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Lumber design values. ire'Irl,accordance with ANSI/TPI 1 section 6.3 These truss designs rely 6n lumber values established by others. :� MiTek RE: M11323 - 62' Grand Carlton III with porch MiTek USA, Inc. 6904 ParkeEastBlvd. Clustomer I4115 Info: WYNNNE DEVELOPEMENT CORP Project Name: M11323 Modell 1a13233610 Lot/Block: Subdivision: SCANN50 Address: N/A BY City: PORT ST LUCIE State: FL mat Lucie CdUnty 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: FBC2014fTP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 13 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003,,section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 1 T11697376 A 7/27/17 L_ T11697377 A5 _L7/27/17 1 13 1 T11697378 1 A6 17/27/17 1 14 1 T11697379 A7 7/27/17 5 1 T11697380 1 A8 7/27/17 6 T11697381 A9 7/27/17 7 1 T11697382 1 GRA 7/27/17 18 1 T116973831 GRB 17/27/17 1 19 1 T11697384 1 J2 17/27/17 110 1 T11697385 1 J4 17/27/17 1 11 1 T116973861 J6 17/27/17 12 I T11697387 I J8 1 7/27/17 f 113 I T116973881 KJ8 1 7/27/17 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. ,O8C . �• F � .%� , OFt �- °°iS/ONA1-Sl lip/111111101 Thomas A. Mani PE No.39360 MITek USA, Inc. FL Cert 6634 69114 Parke East Blvd. Tampa FL 33610 Date: July 27,2017 Albani, Thomas 1 of 1 Job Truss Truss Type ty Ply 62' Grand Carlton III wuh porch 11 T11697376 �M11323 �A COMMON ��y I9 Job Reference (optional) 'Chambers Truss, Fort Pierce, FL i.o40 s Apr i a 20 i o rnu me mvosuros, !I- I r, 1 . -age I D:a3B4PavKnnZweXyJckSFBgyuFUN-6o1 EuZGAMiB2RVbrf6y7Yl W e3167Hx1 MQymQMHytwSO r1.0•q 6.7.12 12.4.13 17-0-0 21.7.3 27.4-3 34.0.0 35-0-Q 6.7.13 5.9.0 4-7-3 4-7-3 5-9-0 6-7.13 1.0-D �1 6 4x5 = 4.00 r12 4x4 = 25 17 '- 15 -- -- 14 12 2x3 II 4x6 = 3x8 = 3x8 = 4x6 = 2x3 II Scale = 1:59.2 4x5 = LOADING (psf) SPACING- 2-0-0 CSi. DEFL. In (loc) I/deft Ud PLATES GRiP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 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(fL) 0.14 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 163 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc puriins. 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=136210-8-0 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=-3186/1919, 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.Opst; h=14ft; B=521t; 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 & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCD = 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 (pit) Vert: 1-6=-54, 6-11=-54, 18-21=-20 Concentrated Loads (lb) Vert: 24= 50(F) 25=-50(F) ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED AI TEK REFERANCE PAGE M8.7473 rev. IM312015 BEFORE USE. Design valid for use only Wlh MI1ekb connectors. this design is based only upon parameters shown. and Is for an Individual building component. not a truss system. Before use, the bullding 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 Mel( Is always reclulred for stability and to prevent collapse with poss1b4e personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trimes and truss systems, seeANSI/TPit 9uallty, Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information avallable from truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tainpa, FL 33610 T11697377 M11323 I AS (SPECIAL I 9 , Job Reference (opti 16 MiTonal) 7.640 s ADr 19 20ek Industries Inc Thu Jul 27 1-p- 7-8.5 10.6-4 17-0-0 20.4.8 26-4.0 34-0-0 5-0- 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 Sx8 II 3x10 = 2.00 F12 3x6 = 5x12 = 2x3 ll LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in (loc) Udell 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 Be 0.87 Vert(TL) -1.48 13-14 >275 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.49 Horz(TL) 0.43 10 n/a n/a BCDL 10.0 Code FBC2014rrP12007 I (Matrix-M) Weight: 154 lb FT = 04b 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 4-2-10 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: ASCE 7-10; VUlt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=141t; B=521t; L=341t; eave=6lt; Cal. II; Exp C; Encl., GCpi=0.18; MIN 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 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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 REFERAFICE PAGE M11.7473 rev. 1010312015 BEFORE USE Design valid for use only with Milel<l.) connectors. IILLs design is based only upon parameters shown. and is for on Individual building component, not airuss system. Before use. the building designer roust verify the applicability of design parameters and properly Incorrwrale Ibis design into the overall building design. Bracing Indicated is to prevent txrckiing of individual IRIS4 web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse �PAlh possible personal Injury and property damage. For general guidance regarding the East Blvd. fabrication, storage, delivery. erection and bracing of trusses and fse uss systems, e6904 Parke ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Tampa, Parke East0 Safety Information available from Truss Plate instilute. 218 N. Lee Street. SLite 372, Alexandria, VA 22314. _! cuss russ Type City P y 62' Grand Carlton III with porch T11697378 pJobl- 1323 A6 SPECIAL 1 1 Job Reference (optional) Chambers Truss, For[ Pierce. FL r.ovv s npr i a 25 ro Wii r 6R i d—i ie.. i .. i s= ID:2GIScwwyY5hnGhXVARzUkuyuFUM-a_bc5vGo70Gv3fA1 DpTM4W3jD9Mu0KDVecV_u1ytwS? 1.0- 8-11-11 16.0-0 18.0-0 20.4-8 25-11-15 34-0-0 5-0- -0-0 8-11-11 7-0.5 2.0•D 2-4-8 5-7-7 8-0-1 •0-0 rJ 6 3x10 = 2.00 12 4.00 F12 6x8 = 5x6 = '� 77 5x6 = 2x3 11 3x6 Scale: 3/16"--V LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.68 14 >601 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -1.13 14-17 >362 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(TL) 0.41 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 156lb FT =0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 3-5: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-2-11 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3'Except* 5-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1298/0-8-0, 9=1326/0-8-0 Max Horz2=169(LC 9) Max Uplift2=-796(LC 10), 9— 811(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 5374/3234, 3-4=-5240/323514-5= 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 60412799 WEBS 4-14=487/502, 5-14— 165412900, 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.Dpsf; 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 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 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 MITER REFERANCE PAGE 111I1-7473 rev. 1010312015 BEFORE USE. Design vollcitot use ody with MilelcO conneclors. This design Is based only upon rynarneiers shown, and is for (in Individual building component, not a irtrss system. Before use, the building designer must verity the appllcatAllty of design parameters and properly h)corporafe this design Into the overall building design. Bracing Indicated is 10 prevent buckling of Individual truss web and/or chord mombers only. Additional temporary and permanent bracing M!Tek' is always recpilred for stability and to prevent collapse with possible personal Inluiy and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing o1 trusses and in>ss systems, seeANSI/TPII Quality Criteria, DS3-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available train Truss Plate Institute, 218 N. Lee Street Suite 312, elexanddo. VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply III with rch 711697379 M11323 A7 SPECIAL 1 1 1 Job Refe encen(optional) Chambers Truss, Fort Pierce. FL 7.640.Ap, iE;23- N."—mu—i— , P- , ag , 6 I D: W SJgpGwal Ppeur611k9UjG5yuFUL-2A9?I FHQuKOmgpIDnX_bdjbtrYj W Ikl0 tGFXQAytwS_ 140 25.11.15 34.0-0 q5-0- 8-10-10 '5-11.15 8.0-1 H110-_0 8-10-10 00 Rrff _ 300 = 2.00 FIT LOADING (psf) 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 FBC2014/fP12007 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 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 MT18HS Sx6 = 2x3 11 Scale = 1:62.3 N 'p � I�r 4x5 = CS1. DEFL. in (ioc) I/defl L/d PLATES GRIP TC 0.77 Verl(LL) 0.66 11 >623 360 MT20 244/190 BC 0.88 Vert(TL)-1.4010-11 >291 240 MT18HS 244A90 WB 0.99 Horz(TL) 0.41 7 n/a n/a (Matrix-M) Weight: 147 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 4-2-3 oc bracing. 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= 8101448, 5-10_ 1741455, 6-10— 636/458 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=165mph (&second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=141t; 13=5211; L=341t; eave=6lt; 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) 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. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10103ROIS BEFORE USE Design valid for use only with IvlllekFD connectors. This design Is based only upon parameters shown, and Is for an hdMdual Wilding component, not a Buss system. Before use, the building designer rmrst verity, the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual Buss web and/or chord members only. Addlltonal temporary and permanent bracing MiTek° IS always requited for stabilily and to prevent collapse with possible personal Inlury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPIi 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 rush s ---T russ Type —� Qty Ply 62' Grand Carlton III with porch T11697380 M11323 AS SPECIAL 1 1 Job Reference (optional) _ _- _ my o,...o 1 Chambers Truss, Fort Pierce, FL 7.6—. Apr 16 - a a USE. "• ac. u " ` I D:W SJgpGwai Ppeur6hk9UjG5yuFUL-2A9?I FHQuKOmgpIDnX_bdjbuZYjblpgttGFXQAytwS_ 1.0- 8-8-4 12-0-0 15-8-4 20-4-8 22-0-0 24-8-12 34-0-0 5-0- -0.0 8-8.4 3-3-12 3-8-4 . 4.8-4 1-7-8 2-8-12 9-3.4 -0-0 6 3x10 Plate 4.00 12 2.00 F12 5x6 = 3x4 = 2x3 II 4x8 = 20 5 6 21 7 12 11 Sx12 = 3x4 4x6 = = 22-0-0 Scale = 1:62.2 LOADING(psf) SPACING- 2-0.0 CS1. DEFL. in floc) I/deft 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 Ven(TL) -1.36 12-13 >301 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES W B 0.69 Horz(TL) 0.39 9 n/a n/a BCDL 10.0 Code FBC20141TP12007 (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 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 Uplift2=-794(LC 10), 9_ 813(LC 10) FORCES. (lb) - Max. CompJMax. 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= 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; 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 five 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 tit 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 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 AHTEK REFERANCE PAGE MR-7473 rev. 1010312015 BEFORE USE Design valid for use only wlfh MlieleS) connectors. This design Is based only upon parcrnrelers 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,lhe overall building design, Bracing Indicated Is to prevent Wokling of Individual buss web and/or chord members only. Additional temporary and permanent bracing M!Tek` is always requited for stability and to prevent collapse with possible personal infury and property damage. for general guidance regarding the fabrication, storage, delivery- erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Ituss Plate Institute. 218 N. Lee Street, suite 312, Alexondrlo, VA 22314. Tampa, FL 33610 Job Truss ty T P y 62'Grand Carlton III wtlh porchT11697381 M11A9 FrussypeJ 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 zu io Mir sk nwus� ass, �o. I D:_etCi cxC3ixVV?huls?ypJyuFUK-W NjN W bl3fdW dIzKOLEVgAxBBwy9gU DOo6w_4ycytwRz r1 0 Q 6-7-15 10-0-0 15-2-14 20-4-0 24-0-0 27-4-1 34-0-0 _�5-0.0 110-0 6-7-15 3-4-1 5-2-14 5.1-2 3-8.0 3.4.1 6-7-15 1.0-0 Scale = 1:60.1 44 = 2x3 11 4x8 = 4.00 12 3x4 = 4 22 5 6 23 7 15 14 1a 12 n 3x5 = 3x8 = 3x6 = 6x8 = 3x6 = 3x4 = 3x5 = Plate Offsets (Y Y)-- 12'0-2-8 Edge], 17.0-5.4 0-2-01 19.0-2-2 Edge LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.17 13-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.42 13-15 >574 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.85 Horz(TL) 0.02 13 n1a n/a BCDL 10.0 Code FBC20147TP12007 (Matrix-M) Weight: 156 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 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 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=-404l747, 7-23=-404/747, 7-8=-88/269, B-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: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=3411; 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) 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 - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid tot use only with Mflek0 connectors ➢tls design is based only upon p3muneiers shown. and Is for an Individual building component, not a truss system. Be(Or0 use, the building designer must verity the applicability of design parameters and properly Incorporate this design Info the overall txrilding design. Bracing Indicated Is to prevent budding of Individual buss web and/or chord members only. Addillonal temporary and permanent bracing MiTek" Is always required for stability and io 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. seeANSV1P11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Instilute, 218 N. Lee Street. Sulle; 312, Alexandria. VA 22314. Tampa, FL 33610 -- j-,Jo Truss Truss Type Qty Ply Carbon III wAh porch } 162'Grand T11697362 M11323 1323 GRA HIP 1 1 Job Reference (optional) Dhambers Truss, Fort Pierce, FL /.oav s Apr i a zu i o mi i ex inuusines, mu. i nu vw c r vu. ia. w 1 r nyu 1 I D:_etC 1 cxC3ixVV? huts?ypJyuFUK-_ZHljxJhQxeUw7vcuy03i8hBKM WjDeuyLakeU2ytwRy r1-0-q 8-0-0 11-1.1 17-0.0 18-6-01 22-2-2 26-0-0 34-0-0 35-0-p 11__ 8-0-0 3-1-1 5-10-15 1-6-0 3.8-2 3.9.14 8-0.0 1-0-0� Scale=-1:62.3 TOP CHORD MUST BE BRACED BY END JACKS, 4x4 = ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. N N 3 m 0 Zu eI co cY 3x6 It 3x6 = 6x8 = 3x6 = 6x8 = 4x4 = 3x5 = 6x8 = FM LOADING(psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress ]nor NO Code FBC2014fFP12007 CSI. TC 0.90 BC 0.44 WB 0.96 (Matrix-M) DEFL. in (too) I/clef! L/d Veri(LL) 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 Weight: 194 lb 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 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 Horz2=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, 28-29= 143/463, 27-28=-143/463, 26-27=-772/440; 25-26= 393/630, 24-25=-393/630, 22-24=-1014/2010 WEBS 3-29=-457/1105, 3-27=-1643/836, 5-27=-769/636, 5-26= 537/346, 13-26= 934/608, 18-26=-2360/1437, 18-24=-782/1690, 21-24=-38/353, 4-5= 618/520, 19-20= 342/310, 14-15_ 549/402 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft B=52ft; L=34fh eave=6fh Cat. I Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 376 lb uplift at joint 2, 1146 lb uplift at joint 27, 1470 Ito uplift at joint 26 and 646 lb uplift at joint 22. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical puriin representation does not depict the size or the orientation of the purlin 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 Ito 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 devlce(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 Dape 2 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MB-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mllek® connectors. Ttds design Is lased only upon parameters shown, and [slot an Individual building component, not �' a firs system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate thLs design Into the overall building design. Bracing Indicated Is to prevent buckling of individual huss web and/or chord members orgy. Additional temporary and permanent bracng M iTek° is always required for stability and 10 prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage., delivery, erecilon and bracing of trusses and truss systems, seeANSi/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information.avaliable from Truss Plate institute. 21814. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Carlton III with porch j T11697382 M71323 �GRA HIP 1 1 162'Grand Jab Reference (optional) Chambers-Iruss, Fort r'IBMS, Ft. ID :etClcxC3ixVV?huls?ypJyuFUK-_ZHIjxJhQxeUw7vcuy03iBhBKMWjDeuyLakeU2ytwRy 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) A WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEM!-7473 rev. 10I0312015 BEFORE USE. ' Design valid for use only with MITelre 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 appllcabGlly of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Addillonal temporary and permanent bracing MOW prevent Is always requited for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Insfilufe. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job fuss Truss Type cQty Ply 62' Grund Carlton III with porch � T11697383 M11323 C,RB HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL ' P"= ��'�'•"' �" "�"" ` ID:SrRaEyyrg04M78G4raWBLWyuFUJ-Slr7;;T JA tmalHHoStYIFMDOkmp1y5g5ZETBOVytwRx 1 o q 8-0-0 13.8.0 17.0-0 20-4-o 26-0-0 34-0.0 _ 5-0• 1-0-0 8-0-0 3.4-0 6-0-0 1-0-0 Scale= 1:60.1 5x8 MT18HS= 4x10 = 4.00 12 2x3 11 46 = 2x3 II 3 23 4 5 6 7 24 5x8 MT18HS= N N 0 N to 16 15 14 lu 12 11 4x5 = 3x6 II 4x6 _ 6x10 = 6x10 = 4x6 = 3x6 11 4x5 = 8-0-0 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 NO Code FBC20141TPf2007 CSI. TC 0.79 BC 0.57 W B 0.98 (Matrix-M) DEFL. in (loc) I/defl Ud Vert(LL) 0.16 16 >999 360 Verl(TL) -0.27 14-16 >912 240 Horz(TL) 0.07 9 n/a n/a PLATES GRIP MT20 244/190 MT18HS 2441190 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 puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-8-1 oc bracing. WEBS 2x4 SP No.3 *Except' WEBS 1 Row at midpt 5-13, 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 Horz2= 90(LC 6) Max Upiift2= 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= 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; Vuft=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=14ft; B=52ft; L=34tt; 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 tit 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 file 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), 1120= 20 Continued on page 2 A WARNING - Verlly design pammefers and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only wllh MllekO connectors. this design Is based only upon parameters shown, and is for an Individual budding component not a tRrss system. Before use, the Lxtliding designer must verity the applicability of design parameters and property incorporate this design Into the overall bullding design. Bracing Indicated is 10 prevent buckling of Individual muss web and/or chord members only. Additional temporary and permanent txacing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Hie 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 jvp Truss Oty Ply 62' Grand Carlton III w sh porchT11697383 ob GRB 7TrussType 1 1 Job Reference (optional) ann e... re oma w& torinctrina Inc. Thu Jul27 09:15:46 2917 Pape 2 Chambers Iruss, hon Fierce. rL LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 16=-641 (F) 11=-641(F) I.,,,,,,,..r. .___._..... _.. ...___..__. -__. I D:SrRaEyyrg04M7BG4raW BLW yuFUJ-SIr7xHKJAFmLXHToSfYI FMDOkmp1 y5g5ZETBOVytwRx ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with IdliekO connectors. Thisdesign Is based only upon ryjramelers shown. and Is for an Indivdual building component, not a buss system. Before use, the building designer must verity the applicability of design parameters and ptoM. ly Incorporate this design Into the overall building design. Bracing Indicated Is 10 prevent trickling of Individual Iruss web and/or chord members only. Additional ternporary and permanent bracing p� MiT ek• Is always required for siabillty and 10 prevent collapse with possible personal Injury and property damage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information avaliable front Truss Plate Instilule. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job cuss Tr'Uss Type Qty Ply�62'hch T11697384 M11323 J2 MONO TRUSS 8 Chambers Truss, Fort Pierce. FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Jul 27 09:15:46 —1 , Page 1 I D:xi?zSizTbJCDIIrGPH1 OukyuFU I-SIr7xHKJAFmLXHToSfYI FMDYOmx3yK95ZETBOVytwRx 1-0-0 1 2-0-0 Scale = 1:7.9 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Verl(TL) -0.00 7 >999 240 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 2 n/a Tda BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) Weight: 8 lb FT = 0% 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 Harz2=67(LC 10) Max Uplift3= 30(LC 10), 2= 131(LC 10), 4= 3(LC 7) Max Grav3=37(LC 15), 2=143(LC 1), 4=29(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52tt; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Intedor(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 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 - Verily design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MIh7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MIiekV connectors. this design is based only upon parameters shown, and Is for on 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 ovetall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW �VI OW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the' fabrication, storage. delivery, erection and bracing of Trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available train Truss Plate Institute, 218 N. Lee Street, Stifle 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Tr Type Ply I with a(olptionallrch I T11697385 M11323 11 J4 ON MONO TRUSS 6 i Job Reference Chambers Truss, Fort Pierce, FL 7.64v s Apr ra eo io run ek uwwuiea, n". 1 jw vv, 2, va.1,,.-„ w„ ziov , ID:PDYLfd_5MdK4MSQTz?ZfRxyuFUH-xyOV8dKxxYuGgQ2?ON3XnZmi7AFQhnPFouDlZxytwRw 1-0-0 4-0-0 3x4 = LOADING(psf) SPACING- 2-0.0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 TCDL 7.0 Lumber DOL 1.25 BC 0.17 BCLL 0.0 Rep Stress Incr YES WS 0.00 BCDL 10.0 Code FBC20141TPI2007 (Matrix-M) LUMBER - TOP CHORD 20 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=79/Mechanical, 2=229/0-8-0, 4=39/Mechanical Max Horz2=104(LC 10) Max Upi1ft3=-75(L0 10), 2= 171(LC 10), 4= 2(LC 10) Max Grav3=79(LC 1), 2=229(LC 1), 4=60(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:11.2 DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) -0.01 4-7 >999 360 MT20 2441190 Vert(TL) -0.02 4-7 >999 240 Horz(TL) 0.00 2 n/a rda Weight: 14 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purttlls. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6fh 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 75 Ib uplift at joint 3, 171 lb uplift at joint 2 and 2 lb uplift at joint 4. 6) "Semi-dgid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE Design valid tot use only with Mlle1M. connectors. ]Us design Is Leased only upon parameters shown, and Is for an Individual 1wOding component, not a Imss system. Before use, the building designer must vetity the applicotxllty of design paramelers and properly Incorporate this design Into the overall building design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` ' prevent is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guddarrce regarding the 6904 Padua East Blvd, fabrication, storage, delivery, erection and bracing of husses and truss systems, seeANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component SafetyInformation avollable from Truss Peale Institute. 218 N. Lee Street. Suite 312, Alexandila, VA 22314. Tampa, FL 33610 Job Truss Truss Type DryPly 62' Grand Carlton III with porch T11697366 M11323 J6 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL f.64u s Apr 19 2u16 inn ex industries, inc, Thu zr 09:5:47 cur r rage I D:tP6jtz-j7xSx_c_fXi4uz9yuFUG-xyOVBdKxxYuC9Q2?ON3XPZmdMABW hnPFouDlZxytwRw 1-0-0 1 6.0.0 Scale = 1:14.8 3x4 = LOADING (pst) SPACING- 2-0-0 CS1, DEFL. in (loc) I/dell 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 FBC2014lrP12007 (Matrix-M) Weight: 20lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.3 SOT 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(LC 10) Max Uplltt3=-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. 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=0.18; 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 tali 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 - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/032015 BEFORE USE Design valid for use oNy with Iv11TekO connectors. lids design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before rise, the building designer must vetify 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 MITek" Is always required for stability and to prevent collapse with possible personal kllury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Insillute. 218 N. Leo Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 ----- Truss cuss ype cityly 62' Grand Corlton III with porchT11697387 Lob JB MONO TRUSS 20 1 Job Reference (optional) Chambers Tiuss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Jul 27 09.15:— 201 , Page 1 10:tP6jtz_j7xSx_c_fXi4uz9yuFUG-PByuMzLZisO3nadBa4amKnJrKZRCO Ef01 Yyl5NytwRv 1.0.0 ' 8-0-0 3x4 = LOADING (pst) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.10 4-7 >972 360 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.27 4-7 >350 240 BCLL 0.0 Rep Stressincr YES WB 0.00 Horz(TL) 0.01 2 n/a rVa BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=164/Mechanical, 2=411/0-8-0, 4=68/Mechanical Max Harz 2=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 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=52ft; L=34ft; eave=6ft; 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 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 tali 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 - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MITelt0 connectors. Tiffs 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 appllcabillty of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is 10 prevent buckling of Individual tarns web and/or chord members only. Additional temporary and permanent bracing M!Tek" Is always required for stability and to prevent collapse vAlh possible personal Injury and property darnage. For general guidance regarding the fabrication, storage, delivery, erection and tracing of trusses and truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 -----] Job Truss muss `type Qty Ply 62" Grand Carlton III with porch � T11697386 CMI1323 KJ8 MONO TRUSS 4 1 Job Reference (optional) Chambers Iruss. 1-0a FIBIC8, FL i.oyv a npi i a cu iu nn,— nmuauica, niu. ID:Lcg54J?LuEancmZr4Qb7WMyuFUF-P8yuMzLZisO3nadBa4amKnJsZZZLQ8w01Yyl5NytwRv -1-5-0 7-3-4 11-3-0 1-5-0 7-3-4 3-11-12 Scale = 1:20.8 3x4 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) !/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.05 7-10 >999 360 MT20 2441190 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/TPI2007 (Matrix-M) Weight: 44 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-0-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=207/Mechanical, 2=48210-11-5, 6=556/Mechanical Max Horz2=244(LC 8) Max UpIIR4=-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 (Ib) 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= 11771727 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=521h L=34ft; eave=6ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 207 lb uplift at joint 4, 312 lb uplift at joint 2 and 277lb 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 (plf) 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 - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE Design valid for use only with Mllek® connectors. This design is based only upon parameters sho Am, and Is for an Individual building component, not a truss system. Before use, the bolding designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated Is to buckling of Individual Inrss web and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always required for stability and to 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 trusses and truss systems, seeANSI/TPI I Quality Criteria, DS8-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Nexandila, VA 22314. Tampa, FL 33610 Symbols Numbering System JA General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. I For 4 x 2 orientation, locate plates 0-'rrb" from outside edge of truss. ® This symbol indicates the ® required direction of slots in connector plates. ' Plate location details available in MTek 20/20 software or upon request. N. 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. Indicates location where bearings (supports) occur. icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction, DSB-89: Design Standard for Bracing, BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) m 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 Engineering Reference Sheet: MII-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI, 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stock materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1, 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1, 8, Unless otherwise noted, moisture content of lumber shall not exceed 1 W. at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Comber 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.