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Lumber design vdlups'are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek' RE: M11323 - 62' Grand Carlton III with porch MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: WYNNNE DEVELOPEM ENT CORP Project Name: M11323 Mode lTamplal 610 4115 ff Lot/Block: Subdivision: nn 323 Address: N/A City: PORT ST LUCIE State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 13 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# I Truss Name I Date 1 IT116973761A 7/27/17 12 I T11697377 I A5 1 7/27/17 13 1 T11697378 1 A6 1 7/27/17 14 1 T11697379 1 A7 1 7/27/17 15 1 T11697380 1 A8 1 7/27/17 6 1 T11697381 1 A9 7/27/17 7 1 T11697382 1 GRA 7/27/17 18 1 T11697383 1 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 1 T11697388 1 KJ8 1 7/27/17 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Alban!, 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/TPl 1, Chapter 2. %� 0 39 8 E OF :•� •�OR1p• �N,�� ',fill Its Thomas A. Albani PE No.39380 Mrrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 27,2017 Albani, Thomas 1 of 1 Jo russ fuss Type ty y Carlton III With parch P 711GD7376 M713.:3 A (COMMON D 1 162'Ginnd Job Relorence (optional) isois Truss, 1 o i Nlarce. FL 7.640 s Apr 19 2016 MTok Industrios, Inc. Thu.lul 27 09:15Al 2017 Pogo 1 1 D:13B4 PavKnnZweXyJckSFBgyuFUN•6o1 EuZGAMiB2RVbrf6y7Yl W e3167Hx 1 MQymQMHytwSO rl-0•Q 8.7.13 12.4.13 77.0 21.7.3 2903 34.0.0 5.0, 13 0403 I 06.7.5.9.0 4.7.3 6.7-13 4x5 = 4.00 12 4x4 = 25 '17 .'" 15 `" 14 12 2x3 11 06 = 3x8 = 3x8 = 44 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Verl(LL) 0.29 15 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Verl(TL) -0.72 14-15 >567 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.57 Horz(TL) 0.14 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) I LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 Scale - 1:59.2 2x3 II 4x5 = PLATES GRIP MT20 244/190 Weight: 163 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc pullins. BOT CHORD Rigid ceiling directly applied or 5-7-12 oc bracing. REACTIONS. (lb/size) 2=1362/0.8.0, 10=1362/0.8-0 Max Horz 2=179(LC 9) Max Uplilt2_ 832(LC 10). 10=-832(LC 10) FORCES. (lb) - Max. Comp.lMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3188/1919, 3-4=-2663/1632, 4-5=-2616/1640, 5-24=- 2668/1752, 6-24=-2608/1747, 6-25=-2608/1747, 7-25=-2668/1752, 7-8— 2616/1640, 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.Opsf; h=14ft; B=52ft; L=34fh eave=6ft; Cat. 11; 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 3) This truss has been designed for a 10:0 psf bottom chord live load nonconcurrenl with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 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 devices) shall be provided sufficient to support concentrated load(s) 50 lb down and 30 lb Lip 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) 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MIIEKREFERANCE PAGENH-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MITekG connectors. Mils design Is based only upon parametersshown, and Is for an individual building component, not � a truss system. Before use. the building designer must verily the applicability of design palarnofeis and propr:rly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Addillonaf temporary and permanent bracing MOW is always required for s1abilily and to prevent collapse with possilblo personal Injury and property damage. For general guldance regarding the fabrication, storage, delivery, eiection and bracing of trusses and Imsssystems• seeANSI/TPIi 9uallty Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218IJ. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job fuss runs ype ly y 62' Grand Con III with porch , T11687377 M11323 AS SPECIAL 0 t Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTok Industries, Inc. lhu Jul 27 09:1b:41 2017 rage 1 ID:2GISewwyY5hnGI1XVARzUktnjtrFUM-6o1 EuZGAMi82RVbrf6y7YIWX(1116HyJMOymOMHytwSO 1.0•q 7.8.5 10.6.4 17.0.0 I 20.4.8 26.4.0 34.0.0 35.0•0 01 7.8.5 2.9-" 1 6-5-12 3.4.8 5-11.8 7.8.0 1.0.0 Scale = 1:61.2 4.00 12 5x8 II Sx12 = 2x3 it 3x6 = 3x10 = 2.00 F12 10-6-4 20-4-8 26-4-0 34-0-0 10 6 4-�.�_Ti - 0-10-4 -----I----- 5 11 8---� 7.8-0 1 Plate Offsets (X,Y)-- f2:0-2-2,0-0-71, (4:0-3-0,Edgel __ LOADING (psi) SPACING- 2-0-0 CSI DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.74 14 >553 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Verl(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 FBC2.014/TPI2007 (Matrix-M) Weight: 154 lb FT = Mi, LUMBER- ^^ _-- --�T� BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-2-10 oc bracing. WEBS 2x4 SP No. 3'Except' WEBS 1 Row at midpt 6-14 6-14: 2x4 SP M 30 REACTIONS. (lb/size) 2=1297/0-8-0, 10=1327/0.8-0 Max Horz2=179(LC 9) Max Uplift2= 795(LC 10). 10=-812(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5402/3206, 3-4=-5047/2950, 4-5=-5005/2952, 5-6=-5093/3071, 6-7=-2352/1568, 7-8= 2330/1486, 8-9= 2383/1472, 9-10=-2979/1784 BOT CHORD 2-14= 2938/5142, 13-14= 1023/2054, 12-13— 1553/2765, 10-12=-1553/2765 WEBS 3.14_ 342/317, 5-14= 297/321, 6-14=-1867/3265, 6-13=-261/514, 7-13= 259/252, 9-13=-634/444 NOTES- 1) Unbalanced roof live loads Have been considered for this design. 2) Wind: ASCE 7-10; VUIt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1411; 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) All plates are MT20 plates unless otherwise Indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2 considers parallel to grain value using 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. Q WARNING - Vadly design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII.7473 rev, 10/03/2015 BEFORE USE Design valid for use only with MiTekO connectors. This design Is based only upon parameters shown. and Is for an individual building component. nor � a truss system. Before use, the building designer must verily fire applicab6lty, of design parameters and propody 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 permanenl bracing MOW Is always roqulred for stability and to prevent collapse with prsssvbte personal Injury and property damage. For general guidance regarding the fabrication• storage, delivery• erection and bracing of tenses and hus systems. seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Satety Information available from Truss Prate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job]Tr-uss rusts pT B - ty. y Carton III with porch T11697378 M11323 A6 SPECIAL 1 1 162'Giand Job Reference (oplionaq �s I fuss, ron Prorco. rl. 7.640 s Apr 19 2016 MPTok Industries, Inc. Thu Jul 27 09:15:42 2017 Page 1 ID:2GIScwwyY5hnGhXVARzUkuyuFUM-a_bc5vGo7OGv3fA1 DpTM4W3jI39M 10KDVecV_ujytwS? 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 0 2.4.8 5.7-7 8.0.1 0.0 Scale: 3/16'=1' 4.00 12 6x8 = 5x6 = 0) In 6 12 11 5x6 = 2x3 11 3x6 = 3x10 = 2.00 12 Plate Olfsets (X,Y)- (2:0-2-2,0-0-71,13:0-3-0,Edgel,f5:0-4-0,0-2-31,17:0-2-7,Edge] 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 MT1811S 244/190 BCLL 0.0 ' Rep Stress Incr YES W B 0.83 Horz(TL.) 0.41 9 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix-M) Weight: 156 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 3-5: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-2-11 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3'Except' 5-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1296/0-B-0, 9=132610.8-0 Max Horz 2=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=-2320/145118-9=-3010/1835 BOT CHORD 2-14=-2960/5111, 13-14=-116912301, 12-13=-1098/2141, 11-12= 1604/2799, 9-11=-1604/2799 WEBS 4-14=487/502, 5.14=-1654/2900, 5-13=-402/193, 6.13=-176/517, 8-12= 764/560, 8-11=0/257 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=165mph (3-second gLlsl) Vasd=128mpir TCDL=4.2psh BCDL=3.Opsf; h=14f1; B=52ft; L=34fh eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Intertor(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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity 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. 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE MIF7473 rev. 10/0.V015 BEFORE USE ' Design valid for use only With Mllelf:0 connectors. lhls design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer roust verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indbcafed Is to prevent buckling of Individual truss web and/or chord members orgy. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, deflvery, erection and bracing of trusses and hiss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avollable from Truss Plate Institute, 21811. Lee Street. Suite 312. Alexandria. VA22314. Tampa, FL 33610 Jo russ ype ty ly 62' Grand Colton III with porch 7'USS T11G0737D SPECIAL 1 1 Job Reference (optional) ibers Truss. Fort Pierce, FL 7.640 s Apr 10 2016 Wok Industries, Inc. Thu Jul 27 09:15:43 2017 Pngo 1 1 D: W SJgpGwal Ppeur6hk9UjG5yuFUL-2A9?I FHOuKOmgpIDnX_bdjbtrYj W Ikl itGFXOAytwS_ 1.0.0 8.10-10 14.0.0 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 70.0 6x10 MT18HS = 4.00 3x'10 ::Z 2.00 12 LOADING (psi) SPACING- 2-0-0 CSI. TOLL I Plate Grip DOL 1.25 TO 0.77 TCDL 7.0 Lumber DOL 1.25 BC 0.88 BOLL 0.0 ' Rep Stress Incr YES WB 0.99 BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) 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) 5x6 = ru 9 5x12 = 2x3 { I -- 25.11-15 I— 5-7-7 - i— DEFL. in (lot,) Well Ud Vert(LL) 0.66 11 >623 360 Vert(TL) -1.4010-11 >291 240 Horz(TL) 0.41 7 n/a n/a Scale = 1:62.3 PLATES GRIP MT20 244/190 MT18HS 244/190 _ _Weight: 147lb FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-2-3 or; bt'acing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) of 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=-810/448, 5-1 0=-1 74/455, 6-10=-636/458 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vuit=165mph (3-second glut) Vasd=128mph; TCDL=4.2psh BCDL=3.OpsF h=14ft; 6=52fh L=34f1; 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) 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.Opsi 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 grails 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 795lb uplift at joint 2 and 812 Ib uplift at joint 7. 9) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. f0/03/2015 BEFORE USE. Design valid form- orgy wllh WlekdD connectors. llds design Is based only upon paramelers shown, and is for an Individual Wilding component, not �- a truss syslern. Before use. the building designer must verity The applicability of design parameters and properly Incorporate This design Into the overall building design. Bracing indicated Is 10 prevent buckling of individual truss web arid/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for Mobility and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdcallon, 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 Wale Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 3361 D Job Truss Truss Type ty ly Grand Cmlton III with porch T11097380 M1132; A0 SPECIAL 7 1 162' Job Reference (optional) G" ^" ", ran rrwmv, rL 1.640 s Apr 10 2016 Mrlok Inclustnes, Inc. Thu Ju127 09:15:43 2W Pogo 1 .. I .8.4 I D: W SJgpGwal Pp.eur611k9UjG5yuFUL-2A9?I FHOuKOmgp)DnXbdjbuZYjblpgttGFXOAytwS_ 8.8.4 123020.48 22.0.0 3,8.2 3M0.0 00.-14.8.4 1-22112 9-3.4 0 1L0O0 8-8.4 2 3 Scale = 1:62.2 5x6 = 30 = 4,00 12 4 20 5 2x3 II 4x8= 6 21 7 12 11 3x10 = 5x'12 = 3x4 = 06 2= .01) '12 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/fP12007 I CSI. TC 0.73 BC 0.87 W B 0.69 (Matrix-M) DEFL. in (too) I/defl Ud Verf(LL) 0.64 12-13 >642 360 Vert(TL) -1.36 12-13 >301 240 Horz(TL) 0.39 9 n/a n/a PLATES MT20 MT18HS Weight: 154 lb GRIP 244/190 244/190 FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-1-12 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. (Ib) -Max. Comp./Max. 'fen. -All forces 250 (Ib) 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, 9-1 1=-1 573/2593 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; VLIIt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14fh B=52ft; L=34ft; eave=6ft; Cal. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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/fPI 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. la o32015 BEFORE USE ' Design valid for use only with MieMlilconnectors. 1111s design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verity the appilcabilily of design paramelets and property Incorporate this design Info the overall building design. Bracing Indicated Is to prevent buckling of Indivdual truss web and/or chord mernbers only. Additional ternporary and permanent bracing MOWIs always required for slabllfiy and to prevent collapse wllh possible personal injury aryl property damage. For general guidance regarding the tabticatlon, storage, delivery, erection and bracing of Intssos and IArss systems, seeANSI/113I1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Inslilule, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type 62' Grnnd Carllon III with porch �otyPly T116B7301 M11323• AD HIP 1 i I Job Reference (optional) chambers buss, Foil Marco. FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Jul 27 09:15:44 2017 Pago 1 ID: etClexC3ixVV?huls?ypJyuFUK-WNjNWbl3fdWdlzKOLEVgAx8Bwy9gUDOo6w_AycytwRz Q G•7.15 10.0.0 15.2.14 20.4-0 2A•0.0 I 27.4.1 34-0-0 35.0•Q t-0.0 6 7-15 3.4.1 5.2-tA 5-1-2 3•B•0 3-4-1 6.7-15 1.0.01 4x4 = 2x3 II 4.00 F12 3x4 = 4 22 5 6 23 4x8 = Scale = 1:60.1 14 nL 3x5 = US = 3.6 = 6x6 = 3x6 = 3x4 = 3x5 = LOADING (psi) ! SPACING- 2-0-0 I CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0,24 Vert(LL) -0.17 13-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Ved(TL) -0.42 13-15 >574 240 BCLL 0.0 ' Rep Stress Incr YES I WB 0.85 Horz(TL) 0.02 13 n/a n/a BCDL '10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 156 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD StnlctUral wood sheathing directly applied or 6.0-0 cc pUrlins. BOT CHORD 2y,4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc 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 Horz 2=-109(LC 8) Max Upltfl2= 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. (Ib) - Max. Comp./Max. Tell. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1196/75413-4=-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=521t; L=34fl; eave=6f1; 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 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 20.0psi 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. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMl1-7473 rev. lavX2015 BEFORE USE. Design valid for use only with MBekW connectors, Thls design Is based only upon parameters shown. and is for an Individual building component. not �� a (russ syslern. Before use, the building designer must verlry the applicability of deslan paramefers and properly incorporate this doslgn info the overall building design. Bracing indicated Is to prevent trickling of individual truss web and/or chord members only. Additional temporary and permanent tracing MOW Is always required for stabiiliy and to prevent collapse wllh possible personal Injury and property damage. For general guidance regarding the fabdcallon, storage, delivery, erection and bracing of Trusses and him systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSf Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 21811. Lee Street, Suite 312, Atexandda, VA 22314. Tampa, FL 33610 Job Truss Type Ot� y 62' Grand Carlton III vrith porch 711697302 M7132 ; GRA HIP 1 1 Job Reference (optional) cues, ran rrorce, rr. 1.64U 6 Apr 1 U Gu16 MII eK Inausmos, Inc. IDU JUI V U9:1bAb 2011 Palle 1 ID_etClcxC3ixVV?huts?ypJyuFUI<_ZHIJxJhOxeUw7vcuyO3i8hBKMWjDeuyLakeU2ytwRy rt•0•Q 8.0.0 11.1-1 17.0.0 18.6.0 22.2.2 , 26.0.0 34.0.0 35•D•0 1.0.0 8.0-0 3-1-1 5.10.15 1.6.0 3.8-2 3-9.14 8.0.0 Scale = 1:62.3 TOP CHORD MUST BE BRACED BY END JACKS, 4x4 = ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 3x6 11 3xG = 6x8 = 3x6 = 6x8 — 4x4 = 3x5 = 6x8 = — 8.0.0 ' 3.1-1 1 7-4-15 7.6.0 8.0.0 Plate Offsets (X,Y)-- 13:0-3-8,Edgel, f21:0-3-8,Edgel, 124:0-3-8,0-3-01, (27:0-3-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CSi. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1-25 TC 0.90 Vert(LL) 0.10 24-35 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.19 24-26 >967 240 I BCLL 0.0 ' Rep Stress Incr NO WB 0.96 Horz(TL) 0.02 22 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) 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 ptlrlins. 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; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; i1=14ft; B=52ft L=3411; eave=611; Cat. I Exp C; Encl., GCpl=o.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 ib uplift at joint 27, 1470 lb uplift at joint 26 and 646 lb uplift at joint 22. 8) "Semi-dgid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purtin representation does not depict the size or the orientation of the purifn along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at 26-0-0, and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Continued on Daae 2 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev. 10/03/2015 BEFORE USE ' Design valld for use only with MllekO connecrots. this design Is Lased only upon parameters shown, and Is for an Individual building component not a inns system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into Iho overall txIDding 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 petsonal Injury and properly damage. For general guidance regarding Iho lubrication, storage, delivery, erection and bracing of trusses and hunt systems, seeANSI/TPI 16luality Werra, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from urns Plate Institute, 21814. Lee Street. Sulle 312. Alexandria. VA 22314. Tampa, FL 33610 Job russ russType bty. ly III n(Opl T11607302 11 M11323 HIP 7 1 IGRA Job Reference olnaltrch /.b4u s Apt le Zulu MI I ex Inatrsmos, Inc, r nu JUL Zr Mlb:nb 2a17 Wefle 2 ID:_etC 1 cxC3ixVV?huts?ypJyuFLIK-_ZHIjxJhQxeUw7vcuy03i8hBKM WjDeuyLakeU2ytwRy LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIl) 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 - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M I-7473 rev. 1010312015 BEFORE USE. Design valid for use only wtlh MIlek8 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �� a truss systern. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall builalng design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addlional temporary and permanent tracing M!Tek' Is always required for slabBlty 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 puss systems, seeANSI/TPf 1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Toss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job ty y 62'Grand Carlton III with porch F T116D7363 Ml 132:J B HIP 1 1 Job Reference (optional) Chambers Truss. Fort Pierce, FL - - 7.640 a Apr 19 2016 MTek Industries, Inc. Thu Jul 27 09:15:46 2017 Pape 1 ID:SrROEyyrgO4M78G4raW BLW yuFUJ-SIr7xHKJAFmLX HToSf YI FMDOkmpt y5g5ZETBOVyiwRx 01 0 1.0•q 8.0.0 13.8.0 17.0.0 20.4.0 26.0•U 34•0.0 35.0•Q 8-0.0 5.8.0 3.4.0 3.4.0 5.8.0 8.0.0 01 0 Scale = 1:60.1 5xB MT18HS = 4x10 = 5x8 MT78HS= 4.00 12 2x3 11 4x6 = 2x3 II 3 23 4 5 6 7 24 8 2 D 6 05 = 16 3x6 II 15 14 4x6 = 6x10 = 13 12 Gx10 = IX6 = 4x5 = LOADING (ps1) SPACING- 2-0.0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.16 16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(rL) -0.27 14-16 >912 240 MT18HS 244/190 BOLL 0.0 Rep Stress Incr NO WB 0.96 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 153 lb FT = 05o LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-8-1 oc bracing. WEBS 2x4 SP No.3'Except' WEBS 1 Row at midpi 8-13, 6-13 4-14,7-13: 2x6 SP No.2 REACTIONS. (lb/size) 2=1296/0.8.0, 13=3993/0-6-0, 9=510/0.8-0 Max Horz2— 90(LC 6) Max Uplift2=-871(LO B), 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, B-13=-3505/1836, 8-11 =-403/1157, 6-14=- 1431/2780, 6-13=-3151/1776 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mp11 (3-second gust) Vasd=128mph; TCDL=4.2pst; BCDL=3.0psf; h=141h B=52ft; L=34i1; eave=61t; Cat. I% Exp C; Encl., GCpi=0.18; MWFRS (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 967lb 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 L;ontinuea on Daae z A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll--7473 rev. 10103/2015 BEFORE USE • Design valid for use only wiB1 Mllekts 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 ap Alcablllly of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible personal injury and properly dunnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see.ANSI/TPIi Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 21814. Lee Street. Suite 312. Alexandrla, VA 22314. Tampa, FL 33610 Jo -�II` Truss runs ypi pe -- Qty y 62' Grand Conlon III with porch T11697383 M11323 ' HIP 1 1 IGRB Job Reference (optional) Chambers Truss. Fort worce, FL LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 16=-641 (F) 11= 641(F) ID:SrRaEyyrg04M78G4raW BLWyuFUJ-SIr7xHKJAFmLXHToSf YI FMDOkmpt y5g5ZETBOVytwRx Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MY-7473 rev. 1WO3201S BEFORE USE. �r Design valid for use only with MITek6 connectors. Ihls design Is tried only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design prirarnelers and property incotporala this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual lmss web and/or chord members only. Addillonal lemporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with posslMe personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Inrss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallaMe from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22.314. Tampa, FL 33610 Job Russ (Truss ype ly y Coition III with porch T11DD7384 M11323 J2 MONO TRUSS 8 1 162'Grand Job Reference (optional) n�Y Pnnn 1 Chambers Truss. Fort Pierce, FL UP' =��,��•�,�•�"..,, -. ..,�---•-•--••-..___.. ._,_. I D:xl?zSlzTbJCDIIrG PH 1 OukyuiFU I-SIr7xHKJAFmLXHToSI YI FMDYOmx3yK95ZETBOVytwRx .1.0.0 2.0.0 1.0.0 2.0.0 Scale = 1:7.9 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(TL) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014(TP12007 (Matrix-M) Weight: B lb FT = 09'0 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=37/Mechanical, 2=143/0.8-0, 4=21/Mechanical Max Horz 2=67(LC 10) Max Up1ift3=-30(LC 10), 2=-131(LC 10), 4— 3(LC 7) Max Grav3=37(LC 15), 2=143(1-C 1), 4=29(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.Opsh h=14ft 13=521t; L=34ft; eave=6ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Inlertor(1) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gtip 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. O WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE � Design valld for use only with Milek0 connectors. Thls 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. Addlllonal temporary and permanent bracing MOW is always required for stability and 10 prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricallon, slorage, delivery, erection and bracing of husses and ttuss systems, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Afexandrla, VA 22314. Tampa, FL 33610 Job�Truss rues I ypo ly Ply Cmllon III with porch ' T116973Q5 M11323' J4 MONO TRUSS Q 1 162'Gfond Job Reference (optional) Chambers Tmss, Fort Pierce, FL 7.6403 Apr 192016 Mi rek Inausmes. Inc, i nu uw 21 e9:16:41 2u11 P090 1 ID:PDYLfd SMdK4MSQTz?ZlRxyuFUH-xyOV8dKxxYuC902?ON3XnZn1iTAFOI1nPFouDlZxytwRw r -1.0.0 _ 4.0-0_ 1.0.0 4.0.0 3x4 = LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in (loc) I/de11 Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0,01 4-7 >999 360 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(fL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=79Mechanlcal, 2=229/0-8-0, 4=39/Mechanlcal Max Horz2=104(LC 10) Max Uplifl3=-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. Con)p./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:11.2 PLATES GRIP MT20 244/190 Weight: 14 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VL111=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.Opsf; h=141h B=52ft; L=3411; eave=6fh Cal. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Interior(1) zone;C-C for mernbers and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent will) any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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 MIIEKREFERANCE PAGE MO-7473 rev. 1010312015 BEFORE USE Design valid for use only wllh MltekO connectors. Bils 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 appllcobUlty of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual fruss web and/or chord mernbets only. Addlllonal temporary and permanent bracing Welk' Is always required for stability and to prevent collapse with possrfAe personal Injury and property damage. For general guidance regarding the tabrlcatlon, 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 InformaBon available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Afexandrla. VA 22314. Tampa, FL 33610 Job Truss Truss Type y Ply 62' Grand Conlon III with porch • T11607396 M11323• JG MONO TRUSS 0 1 Job Reference (optional) Chambers Truss. Fort Pierce. FL 7.640 a Apr 19 2016 Wok Industries, Inc. Thu Jul 27 09:15:47 2017 Pago 1 ID:tP6jtz-j7xSx_c iXi4uzgyuFUG-xyOVBdKxxYuC902?ON3XnZrndMABWhnPFouDIZxytwRw 1.0.0 6.0.0_____ 1.0.0 6.0.0 1 3x4 = LOADING (psi) SPACING- 2.0.0 CSI. DEFL. In (loc) I/deil Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Ved(LL) 0.04 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Verl(TL) -0.09 4-7 >790 240 BCLL 0.0 ' Rep Stress Incr I YES W B 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=120/Mechaniral, 2=321/0-8-0, 4=54/Mechanir al Max Horz 2=142(LC 10) Max Uplift3=-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 applies! or 10.0.0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mp1T; TCDL=4.2psF BCDL=3.Opsh h=14ft; B=52f1; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (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 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrenl with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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 216 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. Q WARNING- Verify design pammeters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII-7473 rev. 10/03,2015 BEFORE USE. Design valid for rise only with MrTek© conrlecfors. This design Is based only upon parameters sliomi. and is for an individual building component. not � a tms4 system. Before use, the building designer must verity the applirabSlty of design rarameleis and properly Incorporate this design Into the overall building design. Bracing Indicafed is to prevent L uckling of individual truss web and/or chord members only. Additional temporary and hetrnanent bracing MiTek' Is always required for stability and to prevent collapse with possible peisonal Injury and property darnage. For general guidance regarding the fabrication. storage, delivery, erection and tracing of hisses and tins systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI 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 fuss�7russ Type oty My 62' Grand Carlton III with porch T11697387 M11323` JO MONO TRUSS 20 1 Job Reference o lion0l Chambers Truss. Fort Memo. FL 7,640 $ Apr 19 2016 MIIeK Intlusines, Inc. I nu Jul Zr 09:Ib:46 Zu1 / Pagel ID:IP6jtz-j7xSx c IXi4tlz9ytrFUG-PByLIMzLZisO3nadBa4ar11KnJrKZRCOEfO1Yyl5NytwRv B-0.0 — 1.0.0 8.0.0 3x4 = LOADING (PSI) SPACING- 2-0.0 CSI. DEFL. in (for.) I/deal Ud TCLL 20.0 Plate Grip DOL 1.; 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 Stress irlcr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=1641MecllarliGal, 2=,111/0.8-0, 4=68/MecliaiilcaI 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 (Ib) or less except when shown. Scale = 1:17.7 PLATES GRiP MT20 244/190 Weight: 26 lb FT = 0% BRACING - TOP CHORD Stnictural 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=4.2psh BCDL=3.Opst; h=14ft; 13=521t; L=34ft eave=6fh Cat. It; 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 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. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE Design valid for use only wllh Milek® connectors. this design Is based only upon parametersshown, and is for an Individual building component. not � a truss system. Before use, the building designer must verify the applicabilBy 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. Addillonal temporary and permanent bracing Mi ek' Is always required for statAlliy and to prevent collapse with possible Wisonal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems weANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from truss Plate Institute. 218 N. bee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job�Trt`iss— russ Type ( ty y 62' Grnnd Conlon III with porch T1169736a M11323' KJ8 MONO TRUSS 4 1 I Job Reference (optional) _ unamUer9 r russ, FOn rioice, I•L r.0w s Np, I LUIU MIIUK IOOUSIIN3, IOG. I U aU.., vU., av11 ,-Uuv 1 I D:Lcg54J?LuEancmZr4Ob7WMyuFUF-PSytrMzLZisO3nadBa4amKnJsZZZLOBwOI Yyl5NylwRv 1.5.0 7.3.4 11.3.0 1.5.0 7-3.4 3-11-12 Scalo = 1:20.8 3x4 = 3x4 = LOADING (psf) SPACING- 2.0.0 I CSI. TCLL 20.0 Plate Grip DOL 1,25 TC 0.26 TCDL 7.0 Lumber DOL 1.25 BC 0.26 BCLL 0.0 ' Rep Stress Incr NO WB 0.43 BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=207/Mechanical, 2=482/0-11.5, 6=556/Mectial11cal Max Horz2=244(LC 8) Max Uplift4— 207(LC 8), 2=-312(LC 8), 6=-277(LC 8) Max Grav4=250(LC 13), 2=482(LC 1), 6=574(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1090/498 BOT CHORD 2-7=-662/1072, 6.7=-662/1072 WEBS 3-7=0/309, 3-6— 1177/727 DEFL. in (lob,) Well Ud PLATES GRIP Verl(LL) 0.05 7-10 >999 360 MT20 244/190 Vert(TL) -0.11 7-10 >999 240 HOrz(TL) 0.02 6 n/a n/a Weight: 44 lb FT = 0%, BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 9-0-4 oc bracing. NOTES- 1) Wind: ASCE 7-10; VUI1=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst; BCDL=3.Opsf; h=1411; B=52it; L=341t; eave=6th Cat. 11; Exp C; Encl., GCpl=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 nonconcllrrent with any other live loads. 4) ` 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. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 207 lb uplift at joint 4, 312 lb uplift at joint 2 and 277 Ib uplift at joint 6. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (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)-10-4_ 152(F=-49, B= 49), 8=0(F=10, B=10)-to-5=-56(F— 18, B=-18) Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MIYEK REFERANCE PAGE MR-7473 rev. 10/032015 BEFORE USE Design valid for use only wlh MI lekG connectors. Ihls design Is based only upon palamelers shown- and Is for an Individual binding component, not � a truss sysiom. Before use, the building designer must verify the applicability of design parameeers and properly Incoil>orate this design Into the overall bu0ding 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 wilh p ossule personal Injury and propedy damage. For general guidance regarding the 6904 Parke East Blvd. fabricallon, storage, delivery, erection and bracing of trusses and Inrss systems, seeANSI/TPI l Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available fiom Truss Plate Institute, 218 N. Lee Street, State 312. Alexandria, VA 22314. Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-'ha' For 4 x 2 orientation, locate plates 0-110 from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in M?ek 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 ME Inv 1 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: ANS15PII : 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) 1 2 3 TOP CHORDS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 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 0 bracing should be considered. Of O 3. Never exceed the design loading shown and never Ustock materials on inadequately braced trusses. o 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 A.NSI/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%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 rand is the responsibility of truss fabricator. General practice is to comber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Trusses are designed for wind loads in the plane of the specified. truss unless Otherwise shown. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. Lumber design values are in accordance with ANSI/TPI 1 14. Bottom chords require lateral bracing at 10 ft, spacing, section 6.3 These truss designs rely on lumber values or less, if no ceiling is installed, unless otherwise noted, established by others. 2012 MiTek® All Rights Reserved MII� MiTek° MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 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.