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SCANNED Lumber design values are in accordance with ANSI/TPI 1 section 6.3 BY These`truss designs rely on lumber values established by others. St. Lucie County �a RE:' M11323 - 62' Grand Carlton III with porch Site Information: Customer Info: WYNNNE DEVELOPEMENT CORP Project Name: Lot/Block: Subdivision: Address: N/A City: PORT ST LUCIE State: FL MiTek USA, Inc. 6904 PPa_rrkLe�E3a6st Blvd. 62' GRAND CTAHTON III�WI IH PORCH Model: Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: lGeneral Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): , Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 165 mph 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 G1 5-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# I Truss Name I Date 1 T13302390 1 A 2/21 /18 12 I T13302391 I A5 1 2/21 /18 13 1 T13302392 1 A6 1 2/21 /18 14 1 T13302393 1 A7 1 2/21 /18 5 T13302394 J A8 1 2/21/18 6 T13302395 1 A9 - 1 2/21/18 7 T13302396 1 GRA 1 2/21/18 1 18 1 T13302397 1 G R B 1 2/21/18 1 19 I T13302398 I J2 1 2/21/18 1 110 I T13302399 I J4 1 2/21/18 1 11 T13302400 1 J6 1 2/21/18 1 112 T13302401 1 J8 1 2/21/18 1 113 1 T18302402 1 KJ8 1 2/21/18 1 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these design's. 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/rPI 1, Chapter 2. E 39380 �:.• STATE OF :4o44/ Thomas A. Albani PE No.39380 Welk USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 Albani, Thomas 1 of 1 Job Truss Truss Type Oty Ply 62' Grand Carlton III with porch T13302390 M11323 A COMMON 9 1 Job Reference (optional) 19'532018 P 1 Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 152017 MITek Industnes, Inc. Wed Feb — 14 . . age I D:a3B4PavKnnZweXyJckSFBgyuFU N-iltla6GS6xdm_ITrGI?CZC_IGrGmYZaVX1111 xziuKK 7 13 12-4-13 17-0-0 21-7-3 27-4-3 , 34-0-0 $5-0- 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 d 4.00 12 4x5 = 27 Scale = 1:57.8 17 _ 15 "" 14 iz 3x6 _ 2x3 11 4x6 3x8 = 3x8 = 4x6 — 2x3 11 3x6 = 6-7-13 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 FBC20171FP12014 CSI. TC 0.39 BC 0.58 WB 0.65 Matrix -MS DEFL. in (loc) Well Ud Vert(LL) 0.32 14-15 >999 360 Vert(CT) -0.61 14-15 >670 240 Horz(CT) 0.12 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 163lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-12 oc puffins. 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=136210-8-0, 10=1362/0-8-0 Max Horz 2=-179(LC 8) Max Uplift 2=-832(LC 10), 10=-832(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3419/2395, 3-5= 2771/2031, 5-6=-2770/2152, 6-7=-2770/2152, 7-9=-2771/2031, 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=-635/98315-15=-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 Extedor(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 13-7-3, Exterior(2) 13-7-3 to 17-0-0, Interior(1) 20-4-13 to 31-7-3 zone;C-C for members and forces & 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 = IO.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito 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 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 (pit) Vert: 1-6=-54, 6-11=54, 18-21= 20 Concentrated Loads (lb) Vert: 26=-50(F) 27=-50(F) 1 'a Io Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cart 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 MY-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 buss 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 = MiTek7 is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Buadfng Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job- Truss Truss Type Oty Ply 62' Grand Carlton III with porch T13302391 M11323 A5 SPECIAL r 9 1 Job Reference (optional) p 1 �n s Se„ a 2017 Mil Ak Industrips. Inc. Wed Feb 21 14:19:54 2018 Page 1 Chrambers Truss, Inc., r-on weece, rL - •-- - Rz - uF U � - -._ ID:2GIScwwvY5hnGhXVARzUkuyuFUM-BURgnSH4tFIdcR21 qTW R60XpvFX-H1 Ufmhi bZNziuKJ 10-6-4 3x12 = 2.00 F12 4.00 12 5x8 II Scale = 1:59.8 5x12 = 2X3 11 3x6 = 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 0.85 BC 0.90 WB 0.60 Matrix -MS DEFL. In (loc) I/dell L/d Vert(LL) 0.76 14 >539 360 Vert(CT) -1.18 13-14 >344 240 Horz(CT) 0.36 10 n/a Na PLATES MT20 MT18HS Weight: 155lb GRIP 244/190 2441190 FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-9-12 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 6-14 6-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1312/0-8-0, 10=131210-8-0 Max Harz 2= 179(LC 8) Max Uplift 2=-803(LC 10), 10=-803(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5529/3776, 3-5=-5164/3538, 5-6=-5209/3667, 6-7=-2424/1902, 7-9=-2462/1813, 9-1 0=-3195/221 0 BOT CHORD 2-14=-3466/5266, 13-14=-1305/2115, 12-13=-1948/2995, 10-12= 1948/2995 WEBS 3-14=-355/314, 5-14= 293/354, 6-14=-2175/3326, 6-13= 279/534, 7-13=-237/277, 9-13=-786/560, 9-12=01269 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., GCpj=0.1 a; 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 & MWFRS 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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 at=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 - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03MIS BEFORE USE. ' Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing p+� ' iT e 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, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 278 N. Lee Street- Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302392 M11323 A6 SPECIAL 1 . 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep i o 20i I Mi l ex industries, Inc. vveu rev z 1 1, ra:oo cv ro rage ID:2GIScwwyYShnGhXVARzUkuyuFUM-fh_3?olieYtUEbdENA1 gfd4?AftloQoo_Ln86gzjuKl 1-0= 8-11-11 16-0-0 18-0-0 20-4-8 25-11-15 34-0-0 5-0- 1-0- 8-11-11 7-0-5 2-0-0 2-4-8 5-7-7 8-0-1 -0-0 4.00 12 6 3x12 = 2.00 12 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 YES BCDL 10.0 Code FBC2017/rP12014 LUMBER - TOP CHORD 2x4 SP M 30 'Except' 3-5,6-7: 2x4 SP M 31 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3'Except* 5-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1312/0-8-0, 9=1312/0-8-0 Max Horz 2=-169(LC 8) Max Uplift 2=-803(LC 10), 9= 803(LC 10) 6x8 = 5x6 = 15-0-0 5x6 = 34-0-0 3x6 = Scale = 1:61.9 t2 rz. N 0 Ip, 0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TC 0.81 Vert(LL) 0.69 14 >590 360 MT20 2441190 BC 0.93 Vert(CT)-0.9214-17 >443 240 MT18HS 244/190 WB 0.86 Horz(CT) 0.34 9 Na n/a Matrix -MS Weight: 157 Ito FT = O% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4-5491/3336, 4-5=-5095/3071, 5-6=-2314/1551, 6-8=-2398/1533, 8-9=-3199/1981 BOT CHORD 2-14=-3040/5224, 13-14=-1195/2361, 12-13= 1123/2199, 11-12=-1731/3001, 9-11 =-1 731/3001 WEBS 4-14=492/513, 5-14= 170712959, 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: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14I1; 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 are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=803, 9=803. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 $904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev. 1010312015 BEFORE USE. �7 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 In= system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing building design. Bracing� �.I�T �•M iacing ek' 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, seeANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available 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 III with porch T13302393 M11323 A7 SPECIAL 1 1 Job Reference (optional) ,- C..n 4a OM7 hAiTerr lndustriec Inc wed Feb91 14:1A•5A 9018 Pane 1 Chambers Truss, Inc., Fort Pierce, FL � �V _,....-...-_, ..._. .. __ . __ _. .._.___ I D:W SJgpGwai Ppeur6hk9UjG5yuFU L-7tYRC7J LPsOLrlCQxuZvBrcAj3DOIsZxD? W ieGziuKH 0 qr 8-10-10 14.0.0 20-0-0 25-11-15 34-0-0 35-0-0 11 -0 8-10-10 5-1-6 6-0.0 5-11-15 8-0-1 1-0-0 6 5x8 = 5x6 = 5x12 = 2x3 11 3x6 3x12 = 2.00 12 Scale = 1:60.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 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 WB 0.95 Horz(CT) 0.34 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 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 puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-0-2 oc bracing. WEBS 2x4 SP No.3 `Except` 4-11: 2x4 SP M 30 REACTIONS. (lb/size) 2=131210-8-0, 7=1312/0-8-0 Max Harz 2=-149(LC 8) Max Uplift 2=-803(LC 10), 7=-803(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - Ali 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 =-1 590/2874, 9-10= 1738/2968, 7-9= 1738/2968 WEBS 3-11=-419/443, 4-11 =-1 466/2647, 4-1 0=-81 2/448, 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: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 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, Extedor(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at Joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=803, 7=803. Thomas A. Albani PE No.39380 fdiTek 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 MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valld 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 rise, the building designer must verify the appllcabBity of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Indlvidual truss web and/or chord members only. Additional temporary and permanent bracing •• MiT®k* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 62' Grand Carlton III with porch T13302394 M11323 AB SPECIAL 1 1 Job Reference (optional) .c nn.7 1..I:T,.L I...I—Irinn Inn 1-14 Cch 01 1d•10•r.7 •Jn10. Pann 1 Urtamoers I Fuss, III(;., rult rltll Utl, rL 4.00 F12 3x12 = 2.00 F12 3-9-4 2-8-12 5x6 = 3x4 2x3 11 5x8 = = 4 21 5 6 22 7 IL 11 5x12 = 3x4 = 4x5 = 34-0-0 Scale=1:60.6 DIm o t2 ci I 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/dell 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 = O% 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=-894/601, 6-12— 265/263, 7-12= 294/391, 7-11 =-374/691, 8-11 =-535/502 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psF BCDL=3.Opsf; h=14ft; B=52ft L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 31-7-3, 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 joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=803, 9=803. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MI1-7473 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 nA ek• Mi HT Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job- Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302395 M11323 A9 HIP 1 1 • Job Reference o tional �n.T,. i. ...J....•.,.,. I..,. 1�Inr� Cnh �Ji 1A•1 a•GA �JniA Perna 1 unpmuers muss, urc., ruu ridwe, 10.0-0 15-2-14 3-4.1 5-2-14 4x4 = 4.00 12 4 24 ID:_etClcxC3ixVV?huls?ypJyuF 4-0 24-0-0 3x4 = 24 11 48 = 525 26 6 27 7 KF Scale = 1:58.6 t2 r 0 I°S 6 14 1c 3x5 = 3x8 = 3x6 = 6x8 = 3x6 = 3x4 = 3x5 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 ]nor YES Code FBC2017/TPI2014 CSI. TC 0.35 BC 0.54 WB 0.89 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) Well Lid -0.18 11-21 >917 360 -0.38 11-21 >432 240 0.02 13 r1/a n/a PLATES GRIP MT20 244/190 Weight:1561b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-11-9 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=663/0-8-0, 9=346/0-8-0, 13=1616/0-8-0 Max Horz 2=109(LC 9) Max Uplift 2= 430(LC 10), 9= 249(LC 10), 13=-928(LC 10) Max Grav 2=685(LC 19), 9=386(LC 20), 13=1616(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1275/1025, 3-4_ 913/708, 4-5=-8297705, 5-6=-565/807, 6-7=-565/807, 7-8=-104/278, 8-9=-341/235 BOT CHORD 2-15=-836/1187, 13-15=-34/309, 11-13= 256/348, 9-11= 124/304 WEBS 3-15=-425/501, 5-15=-444/665, 5-13=-1215/1079, 6-13= 264/300, 7-11=-255/396, 8-11— 461/521, 7-13= 837l703 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpI=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 5-2-5, Exterior(2) 5-2-5 to 10-0-0, Interior(1) 14-9-11 to 19-2-5, Exterior(2) 24-0-0 to 35-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=430, 9=249, 13=928. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 101032015 BEFORE USE. • Design valid for use only with MITek® connectors. lhls 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 -'MiTW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302396 M11323 GRA HIP • 1 1 Job Reference (optional) ., c.... A nnA1 KAMr L, 1 A„cfrioe Inn mi—i Fnh 91 1d•1Q•Fa 9MA Pane 1 Chambers 'I russ, lnc., Fort rrlerce, rL �• ,�� r - �- - --- - I D:_etC1 cxC3ixVV? huts?ypJyuFUK-XSEZg9LDhnOwi Dx?c06cpTEfaGKGyBpOvzlMFbziuKE 1-0- 8-0-0 11-1-1 17-0-0 18-6-0 22-2-2 26-0-0 34-0.0 5-0- 1-0- 8-0-0 3-1-1 5-10-15 1.6-0 3.8.2 3-9-14 8-0-0 0- �1 6 Scale = 1:60.6 TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 3x6 II 3x6 = 6x8 = 3x6 = 6X8 = 4x4 = 3x5 = 6x8 = N 3 Im 6 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(L-) 0.20 24-35 >914 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.24 29-32 >552 240 BCLL 0.0 Rep Stress Incr NO W B 0.98 Horz(CT) 0.02 22 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matfix-MS Weight: 194lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc puffins. BOT CHORD 2x4 SP M 30 Except: WEBS 2x4 SP No.3 1 Row at midpt 8-21 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 7, 8, 19, 17, 14 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2= 179(LC 6) Max Uplift All uplift 100 lb or less at joints) except 2=-351(LC 8), 27= 1168(LC 8), 26=-1495(LC 8), 22=-625(LC 8) Max Grav All reactions 250 lb or less at joints) except 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, 12-13=-588/1209, 13-15=-588/1209, 15-16=-588/1209, 16-18=-588/1209, 18-20=-2230/1280, 20-21=-2230/1280, 21-22=-2271/1263, 6-9— 126/305, 9-11 =-1 06/363, 11-14=-193/412, 14-17=-94/271, 19-21 =-1 43/272 BOT CHORD 2-29= 247/677, 27-29=-189/540, 26-27— 779/446, 24-26— 411/653, 22-24=-1083/2108 WEBS 3-29= 500/1176, 3-27— 1766/911, 5-27=-748/622, 5-26= 546/351, 13-26= 946/617, 18-26=-2412/1474, 18-24=-846/1780, 21-24=-35/351, 4-5= 608/514, 19-20= 335/305, 14-15=-556/407,11-12=-254/54 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: 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., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351 lb uplift at joint 2, 1168 lb uplift at joint 27, 1495 lb uplift at joint 26 and 625 lb uplift at joint 22. 8) Girder carries hip end with 8-0-0 end setback. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Thomas A. Alban! 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 MiTek USA, Inc. FL Cert 6634 26-0-0, and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the 8904 Parke East Blvd. Tampa FL 33610 responsibility of others. Date: 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). February 21,2018 ndard ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MlTekm 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. Addilional 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, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302396 M11323 GRA HIP 1 1 • Job Reference (optional) ., rn — — O, 4-i o•rn on1 G D.— o Chambers Truss, Inc., Fort Pierce, FL o. I ou 6 Q, tp I U Gv i / m. i cn -- 1. ....... .,., � . . ... _.__ _- . - . _ - ID:_etC1 cxC3ixVV?huts?ypJyuFUK-XSEZg9LDhnOwiDx?c06cpTEfaGKGyBpOvzlMFbziuKE LOAD CASE(S) Standard 1) Dead + Root 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=-1 26(F=-72), 11-21 =-1 26(F=-72) Concentrated Loads (lb) Vert: 29— 641(F) 24=-641(F) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mn-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 his design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 'Mi i•�• e,k• 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, seeANSIM1 Quality Criteria, DSB-89 and BCSI auliding Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type aty Ply 62' Grand Carlton III with porch T13302397 M11323 GRB HIP 1 1 • Job Reference (optional) Chambers,Truss, Inc., Fort Pierce, FL 8.1 aU s 5ep 10 4U1 i rvn I euc uuuusuues, mc, vveu — — 1-4— 1 agG I D:SrRaEyyrgo4M78G4raW BLW yuFUJ-TqM KFrNTDOedyW 4NkR84uuK1 w4_?Q6XhNGETJTziuKC 1 0 q 8-0-0 13-8-0 , 17-0-0 20-4-0 26-0-0 34-0-0 _ $5.0-Q 1-0-0 8-0-0 5-8-0 8-0-0 1-0-0' Scale = 1:58.6 !'' 6 5x8 MT18HS = 4x10 = 5x8 MT18HS = 4.00 F12 2x3 11 46 = 2x3 11 3 23 4 5 6 7 24 8 16 15 14 1J 12 ,r 46 _ 3x6 11 5x6 = 6x12 = 6x12 = 5x6 = 3x6 11 46 = 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 FBC2017/TP12014 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 `Except' 4-14,7-13: 2x6 SP No.2 34-0-0 CSI. DEFL. in (loc) I/dell Lid 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 244/190 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 midpt 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. (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, 8-9=-751/370 BOT CHORD 2-16=-1729/3460, 14-16= 1753/3525, 11-13=-262f733, 9-11= 241/668 WEBS 3-16=-435/1209, 3-14=-15521774, 4-14=-837/691, 7-13=-8787713, 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 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 853 lb uplift at joint 2, 2590 lb uplift at joint 13 and 345 lb uplift at joint 9. 8) Girder carries hip end with 8-0-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at 26-0-0, 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 (plf) Vert: 1-3= 54, 3-8= 131(F_ 77), 8-10=-54, 16-17= 20, 11-16= 49(F=-29), 1120=-20 Thomas A. Albani PE No.39380 MIT& 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 MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only WIN MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WOW 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302397 M11323 GRB HIP 1 ' 1 Job Reference (optional) ^4 nn40 0n Uhambers I russ, Inc., hoR Fierce, I-L � �v - - • • ••-_._ . __ . _ _ I D:SrRaEyyrg04M78G4raW BLWyuFUJ-TgMKFrNTDOedyW 4NkR84uuK1 w4_?Q6XhNGETJTziuKC LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 16=-641(F) 11=-641(F) ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EX REFERANCE PAGE MI1-7473 rev. I0/03J2015 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 WNW '9tl�� iW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricailon, storage, delivery. erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Mexandfla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302398 M11323 J2 MONO TRUSS 8 , 1 Job Reference (optional) Gnambers I russ, inc., MR Fierce, FL -1-0-0 3x4 = o.,av b Tup,acv,i N, I D:xl ?zSIzTbJCDI IfGP H 1 QukyuFUI-TqM KFrNTDOedy W 4NkR84uuKBb47aQKfhNGETJTzi uKC 2-0-0 2-0-0 Scale = 1:7.8 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 FBC2017[TP12014 Matrix -MP Weight: 8lb FT=0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=38/Mechanical, 2=141/0-8-0, 4=22/Mechanical Max Harz 2=67(LC 10) Max Uplift 3_ 28(LC 10), 2=-136(LC 10), 4=-3(LC 7) Max Grav 3=39(LC 15), 2=141(LC 1), 4=31(LC 3) FORCES. (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 pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=42psf; BCDL=3.Opsf; h=14ft; 13=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. a Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING. Verity design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE MII.7473 rev. 1010312016 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 bullding 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, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 2'Grand Carlton III with porch T13302399 M11323 J4 MONO TRUSS 8 , 1 Job Reference o tional �,.r,n.nn Chambers Truss, Inc., Fort Pierce, FL -0-0 3x4 = BA30 s Sep 15 201 / 191 1 en ❑ ruu°rrres, n c. rveu rau c +.c.v.vc I D:PDYLfd_5MdK4MSQTz?ZfRxyuFU H-y 1 wiTBN5_imUZgfalBfJR6sl_U P79nvgbwzOswzi uKB Scale = 1:11.1 4-0-0 4-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.02 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.02 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MP Weight:141b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD 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. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 4-0-0 oc pudins. 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., GCpl=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 80 ib 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 8904 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, 1010312015 BEFORE USE �• Design valid for use only with MITek® connectors. This design Is based only upon parameters shown. and Is for on Individual building component, not a truss system. Before use, the building designer must verify the appllcab➢Ity 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 p�� 9Vi� T _ e Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricailon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type aty Ply 62' Grand Carlton III with porch T13302400 M11323 J6 MONO TRUSS 8 ' 1 ' Job Reference (optional) ' 11 d t' I W d F b 21 14.20.03 2018 Pa e i Chambers Truss, Inc., Fort Pierce, FL 3x4 = B.130 s Sep 15 2017 MITe n us ries, nc. e e g ID:tP6jtz_j7xSx_c_fXi4uz9yuFUG-QDT4gXOkiouLBq EmrsBYzJPU Dtd4uE9zgajZOMziuKA 6-0-0 Scale=1:14.6 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.11 4-7 >629 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.12 4-7 >617 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 20lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=145/Mechanical, 2=279/0-8-0, 4=71/Mechanical Max Horz 2=142(LC 10) Max Uplift 3— 131(LC 10), 2=-194(LC 10), 4=-8(LC 10) Max Grav 3=145(LC 1), 2=279(LC 1), 4=102(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; 13=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 Ito 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 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MY-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing - MiTek7 Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 J04 Truss Truss Type Oty Ply 62Grand Carlton III with porch T13302401 M11323 JB MONO TRUSS • 20 ' 1 Job Reference (optional) r.J b.dtr:Ins — -4 cnh 01 14:20:04 2018 Gant 1 Chambers Truss, Inc., Fort Pierce, FL o. � s oN I - - • • ••__._ . __ . _ . I D:tP6jtz-j7xSx_c_fXi4uz9yuFUG-uP1 SutPM W JOCp_pyPZinW XybuH5UdhP73ES7woziuK9 1.0-0 8-0-0 1.0-0 8-0-0 Scale = 1:17.4 3x4 i 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 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.30 4-7 >319 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Weight: 26 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 31 REACTIONS. (lb/size) 3=188/Mechanical, 2=352/0-8-0, 4=103/Mechanical Max Harz 2=180(LC 10) Max Uplift 3=-175(LC 10), 2=-228(LC 10), 4=-15(LC 10) Max Grav 3=188(LC 1), 2=352(LC 1), 4=145(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 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. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 3-1-13, Exterior(2) 3-1-13 to 7-11-8 zone;C-C for members and forces & 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 ail 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 Cart 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. 10/03/2015 BEFORE USE Design valid for use only with MITek® connectors. TNs 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 only. Additional temporary and permanent bracing �/� •�• W bullding design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members 1�90 e Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage• delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 62' Grand Carlton III with porch T13302402 M11323 KJ8 MONO TRUSS 4 1 r Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:20:05 2018 Page 1 I D: Lcg54J7 LuEancmZr4Qb7W MyuFU F-Mcbr5CQ_Hd83QS09zHD02kU rohRsM 1 VGHuCgSEziuKB 1-5-0 7-3-4 11-3-0 1-5-0 7-3-4 3-11-12 Scale = 1:20.3 3x4 3x4 = 7-3-4 13-11-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.07 7-10 >999 360 1 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.12 7-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.46 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Weight: 44Ib FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-9-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=201/Mechanical, 2=466/0-11-5, 6=576/Mechanical Max Harz 2=244(LC 8) Max Uplift 4=-205(LC 8), 2=-305(LC 8), 6-286(LC 8) Max Grav 4=245(LC 13), 2=466(LC 1), 6=590(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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=-1236l755 NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. il; Exp C; Encl., GCpi=0.18; MW FRS (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 (pit) Vert: 2=0(F=27, B=27)-to-4=-152(F— 49, B=-49), 8=0(F=10, B=1 0)-to-5-56(F-18, B= 18) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 8904 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. 101032015 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 inrss 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 NOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-VII, For 4 x 2 orientation, locate plates 0-'he" from outside edge of truss. This symbol indicates the required direction of slots in connector plates. `Plate location details available in Mirek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS 0 01 O O n_ O r— r9 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, ESR 1988 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- ® 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. B. Unless otherwise noted, moisture content of lumber shall not exceed 199b at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and Is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is Installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18, Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20, Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.