design Is based only upon parameters shown, and is for an Individual Wilding component not a truss system. Before use, the building designer must verify the applicoblllly of design parameters and properly Incorporate this design Info 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 stabllily and to prevent collopse wllh possible personal Injury and properly 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 russ russ ype Qty y 62'Grand Carlton III with porchT776➢7303 1323 P GRB HIP 1 7 Job Reference (optional) •chambers -I russ, I -On YI010a, t-L LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 16=-641(F) 11— 641(F) ID:SrRaEyyrg04M78G4raWBLWyuFUJ-SIr7xHKJAFW o' S'IYlFMDOkmp1y5g5ZET' BOVytwRx Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEKREFERANCE PAGE MII-7473 rev. 101031201E BEFORE USE. �� Design valid for use only with MllekD connectors. IIils 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 iTek' Is always required for stability and to proven] collapse with posslblo personal Injury and property damage. For general guidance regarding the fabrication, storage• dellvery- erection and bracing of trusses and Inks systems, seeANSUTPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avoilatVe from Truss Plate Institute. 218 IV. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job rt166 TruS6 ype Qly Ply 62' Grand Callon III wilh porch T11697304 M11323 J2 MONO TRUSS 6 1 Job Referonco o tional c ..�,t.,i, r.,.�.... The _ror 27 na•rs•er, 2017 aeon I .Chambers Truss. Fort Pierce, FL ID:x1?zSlzTbJCDIIrGPH1 QukyuFUI-SIr7xFIKJAFmLXFIToSIYIFMDYOmx3yK95ZETB6VytwRx •1.0.0 2.0.0 1.0.0 2.0.0 ' 3x4 = LOADING (psi) SPACING- 2-0-0 CS1. DEFL- in (loc) Wait 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/TPI2007 (Matrix-M) I LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=37/Mechanlcal, 2=143/0-8-0, 4=2 1 /Mechanical Max Hot2=67(LC 10) Max Uplifl3=-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 lorces 250 (lb) or less except when shown. Scale - 1:7.9 PLATES GRIP MT20 244/190 Weight: 8 lb FT = 0% BRACIidG- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc ptrrlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VLllt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsh h=141t; B=52ft; L=34ft eave=61h Cat. il; 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. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev- 1010312015 BEFORE USE. �� Design valid for use only with MI1ek0 connectors, ]his design is based only upon Ixuamefers shown, and is for an Individual building component, not a truss system. Before use, the building designer tnusl 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. Addifional temporary and permanent bracing MiTek• Is always required for slabllffy and 10 prevent collapse with possible personal Injury and property damage. for general guidance regarding the 6904 Parke East Blvd.fabrication, storage, delivery, erection and bracing of humes and truss syslems, seeANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available train Truss Male Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 62' Grand Carlton III vAlh porch T11607385 M11323 JA MONO TRUSS 8 1 Job Reference (optional) . Chambers Truss, Fort Pierce, FL imiu a Apr 1s zulu Mnex mausmos, mc, Thu jm 27 cv: ixar 2017 Pago r I D:PDYLfd_5MdK4 MSQTz?ZlRxyuFUFI-xyOV8dKxxYuC902?ON3Xr1ZinITAFOhnPFouDlZxytwRw -.4.0.0 110.00•D 4.0-0 I 3x4 = Scale - 1:11.2 4-0-0 4-0.0 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 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 W B 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight: 14Ib FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 or, purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (iWsize) 3=79/iMechanical, 2=229/0-8-0, 4=39/Mechanical Max Horz2=104(LC 10) Max Upllfl3=-75(LC 10), 2=-171(LC 10), 4=-2(LC 10) Max Grav3=79(LC 1), 2=229(LC 1), 4=60(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; VU11=165mph (3-second gust) Vasd=128rnph; TCDL=4.2psf; BCDL=3.Opsf; h=141t; B=52ft; L=3411; eave=6ft; Cat. II; Exp C; Encl., GCp1=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 psi bottom chord live load nonconcurrent with any other live loads. 3) ' 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. 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. Q WARNING - Vedry design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 11111-7473 rev. 1010312015 BEFORE USE • Design valid for use only with MITekO connectors. 11% design is based only upon parametets 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 Info the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addiliorwl temporary and permanent bracing MiTek' Is always required for stability and to rxevent collapse with fx)ssit>le personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of fnrsses and tntsssysiems. seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job cussTruss Type oty Ply 62. Grand Colton III with porch T71607306 M11323 J6 MONO TRUSS 8 1 Job Reference (optional) Chambors Tfuss, Fort Piotco, FL 7.640 s Apr 19 2016 Mn ox Indusuios, Inc. Thu Jul 2/ 09:15:4I 2017 Pogo i I D:tP6jtz_j7xSx_c_fXi4 uz9yuFUG-xyOVBdKxxYuC9Q2?ON3XnZmaIMABW hnPFouDlZxylwRw 1.0.0 6.0.0 1•o•0 6.0.0 3x4 = LOADING (psi) i SPACING- 2.0.0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 I Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.04 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC OA2 Vert(TL) -0.09 4-7 >790 240 BCLI- 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=120/Mechanicai, 2=321/0.8-0, 4=54/Mechanical Max Horz 2=142(LC 10) Max Uplifl3=-117(LC *10). 2=-218(LC 10) Max Grav3=120(LC 1), 2=321(LC 1), 4=89(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:14.8 PLATES GRIP MT20 244/190 Weight: 20 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VUIt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsh h=141h B=52ft; L=3411; eave=6fl; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C InteriOT(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 117 lb uplift at Joint 3 and 218 lb uplift at joint 2. 6) "Senii-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING- Verily design Pammetere and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. • Design valld for use only with MlTekei connectors. this design Is based only upon parameters shown. and Is for an individual building component. not a trusssystem. Before use, the buliding designer must verity the applirabilliy of design parameters and properly fncorporale Ihfs 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 Mffek' Is always requkEd for stability and to prevent collapse with possible personal injury and propedy damage. For general guidance regarding the fabicallon, storage, delivery, erection and tracing of husses and In M. systems, se e-ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plato Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tempe, FL 33610 ob11 russ Truss Type Oly P=62`,)Grondarlton III with porchT11607387 J6 MONO TRUSS 20 nce o lional -Chambers Truss. Fort Pierce, FL r — v I\pl .111I -.•: :•.. I D:iP6jtz_j7xSx_c_IXi4 uz9yuFUG-PByuMzLZisO3nadBa4amKnJrKZRCOEIO 1 YyloNytwRv 1.0.0 0.0.0 1.0.0 0.0.0 M 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 TCDL 7.0 Lumber DOL 1.25 BC 0.76 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=164/Mecllarlical, 2 ,I11/0.8.0, 4=68/Mecllai11ca1 Max Horz2=180(LC 10) Max Uplift3=-160(LC 10), 2=-265(LC 10) Max Grav3=164(LC 1), 2=411(LC 1), 4=118(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:17.7 DEFL. in (loc) Well Ud PLATES GRiP Veri(LL) -0.10 4-7 >972 360 MT20 244/190 Vertul-) -0.27 4.7 >350 240 Horz(TL) 0.01 2 n/a n/a Weight: 26 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5.9-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128niph; TCDL=4.2psf; BCDL=3.Opsh h=14f1; B=52fh L=34ft; eave=6tt Cat. II; Exp C; Encl., GCpl=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 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 160 lb uplift at joint 3 and 265 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 1010212015 BEFORE USE � Design valid for use only with MileM connectors. ihis design Is based only upon parameters shown. and is for an individual balding component. nor a truss system. Before use. the building designer must verity the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated is to prevent 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 dunnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of Inisses and truss systems. seeANSI/1P11 Quality Cdfeda, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate inslilube, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 3361 D Job rusS ype ' y 62'Grond Cnrllon III with porchT11897388 M11323 TKII'S6 MONO TRUSS [ty 4 1 Job Roferonco (optional) . Chambers Truss, Fort Pierce, FL r.ovu s np. re cv to ry .— nwumnuu, mv. M. vv, c, vv.,v.•.v &v vuv , I D: Lcg54J?LuEancmZr40b7W MyuFUF.PByt1MzLZisO3nadBn4amKnJsZZZL08wOl Yyl5NytwRv 1.6.0 7.3.4 j 11.3.0 1.5.0 7-3.4 3.11-12 1� JX4 Scale= 1:20.8 3x4 = 7.3.4 3.11-12 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.05 7-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.11 7-10 >999 240 BCLL 0.0 " Rep Stress Incr NO WB 0.43 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 44 lb FT = 090 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlirls. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-0-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=207/Mechanical, 2=482/0-11-5, 6=556/Mechanical Max Harz 2=244(LC B) Max Uplift4=-207(LC 8), 2= 312(LC 8), 6=-277(LC 8) Max Grav4=250(LC 13), 2=482(LC 1), 6=574(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1090/498 BOT CHORD 2-7=-662/1072, 6-7=-662/1072 WEBS 3-7=0/309, 3-6=-1177/727 NOTES- 1) Wind: ASCE 7-10; Vult=165mp11 (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1411; B=52ft L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconCUrrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsl 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) Vert: 1-2=-54 Trapezoidal Loads (pit) Vert: 2=0(F=27, B=27)-to-4=-152(F=-49, B— 49), 8=O(F=10, B=10)-to-5= 56(F= 18, B=-18) Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M1rEK REFERANCE PAGE M11-7473 rev. 10/032015 BEFORE USE. � Design valid for use only wllh MllekVD connectors. This design Is based only upon paramelers shown, and Is for an Individual [wilding 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 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 musses arld truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 21811. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 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/lgr For 4 x 2 orientation, locate plates 0-'rya" from outside edge of truss. This symbol indicates the required direction of slots in connector plates. `Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION 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/Ti PI 1: 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. 0 C O U a. O f- Numbering System 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, ESR 1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved MiTek 0 MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 A 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 ore regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. B. Unless otherwise noted, moisture content of lumber shall not exceed 19`ro 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 ff. 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.