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HomeMy WebLinkAboutTRUSS PAPERWORKk' RE:' M11323 MiTek USA, Inc. 62' Grand Carlton III with porch 6904 Parke East Blvd. Tampa, FL 33610-4115 Sites Information: Project Customer: WYNNNE DEVELOPEMENT CORP Project Name: M11323 SCANNED Lot/Block: Subdivision: �� Address: N/A City: PORT ST LUCIE State: FL St Lucie County General Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 165 mph Design Method: MWFRS (Directional)/C-C hybrid Wind ASCE' Roo Load: 37.0 psf .Floor Load: N/A psf This !package includes 13 individual, dated 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 conf6rms to 61 G1 5-31.003, section 5 of the Florida Board of Professional Engineers Rules. No.i Seal# Truss Name Date 1 T13302390 a 2/21/18 2 1 T13302391 a5 2/21/18 3 T13302392 a6 2/21/18 4 1 T13302393 a7 2/21/18 5 T13302394 aB 2/21/18 6 T13302395 a9 2/21/18 7 T13302396 gra 2/21/18 8 1 T13302397 0 r 2/21/18 �j4 Mum:)6uwjad a 0 T1332399 2/21/18 1uaw�a 11 T13302400 16 2/21/18 12 T13302401 k88 2/21/18 2/21/18 13 T13302402 i a3AI3�3� The truss drawing(s) referenced above have been prepared by MiTek USA, Inc, under my direct supervision based 6n the parameters provided by Chambers Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. Florida COA:6634 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 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. K3-.'-.s 9380 r rE OF 40 Zz % Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 February 21,2018 1 of 1 Albani, Thomas Job Truss Truss Type aty Ply 62' Grand Carlton III with porch T13302390 M11323 A COMMON 9 1 Job Reference (optional) k n4 4 A 4n.cam nn4n o�..e t Chambers Truss, Inc., Fort Pierce, FL 0. IOU 3 O p 10 LV I ( IVII I OIL Il nUuau r � q I D:a3B4PavKnnZweXyJckSFBgyuFU N-iitia6GS6xdm_ITrG1?CZC_IGrGmYZaVX1111 xziuKK 0 6 7 13 12-4-13 17.0-0 21.7-3 , 27-4-3 34-0-0 1-0-0 66 77 13 5-9-0 4-7-3 4-7.3 5-9-0 6-7-13 1-0-0 6 4.00 F12 4x5 27 Scale=1:57.8 17 '- 15 -- -- 14 14 3x6 — 2x3 11 46 = 3x8 = 3x8 = 4x6 = 2x3 1 3x6 = 27-4-3 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 FBC2017ITP12014 CS1. TC 0.39 BC 0.58 WB 0.65 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/defl Ud 0.32 14-15 >999 360 -0.61 14-15 >670 240 0.12 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 163 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-12 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-11-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. !(lb/size) 2=1362/0-8-0, 10=1362/0-8-0 Max Horz 2= 179(LC 8) Max Uplift 2=-832(LC 10), 10=-832(LC 10) i FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3419/2395, 3-5= 2771/2031, 5-6=-2770/2152, 6-7= 2770/2152, 7-9= 2771/2031, 9-10=-3419/2395 BOT CHORD 2-17— 2132/3213, 15-17=-2132/3213, 14-15=-1269/2000, 12-14=-2132/3213, 10-12= 2132/3213 WEBS 1 6-14— 635/983, 7-14=-313/362, 9-14=-689/499, 6-15=-635/983, 5-15= 313/362, 3-15=-689/499 NOTES- 1) Unbalanced!roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6it; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 13-7-3, Exterior(2) 13-7-3 to 17-0-0, Interior(1) 20-4-13 to 31-7-3 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 nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=832,10=632. 6) Hanger(s) or other connection device(s) shall, be provided sufficient to support concentrated load(s) 50 lb down and 47 lb up at 15-0-0, and'50 lb down and 47 lb up at 19-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 7) 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) Verk: 1-6=-54, 6-11= 54, 18-21=-20 Concentrated Loads (lb) Vert: 26= 50(F) 27= 50(F) Thomas A. Albani PE No.39390 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 114II-7473 rev. 10103/2015 BEFORE USE Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overdl building design. Bracing indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek prevent Is always requlred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricallon,'storage, delivery, erection and bracing of trusses and truss systems, seeANS&VII GualRyCrdeila, DSB•89 and BCS1 Building Component 6904 Parke East Blvd. Safety infefmaBonavatiable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply 62' Grand Carlton III with porch T13302391 M11323 A5 SPECIAL 9 1 � Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.1 sa s Sep ra zo i r rvu 1 en muuburnb, ri rc. vvcu — c I I-r. Imo. asp ID:2GIScwwyY5hnGhXVARzUkuyuFUM-BURgnSH4tFldcR2lgTWR6QXpvFX_H1 UfmhlbZNziuKJ 10-6-4 17-0-0 20-4-8 26-4-0 34-0-0 5-0- 1-0- 7-8-5 2-9-15 6-5-12 3-4-8 5-11-8 7-8-0 -0-0 Scale = 1:59.8 4.00 F12 5x8 II 13 141. 5x12 = 2x3 11 3x6 = 3x12 = 2.00 12 LOADING (psfj 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 FBC2017/TPI2014 CSI. TC 0.85 BC 0.90 WB 0.60 Matrix -MS DEFL. in (loc) I/deft Ud Vert(LL) 0.76 14 >539 360 Vert(CT) -1.18 13-14 >344 240 Horz(CT) 0.36 10 n/a n/a PLATES MT20 MT18HS Weight: 155 lb GRIP 244/190 2441190 FT = 0% LUMBER- BRACING - TOP CHORD 12x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-9-12 oc bracing. WEBS 2x4 SP No.3 *Except` WEBS 1 Row at midpt 6-14 6-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1312/0-8-0, 10=1312/0-8-0 Max Harz 2=-179(LC 8) Max Uplift 2=-803(LC 10), 10=-803(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5529/3776, 3-5=-5164/3538, 5-6=-5209/3667, 6-7=-2424/1902, 7-9= 2462/1813, 9-10= 3195/2210 BOT CHORD 2-14=-3466/5266, 13-14=-1305/2115, 12-13= 1948/2995, 10-12= 1948/2995 WEBS 3-14=355/314, 5-14=-293/354, 6-14=-2175/3326, 6-13= 279/534, 7-13=-237/277, 9-13=-786/560, 9-12=0/269 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6fh Cat. II; Exp C; End., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 13-7-3, Extedor(2) 13-7-3 to 17-0-0, Iriterior(1) 20-6-4 to 31-7-3 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 100 Ib uplift at joint(s) except (jt=lb) 2=803, 10-803. Thomas A. Albani PE No.39380 WiiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEM11-7473 rev. 10/032015 BEFORE USE Design vallp for use only with MITek® 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 verity the applicability of design parameters and properly Incorporate this design Info the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WeW 8 always relquired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, delivery, and bracing of trusses and truss systems, seeANSWII QualflyCrIfedd, DS&,69 BCS1 BuOdI Component 6904 Parke East Blvd. storage, erection and ng Safety fnfdmlaf ibnovaitable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandrla VA 22314. Tampa, FL 33610 dob Truss Truss Type city Ply 62' Grand Carlton III with porch T13302392 M11323 A6 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MITek Industries, Inc. Wed Feb 21 14:19:55 201 B Page 1 ID:2GIScwwyY5hnGhXVARzUkuyuFUM-fh_3?olieYtUEbdENAi gfd4?AftlOQoo_Ln86gziuKl 1-0- 8-11-11 16-0-0 18-0-0 20-4-8 25.11-15 34-0-0 5-0- 1-0- 8-11-11 7-0-5 2-0-0 2-4-8 5-7-7 8-0-1 -0-0 4.00 FIT 3x12 = 2.00 F12 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 : Plate Grip DOL 1.25 TCDL 7.01 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.01 Code FBC2017[TP12014 LUMBER - TOP CHORD 2x4 SP M 30 'Except' 3-5,6-7: 2x4 SP M 31 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 5-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. l(lb/size) 2=1312/0-8-0, 9=1312/0-8-0 Max Horz 2=-169(LC 8) iMax Uplift 2=-803(LC 10), 9=-803(LC 10) I 6x8 = 5x6 = 15-0-0 IL 5x6 = 3x6 = Scale = 1:61.9 0 t2 0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TC 0.81 Vert(LL) 0.69 14 >590 360 MT20 244/190 BC 0.93 Vert(CT)-0.9214-17 >443 240 MT18HS 2441190 WB 0.86 Horz(CT) 0.34 9 n/a n/a Matrix -MS Weight: 157 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-5491/3336, 4-5=-5095/3071, 5-6= 2314/1551, 6-8=-2398/1533, 8-9=-3199/1981 BOT CHORD i 2-14=-3040/5224, 13-14=-1195/2361, 12-13=-1123/2199, 11-12=-1731/3001, 9-11=-1731/3001 WEBS 4-14=-492/513, 5-14=-1707/2959, 5-13= 405/196, 6-13=-179/522, 8-12= 893/660, 8-11=0/303 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf, h=14ft; B=52ft L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 31-7-3, Exterior(2) 31-7-3 to 35-0-0 zorie;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=803, 9=803. t2 N In Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 0 WARNING; Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M1I-7473 rev. 1010W015 BEFORE USE Design valid Ifor use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not Not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricallon, storage, delivery, erection and bracing of trusses and truss systems, seeANSERP11 Cua/ByCiffeda, DSB-89 and BC51 Budding Component 6904 Parke East Blvd. Safety /nfonnaBorlavailable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qry 1 Ply 62' Grand Carlton III with porch • T13302393 M11323 A7 SPECIAL 1 1 Job Reference (optional) Chambers Truss, IInc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:19:56 2018 Page 1 TID:WSJgpGwaiPpur6hk9UjG5yuFUL-7tYRC7JLPsOLrICQxuZvBrcAj3DQIsZxD0? W ieGziuKH 2.0 -0-0 -0-10-8-10-114-0-0 60-0 25.11-15 34 010 .0.10o-0 8-10-5-1-6 AAArn 3x12 2.00 12 LOADING (psf)� SPACING- 2-0-0 TCLL 20.Oi Plate Grip DOL 1.25 TCDL 7.0' Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017/TP12014 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP N0.3'Except' 4-11: 2x4 SP M 30 REACTIONS. (lb/size) 2=1312/0-8-0, 7=1312/0-8-0 'Max Harz 2=-149(LC 8) Max Uplift 2= 803(LC 10), 7= 803(LC 10) 5x8 = 4.0-0 5x6 = 5x12 = 2x3 11 34-0-0 3x6 = Scale = 1:60.8 CSI. DEFL. in (loc) Well Ud PLATES GRIP TC 0.83 Vert(LL) 0.66 11 >616 360 MT20 244/190 BC 0.90 Vert(CT)-1.1010-11 >369 240 MT18HS 244/190 WB 0.95 Horz(CT) 0.34 7 n/a n/a Matrix -MS Weight: 147lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-0-2 oc bracing. FORCES. (lb),- Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5484/3370, 3-4=-5116/3126, 4-5=-2229/1544, 5-6= 2448/1599, 6-7=-3169/1993 BOT CHORD 2-11=-3071/5219, 10-11=-1590/2874, 9-10=-1738/2968, 7-9=-1738/2968 WEBS 3-11=-419/443, 4-11= 1466/2647, 4-10= 812/448, 5-10=-205/487, 6-10— 785/575, 6-9=0/272 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE7-10; Vul1=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 31-7-3, Exterior(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber D011=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=803, 7=803. Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 69H Parke East Blvd. Tampa FL 33610 Date: February 21,2018 WARNING.- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MI1­7473 rev- 10103,2016 BEFORE USE. Design valid1for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not _ � a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. &acing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII Qua/9yCtBe11a, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety►nlbnr allonavallabie from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302394 M11323 AB SPECIAL 1 1 Job Reference (optional Gnamoers i russ, linc., r-orr Tierce, r-L �1 6 8-8-4 4.00 12 3x12 = 2.00 12 5x6 = 3x4 = 4 21 5 20-4-8 I D: W SJgpGwal Ppeur6hk9UjG5yuFU L-b36pQTKzAABCTvncVb48k29LBTZgUMw5SfGFAiziuKG 2x3 II 5xB = 6 22 7 2x3 12 11 5x12 = 3x4 = 4x5 = Scale=1:60.6 LOADING (psf), SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0i Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.65 12-13 >624 360 MT20 244/190 TCDL 7.0' Lumber DOL 1.25 BC 0.90 Vert(CT) -1.08 12-13 >379 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.69 Horz(CT) 0.33 9 n/a n/a BCDL 10.0, Code FBC2017/TP12014 Matrix -MS Weight: 154lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-11-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1312/0-8-0, 9=1312/0-8-0 IMax Horz 2= 129(LC 8) Max Uplift 2=-803(LC 10), 9— 803(LC 10) FORCES. (lb),- Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD j 2-3=-5488/3444, 3-4=-5117/3183, 4-5=-3911/2497, 5-6= 2576/1770, 6-7= 2586/1779, 7-8= 2663/1762, 8-9=-3021/1971 BOT CHORD 2-13=-3143/5224, 12-13= 1956/3292, 11-12=-1369/2481, 9-11=-1705/2827 WEBS 3-13= 396/420, 4-13=-1028/1721, 5-13=-3001797, 5-12=-894/601, 6-12=-265/263, 7-12=-294/391, 7-11=-374/691, 8-11— 535/502 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCEI7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=141t; B=52ft; L=34ft; eave=6fh Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Intedor(1) 2-4-13 to 31-7-3, Exterior(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=803, 9=803. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 Q WARNING.- WrW design parameter end READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII.7473 rev. 1010=015 BEFORE USE. Design valld1for use only with MiTek® 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 verity the applicability of design parametet and properly incorporate this design into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSWII CaamyCrBeft DSB-89 and BCSI BOUdrng Component 6904 Parke East Blvd. SafetyJnfoni oNonovaaabie from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch � T13302395 M11323 A9 HIP 1 1 Job Reference o tional cnamoers i russ, inc., rorr rrerce, rL o. i ov a cN a cv �� o� --.- , -I- . ID:_etC1cxC3ixVV?huts?yWJ .0 6K-2Fg6dpKbwTG353Mp3JbNGGidcs?ZDm3EgJ?oj8ziuKF r1-0-Q 1 6-7-15 10-0-0 15-2-14 20-4-0 24.0-0 27-4-1 34.0-0 $5.0-Q 1-o-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 6 Scale = 1:58.6 4x4 = 2x3 11 4x8 = 4.0012 3x4 = 4 24 525 26 6 27 7 15 14 13 12 11 3x5 = 3x8 = 3x6 = 6x8 = 3x6 = 3x4 = 3x5 10-0-0 3-8-0 34-0-0 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 FBC2017/TPI2014 CSI. TC 0.35 BC 0.54 WB 0.89 Matrix -MS DEFL. Vett(LL) Vett(CT) Horz(CT) in (loc) I/defl Ud -0.18 11-21 >917 360 -0.38 11-21 >432 240 0.02 13 n/a n/a PLATES GRIP MT20 244/190 Weight: 156 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-11-9 oc puffins. BOT CHORD '2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS ;2x4 SP No.3 REACTIONS. (lb/size) 2=663/0-8-0, 9=346/0-8-0, 13=1616/0-8-0 Max Horz 2=109(LC 9) Max Uplift 2=-430(LC 10), 9= 249(LC 10), 13=-928(LC 10) Max Grav 2=685(LC 19), 9=386(LC 20), 13=1616(LC 1) FORCES. (lb)' - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1275/1025, 3-4=-913/708, 4-5=-829/705, 5-6= 565/807, 6-7= 565/807, 7-8=-104/278, 8-9= 341/235 BOT CHORD 2-15=-836/1187, 13-15=-34/309, 11-13=-256/348, 9-11=-124/304 WEBS 3-15= 425/501, 5-15=-444/665, 5-13=-1215/1079, 6-13=-264/300, 7-11= 255/396, 8-11=-461/521, 7-13= 837/703 NOTES- 1) Unbalancedi 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=34f; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 5-2-5, Exterior(2) 5-2-5 to 10-0-0, Interior(1) 14-9-11 to 19-2-5, Exterior(2) 24-0-0 to 35-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) 2=430, 9=249, 13=928. I t2 n 0 'n I6 6 Thomas A. Albani PE No.39380 NffTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 101173l,2015 BEFORE USE Design valid for use only with MlTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a taus 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 MiTeV Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems. scoANSI/IPII CaaW Cdteda, DSO-89 and SCSI Bagd/ng Component 6904 Parke East Blvd. Sotety/nlohnallonavailabie from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 62' Grand Carlton III with porch T13302396 M11323 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL A-0-0 I 8-0-0 ;1 6 I TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. BA30 s Sep 15 2017 MI Ter, Industries, Inc. vveu red c, w.,e.oa cv,v rage , ID:_etCt cxC3ixVV?huls?ypJyuFUK-XSEZg9LDhnOwiDx?cO6cpTEfaGKGyBpOvzlMFbziuKE 8.6.0 , 22-2-2 26-0-0 34-0-0 $5-0- 1-6 00 3-8-2 3-9-14 Q 8-0-0 -0-0' Scale = 1:60.6 3x'S — 3x6 11 3x6 = 6x8 = 3x6 = 6x8 = 4x4 = 6xB = HE LOADING (psf). SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.01 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.20 24-35 >914 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.24 29-32 >552 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.98 Horz(CT) 0.02 22 n/a n/a BCDL 10.0 Code FBC2017II-P12014 Matrix -MS Weight: 194lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc puriins. BOT CHORD 2x4 SP M 30 Except: WEBS 2x4 SP No.3 1 Row at midpt 8-21 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 Horz 2=-179(LC 6) Max Uplift All uplift 100 lb or less at joints) except 2= 351(LC 8), 27=-1168(LC 8), 26— 1495(LC 8), 22= 625(LC 8) ;Max Grav All reactions 250 lb or less at joints) except 2f187(LC 17), 27=2232(LC 13), 26=2929(LC 14), 22=984(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -,All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 621/387, 3-5=-304/838, 5-7=-588/1209, 7-8=-588/1209, 8-12= 588/1209, 12-13=-588/1209, 13-15= 588/1209, 15-16= 588/1209, 16-18=-568/1209, 18-20= 2230/1280, 20-21= 2230/1280, 21-22= 2271/1263, 6-9= 126/305, 9-11 =-1 06/363, 11 -1 4=-1 93/412, 14-17=-94/271, 19-21 =-1 43/272 BOT CHORD 2-29= 247/677, 27-29=-189/540, 26-27=-779/446, 24-26= 411/653, 22-24= 1083/2108 WEBS 3-29= 500/1176, 3-27= 1766/911, 5-27= 748/622, 5-26= 546/351, 13-26= 946/617, 18-26=-2412/1474, 18-24=-846/1780, 21-24=-35/351, 4-5=-608/514, 19-20=-335/305, 14-15=-556/407, 11-12=-254/54 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASC.� 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (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 351 lb uplift at joint 2, 1168 lb uplift at joint 27, 1495 lb uplift at joint 26 and 625 lb uplift at joint 22. 8) Girder carries hip end with 8-0-0 end setback. 9) Graphical puriin representation does not depict the size or the orientation of the puriin 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). Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: Fahrnary 91 9flis ryE ndard ® WARNING- Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010"015 BEFORE USE. Design valid lfor use only with MITek6 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not Not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcalion, storage, delivery, erection and bracing of trusses and truss systems, seeANSUMIT CualMyCrBeda, DSB-89 and BCSi BuOd/ng Component 6904 Parke East Blvd. Safety fnfonnaffanavcilabie from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Carlton III with porchT13302396 M11323 GRA HIP 1 1b ['Grand Reference (optional) Chambers Truss', Inc., Fort Pierce, FL a.iwsSep 15201 rvineninuusuIus, MO. vveurnuu iv.ia.00cvio rayon I D:_etC1 cxC3ixVV?huls?ypJyuFUK-XSEZg9LDhnOwiDx?c06cpTEfaGKGyBpOvzlMFbziuKE 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:l 29=-641 (F) 24=-641(F) WARNING - VeAfy design parameters and READ NOTES ON THIS AND INCLUDED NrrEKREFERANCE PAGE MII-7473 rev. 10103&OIS BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not �� a Truss system. Before use, the building designer must verify the applicability of design 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. Addiftonal temporary and permanent bracing i�iiTek' Is always required for stability and to prevent collapse wilh possible personal injury and property damage. For general guidance regarding the fabrication,'storage, delivery, erection and bracing of trusses and truss systems, seeANS&VII GUaIMyCdteft DSB.89 and SCSI BU9d/D,g Component 6904 Parke East Blvd. Safety/nfolmaHonavoliable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 i 'Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch ' T13302397 M11323 GRB HIP 1 1 Job Reference (optional) L.namoers i russ,�inc., for[ rierce, rL 8-0-0 1 6 4.00 F12 5x8 MT18HS = 3 I D:SrRaEyyrgO4M78G4raW BLWyuFUJ-TqM KFrNTDOedyW4NkR84uuK1 w4_?Q6XhNGETJTziuKC 20-4-0 1 26-0-0 1 34-0-0 $5-0-Q 3-4-0 4x10 = 2x3 11 4x6 = 23 4 5 6 5x8 MT18HS = 2x3 11 7 24 8 Scale = 1:58.6 16 15 14 13 12 11 4x6 = 3x6 11 5x6 = 6x12 = 6x12 = 5x6 = 3x6 11 4x6 — 8-0-0 LOADING (psf), SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0' Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.22 16-19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.30 16-19 >820 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.90 Horz(CT) 0.06 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 153 lb FT = 0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-14 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-3-14 oc bracing. WEBS 2x4 SP No.3 `Except' WEBS 1 Row at midpt 3-14, 8-13, 6-13 4-14,7-13: 2x6 SP No.2 REACTIONS. (Ib/size) 2=126910-8-0, 13=4057/0-8-0, 9=474/0-8-0 1Max Horz 2=90(LC 7) Max Uplift 2=-853(LC 8), 13— 2590(LC 8), 9— 345(LC 8) Max Gram 2=1451(LC 13), 13=4743(LC 15), 9=528(LC 14) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 3625/1950, 3-4=-2080/1236, 4-6=-2080/1236, 6-7= 1296/2589, 7-8=-1296/2589, 8-9=-751 /370 BOT CHORD 12-16=-1729/3460, 14-16=-1753/3525, 11-13= 262l733, 9-11= 241/668 WEBS 3-16= 435/1209, 3-14=-1552/774, 4-14=-837/691, 7-13= 8781713, 8-13=-3635/1919, 8-11= 432/1204, 6-14=-1453/2814, 6-13=-3198/1807 NOTES- I 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); 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 61 as 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 853 lb uplift at joint 2, 2590 lb uplift at joint 13 and 345 lb uplift at joint 9. 8) Girder carrie.6 hip end with 8-0-0 end setback. 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). N OIm 6 LOAD CASE(S) Standard Thomas A. Albani PE No.39390 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Welt USA, Inc. FL Cert6634 Uniform Loatls (plf) 6904 Parke East Blvd. Tampa FL 33610 Vert: 1-3=-54, 3-8= 131(17 77), 8-10= 54, 16-17= 20, 11-16= 49(F=-29), 11-20= 20 Date: February 21,2018 ® WARNING'- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev, 1"Y2015 BEFORE USE Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not �' a truss system. Before use, the bdlding 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 WeW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS&VI f CualByCrBeda, DSB-89 and BCSI BuRd/ng Component 6904 Parke East Blvd. Safety tnfoltlrallolfavatlable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302397 M11323 GRB HIP 1 1 Job Reference (optional) Chambers Truss,' Inc., Fort Pierce, FL .LOAD CASE(S)! Standard ConcentratedlLoads (lb) Vert: 16= 641(F) 11=-641(F) 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:20:01 2018 Page 2 1 D:SrRaEyyrg04M78G4raW BLW yuFUJ-TgMKFrNTDOedyW 4NkR84uuK1 w4_?Q6XhNGETJTziuKC ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll--7473 rev. 10/03,2015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building deslbn. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing McTele is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII QualityC/dello DSB-89 and SCSi Building Component 6904 Parke East Blvd. Safety InfonnaRolravallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302398 M11323 J2 MONO TRUSS 8 1 i Job Reference (optional) F b '20'Ot 2018 P 1 Chambers Truss,;lnc., Fort Pierce, FL 8.130 s Sep 152017 MITek Indust . ries, Inc. We a 21 14. age I D:xl?zSlzTbJCDI I rGPH 1 QukyuFU I-TgMKFrNTDOedyW 4NkR84uuKBb47aQKfhNGETJTziuKC -1-0-0 2-0-0 1-0-0 2-0-0 3x4 = LOADING (psf); SPACING- 2-0-0 CSI. TCLL 20.0; Plate Grip DOL 1.25 TC 0.18 TCDL 7.0 Lumber DOL 1.25 BC 0.07 BCLL 0.01 Rep Stress Incr YES WB 0.00 BCDL 10.0' Code FBC2017ITP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=38/Mechanical, 2=141/0-8-0, 4=22/Mechanical Max Horz 2=67(LC 10) Max Uplift 3=-28(LC 10), 2= 136(LC 10), 4=-3(LC 7) Max Grav 3=39(LC 15), 2=141(LC 1), 4=31(LC 3) FORCES. (lb)�- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:7.8 DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) -0.00 7 >999 360 MT20 244/190 Vert(CT) -0.00 7 >999 240 Horz(CT) -0.00 3 n/a n/a Weight: 8 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft B=52ft; L=34ft; eave=6fF Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 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 Gas 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 28 lb uplift at joint 3, 136 lb uplift at joint 2 and 3 lb uplift at joint 4. Thomas A. Albani PE No.39360 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEM11-7473 rev. 10103/2015 BEFORE USE: Design validlfor use only with MITek® connectors. This design is based only upon parameters shown. and is for an Individual buiding component not �� a truss system. Before use, the building designer must vedfy the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek7 prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANS&VII Cua/dyCrBedo, DS8-89 and BCSI BuIld/ng Component Tampa, FL 33610 Sdety fnlonnoNomvallable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302399 M11323 i J4 MONO TRUSS 8 1 Job Reference (optional) unamoers I russ, Inc., I-orrmerce,r-L 0.1JVD—JJ1DLU11IVII1tlnIIIUU-1111,p ""I"aI I-*.c----.uU-, I D:PDYLfd_5MdK4MSQTz?ZfRxyuFUH-ylwiTBN5_imUZgfalefJR6sl_UP79nvgbwzOswziuKB 1-0-0 3x4 = Scale=1:11.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.02 .4-7 >999 360 MT20 244/190 TCDL 7.6 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.02 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 14 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=90/Mechanical, 2=207/0-8-0, 4=50/Mechanical Max Horz 2=104(LC 10) Max Uplift 3=-80(LC 10), 2=-161(LC 10), 4=-7(LC 10) Max Grav 3=90(LC 1), 2=207(LC 1), 4=69(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 4-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft L=34ft; eave=6ft Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss h4s 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 80 lb uplift at joint 3, 161 lb uplift at joint 2 and 7 lb uplift at joint 4. Thomas A. Albani PE No.39390 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 Q WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �� a truss system. Before use, thebuildingdesigner 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 {MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSU1P11 QualityCdfe6a, DSO-69 and BCSI BuSdIng Component 6904 Parke East Blvd. Safety Intonnation3vailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 'Job I Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302400 M11323 J6 MONO TRUSS 8 1 Job Reference (optional) GnamDerS I runs, imc., I Tort rreice, rL— I D:tP6jtz_j7xSx_c—fXi4uz9yuFUG-QDT4gXOklOuLBgEmrsBYzJ PU Dtd4uE9zgajZOMziuKA -1-0-0 6-0-0 1-0-0 6-0-0 3x4 = 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.11 4-7 >629 360 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.12 4-7 >617 240 BCLL 0.0, ' Rep Stresslncr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MP LUMBER- 1 TOP CHORD 2x4 SP M 30 BOT CHORD 12x4 SP No.3 REACTIONS. (lb/size) 3=145/Mechanical, 2=279/0-8-0, 4=71/Mechanical Max Horz 2=142(LC 10) Max Uplift 3= 131(LC 10), 2=-194(LC 10), 4=-8(LC 10) Max Grav 3=145(LC 1), 2=279(LC 1), 4=102(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. I Scale=1:14.6 PLATES GRIP MT20 244/190 Weight: 20 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 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 131 lb uplift at joint 3, 194 lb uplift at joint 2 and 8 lb uplift at joint 4. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII-7473 rev. 10103/2015 BEFORE USE - Design vallo for use only with MITek® 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 verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication) storage, delivery, erection and bracing of trusses and truss systems, seeANSVW11 QualityCllletla, DSB-89 and BCSI BugdIng Component 6904 Parke East Blvd. Safety In/ormahlonavallable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Nexandrla. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 62' Grand Carlton III with porch ' T13302401 M11323 J8 MONO TRUSS 20 1 Job Reference (optional) cnamoers I russ, Inc., rori Tierce, rL 1-0-0 3x4 I D:tP6jtz-j7xSx_c_fXi4uz9yuFUG-uPi SutPMW JOCp_pyPZinW XybuH5UdhP73ES7woziuK9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.26 4-7 >367 360 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.30 4-7 >319 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 31 REACTIONS. ; (lb/size) 3=188/Mechanical, 2=352/0-8-0, 4=103/Mechanical Max Horz 2=180(LC 10) Max Uplift 3= 175(LC 10), 2= 228(LC 10), 4=-15(LC 10) Max Grav 3=188(LC 1), 2=352(LC 1), 4=145(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:17.4 PLATES GRIP MT20 2441190 Weight: 26 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 3-1-13, Exterior(2) 3-1-13 to 7-11-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 175 lb uplift at joint 3, 228 lb uplift at joint 2 and 15 lb uplift at joint 4. Thomas A. Albani PE No.39380 PAiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE 14111-7473 rev. 1010312015 BEFORE USE Design valld for use only with MITeW 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 verlfy 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 IVIiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSMII Qua/EyCdleda, DSB.89 and BC91 Budding Component 6904 Parke East Blvd. Safety Infomraflonavdlabie from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ON Ply 1 62' Grand Carlton III with porch T13302402 M 11323 KJ8 MONO TRUSS 4 1 Job Reference (optional) Chambers Truss; Inc., Fort Pierce, FL 8.13u s Sep io zu1 I Mi i ek industries, Inc. vveu reu c i M60:05M I O rage I I D:Lcg54J7LuEancmZr4Qb7WMyuFUF-Mcbr5CQ_Hd83Q809zHD02kUrohRsM1 VGHuCgSEziuKS 1-5-0 7-3.4 11-3-0 1.5-0 7-3-4 3-11-12 Scale=1:20.3 3x4 = 3x4 = 7-3-4 11-3-0 7-3-4 3-11-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.07 7-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.12 7-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.46 Horz(CT) 0.02 6 n/a n/a BCDL 10.6 Code FBC2017/TP12014 Matrix -MS Weight: 44lb FT=0 LUMBER- i BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-9-6 oc bracing. WEBS 12x4 SP No.3 REACTIONS. (lb/size) 4=201/Mechanical, 2=466/0-11-5, 6=576/Mechanical j Max Harz 2=244(LC 8) Max Uplift 4=-205(LC 8), 2=-905(LC 6), 6= 286(LC 8) Max Grav 4=245(LC 13), 2=466(LC 1), 6=590(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 2-3=-1151/523 BOT CHORD 2-7= 687/1126, 6-7=-687/1126 WEBS 3-7=0/330, 3-6= 1236/755 NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft B=52ft; L=34ft; eave=6fh Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss his 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 beating plate capable of withstanding 205 lb uplift at joint 4, 305 lb uplift at joint 2 and 286 lb uplift at joint 6. 6) 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 (plf) Vert: 2=0(F=27, B=27)-to-4=-152(F=-49, B=-49), 8=0(F=10. B=1 0)-to-5=-56(F=-1 8, B=-18) Thomas A. Alban! PE No.39390 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MO-7473 rev. 10103/2015 BEFORE USE. Design vallo for use only with MITekO connectors. This design is based only upon parameters shown, and is for an Individual building component not �� a truss system. Before use, the building designer must verify the applicability of design 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 WeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSU1Pll QualityCrlfetio, DSB.89 and SCSI BuQding Component 6904 Parke East Blvd. Safety lnfoimallbrravallable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Symbols Numbering System 0 General Safety Notes PLATE LOCATION AND ORIENTATION 14- 314 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-%,? For 4 x 2 orientation, locate plates 0- 'lid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. *Plate location details available in MiTek20120 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPII : National Design Specification for Metal - — -Plate-Gonnected 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 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 0 c O 2 U a- O 8 7 6 5 JOINTS ARE GENERALLYNUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE 1DENTF ED BY END JOINT NUMBERSAETTERS. 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 MiTe& All Rights Reserved MiTek0 MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 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. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13, Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown 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.