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Truss 7-27-17
Lumber design values 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 DEVELOP EMENT CORP Project Name: M11323 Modell nn�a1 ff610 4115 3 23 Lot/Block: Subdivision: Address: N/A City: PORT ST LUCIE State: FL Name Address and License # of Structural Engineer of'Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 13 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# I Truss Name Date 1 IT116973761A 7/27/17 12 J T11697377 J A5 1 7/27/17 13 I T11697378 I A6 1 7/27/17 14 T11697379 1 A7 1 7/27/17 5 T11697380 1 AS 7/27/17 16 T1 169 3811 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 11 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 1 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: 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/TPI 1, Chapter 2. 0 39380 %0 :••. 'STATE OF •: �411: its1l0 N A1-1��`. I111111 Thomas A. Albanl PE No.39380 IVIN USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 27,2017 Albani, Thomas 1 of 1 Job FUSS runs ype , ly y 62' Grand Carllon III wilh porch T71607376 M11323 A COMMON 0 1 Job Reference (optional) Chnmbors Truse, Fort Pierco, FL 7.640 s Apr 19 2016 Mi ex industries, Inc. Thu Jul2r 09;16;41 20r r Pogo r 1 D:a3B4PavKnnZweXyJckSFSgyuFUN -6o1 EuZGAMiB2RVbrf6y7Yl W e3167Hx1 MOymOMHytwSO r1.0-Q 6.7-13 12.4.13 , 17.0.0 21.7.3 27.4.3 34-0.0 35.0.0 1.0.0 6.7.13 5.9.0 4.7.3 4-'7 5-9.0 6.7-13 1.0.0 �.t m 0 4.00 (-12 4x4 = 25 Scale = 1:59.2 17 15 `" 14 - 12 4x5 — 2x3 .'I 4x6 — 3x6 = 3x8 = 44 2x3 11 45 = LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.29 15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.72 14-15 >567 240 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.14 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 163 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-7-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1362/0-8-0, 10=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=-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; VUIt=165mph (3-second glut) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34fh eave=61t; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Interior(1) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate ,grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load rlorlconcurrent 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.Opsl. 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, arid 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 (psf) Vert: 1-6=-54, 6-11=-54, 18-21=-20 Concentrated Loads (lb) Vert: 24=-50(F) 25=-50(F) ® WARNING. Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MO.7473 rev. 10/03,2015 BEFORE USE Design valid for use only with MlTektu conneclois. This design Is based only upon parameters shown. kind is for an individual building component, not � a truss system. Before use. the building designer must verily the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the tabricatfon, storage, delivery, eiecilon and bracing of trusses and truss systems, seeANSI/TP11 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 I russ Truss Type Qly Ply 62' Grand Cmllon III weh porch T11697377 M11323 A5 SPECIAL 9 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 zow mu I ex m0usuies, inc. T nu dui e r uv:io:vi zui r rage r ID:2GIScwwyY5hnGhXVARzUkuytiFUM-6o1 EuZGAMi82RVbrf6y7Y I WXdll6HyJMQymOMHy1wS0 rt•0•Q 7.8.5 10.6.4 17.0-0 20.4.11 26.4.0 34.0.0 510 Oi 1.00 7-fl•5 2.9-15 6.5.72 3.4•D 5-11.8 7.8.0 1.0.0 3x10 = 2.00 12 LOADING (psi) 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 FBC20141TP12007 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No. 3'Except* 6-14: 2x4 SP M 30 REACTIONS. (lb/size) 2=1297/0-8-0, 10=132710-8.0 Max Horz 2=179(LC 9) Max Uplili2=-795(LC 10). 10=-812(LC 10) 4.00 F12 13 12 5x12 = 2x3 11 Scale = 1:61.2 3x6 = CST. DEFL. In (loc) 1/dell Ud PLATES GRIP TC 0.82 Vert(LL) 0.74 14 >553 360 MT20 244/190 BC 0.87 Vert(TL)-1.4813-14 >275 240 MT18HS 244/190 WB 0.49 Horz(TL) 0.43 10 n/a n/a (Matrix-M) Weight: 154lb FT A0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-2.10 oc bracing. WEBS 1 Row at midpt 6-14 FORCES. (lb) - Max. Colnp./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=-2363/1472, 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=141t; B=52ft; L=34ft; eave=6111; 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.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 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. ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312016 BEFORE USE Design valid for use only with MitekO connectors. This design is based only upon parameters shown, and Is for an individual txi➢ding component nol wt a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing rrdicaled Is to buckling of individual truss web and/or chord members only. Additlonal temporary and permanent tracing MOW prevent Is always required for stab➢Ity 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 Iniss systems, seeANSI/TPl1 Quality Criteria, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Tampa. FL 33610 Safety Information ova➢able from Truss Plale Institute. 218 N. Lee Streel. Suite 312, Alexandria. VA 22314. I Job russ ype ,ty y 62'Grnnd Carlton III with porchT11607378M11323 Fross SPECIAL 1 1 Job Reference (option 1 Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 Mrrok Industries, Inc. Thu Jul 27 09:15:42 2017 Pogo 1 ID:2GIScwwyY5hnGt1XVARzUkuyuFUM•a_bc5vGo7OGv3fA1 DpTM4W3jD9Mu0KDVecV_tljytwS? "1.0• 6-11.11 16.0.0 16.0.0 20. P 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 6.0•i 1.0.0 Scale: 3/16"_—V 4,0052 6x©— 5x6 = 5x6 = 2x3 II 3x6 = 300 = 2.00 F12 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plato Grip DOL 1.25 TC U.7G Vert(LL) 0.68 14 >601 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Verl(TL) -1.13 14-17 >362 240 MT18HS 244/190 BCLL o.0 " Rep Stress Incr YES WB 0.83 Horz(TL) 0.41 9 n/a Na BCDL 10.0 Code FBC2014/TPI2007 (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 ptltlins. 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=1296/0-8-0, 9=1326/0.8-0 Max Horz 2=169(LC 9) Max Uplift2=-796(LC 10), 9= 811(LC 10) FORCES. (lb) - Max. Comp./Max. -fen. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5374/323413-4=-5240/3235, 4-5= 4981/2977, 5-G=-2255/1506, 6-7= 2312/1473, 7-8=-2320/1451, 8-9=-3010/1835 BOT CHORD 2-14= 2960/5111, 13-14=-1169/2301, 12-13=-1098/2141, 11-12_ 1604/2799, 9-11=-1604/2799 WEBS 4-14=-487/502, 5-14=-1654/2900, 5-13=402/193, 6-13=-176/517, 8-12=-764/560, 8-11=01257 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.Opsh h=14f1; B=52ft; L=34ft; gave=611; 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) Thls 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 des!gner should verify capacity of bearing surface. 8) Provide mechanical connection (by others) o1 truss to bearing plate capable of withstanding 796 lb uplift at joint 2 and 811 lb uplift at joint 9. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll-7473 rev, 1010312015 BEFORE USE. Design valid for use only with Milek& connectots. lyds design is based only upon parameters shown, and is for an Individual building component, not a irim system. Before use, the building designer must verify the applicabllty 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. Addiffonal lernporary and petrnanenl bracing MOW Is always reyulred for stability and to prevent collapse wllh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems• seeANSi/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 21811. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Jo - Truss Truss Type Fy P y G2' Grand Conlon III with porch T1160737D M11323 A7 SPECIAL 177, 1 Job Reference (optional) Gharnbere truss. I-Orl Fierce, FL •.ovo s np, 1. cu w mn un muusmao, t.- nm vm a „u.,1. Q w„ , .,vim I D: W SJgpGwal Ppeur611k9L1jG5yuFlJL-2A971 FHOuKOnigpIDnX_bdjbtrY) W Ik 1 ftGFXOAylwS_ rt•0•(� 8-10.10 14-0.0 20.0.0 26.11-15 1 34.0.0 35.0.0 01 B•10.10 5.1.6 6.0.0 5-11-15 8.0.1 •0.0' 600 MT18HS = A nnr,-o 5x6 = Sx12 = 2X3 II 4x5 = 3xf0 = 2.00 12 20-4.8 LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 SPACING- 2-0.0 CSI. Plate Grip DOL 1.25 TC 0.77 Lumber DOL 1.25 BC 0.88 Rep Stress ]net YES WB 0.99 Code FBC2014ITP12007 (Matrix-M) REACTIONS. (lb/size) 2=1297/0-8-0, 7=1327/0-8-0 Max Horz2=-149(LC 8) Max Uplift2=-795(LC 10), 7=-612(LC 10) Scale - 1:62.3 DEFL, in (foe) I/dell Ud PLATES GRIP Vert(LL) 0.66 11 >623 360 MT20 244/190 Veri(TL) -1.4010-11 >291 240 MT18HS 244/190 Horz(TL) 0.41 7 n/a r1la i Weiaht: 147 lb FT = 0°6 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. Teti. - 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= 1413/2588, 4-10- 810/448, 5-10=-174/455, 6-10=-636/458 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vull=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14fh B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 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) 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 desfgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I67473 rev. 101031201E BEFORE USE. Design valid for use only with Mlleka connectors. lhis design Is based only upon parameters shown, and Is for an Individual building component. not � a truss syseem. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design info the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mire k' Is always required for stabil8y and 10 prevent collapse with possnble personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and lmss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type 62' Grand Coriton III with porcht1 T11607380 M11323 AB 10iyTY SPECIAL Job Reference (optional) Chambers Truss. Fort Pierce, FL 7.640 s Apr 10 2016 M7ok Industries, Inc. Thu Jul 27 09:15:43 2017 Pago 1 I D: W SJgpGwal Ppeur6lik9UjG5yuFU L-2A9?I FHQuK.OmgpIDnX_bdjbuZYjblpgftGFXQAyiwS_ 8.8.4 20.4.8 22.0.0 2 34.040 8-8.4 1-7-8 9.3.1.0-070 3-1*22 13 285.0 6 5x6 = 3x4 = 2x3 II 4x8 = 20 5 6 21 7 12 11 5x12 = 3x4 = 4x6 = 300 = 2.00 12 Scale = 1:62.2 �— 10-6.4 9.10.4 r 1.7 12.0.0 -- � Plate Offsets (X,Y)-- (2:0-2-2,0-0-71,17:0-5-8,0-2-41,f9:0-2-6,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.64 12-13 >642 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -1.36 12-13 >301 240 MT16HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.69 Horz(TL) 0.39 9 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight: 154 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc 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. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5337/3325, 3-4— 4970/3077, 4-20— 3801/2422, 5-20— 3801/2422, 5-6=-2464/1693, 6-21= 2472/1702, 7-21=-2472/1702, 7.8=-2492/1650, 8-9= 2808/1824 BOT CHORD 2-13=-3045/5078, 12-13=-1898/3180, 11-12=-1289/2331, 9-11= 1573/2593 WEBS 3.13=-389/401, 4-13=-981/1665, 5-13=-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=14fh B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.0psf 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 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 794 lb uplift at joint 2 and 813 lb uplift at joint 9. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only wllh Mflek6 connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, rho building designer must verity the applicability of design parameters and properly incorporate this design Into the overall , building design. Bracing indicated Is to prevent buciding of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' B always required for slatAlly and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fabicaflon storage, delivery• erection and tracing of Inrsses and truss syslen is, seeANSI/IPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Insfifute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Jo runs cuss ype ty 62' Grand Carlton III with porch T116B7301 M11323 AB HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 Milek Industries, Inc. I hu JUI 27 09:15:44 2017 Pago 1 ID_etCIcxC3ixVV?huls?ypJyuFUK-WN)NWbl3fdWdlzKOLEVgAx8Bwy9gUDQo6w_4ycytwRz r1.0•q 6.7.16 I 10.0.0 I 15.2.14 I 20.4.0 , 24.0.0 134.0.0 g5.0.0 �1-0.0 6.7-15 3.4-1 5.2-14 5.1-2 3.8.0 3-4-1 6.7.15 1.0.0 4.00 12 3x5 = 4x4.` 3x4 2x3 II 4x8 = = 4 22 5 6 23 7 15 14 13 12 .,.1 3x8 = 3x6 = 6x8 = 3x6 = 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Giip DOL 1.25 TC 0.24 Vert(LL) -0.17 13-15 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0 42 13-15 >574 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.85 Iiorz(TL) 0.02 13 n/a n/a BCDL '10.0 Code FBC2014lrP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=687/0-8-0, 9=382/0-8-0, 13=1554/0.8.0 Max Horz2=-109(LC 8) Max Uplifl2=-441(LC 10), 9=-262(LC 10), 13— 904(LC 10) Max Giav2=709(LC 19), 9=420(LC 20), 13=1554(LC 1) Scale = 1:60.1 34.0.0 10.0.0 PLATES GRIP MT20 244/190 Weight: 156 lb FT = 0% BRACING - TOP CHORD StnlctUral wood sheathing directly applied or 6-0-0 cc pUriins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-11961754. 3-4=-874/537, 4-22=-797/532, 5-22=-797/532, 5-6= 404/747, 6-23=-404/747, 7-23=-404/747, 7-8— 88/269, 8.9=-295/175 BOT CHORD 2-15=-590/1091, 14-15= 64/3'I6, 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=-7621484 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.opsf; h=14fh B=5211; 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 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 20.0psi oil the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) 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. Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEKREFERANCE PAGEMM-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MBekrul connec lots. BUs 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 applicabilty cf design parameters and properly incorporate this design into the overall buliding 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 stabttdy and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricallon, storage, delivery. ereclion and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suile 312, Alexandria. VA 22314. Tampa, FL 33610 Job ' Truss r�l uss I ype ty Ply Carlton III w th porch • T116973II2 M11323 GRA HIP 1 i 162'Grand Job Reference (optional) cnamoors truss. ron none, rL i.,1W. ,o L...., .,,,..,.. ,,,.. , ..n,. , ID_etC1cxC3ixVV7hutslyNyuFUK_ZHljxJhOxeUw7vcuy03i8hBKMWjDeuyLakeU2ylwRy r1.0.0 8.0.0 11.1-i , 17.0.0 ,18.6.0 22.2.2 26.0.0 34.0.0 85�0.9 11•o-o' 8.0.0 3-1-1 5.10.15 1.6.0 3-8-2 3.0.14 B-0.0 3x5 = 8-0-0 3x6 I; 3x6 = 6x8 = Scale - 1:62.3 TOP CHORD MUST BE BRACED BY END JACKS, 4x4 = ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. LO !JI 6x8 = 3x6 = 6x8 = 44 = N 31 CV 0 LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 — SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014fTP12007 I CSI. TC 0.90 BC 0.44 WB 0.96 (Matrix-M) DEFL. in (loc) I/dell Ud Verl(LL) 0.10 24-35 >999 260 Vert(TL) -0.19 24-26 >987 240 Horz(fL) 0.02 22 n/a n/a I PLATES GRIP MT20 244/190 Weight: 194 lb FT = 0`6 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc pLITlins. Except: BOT CHORD 2x4 SP M 30 1 Row at midpi B-21 WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Biace at Jl(s): 7, 8, 19, 17, 1it REACTIONS. All bearings 0.8.0. (lb) - Max Horz2=179(LC 7) Max Uplift All uplift 100lb 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 root live loads have been considered for this design. 2) Wind: ASCE 7-10; VLIII=165mph (3-second gust) Vasd=128mph; TCDL=4.2ps1; BCDL=3.opsf; h=14ft; B=521h L=34ft; eave=6fh Cat. II Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 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 tit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 376 lb uplift at joint 2, 1146 lb uplift at joint 27, 1470 lb uplift at joint 26 and 646 lb uplift at joint 22. r 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967lb down and 461 lb up at 26-0-0, and 967lb down and 461 lb up at 8-0-0 on bottom chord. The designtselection 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 Dacte 2 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M117473 rev. 10103MOIS BEFORE USE • Design valid for use only with MITek0 connectors. Mils design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to bucking of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mi prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the iT ek, 6904 Parke East Blvd. fobxicatlon, storage, delivery, ereclien and bracing of trusses and truss systerns, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Suite Alexandria. VA 22314. Tampa, FL 33610 Safety Information ava➢able from Truss Plate Institute, 21814. Lee Street, 312, JobTruss russ ypl � 8 silty Ply Canton III with porchT716D7382 M11323 GRA HIP 11rence FGrand (optional) unamoofs (russ, Fort FIOMO, FL 7.640 s Apr 19 2016 MI I ek Indusuios, Inc, I hU JUI 27 09:1 bAb 2017 1`090 2 I D:_e1C 1 cxC3ixVV?huls?ypJyuFUK-_ZHljxJhQxeUw7vcuy03i8liBKM Wj DeuyLakeU2ylwRy LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) 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 MITEK REFERANCE PAGE M I-7473 rev 101032015 BEFORE USE. ' Design volld for use only with hNlekS connectors. This design Is based only upon parameters shown, and is for an Individual [wilding component, not a taus system. Before use, the building designer must verify the appllcablilty of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual taus web and/or chord members only. Addillonal temporary and permanent bracing MiTek' Is always required for slabulty and to prevent collapse with possible personal Injury and properly darnage. Irr general guidance regarding the fabk:afion, storage., delivery, erection and bracing of Innses and huss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job rues cuss Type ,ty y 62' Grand Callon III with porch ' T11607383 Ml 1323 GRB HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 10 2016 MiTek Industries, Inc. Thu Jul 27 09:15:46 2017 Page 1 ID:SrRa Eyyrg04fvl7BG4 raW BLWyuFUJ-SIr7xHKJAFmLXHToSf YI FM DOkmpl y5g5Z ETBOVytwRx 1.0•Q 8.0.0 13.8.0 t 17.0.0 , 20.4.0 26•0•0 34.0.0 35.0•Q 8-0.0 5.8.0 3.4.0 3.4.0 5-B-0 8.0.0 '1.0.0� 5x8 MT18HS = 010 = 4.00 12 2x3 11 46 = 2x3 II 3 23 4 5 6 7 24 5x8 MT1OHS = Scale = 1:60.1 16 15 14 13 12 11 4x5 — 3x6 II 4x6 = 6x10 = 6x10 = ,1x6 = 3x6 ti 4x5 — LOADING (psi) 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 NO BCDL 10.0 Code FBC2014ITP12007 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3'Except' 4.14,7-13: 2x6 SP No.2 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TC 0.79 Vert(LL) 0.16 16 >999 360 MT20 244/190 BC 0.57 Vert(fL)-0.2714-16 >912 240 MT18HS 2441190 WB 0.98 Horz(TL) 0.07 9 n/a n/a. (Matrix-M) Weight: 153 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3.7-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 5.6-1 oc bracing. WEBS 1 Row at midpt 8-13, 6-13 REACTIONS. (lb/size) 2=1296/0-B-0, 13=3993/0-8.0, 9=510/0.8-0 Max Horz2= 90(LC 6) Max Uplift2=-B71(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; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14th B=52ft; L=3411; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 871 lb uplift at Joint 2, 2549 lb uplift at Joint 13 and 369 lb uplift at Joint 9. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at 26-0-0, and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-8=-13l(F=-77), 8-10=-54, 16-17=-20, 11-16=-49(F=-29), 11-20— 20 Continued on Dacie 2 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MR'EK REFERANCE PAGE MY-7473 rev, 10N32015 BEFORE USE Design valid for use only with Milek2u connectors. This design Is based orgy upon parameters shown, and is for an indivkdual building component, not � a truss system. Before use. the brslding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. &acing Indicaled is to prevent buckling of individual truss web and/or chord members only. Additlonal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrlcaflon, storage, delivery, erection and bracing of fntsses and tnrss systems, seeANSUTPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suile 312 Alexandria VA 22314. Tampa, FL 33610 Jo Truss truss ype City y Cmllon III with porch T11G973B3 M11323 GRB HIP t FJrence(olion0l c n� 7C r..i— Thu.lul 97 nQ•15•AR ?n17 Pnna 4 Chambers Truss. Fort Pierce, FL LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 16=-641(F) 11— 641(F) ID:SrRa Eyyrg04M78G4ro W BLWyuFUJ-Slr7xHKJAFiiiLXHToSIYIFMDOkmpl y5g5ZETBOVytwRx ® WARNING- Verily designparametersand READ NOTES ON THIS AND/NCLUDEDMITEICREFERANCE PAGE MIF7473 rev. IOM312015 BEFORE USE. � Design valid for use only with M leletD conneclors. Ns design Is based only upon parameters shown- and Is for an Individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additlonal temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and buss 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. bee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job cuss fuss Type ty y Cnrilon III with porch T11697384 M11323 J2 MONO TRUSS 0 TJobrenco (optional) •.tT..b r du.... L.n TM,.LJ °7 no-7-An 9M7 Pnnn t cnammrs truss. ron rrorce, rL ID:xl?zSlzTbJCDI1rGPH1 aukyuFUI-SIr7xFIKJAFinLXHToS(YIFMDYOmx3yK95ZETBOVytwRx .1.0.0 2.0.0 1.0.0 2.0.0 3x4 = Scale - 1:7.9 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Wall 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 Vert(TL) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: B lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=37/Mechanical, 2=143/0-8-0, 4=21/Mechanical Max Horz2=67(LC 10) Max Uplllt3— 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=14fh B=52ft; L=341t; eave=6ih Cat. it Exp C; Encl., GCpf=0.18; MW FRS (directional) and C-C Interior(1) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 30 lb uplift at joint 3, 131 lb Uplift at joint 2 and 3 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design o1 this truss. Q WARNING . Verity design parameters end READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 10/032015 BEFORE USE. � Design valid for use only with Mllek®conneciets. ibis design Is based oNy upon parameters shown, and Is for an Individual building component, not a luss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall Additional temporary and bracing MOW building design. Bracing Indicated is to prevent buckling of Individual tmss web and/or chord members only. permanent the is always required for stability and to prevent collapse wtlh possible personal Injury and properly damage. For general guidance regarding storage, delivery, erealion and bracing of Imsses and tnrss systems, seeANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke East Blvd.fabrication, Tampa, FL 33610 Safety Information available from irus Plate Institute, 218 N. Lee Street. Suite 312. Nexandrta VA 22314. Job Truss Truss TType Qty y 62' Grond Carlton III with porch T116973s5 M11323 J4 MONO TRUSS s 1 I i Job Reference (optional) Gnanlaers (fuss• Fan HOW0, r-L io MU....1— - O1 G1 VU.- • U. ' ID: PDYLf d_SMdK4MSQTz?Zf RxyuFUH-xyOV8dKxxYuC9Q2?ON3XnZmiTAF011nPFouDlZxytwRw -.04.0•0 1 00.0.0 4.0-0 3x4 = LOADING (psi) 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 WB 0.00 BCDL 10.0 I Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (ifusize) 3=79/Mechanfcal, 2=22910-6-0, 4=39/fviecflanical Max Horz 2=104(LC 10) Max Up11113=-75(LC 10), 2=-171(LC 10), 4=-2(LC 10) Max Grav3=79(LC 1), 2=229(LC 1), 4=60(LC 3) FORCES. (Ib) - Max. Cornp./Max. Teti. - All forces 250 (lb) or less except when shown. DEFL. in (loc) Well Ud Vert(LL) -0,01 4-7 >999 360 Vert(TL) -0.02 4-7 >999 240 Horz(TL) 0.00 2 n/a n/a 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 purlins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vint=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft B=5211; L=34fh 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 psi bottom chord live load nonconcurrent 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 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- Verify design parameters and READ NOTES ON THIS AND INCLUDED MiTEK REFERANCE PAGE M1F7473 rev. 1WOM015 BEFORE USE ' Design valid for use only wilh Milek® conneclors. Tlils design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to rxevenf collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage., delivery, erection and bracing of trusses and fRISS systems, seeANSI/TP11 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 Jo russ Truss Type101y Ply Carllon III with porch T11607386 M11323 J6 MONO TRUSS 6 1 162'Grand I Job Reference (optional) Chambers Truss, Fort Pierce, FL rAqu a Apr i u ev to mu ok muuuums, nm. T nu vw c r va: iu Au cv i r ruUu t _ ID:IP6jtz-j7xSx c fXi4uz9yuFUG-xyOV8dKmYuC902?ON3Xn2mdMABWhnPFouDlZxytwRw 1.0.0 6.0.0 1•o.o 6.0.0 Scale = 1:14.8 3x4 = LOADING (psi) SPACING- 2.0.0 CSI. DEFL. In (loc) Well 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(TI-) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 20 lb FT = 0 LUMBER- BRACING - TOP CHORD 20 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=120/Mechanical, 2=321/0-8-0, 4=54/Mechanical 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 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mp11; TCDL=4.2psf; 13CDL=3.0psI; h=14ft; 13=5211; L=34f1; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Interior(1) zorle;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 rlonconcurreni with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 117 lb uplift at joint 3 and 218 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MH-7473 rev. 101032015 BEFORE USE ' Design valid for use only with MflekG connectors. Ihts 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 appllcabUity of design parameters and properly Incorporafe this design Into the overall bWcgng design. Bracing Indicated Is to prevent txtekiing of Indivldu al hiss web and/or chord members only. Addgfonal temporary and permanent bracng MiTek' Is always required for statAily and to prevent collapse with possible personal krjury and property damage. For general guidance regarding the fabricallon, storage, delivery, ereellon and bracing of kusses and In1ss systems, seeANSi/TPI1 Quality Criteria, DSR-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,'218 N. Lee Streel. Suite 312, Alexandria. VA22314. Tampa, FL 33610 Job Truss Truss TypeCity Ply 62' Grand Carlton III with porch T11607387I M11323 JB MONOTRUSS 20 1 Job Reference o lional Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 M7ek Industries. Inc. Thu Jul 27 09:15:48 2017 Page 1 ID:tP6jlz-j7xSx_c fXi4uz9yuFUG-P8yuMzL7-isO3t1adBa4anlKnJrKZRCOEfOlYyl5NytwRv 1.p.g 8-0.0 1.0-0 8.0-0 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 TCDL 7.0 Lumber DOL 1.25 BC 0.76 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=164/Mechanical, 2=411/0.8-0, 4=68/Mecllalllcal Max Horz2=180(LC 10) Max Uplift3=-160(LC 10), 2=-265(LC 10) Max Grav3=164(LC 1), 2=411(LC 1), 4=118(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:17.7 DEFL. in (tor.) I/dell Ud PLATES GRIP Vert(LL) -0.10 4-7 >972 360 MT20 244/190 Vert(TL) -0.27 4-7 >350 240 Harz(TL) 0.01 2 n/a n/a 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; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14f1; B=521t L=341t; eave=611; 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 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 MI'TEKREFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE �!I Design valid for use only with MBek® connectors. This design Is based only upon parameters shown, and Is for an individual budding component. not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall balding 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 sbabllity and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of Irusses and Irusssystems, seeANSI/TPII Quality Crfferra, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information availaUe from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria. VA 22314. Tampa, FL 33610 j Job Russ Truss Type hJ P y 62' Gmnd Corlion III with porch T116D7388 M11323 KJ8 MONO TRUSS 1 14 Job Reference (optional) cnamoersiruss, ronnmco,r-L r.ovvonp, ocv,unn,vn„,�.�,,,�.,,,,�. row, I D:Lcg54J?LuEancmZr40b7 W MyuFUF-PByuMzLZisO3nadBa4ainKnJsZZZLQBwOi Yyl5NytwRv .1.5.0 7.3.4 11.3.0 1.5.0 7-3.4 3.11-12 Scale = 1:20.6 3x4 3x4 = 7.3.4 LOADING (psi) SPACING- 2-0-0 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 FBC2014fFP12007 (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/Mechanical Max Horz2=244(LC 8) Max Uplif14=-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 (loc) I/dell Ud PLATES GRIP Vert(LL) 0.05 7-10 >999 360 MT20 2441190 Vert(TL) -0.11 7-10 >999 240 HOrz(f L) 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 purlins. BOT CHORD Rigid ceiling directly applied or 9-0-4 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vull=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; 11=1411; B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpt=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 207 lb uplift at joint 4, 312 lb uplift at joint 2 and 277 lb uplift at joint 6. 7) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2= 54 Trapezoidal Loads (pit) Vert: 2=0(F=27, B=27)-to-4=-152(F=-49, B=-49), 8=0(F=10, B=10)-to-5=-56(F=-18, B=-18) Q WARNING- Verify des19n parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MG-7473 rev. 1010312015 BEFORE USE ' Design valid for use only with Ml lek0 connectors. This design Is based only upon parameters shown, and Is lot an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing WW.c3fed Is to prevent buckling of Individual truss web and/or chord members only. Additlonal temporary and permanent bracing MiTek- ts always required for stablllty and to prevent collapse with possible personal krlury and property damage. For general guidance regarding the fabrication, storago. delivery, erection and bracing of musses and muss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION _ 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths, Apply plates to both sides of truss and fully embed teeth. 0-'/1 9' For 4 x 2 orientation, locate plates 0-'%ie' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION r 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, Numbering System 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS on 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 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" MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-brocing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing. individual lateral braces themselves may require bracing. or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other, 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint I•ocaflons are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber, 10. Comber is a non-structural consideraflon and 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 specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft, spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise, 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.