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HomeMy WebLinkAboutTRUSS PAPERWORKRE: M11323 MiTek USA, Inc. '62' Grand Carlton III with porch 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Project Customer: WYNNNE DEVELOPEMENT CORP Project Name: M11323 SCANNED LoVB,,lock: Subdivision: BY Address: N/A St Lucie County City: PORT ST LUCIE State: FL 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 l Code: ASCE 7-10 Wind Speed: 165 mph Design Method: MWFRS (Directional)/C-C hybrid Wind ASCE 7- Roof 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 conforms to 61 G 15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No Seal# Truss Name Date 1 I T13302390 a 2/21/18 2 T13302391 a5 2/21/18 3 T13302392 a6 2/21/18 4 T13302393 a7 2/21/18 5 T13302394 a8 2/21/18 6 T13302395 a9 2/21/18 7 T13302396 gra 2/21/18 8 T13302397 qqrb 2/21/18 9 T13302398 I 2/21/18 10 T13302399 14 2/21/18 11 T13302400 16 2/21/18 12 T13302401 2/21/18 13 T13302402 k88 2/21/18 The truss, drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Deisign 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 customer's 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. 44 � p , 8,�1200 s 39380 � r cc STATE OF �•�LIJ Thomas A. Alban[ PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 February 21,2018 1 of 1 Albani, Thomas M11323 Truss Type COMMON . I Qty I Ply with porch T13302390 mbers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:19:53 2018 Page 1 I D:a3B4PavKnnZweXyJckSFBgyuFU N-i Itla6GS6xdm_ITrGI?CZC_IGrGmYZaVX1111 xziuKK r1-0-q 6-7-13 12-4-13 17-0-0 i 21-7-3 27-4-3 i 34.0-0 Q5-0-Q 1-0-0 6-7-13 5-9-0 4-7-3 4-7-3 5-9-0 6-7-13 1-0 0 4.00 F12 4x5 27 Scale=1:57.8 17 15 - -' 14 - 12 3x6 = 2x3 I I 4x6 = 3x8 = 3x8 = 4x6 = 2x3 13x6 = 27-4-3 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.01 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.39 BC 0.58 WB 0.65 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/defl Lid 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 = 0% 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=136210-8-0 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 1 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 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=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 13-7-3, Extedor(2) 13-7-3 to 17-0-0, Interior(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.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 (jt=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). 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: I 26=-50(F) 27= 50(F) 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 paremeters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10/0"015 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. 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, seeANBIpP11 Caa/ByCtBeda, DSB49 and SCSI BaHd/ng Component 6904 Parke East Blvd. Safety/nfannaRoriavoilobie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 62' Grand Carlton III with porch T1330239t M11323 A5 SPECIAL 9 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL S.13u s bep 15 2u1 i MI I etc mausmes, inc. Wed Feb 2i 14:i9:54 2016 rage 1 ID:2GIScwwyY5hnGhXVARzUkuyuFUM-BURgnSH4tFldcR21 qTW R60XpvFX_H1 Ufmhl 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 3-4-5 5-11-8 7-8-0 0-0 i 3x12 2.00 12 4.00 F12 13 12 5x12 = 2x3 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.76 14 >539 360 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.18 13-14 >344 240 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(CT) 0.36 10 n/a n/a BCDL 10.0 1 Code FBC20171TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* d-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (Ib/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) Scale =1:59.8 3x6 = PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 155 lb FT = O% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc pudins. BOT CHORD Rigid ceiling directly applied or 3-9-12 oc bracing. WEBS 1 Row at midpt 6-14 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= 194812995, 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=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 13-7-3, Exterior(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 of 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=803. 1t2 I i9 0 Thomas A. Albani PE No.39380 Welk USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING i Verity design parameters end READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE M11-7473 rev. 10/03,2015 BEFORE USE Design valid for use only with MITe1<0 connectors. This design is based ody 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 WeV 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, seeANSUWII AualByCrBerlly, DSB-89 and BCSI Bu©ding Component 6904 Parke East Blvd. Safety InfoulaBorgvailable 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 porchT13302392 M11323 A6 SPECIAL 1 1b E'Grand Reference (optional) Rne 1 1..,. — AC kQ1 !A•1a•rr.9MPa Chambers Truss, Inc., Fort Pierce, FL o- r ou . J V '. — , '°e 1 _" "" " `" " ID:2GIScwwyY5hnGhXVARzUkuyuFUM-fh_3?olieYtUEbdENA1 gfd4?Aftl00oo_Ln86gziuKl 7_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 12 6x8 = 5x6 = � n Sx6 = 2x3 13x6 = 3x12i = 2.00 12 20-4-8 34-0-0 Scale = 1:61.9 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 FBC2017fTP12014 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=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 -Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 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 Harz 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 1 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 i7-10; 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, 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 & 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 areIMT20 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=80319=803. Thomas A. Albani PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 0 WARNING' Verify design parameter end READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. laV12015 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 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 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUMII GualflyCrBedd, DSB-89 and BCSI BuHd6rg Component Tampa, FL 33610 Safety In/onnationavallable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Sob Truss Truss Type Qty Ply 62' Grand Carlton III with porch T73302393 M11323 A7 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8J30 s aep ro zai r ivu ten uruubuiWb, mc. vvcu FUV 41 ,Y. — I . Iaye ID:WSJgpGwalPpeur6hk9UjG5yuFUL-7tYRC7JLPsOLrICQxuZvBrcAj3DQISZxD?WieGziuKH 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- 6 5x8 = 5x6 = scale = 1:60.8 5x12 = 2x3 11 3x6 3x12 2.00 F12 14-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(ILL) 0.66 11 >616 360 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.10 10-11 >369 240 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.34 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER- TOP CHORD 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 Horz 2=-149(LC 8) Max Uplift 2=-603(LC 10), 7= 803(LC 10) 34-0-0 PLATES GRIP MT20 244/190 MT18HS 2441190 Weight: 147 lb FT = 0 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. 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, 9-1 0=-1 73812968, 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: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1411; B=52ft; L=34ft eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C 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 & 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 Joiilt(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 Ot=lb) 2=803, 7=803. Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert $634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 A WARNING J Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE Mll-7473 rev. f0, 03/2015 BEFORE USE Design valid for use only with MiTel 8 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 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 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, seeAMS&7PIT GualffyCrdefb DSB-89 and BCS1 Bugdlag Component 6904 Parke East Blvd. Safety /nfonnafAonavallabte 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 T13302394 M11323 AB SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:19:51 20t8 Page 1 I D:W SJgpGwal Ppeur6hk9UjG5yuFU L-b36pQTKzAABCTvncVb48k29LBTZgUMw5SfGFAiziuKG 1-0- 8-8-4 12-0-0 15-8-4 20-4-8 22-0-0 24-8-12 34-0-0 5-0- 0-0 B-8-4 3-3-12 3-8-4 4-8-4 1-7-8 2-8-12 9-3-4 1-0- �1 6 5x6 = 4.00 12 3x4 = 24 11 5x8 = 21 5 6 22 7 12 11 5x12 = 3x4 = 4x5 = 3x12 = 2.00 12 34-0-0 Scale=1:60.6 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 0.78 BC 0.90 WB 0.69 Matrix -MS DEFL. in (loc) I/defl Ud Vert(LL) 0.65 12-13 >624 360 Vert(CT) -1.08 12-13 >379 240 Horz(CT) 0.33 9 n/a n/a PLATES MT20 MT18HS Weight: 154 lb GRIP 244/190 244/190 FT = 0% LUMBER- BRACING - TOP CHORD 2z4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-11-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1312/0-8-0, 9=1312/0-8-0 Max Harz 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 2-3= 5488/3444, 3-4=-5117/3183, 4-5= 3911/2497, 5-6= 2576/1770, 6-7=-2586/1779, 17-8=-2663/1762,8-9= 3021/1971 BOT CHORD 1 2-13— 3143/5224, 12-13=-1956/3292, 11-12=-1369/2481, 9-11 =-1 705/2827 WEBS 3-13=-396/420, 4-13=-1028/1721, 5-13=-300/797, 5-12=-894/601, 6-12=-265/263, 17-12_ 294/391, 7-11=-374/691, 8-11= 535/502 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: 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 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 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.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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 meclianical 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 Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 Q WARNING = Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll--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 applicabfllty 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 properly damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSUIPII Qualify Ctftft DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safetyintoanattanovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Sob Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302395 M11323 A9 HIP 1 1 Job Reference o floral Vnamoers truss, Inc., rorr rrerce, r-L . . F I D:_etC1 cxC3ixVV?huls?ypJyuFUK-3Fg BdpKbwTG353Mp3JbNGGidcs?ZDm3EgJ?oj8ziuKF r1-0-Q 6-7-15 10-0-0 15-2-14 20-4-0 24-0-0 27-4-1 34-0-0 $5.0-Q 1-0-0 6-7-15 3-4-1 5-2-14 5-1-2 3-8-0 3-4-1 6-7-15 r/I1 6 Scale =1:58.6 4x4 = 2x3 II 4x8 = 4.00 12 4 3x4 = 6 24 525 26 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) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 1 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.18 11-21 >917 360 MT20 244/190 TCDL 7.0 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[TP12014 Matrix -MS Weight: 156 lb FT = O% LUMBER- BRACING - TOP CHORD 2z4 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 N0.3 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) i 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=-8291705, 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 , 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=341t; eave=61t; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterlor(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, Intedor(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 Ot=lb) 2=43019=249, 13=928. r; r%r 0 t2 Im 6 Thomas A. Alban! PE No.39390 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING i Verify des19n Paremetan: and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGEMII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITekS 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 deslgn. 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, seeANSWII Qualify CtBenrv, DSB.89 and SCSI BuBdirrgComponent 6904 Parke East Blvd. Safety Infomiahiorravaliable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria- VA 22314. Tampa, FL 33610 Sob Truss Truss Type City Ply 62' Grand Carlton III with porch T13302396 M11323 GRA HIP 1 1 Job Reference (optional) Chambers i russ, inc., t-on Fierce, t-L o—. ...F — — , . _^ . — i .• , .- . — . I D:_etC1 cxC3ixVV?huls?ypJyuFUK-XSEZg9LDhnOwiDx?cO6cpTEfaGKGyBpOvzlMFbziuKE 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 0-0 6 TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. Scale = 1:60.6 3x5 — 3x6 11 3x6 6x8 = 3x6 6x8 = 4x4 = 6x8 = 18-6-0 34-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vett(LL) 0.20 24-35 >914 360 MT20 2441190 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/rP12014 Matrix -MS Weight: 194 lb FT = 0% LUMBER- BRACING - TOP CHORD •2z4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc puffins. BOT CHORD 2x4 SP M 30 Except: WEBS 2k4 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 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. (Ib) - 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=-1 26/305: 9-11 =106/363. 11-14=-1931412, 14-17=-94/271, 19-21= 143/272 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, 1920=-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=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 arei2x3 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 puhin 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) 967lb 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 devices) 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). i Thomas A. Albani PE No.39390 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ndard ® WARNING i Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1--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 required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSVZPli QualifyCrBanb, DSO-89 and BCSI BuIld/ng Componanf 6904 Parke East Blvd. Safety fnfofrlalfonavallabie from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type City Ply 62' Grand Carlton III with porch T73302396 M11323 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, hL a. i ov s OUP i o cv 1 r InI i en 11 iuuau r. ou , o. y ID:_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 (pit) Vert: 1 3= 54, 21-23— 54, 29-30— 20, 24-29=47(F= 27), 24-33= 20, 3-1 1=-126(F=-72),11-21=-126(F=-72) Concentrated Loads (lb) Vert: 29= 641(F) 24— 641(F) ®WARNING i, Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII-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 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, seeANS&VIi Quo/9yCrtfedd, DSB-89 and BCS1 BuOdlnp Component 6904 Parke East Blvd. safety /ntorinot/onavallable 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 o tional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep t5 20v MI I eK maustries, Inc. vvea reu 21 14.20.01 20, o rage I I D:SrRaEyyrgO4M78G4raW BLWyuFUJ-TqM KFrNTDOedyW4NkR84uuK1 w4_?Q6XhNGETJTziuKC r1-0-q 8-0-0 13-8-0 17-0-0 20-4-0 26-0-0 34-0.0 35-0-q 1-0-0 8-0-0 5-8-0 3-4-0 3-4-0 5-8-0 8-0-0 1-0-0 1 6 5x8 MT18HS = 4x10 = 4.00 12 2x3 11 46 = 2x3 11 3 23 4 5 6 7 24 5x8 MTi BHS = Scale = 1:58.6 16 15 14 13 12 11 M1 6x12 = 6x12 = M11 4x6 = Sx6 = Sx6 = 4x6 = I 8-0-0 13-8-0 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2017ITP12014 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 4-14,7-13: 2x6 SP N0.2 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TC 0.80 Vert(LL) 0.2216-19 >999 360 MT20 244/190 BC 0.68 Vert(CT) -0.3016-19 >820 240 MT18HS 2441190 WB 0.90 Horz(CT) 0.06 9 n/a n/a Matrix -MS Weight: 153 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-3-14 oc bracing. WEBS 1 Row at micipt 3-14, 8-13, 6-13 REACTIONS. (lb/size) 2=1269/0-8-0, 13=4057/0-8-0, 9=474/0-8-0 Max Horz 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 - 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 2-16= 1729/3460, 14-16=-1753/3525, 11-13= 262/733, 9-11=-241/668 WEBS 3-16— 435/1209, 3-14= 15521774, 4-14— 837/691, 7-13— 878/713, 8-13= 3635/1919, 8-11=-432/1204, 6-14=-1453/2814, 6-13=-3198/1807 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 17-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; 6=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 arel 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, and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility.' of others. 10) In the LOAD CASE(S) section; loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roofi Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert; 1-3=-54, 3-8= 131(F= 77), 8-10= 54, 16-17= 20, 11-16— 49(F=-29), 11-20— 20 N 01m 6 Thomas A. Albani PE No.39380 MWek USA, Inc. FL Cett 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 0 WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. fON3/2015 BEFORE USE, Design valld for use only with MITek®connecfors. fits 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 aril 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, seeANSWII QualityCdfaft DS"9 and BCS1 BUadfrlg Component 6904 Parke East Blvd. Safety InfoneaRotrav®labie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, 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 (option Chambers Truss, Ihc., Fort Pierce, FL I LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 16=-641(F) 11=-641(F) 8.130 S Sep 15 20i i MI I ek Industries, Inc. vv E9u reu 2I 14:40.01 cu r o rage c I D:SrRaEyyrg04M78G4raW BLWyuFUJ-TqM KFrNTDOedyW 4NkR84uuK1 w4_?Q6XhNGETJTziuKC ® WARNING! Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev, 10/03i2015 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 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, seeANS&V11 GualffyC19e11a, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety/nfotmaBonovattable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 62' Grand Carlton II I with porch T13302398 M11323 J2 MONO TRUSS 8 1 Job Reference o tional P 1 Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 152017 MITek industries, Inc. Wed Feb — 14.20.01 2018 age ID:xl?zSlzTbJCDI IrGPH 1 QukyuFUI-TqM KFrNTDOedyW 4NkR84uuKBb47aQKfhNGETJTziuKC -1-0-0 2-0-0 1-0-0 2-0-0 Scale = 1:7.8 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 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 FBC2017lrP12014 Matrix -MP Weight: 8lb FT = O% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP N0.3 REACTIONS. (Ib/size) 3=38/Mechanicai, 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 Gram 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. 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: ASCE 7-10; VUft=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 28 lb uplift at joint 3, 136 lb uplift at joint 2 and 3 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 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev. 10103/2015 BEFORE USE Design valid jor use orgy 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 applicabflity 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 wilh possible personal Injury and properly damage. For general guidance regarding the � fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUMII Gaal9yCtBed% DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety In/onnoBanavailable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tanga, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T73302399 M11323 J4 MONO TRUSS 8 1 i Job Reference (optional) Ch9mbers Truss, Ihc., Fort Pierce, FL 8.130 s Sep 15 2017 MITek Industries, Inc. Wed Feb 21 14:20:02 2018 Page 1 I D: PDYLfd_5MdK4MSQTz?ZfRxyuFUH-yl wiTBN5_imUZgfaI8fJR6sl_UP79nvgbwzOswziuKB 1-0-0 4-0-0 1-0.0 4-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.02 4-7 >999 360 TCDL 7.0 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/TPI2014 Matrix -MP LUMBER - TOP CHORD 2k4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=90/Mechanical, 2=207/0-8-0, 4=50/Mechanical Max Harz 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. Scale = 1:11.1 PLATES GRIP MT20 244/190 Weight: 14 lb FT = O% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puriins. 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 & 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 Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMIF7473 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 Rd[ 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 MiTe w 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, seeANSWIT GUaIByCtBedo, DS849 and BCS/ Buffding Component 6904 Parke East Blvd. Safety ►nfomlatlanavallable 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 (optional) r;namoers I russ, Inc., r-orr rlerce, f-L 3x4 = I D:tP6jtz—j7xSx_c_fXi4uz9yuFUG-QDT4gXOIdOuLBgEmrsBYzJPU Dtd4uE9zgafZOMziuKA Scale = 1:14.6 6-0-0 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl , Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.11 4-7 >629 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.12 4-7 >617 240 BCLL 0.0 4 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Weight: 20lb FT=O% LUMBER- BRACING - TOP CHORD 2 4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2' SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. qb/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=-B(LC 10) Max Grav 3=145(LC 1), 2=279(LC 1), 4=102(LC 3) FORCES. (lb) I Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. 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=34fh 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 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 betweep 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 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 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 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 stabillty 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, seeANSUMII Qua/ByC1Reft DSB-89 and BCSI BUMciNg Component 6904 Parke East Blvd. Safety lnformattonavatlabte from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Carlton III with porchT13302401 M11323 JB MONO TRUSS 20 1b ['Grand Reference (optional) Ch9mbers Truss, Inc., Fort Pierce, FL 8J 3u s Sep 152017 iwi l eK nruusu ies, Inc. v eu reu 21 . Qa= ID:tP6jtz-j7xSx_c_fXi4uz9yuFUG-uPl SutPMWJOCp_pyPZinWXybuH5UdhP73ES7woziuK9 1-0-0 8-0-0 1-0-0 8-0.0 Scale = 1:17.4 3x4 i 8-0-0 Plate Offsets (X Y)-- 12:0-3-14 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.26 4-7 >367 360 MT20 244/190 TCDL 7.0 I 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 1o.o Code FBC2017/TPI2014 Matrix -MP Weight: 26 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 SP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/slze) 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. 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; 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 & 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 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 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE M11-7473 rev, 101=015 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 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, seeANSUMII GualByCrIfeddr, DSB-89 and BCS1 Bu11d/ng Component 6904 Parke East Blvd. Safety Intararalfonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Mexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply Carlton III with porchT13302402 M11323 KJ8 MONO TRUSS 4 1b ['Grand Reference o tional P 1 Ctrambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MITek Industries, Inc. Wed Feb 21 — 20.05 2018 age I D:Lcg54J?LuEancmZr4Qb7W MyuFU F-Mcbr5CQ_Hd83Q809zHD02kUrohRsM 1 VGHuCgSEziuK8 -1-5-0 7-3-4 11-3-0 1-5 0 7-3-4 3-11-12 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.07 7-10 >999 360 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/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP N0.3 REACTIONS. (Ib/slze) 4=201/Mechanical, 2=466/0-11-5, 6=576/Mechanical Max Horz 2=244(LC 8) Max Uplift 4=-205(LC 8), 2= 305(LC 8), 6� 286(LC 8) (rAax 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=-1 151/523 BOT CHORD 2-7= 687/1126, 6-7= 687/1126 WEBS 1 3-7=0/330, 3-6=-1236/755 Scale = 1:20.3 3x4 = 11-3-0 3-11-12 PLATES GRIP MT20 244/190 Weight: 44 lb FT = 0 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 8-9-6 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; MIWFRS (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 8634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. f0/03,2015 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, Me 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 MITek" Is always requlred for stablllly 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 GuafByCtBerra, DSB-89 and BCSI80d/ng Component 6904 Parke East Blvd. SafetyrnfonoaBonavallable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Symbols 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. MR For 4 x 2 orientation, locate plates 0-1/0 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 A+ Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/_TPI1;__ No Design_ Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI; Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS r) a O U n- O 5 JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED 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 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stock materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%attime 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 sufficlent. - - - 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.