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HomeMy WebLinkAboutTRUSS PAPERWORKS Cf 1 2 3 4 5 6 7 8 9 V 1' 1` 1: The based Truss My lj BOG. Fc�� 0 iTeko M11323 MiTek USA, Irfc. 62' Grand Carlton III with porch 6904 Parke East Blvd. Tampa, FL 33610-4115 Information: ect Customer: WYNNNE DEVELOPEMENT CORP Project Name: M11323 SCANNED Block: Subdivision: BY ress: N/A St Lucie Count PORT ST LUCIE State: FL teral Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special ding Conditions): lign Code: FBC2017/TPI2014 Design Program: MiTek 20/20 8.1 id Code: ASCE 7-10 Wind Speed: 165 mph Design Method: MWFRS (Directional)/GC hybrid Wind ASCE' f Load: 37.0 psf Floor Load: N/A psf package includes 13 individual, dated Truss Design Drawings and 0 Additional Drawings. my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet )rms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. Seal# Truss Name Date T13302390 a 2/21/18 T13302391 a5 2/21/18 T13302392 a6 2/21/18 T13302393 a7 2/21/18 T13302394 a8 2/21/18 T13302395 a9 2/21/18 T13302396 gra 2/21/18 T13302397 rb 2/21/18 T13302398 IT 2/21/18 T13302399 j4 2/21/18 T13302400 16 2/21/18 T13302401 T13302402 i8 2/21/18 ;s drawing(s) referenced above have been prepared by USA, Inc. under my direct supervision a the parameters provided by Chambers Truss. esign Engineer's Name: Albani, Thomas ,nse 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 I(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 param6ters or the designs for any'particular building. Before use, the building designer shouldlverity applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 'FILE TSA Izz OF ♦♦�♦is�ONAXE% Thomas A. Albanl PE No.39380 MITR USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL33610 February 21,2018 hMo• cu.PY NOY 15.2018 Job Truss Truss Type Qty Ply 62' Grand Carlton II I with porch T13302390 M11323 A COMMON 9 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL u,13u s Sep 1 a za, t rwu en muuamee, a,u. vveu rcu c, 14. , cam, rage , I D:a3B4PavKnnZweXyJckSFBgyuFU N-i It1 a6GS6xdm_ITrGI?CZC_IGrGmYZaVX1111 xziuKK r1 040 q 6-7-13 12-4-13 17.0-0 21-7-3 27-4-3 34-0-0 35-00. -0-0 6-7 1-13 5-9-0 4-7-3 4-7-3 5-9-0 6-7-13 1-0-' �1 6 3x6 13 4.00 12 US = 27 17 "- 15 14 14 2x3 11 4x6 = 3x8 = 3x8 = 4x6 = 2x3 )I Scale=1:57.8 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.32 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.61 14-15 >670 240 BCLL 0;0 ' Rep Stress Incr YES WB 0.65 Horz(CT) 0.12 10 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 163 lb FT = O% LUMBER- 1 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) 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, 1 9-10=-3419/2395 BOT CHORD, 2-17=-2132/3213, 15-17=-2132/3213, 14-15=-1269/2000, 12-14=-2132/3213, i 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, 1 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=6f; 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 13-7-3, Exterior(2) 13-7-3 to 17-0-0, lhtedor(1) 20-4-13 to 31-7-3 zone;C-C for members and forces & MWFRS 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 20.0psf 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, with BCDL=10.Opsf. 5) Provide mebhanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=832, 10=832. 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). I LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-54, 6-11=-54, 18-21=-20 Concentrated Loads (lb) Vert: 26=-50(F) 27= 50(F) Thomas A. Albani PE No.39380 Mi rek 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 M11-7473 rev. IN012015 BEFORE USE Design valid for use only with WOO 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 de;Ign. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek7 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, seeANSUIPII CuallfyClBeda, DSB-89 and SCSI Bulld/ng Component 6904 Parke East Blvd. Safety/n/otmotion3vailable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Mexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302391 M 11323 A5 SPECIAL 9 1 I Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MI I eK Inaustrles, Inc. 1Nea Feb zi 14:1 `J:b4 zuT ti rage 1 I D:2GIScwwyY5hnGhXVARzUkuyuFUM-BURgnSH4tFldcR2l qTW R6QXpvFX_H 1 Ufmh l bZNziuKJ 1-0- 7-8-5 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 4.00 F12 Sx8 11 Scale = 1:59.8 ' 13 7G 5x12 = 2x3 13x6 = 3x12 = 2.00 12 I 34-0-0 Plate Offsets (X Y)-- f2'0-1-15 Edgel f4:0-3-0 Edgel j10:0-0-6 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.76 14 >539 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.18 13-14 >344 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.60 Horz(CT) 0.36 10 n/a n/a BCDL 10.0 I Code FBC2017lrP12014 Matrix -MS Weight: 155 lb FT = 0% LUMBER- I BRACING - TOP CHORD 20 Sr- M 30 TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc pudins. BOT CHORDI 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=131210-8-0, 10=131210-8-0 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, 9-1 0=-3195/221 0 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=34111; 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 13-7-3, Extedor(2) 13-7-3 to 17-0-0, Interior(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 ofl bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=803, 10 LI 803. Thomas A. Albani PE No.39380 WTek USA, Inc. FL Cett 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 Q WARNING - Verify des/gn parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. fa,=015 BEFORE USE. Design vailtJ for use only with MITek(b 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 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 MOW 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, seeANSWI1 QualityCrBetla, DSB-89 and BCS180ding Component 6904 Parke East Blvd. Safety Info rmuffonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply 62' Grand Carlton III with porch T13302392 M11323 A6 SPECIAL 1 1 Job Reference (optional) —,.I C k n .CC OA40 Dnnn 1 unambers i russ, Inc., ron Fierce, r-L m ou s oep IS M I IVI, a II Nus nes, nc. .1e. I uv c i t. �. cv ry i usv ID:2GIScwwyY5hnGhXVARzUkuyuFUM-fh_3?olieYtUEbdENA1 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 Scale=1:61.9 6 4.00 12 6X8 = 5x6 = 5 6 Sx6 = 2x3 11 3x6 = 3x112 = 2.00 12 I I 10-6-4 0 �2 In Im 0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 i SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/rP12014 CSI. TC 0.81 BC 0.93 WB 0.86 Matrix -MS DEFL. in (loc) I/defl Ud Vert(LL) 0.69 14 >590 360 Vert(CT) -0.92 14-17 >443 240 Horz(CT) 0.34 9 n/a n/a PLATES MT20 MT18HS Weight: 157lb GRIP 244/190 244/190 FT = 0% LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 *Except* TOP -CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. 3-5,6-7: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 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=131210-8-0, 9=1312/0-8-0 Max Horz 2=-169(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 2-4=-5491/3336, 4-5=-5095/3071, 5-6=-2314/1551, 6-8= 2398/1533, 8-9=-3199/1981 BOT CHORD 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=01303 NOTES- 1) Unbalanceq 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; 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 & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates a, MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load rionconcurrent 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 betty en the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=803, 9=803. Thomas A. Afbani PE No.39360 NdiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL $3610 Date: February 21,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 1010312015 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 verity 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 Mite Is always rewired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSyW11®ualRy CrBedo, DS&49 and 8CS1 Building Component 6904 Parke East Blvd. Safety lnfolmaBonovailable 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 T13302393 M11323 A7 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 Mi i ex Industries, Inc. Wed Feb 21 i4:1 a:ao 2018 rage 1 I D:W SJgpGwal Ppeur6hkgUjG5yuFUL-7tYRC7JLPsOLrICQxuZvBrcAj3DQIsZxD? W ieGziuKH 1-0- 8-10-10 14-0-0 20-0-0 25-11-15 34-0-0 5.0- -0-0 8-10-10 5-1-6 6-0 0 5-11-15 8-0-1 0- �1 6 3x12, LOADING (psf) TCLL 20.0 TCDL 7.'0 BCLL 0.0 BCDL 10.0 2.00 12 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017lrP12014 LUMBER - TOP CHORD 1 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.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 = 20-4-8 5x6 = 5x12 = 2x3 11 3x6 = Scale=1:60.8 t2 Im 6 CS1. DEFL. in (loc) I/defl L/d 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: 147 lb 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 (lb) 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- I 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft L=3411; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 31-7-3, Extedor(2) 31-7-3 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) 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. t2 v I Thomas A. Albani PE No.39380 MiTek 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 MITEK REFERANCE PAGE M11-7473 rev. 1010312015 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 design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always rewired 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 Caa/BrCNleda, DSO-69 and BCS1 BUIlding Component Safety /nrotmoNonovdlable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 223314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply Carlton III with porchT73302394 M11323 A8 SPECIAL 1 1b ['Grand Reference (optional) 018 P 1 Chambers Truss, Inc., Fort Pierce, FL -- 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14.19.57 2 age I D: W SJgpGwal Ppeur6hk9UjG5yuFUL-b36pQTKzAA8CTvncVb4Bk29LBTZgUMw5SfGFAizi uKG 1-0- 8-8-4 12-0-0 15-8-4 20-4-8 22-0-0 24-8-12 34-0-0 35-0- -0- 8-8-4 3-3-12 3-8-4 4.8.4 1-7-8 2-8-12 9-3-4 1.0- 6 5x6 = 4.00 12 3x4 = 2x3 11 5x8 = 21 5 6 22 7 12 11 5x12 = 3x4 = 3x12i = 2.00 12 Scale = 1:60.6 rn Ch v o. Io I 45 = Plate Offsets (X Y)-- 12:0-1-15 Edge], 17:0-5-8 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 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 FBC2017ITP12014 Matrix -MS Weight: 154 lb FT = 0 LUMBER- I BRACING - TOP CHORD i 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORD 12x4 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 Max Horz 2=-129(LC 8) Max Uplift 2=-803(LC 10), 9=-803(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 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=-300/797, 5-12= 894/601, 6-12=-265/263, i 7-12=-294/391, 7-11=-374/691, 8-11=-535/502 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 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/rPI 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=81 3. 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 - Verify deslgn parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII-7473 rev 10J012015 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 syste((nn. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building deMgn. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addifional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.lstorage, delivery, erection and bracing of trusses and Truss systems, seeANSUVII CualUyCrflerla, DSB-89 and BCSI Budding Component 6904 Parke East Blvd. Safety Intonnallolpvailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job i Truss Truss Type aty Ply 62' Grand Carlton III with porch T13302395 M11323 A9 HIP 1 1 Job Reference o tional unamoers I russ, Inc., Ton Tierce, rL Y6-7-15 10-0-0 1 6-7-15 3-4-1 ID:_etC1 cxC3ixVV?huls?ypJyuFUK-3Fg6dpKbwTG3534p3JbNGGidcs?ZDm3EgJ?oj8ziuKF 4-0 24-0-0 27-4-1 , 34-0-0 35-0-Q I-2 3-8-0 3-4-1 6-7-15 1-0-0 Scale=1:58.6 I 4x4 = 2x3 11 4x8 = 4.00 12 3x4 = 4 24 525 26 6 27 7 2x3 2x3 i 3 B 23 28 m 22 2d r; 29 C6 �1 2 9 10 t2 I I6 o 15 14 13 12 11 3x5 = 3x8 = 3x6 = 6x8 = M= 3x4 = 3x5 24-0-0 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.18 11-21 >917 360 MT20 244/190 TCDL 71.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.38 11-21 >432 240 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(CT) 0.02 13 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS 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 purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=663/0-8-0, 9=346/0-8-0, 13=1616/0-8-0 Max Harz 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 (lb) 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 =-1 24/304 WEBS I 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) 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=3411t; 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 5-2-5, Exterior(2) 5-2-5 to 10-0-0, Int6rior(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. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6804 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII-7473 rev. 1010312015 BEFORE USE Design vauLi for use only with MITek® connectors. lhis 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 ddslgn. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing I V pp Tek7 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&VII GualdyCrBerla, DSB-89 and 8CS1 BuOdLtg Component 6904 Parke East Blvd. Safety lnfoimallonovailable from Truss Plate institute, 218 N. Lee Street. Suite 312, Alexandria VA22314. Tampa, FL 33610 i Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302396 M11323 GRA HIP 1 1 Job Reference (optional) ,. I..,. A C..h 71 !A in Ga On!n Dann 1 Chambers Truss, Inc., Fort Fierce, FL o­u i vp ID:_etCt cxC3ixVV?huls?ypJyuFUK-XSEZg9LDhnOwiDx?c06cpTEfaGKGyBpOvzlMFbziuKE 1-0- 8-0-0 11-1-1 17-0-0 18-6-0 22-2-2 26-0-0 34-0-0 5-0- 1-0- 8-0-0 3-1-1 5-10-15 1-6-0 3-8-2 3-9-14 8-0-0 -o-0 �1 6 TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTED DI IDS MC AS CDr=CIFiFn Scale =1:60.6 1 3x6 11 3x6 = 6x8 = 3X6 6x8 = 44 = I3x5 = &B = I 95151 N 3 � Io LOADING (psj) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 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 FBC2017/TP12014 Matrix -MS Weight: 194 lb FT = O% LUMBER- BRACING - TOP CHORD 12x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc puffins. BOT CHORD 1 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 Harz 2= 179(LC 6) Max Uplift All uplift too lb or less at joint(s) 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 joint(s) except 2--487(LC 17), 27=2232(LC 13), 26=2929(LC 14), 22=984(LC 14) FORCES. (16) -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=-588/1209, 18-20=-2230/1280, 20-21= 2230/1280, 21-22= 2271/1263, 6-9— 126/305, 9-11=-106/363, 11-14=-193/412, 14-17=-94/271, 19-21=-143/272 BOT CHORD 1 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: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=141t; B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise Indicated. 5) This truss hIas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This trusslhas 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 purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. Thomas A. Albani PE No.39360 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 MiTek USA, Inc. FL Cert 6634 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 $904 Parke East Blvd. Tampa FL 33610 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). Date: February 21,2018 ndard ® WARNING -Verity design parameter and READ NOTES ON THIS AND INCLUDED MlTEK REFERANCE PAGE Mg-7473 rev. 10/0312015 BEFORE USE Design valid for use only with MIT" connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �� Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall a truss systetn building de, gn. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 6Vit. MOW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication.Istorage, delivery, erection and bracing of trusses and truss systems, seeANSlgpll GualByCdtelAq DSO-89 and SCSI Buf(dIng Component 6904 Parke East Blvd. Safety/nfotmat/onavaitable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job I Truss Truss Type City Ply Carlton III with porch T13302396 M11323 GRA HIP 1 1 �62'Grand Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL m i 3u s Sep i o zu i r ivu 1 UK uruusu ies, inc. vv eu reu 41 ! �. ! W— �u 10 rayo ID: etClcxC3ixVV?huls?ypJyuFUK-XSEZg9LDhnOwi Dx?c06cpTEfaGKGyBpOvzlMFbziu KE LOAD CASE4S) 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) ` Concentratied Loads (lb) V Irt: 29=-641(F) 24=-641(F) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MX7473 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 design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MOW fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSU1P11 Aualtly Cdfelfa, OS049 and BCSI Bugding Component 6904 Parke East Blvd. Safety/nfolmaHonavoilabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply Carlton III with porchT13302397 M11323 GRB HIP 1 1b ['Grand Reference o tional .. - I -A CnN 04 4A•nn•n1 OMR Pone 1 Chambers Truss, Inc., Fort Pierce, FL @1 6 46 4.00 F12 13.8-0 5x9 MT18HS = �„.. ...c... 8G4raW BLWyuFUJ-TqM KFrNTDOedyW 4NkR84uuK1 w4_?06XhNGETJTzi uKC 20.4.0 4x10 = 5x8 MTi BHS = 2x3 11 4x6 = 2x3 11 23 4 5 6 7 24 8 16 15 14 13 12 11 3x6 11 5x6 = 6x12 6x12 = 5x6 = 3x6 11 34-0-0 Scale=1:58.6 4x6 = 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 NO Code FBC2017/I•PI2014 CSI. TC 0.80 BC 0.68 WB 0.90 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/deft Ud 0.22 16-19 >999 360 -0.30 16-19 >820 240 0.06 9 n/a n/a PLATES MT20 MT18HS Weight: 153 lb GRIP 244/190 244/190 FT = 0 LUMBER- BRACING - TOP CHORD 12x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-14 oc purlins. 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. (lb/size) 2=1269/0-8-0, 13=4057/0-8-0, 9=474/0-8-0 Max Harz 2=90(LC 7) Max Uplift 2— 853(LC 8), 13=-2590(LC 8), 9=-345(LC 8) Max Grav 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 i 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 I 2-16=-1729/3460, 14-16=-1753/3525, 11-13= 262/733, 9-11=-241/668 WEBS 3-16= 435/1209, 3-14=-1552l774, 4-14— 837/691, 7-13=-8781713, 8-13=-3635/1919, 8-11=-432/1204, 6-14=-1453/2814, 6-13=-3198/1807 t2 N 0 ;n Io NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 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) 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 carries 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, andj 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). I LOAD CASE(S) Standard Thomas A. Albani PE No.39380 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 MiTek USA, Inc. FL Cert 6634 Uniform Loads (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 Data: February 21,2018 i ® WARNING - Ved1y design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE 111I1-7473 rev. 10/03/2015 BEFORE USE. Design valld for use only wilt)) 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 verity the applicability of design parameters and properly Incorporate this design Into the overall building deilgn. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional Temporary and permanent bracing a' MiTeW prevent Is always requlred 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 Cua(IfyCrRodo, DSO-89 and BCSI60ding Component 6904 Parke East Blvd. Safety Infohnationavatlable from Truss Plate Institute, 218 N. Lee Street- Suite 312, Alexandria, VA 22314. Tampa, FL 33610 lob Truss Truss Type Qty Ply Carlton III with porchT13302397 M11323 I GRB HIPb ['Grand Reference (optional) Ctiambel'S I ru5s, Inc., port Fierce, rL LOAD CASES) Standard Concentrated Loads (lb) Vert: 16= 641(F) 11= 641(F) I D:SrRaEyyrg04M78G4raW BLWyuFUJ-TqM KFrNTDOedyW 4NkR84uuK1 w4_?Q6XhNGETJTziuKC ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek6 connectors. This design Is based only upon parameters shown, and Is for an individual building component not a truss system. building d Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �pTesign. Itll01W Is always requlred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication.' forage, delivery, erection and bracing of trusses and truss systems, seeAAlS&VII Cuallly QUed or, OSB-89 and BCSI Bu/idtrtg Component 6904 Parke East Blvd. Safety /nfodinaffenavaliable 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 T13302398 M11323 J2 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Inc., I I Fort Pierce, FL 8J 3V s Sep 15 2017 Ivrl i en iuuuarnea, a ic. Wed Feu c 1 142 : i cv v raga I D:xl?zSizTbJCDI I rGPH 1 QukyuFU I-TgMKFrNTDOedyW 4NkR84uuKBb47aQKfhNGETJTziuKC 3x4 = 2-0-0 LOADING (p'f) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20 0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 TCDL 710 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 7 >999 240 BCLL 010 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n1a n/a BCDL 1010 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 PLATES GRIP MT20 244/190 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. REACTIONS.! (lb/size) 3=38/Mechanical, 2=141/0-8-0, 4=22/Mechanical Max Harz 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. (Itj) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: A, SC 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=611; 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; LuT, ber DOL=1.60 plate grip DOL=1.60 2) This truss f as 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 28 lb uplift at joint 3, 136 lb uplift at joint 2 and 3 lb uplift at joint 4. Scale = 1:7.8 Thomas A. Alban! PE No.39380 MlTek USA, Inc. FL Cart 6634 6804 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. 10/03/2015 BEFORE USE. Deslgn vall� for use only with MlTek® connectors. TNs design is based only upon parameters shown, and Is for an Individual building component not �� a truss system. Before use, the buiding 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 re uired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabr�ation, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII Qualify Ctfeft DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety /nformatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 62' Grand Carlton III with porch T13302399 M11323 J4 MONO TRUSS 8 1 Job Reference (optional) 6hambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MI I ek Industries, Inc. Wed Feb 21 14:20:u2 2018 Page i ID:PDYLfd_5MdK4MSQTz?ZfRxyuFUH-yl wiTBN5_imUZgfal8fJR6sl_UP79nvgbwzOswziuKB 1-0-0 4-0-0 1-0-0 4-0-0 Scale = 1:11.1 3x4 = r 4-0-0 4-0-0 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 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.02 4-7 >999 240 BCLL 0.0 Rep Stresslncr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Weight: 14lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORDI 2x4 SP No.3 REACTIONSi (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 puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; 13=52ft; L=34ft; eave=6ft Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 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 80 lb uplift at joint 3, 161 lb uplift at joint 2 and 7 lb uplift at joint 4. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 A WARNING'- Verify design parameters and READ NOTES ON THIS AND INCLUDED MI EKREFERANCE PAGE Mll-7473 rev. 101012015 BEFORE USE. -- Design valld for use only with MiTek6 connectors. This design Is based only upon parameters shown, and Is for an Individual building component trot �� a truss systdm. 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 MiTek7 is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlonl storage, delivery, erection and bracing of trusses and truss systems, seeANS&WI1 OualByCriteda, DSB-69 and BCSI Bulld/ng Component 6904 Parke East Blvd. Safety IntoRnallonavaliable 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 T13302400 M11323 �J6 MONO TRUSS 8 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL ts.T3u s iep 1 b zul / ivn i eK mausmes, inc. vveo reo 41 14:Za:a3 2018 rays i I D:tP6jtz—j7xSx_c_fXi4uz9yuFUG-QDT4gXOklOuLBq EmrsBYzJPUDtd4uE9zgajZOMziuKA 1-0-0 6-0.0 1-0-0 6-0-0 —1— _ 1.1 A R 3x4 = 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.11 4-7 >629 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.12 4-7 >617 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 20lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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 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. Il; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Extefior(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 alas 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 131 lb uplift at joint 3, 194 lb uplift at joint 2 and 8 Ito uplift at joint 4. Thomas A. Alban! PE No.39380 6AiTek 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 M/TEKREFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE, Design validlfor use only with MITekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �• a inns systerl�. Before use, the building designer must verify the appllcablllty 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 Mi ITek° Is always roulred 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&?P/i QualityCdfeda, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Satiety/nforthationovailable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply Carlton III with porch T13302401 M11323 J8 MONO TRUSS 20 1 �62'Grand Job Reference (optional) %.:namoers i russ, inc., rorr vierce, rL -1-0-0 1-0-0 T I 3x4 5- o.ioua oeN ra cvi, ry �. aye xSx_c_W4uz9yuFUG-uP1 SutPMWJOCp_pyPZinWXybuH5UdhP73ES7woziuK9 Scale = 1:17.4 Plate Offsets'(X Y)-- i2:0-3-14 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.26 4-7 >367 360 MT20 244/190 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 1d.0 Code FBC2017/TPI2014 Matrix -MP Weight: 26lb FT=0 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 Harz 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. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 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=341t; 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 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 i15 lb uplift at joint 4. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 Q WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGE MII--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 MOW is always requlred 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, seeANSWI1 Cua/ByCdledd, OS8-89 and SCSI Bufidatg Component 6904 Parke East Blvd. Safety/nfoirnotlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Piy 62' Grand Carlton III with porch Tt3302402 M11323 KJ8 MONO TRUSS 4 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2011 MI I ek industries, inc. Wed Feb 21 14:20:0e 2018 r-dye i I D:Lcg54J? LuEancmZr4Qb7W MyuFU F-Mcbr5CQ_Hd83Q8O9zH D02kUrohRsM 1 VGHuCgSEzi uK8 7-1-d 11-3-0 1-5-0 7-3-4 Scale=1:20.3 3x4 = 3x4 = 7-3-4 11-3-0 7-3-4 3-11-12 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.07 7-10 >999 360 MT20 2441190 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 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 44 lb FT = 0% LUMBER - TOP CHORD, 2X4 SP M 30 BOT CHORD 1 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=201/Mechanical, 2=466/0-11-5, 6=576/Mechanical Max Harz 2=244(LC 8) Max Uplift 4=-205(LC 8), 2=-305(LC 8), 6=-286(LC 8) Max Grav 4=245(LC 13), 2=466(LC 1), 6=590(LC 13) I FORCES. (Ili) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1151/523 BOT CHORD 2-7= 687/1126, 6-7= 687/1126 WEBS 3-7=0/330, 3-6= 1236/755 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 8-9-6 oc bracing. NOTES- I 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; MWFRS (directional); 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 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=10)-to-5— 56(F=-18, B=-18) 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- Verity design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGEMl1-7473 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 verity 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 �y T IVIf l�.k° Is always regdred 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, seeAMS&WIF Cua/ByCrBerla, DSB-09 and BCS►BUIlding Component 6904 Parke East Blvd. Safety infotmanonovallable from Truss Plate Institute, 218 N. Lee Street, Sdte 312, Alexandria, VA 22314. Tampa, FL 33610 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 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, orientation, locate 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 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI l : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Sfandard -for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate • Connected Wood Trusses. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS JOINTS ARE GENERALLYNUMBERED/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 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.