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HomeMy WebLinkAboutTRUSS PAPERWORKRE M11323 62' Grand Carlton III with porch i Site Information: MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Project Customer: WYNNNE DEVELOPEMENT CORP Project Name: M11.323 Lot/Block: Subdivision: Address: N/A City; PORT ST LUCIE State: FL SCANNED BY St Lucie County General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8..1 Winn 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 Imy seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No ' Seal# Truss Name Date 1 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 rb 2/21/18 9 T13302398 J� 2/21/18 10 T13302399 14 2/21/18 11 T13302400 16 2/21/18 12 T13302401 2/21/18 13 T13302402 k88 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on,the parameters provided by Chambers Truss. Truss Design Engineer's Name: 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.b., loads, supports, dimensions, shapes and design codes), which were given to MITek. Any project specific information included is for MiTek customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI TPI 1, Chapter 2. 1 of 1 ,0���I111 / 110, 40 ��,`�j•� ' C , 9 �o No 0 • e • 13 ' STATE F 41J % 1111111 Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 69M Parke East Blvd. Tampa FL 33610 February 21,2018; I1afa• � Albani, Thomas NOV Ifs FILE COPY Job I Truss Truss Type City Ply 62' Grand Carlton III with porch T13302390 M11323 A COMMON 9 1 Job Reference (optional) Chambers 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:a3B4PavKnnZweXyJckSFBgyuFUN-iltia6GS6xdm_ITrGI?CZC_IGrGmYZaVX111 l xziui(l( t1.0•(� 6-7.13 12-4-13 17.0.0 21-7-3 27•A-3 , 34.0.0 3 1-0.0 6.7-13 5-9.0 4.7-3 4.7.3 5-9-0 6-7-13 1.0.0 �1 6 4.00 FIT 4x5 = 27 17 15 14 12 2x3 II 4x6 3x8 = 3x6 = 12-4-'13 LOADING (psf) SPACING- 2-0-0 TOLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BOLL 0.0 '" Rep Stress Incr YES BCDL 10.0 Code FBC2017/rP12014 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. I (lb/size) 2=1362/0-8-0, 10=1362/0-8.0 Max Harz 2=-179(LC 8) Max Uplift 2=-832(LC 10), 10=-832(LC 10) 3x8 = 4x6 = 2x3 11 Scale = 1:57.8 3x6 = CSI. DEFL. in (lob•.) Well Ud PLATES GRIP TO 0.39 Vert(LL) 0.3214-15 >999 360 MT20 244/190 BC 0.58 Vert(CT) -0.61 14-15 >670 240 WB 0.65 Horz(CT) 0.12 10 n/a n/a Matrix -MS Weight: 163lb FT = 0% BRACING - TOP CHORD Stnlrtural wood sheathing directly applied or 3-7-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 4.11-7 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3419/2395, 3-5= 2771/2031, 5-6=-2770/2152, 6-7=-2770/2152, 7-9=-2771/2031, 9-10— 3419/2395 BOT CHORD 2-17= 2132/3213, 15-17=-2132/3213, 14-15=-1269/2000, 12-14=-2132/3213, h 0-12=-2132/3213 WEBS &14=-635/983, 7-14=-313/362, 9-14=-689/499, 6-15=-635/983, 5-15=-313/362, 3-15=-689/499 I NOTES 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10, Vult=165mph (3-second gust) Vasd=128mptr TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft L=34ft; eave=6ft; Cat. II; Exp C; Encd, G41=0.18; MW FRS (directional) and C-C Exterfor(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 13-7-3, Extertor(2) 13-7-3 to 17-0.0, Interior(1) 20-4-13 to 31-7-3 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between' the bottom chord and any other members, with BCDL=10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=832,10=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 47lb 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 CI SE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Root L{ve (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: T-6=-54, 6-11=-54, 18-21=-20 Concentrated Loads (lb) Vert: 26_ 50(F) 27= 50(F) Thomas A. Alban! PE No.39390 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1/EKREFER4NCE PAGE Mll-7473 rev. 1 ays&015 BEFORE USE Design valid for use only with IvInek0 conneclots. this design Ls b(mcl only upcm 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 deslgn� Bracing Indicated is 10 prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' B always requli�d for stability and io prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage- delivery, erection and bracing of trusses and truss sysferns, seeANSJIP11 QualBy CrBoda, DS8-89 and SCSI BuUd/ng Compononf 6904 Parke East Blvd. Saloly Inlafmaffof woulable from truss Plate Institute. 238 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oly Ply Carlton III with porchT13302391 M11323 A5 SPECIAL 9 1b E'Grand Reference optional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:19:54 2018 Page 1 ID:2GIScwwyYShnGhXVARzUkuyuFUM-BURgnSH4tFldcR21 gTW R6QXpvFX_H1 Ufmh1 bZNziuKJ 1-0• 7-8-5 10.6 4 17.0.0 20.4.8 26.4.2 34.0.0 5.0• 1-0• 7-8-5 01:5 6.5.12r 3.4.8 5.11.8 7-8-0 -0-0 Scale=1:59.8 4.00 F12 Sx8 II ' 93 7Z 502 = 2x3 11 3x6 = 3x12 = 1 2.00 f 12 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Verl(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 Code FBC2017frP12014 Matrix -MS Weight: 155lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 ' TOP CHORD Structural wood sheathing directly applied or 1-7.8 oc purlins. BOT CHORD 2> 4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-9-12 oc bracing. WEBS 2z4 SP No.3"'Except- WEBS 1 Row at midpt 6-14 6-114: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1312/0-8-0, 10=1312/0-8-0 Max Horz 2= 179(LC 8) Max Uplift 2= 803(LC 10), 10= 803(LC 10) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5529/3776, 3-5=-5164/3538, 5.6=-5209/3667, 6-7=-2424/1902, 7-9— 2462/1813, 9-10= 3195/2210 BOT CHORD 2-14=-3466/5266, 13-14= 1305/2115, 12-13=-1948/2995, 10-12=-1948/2995 WEBS 3-14=-355/314, 5-14=-293/354, 6-14=-2175/3326, 6-13=-279/534, 7-13— 237/277, 9-13= 786/560, 9-12=0/269 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 10- Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52fh L=341t; eave=6ft; Cat. 11; Exp C; Encl .1, GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to2-4-13, Interior(1) 2-4-13 to 13-7-3, Exterior(2) 13-7-3 to 17-0.0, Interior(l) 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=1.601 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.Opst on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between Ithe bottom chord and any other members. 6) Bearing at join((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 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE M11.7473 rev. ION312015 BEFORE USE. Design valid for use only with MITeM connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not � a Iruss system. Before use. the building designer rnusl verify the applicability of design parameters and properly Incorporate this design Into the overall building designj 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 stabilily 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, seeANSUMil QualfyClfmla, DSO-89 and BCSI SuQd6rg Component 6904 Parke East Blvd. Safety/ntonnaflonavallable from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria VA 22314. Tampa, FL 33610 I ' Job Truss Truss Type City Ply 62' Grand Carlton III with porch T13302392 M11323 A6 SPECIAL i 1 ' Job Reference (optional) Chambers Truss', Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:19:55 2018 Page 1 ID:2GIScwwyY5hnGhXVARzUkuyuFUM-fh 3?olieYIUEbdENAigfd4?AfIIOQoo_Ln86gziuKl 1.0•0 8-11-17 1G•0.0 18.0.0 , 20.4-8 25.11.15 34.0-0 )5.0•Q 1.0• 8.11.11 7.0-5 2.0.0 2.4.8 5.7-7 B-0-1 1.0.0 Scale = 1:61.8 4.00 f 12 Gx8 = 5x6 = 0 d 5xG = 2x3 II 3x6 = 3x12 = 2.00 F12 LOADING (pst) TOLL 20.0 TCDL 7.0 BOLL 0.0 ' BCDL 10.0 i SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017ITP12014 CSI. TC 0.81 BC 0.93 WE 0.86 Matrix -MS DEFL. in (loc) I/deft 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: 1571b GRIP 244/190 244/190 FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. §-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' 6-14; 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1312/0-8-0, 9=1312/0-8-0 Max Harz 2= 169(LC 8) Max Uplift 2= 803(LC 10), 9= 803(LC 10) FORCES. (Ib) 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=0/303 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=3411; 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, Exterlor(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 1lonconcurrent 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 joints) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of be 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. Alban! PE No.39380 MIT& USA, Inc. FL Cart 8634 6994 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WEK REFERANCE PAGE M1F7473 M. 1010312015 BEFORE USE. !' Design valid for use only with Mllek® connectors. this design Is based only upon parameters shown, and Is for an Individual building component, not a truss system.lBefore us(-, the building designer must verify the applleablilty 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 wilh possible personal Iniury and property darnagp. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII QualifyCi9eilo, DSB•69 and SCSI Building Component 6904 Parke East Blvd. Safety lnfann6Bonavdlabte from truss Plate Insillute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qly Ply 62' Grand Carlton III with porch T13302393 M11323 A7 SPECIAL 1 1 Job Reference o lional Chambers Truss,l Inc., Fort Pierce, FL �1 AA�171—� 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:19:56 2018 Page 1 I D: W SJgpGwai Ppeur6hk9UjG5yuFU L-7tYRC7J LPsOLrICOxuZvBrcAj3DQIsZxD?W!eGziuKH 25-11.15 34.0.0 35.0.0 6-0-0 5xB = 5x6 = _., 5x12 = 2x3 11 3x6 = 3x12 = 2.00 12 Scale = 1:60.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (toc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.66 11 >616 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.10 10-11 >369 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WE 0.95 Horz(CT) 0.34 7 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 147lb FT= 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2.2-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-0-2 oc bracing. WEBS 2.xl SP N0.3'Except- 4i 11: 2x4 SP M 30 REACTIONS. (Ib/size) 2=1312/0-8-0, 7=1312/0.8.0 Max Horz 2— 149(LC 8) Max Uplift 2=-803(LC 10), 7— 803(LC 10) FORCES. (Ib) - 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 13-11= 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=3.01)sf; h=1411; B=521t; L=341h eave=61h 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 are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 7) Bearing at johit(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 01=1b) 2=803,7=803. I I Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 0634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. R� Deslgn valid lot use only with MllekO connectors. ]his design is based only upon parameters shown, and is for an individual L-A lding component, not B` a truss system. Before use, the buildINI designer must verify the applicability of design paramefers and properly Incotp rate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual Truss web and/or chord rnembers only. Addillonal temporary and pennanenf bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabilcatton, stotage, delivery. erection and bracing of trusses and tmss systems, seeANSWII Quo/ByCAfarlh, DSB-89 and BCS1 ✓3ulfdinng Component 6904 Parke East Blvd. Safety lnformaBortavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandila. VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302394 M11323 A8 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MI I eK inaustnes, Inc. wed Feb 21 14:19:57 zu1 B Page 1 ID:W SJgpGwalPpour611k9UjG5yuFUL-b36pQTKzAA8CTvncVb4Bk29LBTZgUMw5SfGFAiziuKG �7 0 8.8.4 12.0.0 15.0.4 20.48 220.0 , 24.8.12 34.0.0 35.0•Q 1-0-0• 8.8.4 3.3.12 3•$-4 4.8.4 1.7.8 2-8.12 9.3.4 '1.0.0 I Scale =1:60.6 5x6 = 3x4 2x3 ii 5xe = = 4,00 12 4 21 5 6 22 7 12 11 5x12 = 3x4 = 45 = 3x12 = 2.00 12 LOADING (pst) j SPACING- 2-0-0 CS'- DEFL. in (loc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.78 Veri(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 BOLL 0.0 ' Rep Stress Incr YES WB 0.69 Horz(CT) 0.33 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 154 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2.0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 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, 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= 8941601, 6-12=-265/263, 7-12— 294/391, 7-11=-374/691, 8-11= 535/502 I 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=4.2psi; BCDL=3.Ops1; I1=141t; B=52ft; L=34ft; eave=6fl; 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 pending. 4) All plates are IJIT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrenl with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6 0 tall by 2-0-0 wide will tit between lthe 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 Ot=Ib) 2=803, 9=803. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd, Tampa FL 33610 Date: February 21,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED NITEK REFERA NCE PAGEMO.7473 rev. 1010312015 BEFORE USE Design valid for use only wllh Mileka 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 Incogwrate 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 tegarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems. se.eANSNIPII QualityCdlerla, DSB-89 and SCSI Buflding Component 6904 Parke East Blvd. Safety/nfonnaHorravailabte from Truss Plate Institute. 218 N. Lee Street. suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply �62'Grand Carlton III with porch T13302395 IM11323 A9 HIP 1 1 Job Roforonce optional Chambers Truss, Inc.,lFort Pierce, FL 8.130 s Sep 15 2017 MITek Industries, Inc. Wed Feb 21 14:19:58 2018 Page 1 ID:_etCl cxC3ixVV?huls?ypJyuFUK-3FgBdpKbwTG353Mp3JbNGGidcs?ZDm3EgJ?ojsziuKF 1.0•Q 6.7.15 10.0.0 15.2.14 20.4.0 24.0.0 27.4-1 34.0.0 35.0•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 Scale = 1:58.6 �1 6 4x4 = 4.00 FIT 4 24 3x4 = 2x3 II 4x8 = 525 2G 6 27 7 15 14 13 12 11 3x5 = 3x8 = 36 = 6x8 = 36 = 3x4 = 3x5 LOADING (psf) SPACING- 2.0.0 CS1. DEFL. in (loc) Well Ud 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 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 = 0% LUMBER- � BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-11-9 oc purlins. BOT CHORD 2k4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. WEBS 2z4 SP No.3 REACTIONS. (lb/size) 2=663/0-8-0, 9=346/0-8-0, 13=1616/0-8-0 Max Horz 2=109(LC 9) Max Uplift 2=430(LC 10), 9=-249(LC 10), 13=-928(LC 10) Max Grav 2=685(LC 19). 9=386(LC 20), 13=1616(LC 1) FORCES. (lb) -IMax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1275/1025, 3-4=-913/7OB, 4-5=-829/705, 5-6= 565/807, 6-7=-565/807, 7-8=-104/278, 8-9= 341/235 BOT CHORD 2-15=836/1187, 13-15=-34/309, 11-13=-256/348, 9-11=-124/304 WEBS 13-15=-425/501, 5-15=-444/665, 5-13= 1215/1079, 6-13= 264/300, 7-11=-255/396, 18-1 1=-461/521, 7-13=-837/703 NOTES- 1) Unbalanced rdot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=42psf; BCDL=3.Opsf; h=14ft; 13=5211; L=34fh eave=6ft; Cat. 11; Exp C; Encl.,, GCpt=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, Exterlor(2) 5-2-5 to 10.0.0, Interior(1) 14-9-11 to 19-2-5, Exterior(2) 24-0-0 to 35-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL- .60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss hasibeen 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.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. 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. Albani PE No.39360 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 M11.7473 rev. 10103/2015 BEFORE USE Design valid for; use only with MIIekV connectors. This design is based only upon parameters shown, and Is for an Individual Lxradin© 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 IndMafed Is to prevent buckling of Individual truss web and/or chord members only. Additional iemporary and permanent bracing MOW is always recluirgd for slability and to prevent collapse wilh possible personal Injury and property damage. For general guldance regarding the fabrication. storage. delivery, erection and bracing of trusses and truss systems. seeANSM11 CualdyCr11eda, DSB-89 and BCSI BuQding Component 6904 Parke East Blvd. Safety IntonneBo/rivailable from Truss Plate Institute. 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Typo Oty Ply 62' Grand Carlton III with porch T13302396 M11323 GRA HIP 1 1 Job Reference (optional) Chambers Truss,'Inc., Fort Pierce, FL ri. 6 TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 8.13U S bep 1 b ZU1 t IVII I eK mausines, Inc. Wee FeD Zh 14:1 `J:t)V ZU18 ID:_etC1 cxC3ixVV?Ihuls?ypJyuFUK-XSEZg9LDhnOwiDx?cO6cpTEtaGKGyBpOvzlM Scale = 1:60.6 3x5 = 3x6 11 3x6 = 6x8 = 3x6 = 6x8 = 4x4 = 6x8 = 26.0-0 LOADING (psi) SPACING- 2.0.0 CSI. DEFL. ill (hoc) I/dell Ud PLATES GRIP TCLL 20.0 ! Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.20 24-35 >914 360 MT20 244l190 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 = 0% LUMBER- BRACING- TOPCHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc purlins. BOT CHORD 2x4 SP M 30 Except: WEBS 2x4 SP No.3 1 Row at micipt a-21 BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. JOINTS 1 Brace at Jl(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 al joints) except 2= 351(LC 8), 27=-1168(LC 8), 26=-1495(LC 8), 22=-625(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=487(LC 17), 27=2232(LC 13), 26=2929(LC 14), 22=984(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 621/387, 3-5=-304/838, 5-7=-588/1209, 7-8— 588/1209, 8-12=-588/1209, j 2-13= 588/1209, 13-15=-588/1209, 15-16— 58B/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 2-29= 247/677, 27-29=-189/540, 26-27=-779/446, 24-26= 411/653, 2224=-108312108 WEBS 3-29= 500/1176, 3-27_ 1766/911, 5-27— 748/622, 5-26= 546l351, 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) Wlnd: ASCE 7110; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2ps1; BCDL=3.Opsf; h=14ft; B=52ft; L=3411; eave=6ft; Cat. II; Exp C; Encl.,, GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will tit betweenithe bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351 lb uplift at joint 2, 1168 lb uplift at joint 27, 1495 lb uplift at joint 26 and 625 lb uplift at joint 22. 8) Girder carries hip end with 8-0-0 end setback. 9) Graphical puriin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. Thomas A. Albani PE No.39380 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 Wok 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 6904 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). Onto: February 21.2018 ndard ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE&M-7473 rev. 10=2015 BEFORE USE. -- Design valid for'use only with MllekO connectors. This design Is based only upon parameters shown, and is for on Individual binding component- not �� a hiss system. Before use. the building designer mrn must verify the applicability of design poiaeteis and properly Incorporate this design into the overall btAding design) Bracing indicated Isto prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing F� IY101T 8k' Is always required for statAtily 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 hiss systems. seeANSVWI1 CuaNyCrdeda, OSB-89 and BCS180ding Component 6904 Parke East Blvd. SaNtyfnfonnatlon3vailable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oly Ply 62' Grand Carlton III with porch T1330239G M11323 GRA HIP 1 1 Job Reference (optional) unamums russ„mc., ron rrerce, rr- ocp -U- - ID:_eIC1cxC3ixVV?huls?ypJyuFUK-XSEZg9 DhnOwiDx?c06cpTEfaGI(GyBpOvzlMFbziuKE LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 21-23_ 54, 29-30=-20, 24-29=-47(F=-27), 24.33=-20, 3-1 1=-126(F=-72),11.21=-126(F=-72) Concentrated Loads (lb) Vert: 29= 641(F) 24=-641(F) 11 ® WARNING - Vedfy design parameters and READ NOTES ON TmS AND INCLUDED MITEK REFERANCE PAGEM/F7473 rev. 10/03/2015 BEFORE USE ' Design valid for use only with MITek0 connectors. This design Is based only upon parameters shown, and is for on Individual building component, not a puss system. Before use, the building designer must verify the applicabully of design parameters and property Incorporate this design into the overall building design! Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storpge. delivery, erection and bracing of trusses and truss systems, seeANSIM11 QualityCritada, DSB-89 and SCSI BulidingComponent 6904 Parke East Blvd. Safety Bdomrationovaliable from Truss Plate Institute, 218 N. Lee Street. Suite 312. AleXandihi VA22314. Tarifa, FL 33610 Job Truss Truss Type Oty Ply 62' Grand Carlton III with porch I T13302397 M11323 GAB HIP 1 1 Job Reference (optional) Chambers Truss, 11nc., I 4.00 12 46 = Fort Pierce, FL 5x8 MTI8FIS = 8.130 s Sep 15 2017 MITeK Industries, Inc. Wed Feb 21 14:20:01 2018 F'age 1 8G4ra W BLW ytiFUJ-TqM KFrNTDOedyW 4NkR84uuK1 w4_?06XhNGETJTziuKC 17-0.0 4x10 = 5x8 MT181-IS = 2x3 11 4x6 = 2x3 II 23 4 5 6 7 24 8 3x6 11 5x6 = 6x,12 = 6x'12 = Sx6 = 36 II Scale = 1:58.6 4x6 = LOADING (psf) SPACING- 2.0.0 CSI. DEFL. in (loc) I/cleft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Verl(LL) 0.22 16.19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Ved(CT) -0.30 16-19 >820 240 MT18HS 244/190 BCLL 0.0 j' Rep Stress Incr NO WS 0.90 Horz(CT) 0.06 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 153lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Strurtural wood sheathing directly applied or 3-1-14 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-3-14 oc bracing. WEBS 2x4 SP No.3'Except' WEBS 1 Row at midpt 3-14, 8-13, 6-13 4!14,7--'13: 2x6 SP No-2 REACTIONS. (Ib/size) 2=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. (lb) -!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, 18-9=-751 /370 BOT CHORD 2-16— 1729/3460, 14-16=-1753/3525, 11-13— 262l733, 9-11=-241/666 WEBS 3-16=-435/1209, 3-14_ 1552/774, 4-14= 837/691, 7-13— 878l713, 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: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=1281nph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34f; eave=61t; Cat. iI; Exp C; Encl, GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss haslbeen designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail 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 + Roof 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 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 0634 8904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING- Verity design pammeters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGE MI1-7473 rev. f0/03/P015 BEFORE USE Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate: this design Info the overall building design: Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary andpermanent bracing 9 n� VIiT eW Is always required for stat-ility 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, seeANSV&11 AUarHyCiBarh, DSB-69 and SCSI SuRding Component 6904 Parke East Blvd. Sallotyrntomrafiorl;available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type aty Ply 62' and Carlton III with porch T13302397 iM11323 GRB HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:20:01 2018 Page 2 I D:SrRaEyyrg04 M78G4ra W BLW yuFUJ-TqM KFrNTDOedyW4NkR84uuK1 w4_?06XhNGETJTziuKC LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 1,6=-641(F) 11=-641(F) I I ® WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGEMO.7473 rev. 1010=015 BEFORE USE R' Design valid for use only wllh Mllek(5 conneclors. This design Is based only upon parameters shown, and is for an individual building comixanent, not g` a Truss system. Before use. the building designer must verity the applicability of design parameters and properly Incorporate ihls design Into Mr- overall building desigri. 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 will) possible personal Injury and property damage. For general guidance regarding the fabricallon, storage, delivery, ereclion and bracing of Irusses and Truss systems, seeANS&7PIi Qual9yCrBadn, DSB-69 and BCSI BuBding Component 6904 Parke East Blvd. Safety/nforma)Ac tVvdlable from Truss Plate Institute, 218 N. Lee Street, St Me 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply. 62' Grand Carlton III with porch T13302398 M11323 J2 MONO TRUSS 8 1 • ! Job Reference o tional Chambers Truss,; Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:20:01 2018 Page 1 ID:x1?zSizTbJCDIirGPH 1 OukyuFU I-TgMKFrNTOOedy W 4NkR84uuKBb47aOKIhNGETJTzi uKC -1-0.0 2.0.0 1.0.0 2.0.0 LUMBER- BRACING - TOP CHORD 2z4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0.0 oc purlins. BOT CHORD 2z4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0.0 or, bracing. REACTIONS. (ib/size) 3=38/Mechanical, 2=141/0-8-0, 4=22/Mechanical Max Florz 2=67(LC 10) Max Uplift 3=-28(LC 10), 2=-136(LC 10), 4=-3(LC 7) Max Grav 3=39(LC 15), 2=141(LC 1), 4=31(LC 3) FORCES, (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=341h eave=6ft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (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 hasI 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 girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 Ib 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 Dato: February 21,2018 n Verily WARNING - parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE �g Y design P9� Design valid for use onl vAlh MlTetcrrir connectors, this desi r Is based only upon parameters shown and Is tot rni IndMdual building component. not fl y O< Y W W o ng Po 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 preventbuckling of individual truss web and/or chord ITiembers only. Additional temporary and permanent bracing MiTek° ' is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabricatlon. stofoge, delivery. erection and bracing of trusses and truss systems, seeANSIWII QualityCINeBa, DSO-89 and SCSI8uRd/ng Component 6904 Parke East Blvd. SatetyIntonnallonavaifabte from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 City I Ply I62' Grand Carlton III with porch M11323. IJ4 MONO TRUSS IB I 1 T13302399 )rt Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:20:02 I D: PDYLf d_SMd K4MSOTz7Zf RxyuFUH-y 1 wiTBN5_imUZgfalBfJR6sl_UP79nvc •1.0.0 4.0,0 1.0-0 4.0-0 s0&tE LOADING (psi) SPACING- 2-0.0 CSI. DEFL. In (loc) I/dell Ud TOLL 20.0 Plate Grip DOL 1.25 TO 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 BOLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (I'b/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. PLATES GRIP MT20 244/190 Scale = 1:11.1 Weight: 14 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oC purlins. BOT CHORD Rigid ceiling directly applied or 10.0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; VUIt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14f1; B=52ft; L=341t; 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 lbeen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 80 lb uplift at joint 3, 161 lb uplift at joint 2 and 7lb uplift at joint 4. Thomas A. Albani PE No.39360 MiTek USA, Inc, FL Cart 6034 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ®WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev, 1010312015 BEFORE USE. Design valid to( use only with Milekb connectors. Oils design Is based only upon parameters shown, and is for an Individual building component, not �� a trim systern. Before use, fhe building designer mast verify the applicability of design pararnefers and property incorporate ibis 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 ew Mi IT Is always reclulrbd for stability and to prevent collapse wllh possible personal injury and property damage. For general guidance regarding the fabrication. stoiage. delivery. erection and bracing of trusses and truss systems, seeANSM17 CaaWCiOuh, DS8.89 and SCSI Bu9d/ngComponmf 6904 Parke East Blvd. safely lnf0mloRazavallable from inrss Plate Institute, 218 N. Lee Street. Suite 312, Alexandrlo. VA22314. T Tampa, FL 33610 Job Truss Truss Type at Ply 62' Grand Carlton III with porch T13302400 M11323 J6 MONO TRUSS 8 1 - Job Reference o tional unamners I russ, Inc., t-orl Fierce, t-L tj.l3u 5 Aer7 1 o Gul r Ivll I eK II IuubmL.5, iuu. vveu ruv e 1 14;eu;uo Gv I o 3x4 = LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in (loc) Well Ud TOLL ?.0.0 Plate Grip DOL 1.25 TO 0.36 Vert(LL) 0.11 4-7 >629 360 TOOL 7.0 ! Lumber DOL 1.25 BC 0.83 Verl(CT) -0.12 4-7 >617 240 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER- BRACING - TOP CHORD 2r,4 SP M 30 TOP CHORD BOT CHORD 2ic4 SP No.3 BOT CHORD I REACTIONS. (Ib/size) 3= 1 45/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) -IMax. Comp.lMax. Ten. -All forces 250 (lb) or less except when shown Scale = 1:14.6 PLATES GRIP MT20 244/190 Weight: 20lb FT=0% Structural wood sheathing directly applied or 6-0.0 oC purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.Opst; h=14ft; 13=521t; L=34It eave=61l; Cat. II; Exp C; EncL, GCpi=0.18; MWFRS (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 hasbeen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss hats 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 girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 Ib uplift at joint 3, 194 lb uplift at joint 2 and 8 lb uplift at joint 4. Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING- yerfly design parameters and READ NOTES ON TRIS AND MCLUDED MrfEKREFERANCE PAGEMH-7473 rev, 10/03l2015 BEFORE USE, Design valid toy use only Win Mlfek® connectors. This design Is based orgy upon parameters shown, and Is For an individual building component, notlot a truss system. Beiere use, the building designer must verify the arVicabillfy of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual irussweb and/or chord members orgy. Additional temporary and permanent bracing - MiTek Is always requir6d for stability and to prevent collapse with possible personal Injury and property darnoW. For general guidance regarding the fabrication. storage. delivery. erection and bracing of trusses and truss systems, seeANSinp/f QaalByCrBeda, DSO-89 and BCSI Be(Iding Component 6904 Parke East Blvd. Safety lnformatlonavailable from Truss Plate Inslifufe. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 336110 Job Truss Truss Type Oty Ply 62' Grand Carlton III with porch T13302401 M11323 J8 MONO TRUSS 20 1 • Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:20:04 2018 Page 1 ID:iP6jiz-j7xSx_c_iXi4tiz9yuFUG-uPi SuIPMWJOCp_pyPZinWXybtiHSUdhP73ES7woziuK9 •i-0.0 8.0.0 -- i-0.0 8.0.0 Scale=1:17.4 3x4 8-0.0 8.0.0 _ Plate Offsets (X,Y)-- (2:0-3-14 0.1-81 LOADING (psf) SPACING- 2-0.0 CS1. DEFL. in (too) I/dell LJd 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 ]nor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 26lb 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 2z4 SP M 31 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (Ib/size) 3=188/Mechanical, 2=352/0-8-0, 4=103/Mechanical Max Horz 2=180(LC 10) Max Uplift 3---175(LC 10), 2= 228(LC 10), 4=-15(LC 10) Max Grav 3=188(LC 1), 2=352(LC 1), 4=145(LC 3) FORCES. (lb) -IMax. 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=3411; eave=6ft; Cat. II; Exp C; Encls, GCpl=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 Ibeen designed for a 10.0 psf bottom chord live load nonconcurrenl 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 Ito uplift at joint 4. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MI EX REFERANCE PAGENII--7473 rev. 1010312015 BEFORE USE Design valld ton, use only with Mirek0 connectors. TNs design Is based orgy upon parametersshown- and is for cm individual building component not a truss system. Before rise,thebuilding designer must verify the appiicaFi0lty of design parameters and properly incorporate ih(s design Into the overall building deslgn1 Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTelc Is always required for stability and to prevent collapse with passible personal Injury and property damage. For general guidance regarding the fabrication- storage, delivery, erection and bracing of trusses and truss systems, seeANS&VII Qual9yCiffedd, DS8.89 and BCSI8uMig Component 6904 Parke East Blvd. Safety/nformallonavollable from Truss Plate Institute, 218 N. Lee Street, Sulie 312, Alexandria. VA 22314. Tanga, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carllon III with porch T13302402 M11323 KJ8 MONO TRUSS 4 1 - Job Reference Lplional) Chambers Truss, Inc., Fort Pierce, FL I axv 8.130 s Sep 15 2017 Mrfek Industries, Inc. Well I-eb 21 14:2U:05 2U18 Nage 1 I D: Lcg54J? Lu[ancmZr4 Qb7W MyuFU F-Mcbr5CQ_hld83Q809zHD02kUrohRsM 1 VGI-IuCgSEziuKB Scale = 1:20.3 3x4 = 7.3-4 11-3.0 7-3-4 3-11-12 LOADING (psf) SPACING- 2.0.0 CSL DEFL. in (lor.) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Verl(LL) 0.07 7-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.12 7-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.46 HOfz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 44 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 2z4 SP M 30 BOT CHORD Rigid ceiling directly applied or B-9-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=201/Mechanical, 2=466/0-11-5, 6=576/Mechanical Max Horz 2=244(LC B) 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) FORCES. (lb) - Max. Comp./Max. Ten. -All tortes 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 NOTES- 1) Wind: ASCE 71,10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14f1; B=52111; L=34fh eave=6fh Cat. II; Exp C; Encl.l 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 belween'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, 305lb uplift at joint 2 and 2861Ib 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 (6). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=125 Uniform Loadsi(plf) Vert: 1-2=-54 Trapezoidal Loads (plf) Vert: 2 O(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 Wall: USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING - Verily design parameters end READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MA-7473 rev. 10/032015 BEFORE USE Design valid for use only with MITekO connectors. this design Is based only upon parameters shown, and is for an Individual b uHding component, not a truss system. Before use. the building designer must verify the applicability of design pxaramelers and properly Incorporate this design Into the overall building design.I Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Oak MOW prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general gulddmce regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPI b Quality Ci6odd, DSB-89 and BCS1 Bu9d/ng Component 6904 Parke East Blvd. SoNty/ntofmatforlavailable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandrla. VA 22314. Tampa, FL 33610 Symbols I Numbering System � A General Safety Notes PLATE LOCATION AND ORIENTATION 1 314 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. For 4 x 2 orientation, locate plates 0-1a4' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20120 software or upon request. PLATE SEE 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 <�no (supports) occur. Icons vary but reaction section indicates joint number where bearings occur, Min size shown is for crushing only. RES industry Standards. ANSI/TPI1: National Design Specification for Metal --- Plate -Connected -Wood Truss-C-onstructior DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, • Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses, 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. @ 2012 MiTek® All Rights Reserved 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°h at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant. preservative treated, or green lumber. 10. Comber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, see, 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. 16. 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 food 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 MiTekANSI/TPI 1 Quality Criteria. MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015