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SCANNED BY st'1_ucie C n _ .ty Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs. rely on lumber values established by others. S X\�I-k s RE: M11323 - 62' Grand Carlton III with porch MiTek USA, Inc. 6904 Parke East Blvd. Site Information: PAT, EELL 3610-4115 Customer Info: WYNNNE DEVELOPEMENT CORP Project Name: M11323 Mode32 Lot/Block: Subdivision: Address: N/A City: PORT ST LUCIE State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 13 individual, 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 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No, Seal# Truss Name Date 1 IT116973761A 7/27/17 L2 I T11697377 A5 L7/27/17 13 T11697378 1 A6 1 7/27/17 1 14 I T11697379 I A7 1 7/27/17 15 1 T11697380 A8 1 7/27/17 6 T11697381 A9 7/27/17 7 T11697382 1 GRA 1 7/27/17 18 I T11697383 GRB 7/27/17 19 I T11697384 I J2 7/27/17 10 I T116973851 J4 17/27/17 11 I T11697386 I J6 7/27/17 12 I T11697387 I J8 7/27/17 113 I T11697388 1 KJ8 1 7/27/17 1 FILE coovf 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 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. I uro,,� E N 39380 r STATE OF :�41J . Al Thomas A, Alban] PE No.39380 MITak USA, Inc. FL l:ert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 27,2017 Albani, Thomas 1 of 1 LL Job f Truss Truss Type • Qty Ply 62' Grand Carlton 111 with porch T11697376 M11323 COMMON 9 1 IA Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.64U S Apr 19 •LU16 MI I eK Industries. Inc. T ❑u JUI 27 09:16:41 20i / rage i I D:a3B4PavKnnZweXyJckSFBgyuFUN-6o1 EuZGAMi82RVbrf 6y7Y1 W e3167Hxl MQymQMHytwSO rt-O-Q 6-7-13 12.4.13 17-0-0 21.7.3 27-4-3 34-0.0 35-0•Q �1.0 0 6-7.13 5.9-0 4-7.3 4-7-3 5-9-0 6-7-13 1-0-0 21 6 4.00 12 4x4 = 25 Scale = 1:59.2 17 •- 1s -- -- 14- 12 4x5 — 2x3 11 4x6 — 3x8 = 3x8 = 4x6 2x3 II 45 = LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.29 15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.72 14-15 >567 240 BCLL 0.0 " Rep Stress Incr YES W B 0.57 Horz(TL) 0.14 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 163 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc putting. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-7-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=136210-8-0, 10=1362/0-8-0 Max Horz2=179(LC 9) Max Uplift2= 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=-3188/1919, 3-4=-2663/1632, 4-5— 2616/1640, 5-24=-2668/1752, 6-24=-2608/1747, 6-25-2608/1747, 7-25=-2668/1752, 7-8— 2616/1640, 8-9= 2663/1632, 9-10=-3188/1919 BOT CHORD 2-17=-1693/2972, 16-17=-1693/2972, 15-16=-1693/2972, 15-26=-967/1925, 26-27— 967/1925, 14-27=-967/1925, 13-14=-1693/2972, 12-13=-1693/2972, 10-12= 1693/2972 WEBS 6-14= 559/948, 7-14=-328/330, 9-14=-550/403, 6-15=559/948, 5-15=-328/330, 3-15=-550/403 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=126mph; TCDL=4.2psf; BCDL=3.Opsf; h=141f; B=52ft; L=34ft; eave=61t; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Interfor(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 832 lb uplift at joint 2 and 832 lb uplift at joint 10. 6) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 30 lb up at 15-0-0, and 50 lb down and 30 lb up at 19-0-0 on top chord. The design/selection of such connection device(s) Is the responsibility of others. 8) in the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6= 54, 6-11=-54, 18-21=-20 Concentrated Loads (lb) Vert: 24=-50(F) 25= 50(F) I ® WARNING - Verify desfga parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev. 10103,2016 BEFORE USE. Design valid for use only With Mlreld) connectors INs design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Info the overall / building design. Bracing Indicated Is to prevent buckling of Individual Truss web and/or chord members only. Additional fernporary and permanent bracing MITel� is always required for stability (mid to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabilcatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI1TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Russ Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 P Jab Truss Truss Type Qty Ply AS SPECIAL 9 1 �CatltonT11697377M11323 C i, T k led„ddi c Inn Thu .hd 97 na-1S•d1 9n17 Pnnw 1 Chambers Truss, Fort Pierce, FL 'r' """ """ ' "' " " -' ' I D:2GIScwwyY5hnGhXVARzUkuyuFUM-6ol EuZGAMi82RVbrf6y7Yl W Xdll6HyJMQymOMHytwSO )1 7-8-5 10.6.4 17.0-0 20-1 26-4.0 34.0.0 1.0.0 7-8-5 2-9-15 6-5.12 3.4-8 5-11-8 7-8.0 4.00 F12 Sx8 11 Scale = 1:61.2 = 5x12 = 2x3 II 3x6 300 = 2.00 F12 10.6-4 LOADING (ps1) SPACING- 2-0.0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.74 14 >553 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -1.48 13-14 >275 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.49 Horz(TL) 0.43 10 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Weight: 154 lb FT = 0Sb LUMBER- BRACING- TOPCHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-2-10 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 6-14 6-14: 2x4 SP M 30 REACTIONS. (lb/size) 2=1297/0-8-0, 10=1327/0-8-0 Max Horz2=179(LC 9) Max Uplift2=-795(LC 10), 10=-812(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 5402/3206, 3-4=-5047/2950, 4-5=-5005/2952, 5-6=-5093/3071, 6-7= 2352/1568, 7-8=-2330/1486, 8-9� 2383/1472, 9-10= 2979/1784 BOT CHORD 2-14=-2938/5142, 13-14=-1023/2054, 12-13= 1553/2765, 10-12=-1553/2765 WEBS 3-14=-342/317, 5-14=-297/321, 6-14� 1867/3265, 6-13=-261/514, 7-13=-259/252, 9-13=-634/444 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.Opsh h=141t; B=521t; L=341t; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Interior(1) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSIITPI 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 795 lb uplift at joint 2 and 812 lb uplift at joint 10. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev. 10=2015 BEFORE USE �� Design valid for use only with MliekD connectors. This design Is bbuilding only upon parameters shown, and Is for an Individual ding component. not a Mrs 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 txacing MiTeV building design. Bracing indicated is to prevent buckling of individual (russ web and/or chord members permanent is always teclulted for stability and to prevent collapse wlih possible personal injury and property damage. For general guidance regarding the fatxlcatfam storage, delivery. erection and bracing of i NW%anti firm systems, seeANS,/TPIl Quality Criteria, DSB-89 and 8CSI Building Component Safety information available train Truss Plate Institute- 218 N. Lee Sheet, Sidle 312. Alexandria. VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Rty Ply 62' Grand Carlton III with porchT11697378 M11323 A6 FTruscs,,T�y_pe L 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Jul 27 D9:15:42 2017 Page 1 ID:2GIScwwyY5hnGhXVARzUkuyuFUM-a_bc5vGo7OGv3fA1 DpTM4W3jD9MuOKDVecV_ujytwS? 1•0_ 8.11-11 16.0-0 18-D-0 20.4-8 25-11.15 34.0.0 s-o- 0-0 8-11-11 7-0.5 2.0-0 2-4-8 5.7-7 8-0-1 0-0 6 4.00 12 6x8 = 5x6 = 5x6 = 2x3 11 3x6 = 3x10 = 2.00 12 Scale: 3/16"_V LOADING (pst) SPACING- 2-0.0 CS1. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.68 14 >601 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -1.13 14-17 >362 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(TL) 0.41 9 n/a n/a BCDL 10.0 Code FBC2014(rP12007 (Matrix-M) Weight: 156lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 3-5: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-2-11 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3'Except* 5-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1298/0-8-0, 9=1326/0-8-0 Max Horz2=169(LC 9) Max Uplift2=-796(LC 10), 9=-811(LC 10) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5374/3234, 3-4=-5240/3235, 4-5_ 4981/2977, 5-6=-2255/1506, 6-7=-2312/1473, 7-8=-2320/1451, 8-9=-3010/1835 BOT CHORD 2-14=-2960/5111, 13-14=-1169/2301, 12-13— 1098/2141, 11-12=-1604/2799, 9-11 =-1 604/2799 WEBS 4-14= 487/502, 5-14=-1654/2900, 5-13=-402/193, 6-13=-176/517, 8-12=-764/560, 8-11=0/257 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 Interior(1) 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 796 lb uplift at joint 2 and 811 lb uplift at joint 9. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE M I-7473 rev. 10/03/2015 BEFORE USE Design valid for use only wlih Milelc0 connectors. Bls design Is based oily upon rxnarneters Drown, and Is for an Individual building component, not � a Truss system. Before use, the building designer must verity the applicabillty 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 �p MiTek` h always recored for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and tracing of trusses and inns systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East BNd. 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 T71697379 Ml 1323 A7 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Jul 27 09:15:43 2017 Page r I D:W SJgpGwal Ppeur6hk9UjG5yuFUL-2A9?I FHOuKOmgpIDnX_bdjbtrYj W ikl11GFXQAytwS_ r1.0.9 8-10-10 14-0-0 20.0.0 25.11.15 34-0-0 36.0.0 1 D 8-10-10 5-1.6 6.0.0 5.11-15 8.0-1 1-0- 6x10 MT18HS = n nnftio 56 = Scale = 1:62.3 7 0 3x10 = 2.00 12 5x12 = 2x3 II 4x5 = LOADING(pst) SPACING- 2-0-0 CS1. DEFL. in (loc) Udell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.77 Vert(LL) 0.66 11 >623 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -1.40 10-11 >291 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(TL) 0.41 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) 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 4-2-3 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1297/0-8-0, 7=1327/0-8-0 Max Horz 2=-149(LC 8) Max Uplift2=-795(LC 10), 7— 812(LC 10) FORCES, (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5357/3260, 3-4=-4993/3023, 4-5=-2157/1487, 5-6=-2364/1533, 6-7=-2960/1830 BOT CHORD 2-11=-2981/5096, 10-11= 1552/2801, 9-10=1593/2746, 7-9— 1593/2746 WEBS 3-11=-412/429, 4-11= 1413/2588, 4-1 0=-61 0/448, 5-10= 174/455, 6-10=-636/458 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.Ops1; h=14ft; B=52ft; L=34ft; eave=6ft; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 795 lb uplift at joint 2 and 812 lb uplift at joint 7. 9) "Seml-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO.7473 rev. 1010312015 BEFORE USE Design valid tot use only with tvlllek'9 connectors. lttis design Is based only upon Ixutamelers shown, and Is for an individual building component. not a tnss system. Before use, the building designer must vedfy the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual muss web and/or chord members only. Additional temporary and permanent bracing b pp Mi ek' Is always required for stability and to prevent collapse wish possible poisonul Injury and property damage. For general guidance regaIding the fabrication, storage, delivery, erection and bracing of trusses and puss systerns, sec-ANSUTPI1 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 rusS T pe ()ty Ply 62' Grand Carlson III with porch T11697380 M11323 A8 SPECIAL 1 1 Job Reference optional Chambers Truss, Fort Pierce, FL ✓, 1-1 "' "^ "' ` J I D:WSJgpGwal Ppeur6hk9UjG5yuFUL-2A9?IFHQuKOmgpIDnX_bdjbuZYjblpgftGFXQAytwS_ r1 0 Q 8.8-4 12-0.0 15-8-4 20-4•B 22.0.0 24-8-12 34-0-0 5-0- 1-0.0 8-8.4 3-3-12 3.8-4 4.8-4 1-7.8 2.8.12 9-3.4 1-0.0 5x6 = 3x4 2x3 II 4x8 = = 4.00 F12 4 20 5 6 21 7 12 11 5x12 = 3x4 4x6 = = 3xio = 2.00[12 Scale = 1:62.2 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.64 12-13 >642 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -1.36 12-13 >301 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.69 Horz(TL) 0.39 9 n1a n1a BCDL 10.0 Code FBC2014frP12007 (Matrix-M) 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 4-1-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1292/0-8-0, 9=1332/0-8-0 Max Horz2=129(LC 9) Max Uplift2=-794(LC 10), 9= 813(LC 10) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5337/3325, 3-4= 4970/3077, 4-20= 3801/2422, 5-20— 380112422, 5-6= 2464/1693, 6-21= 2472/1702, 7-21=-2472/1702, 7-8=-2492/1650, 8-9=-280811824 BOT CHORD 2-13-3045/5078, 12-13=-1898/3180, 11-12=-1289/2331, 9-11=-1573/2593 WEBS 3-13_ 389/401, 4-13=-981/1665, 5-13=-301/796, 5-12=-894/602, 7-12=-352/452, 7-11=-235/474, 8-11= 408/419 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=14fh B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Interior(1) 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 ANSVTPI 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 794 lb uplift at joint 2 and 813 lb uplift at joint 9. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. ® WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEX REFERANCE PAGE MR-7473 rev. 1010312015 BEFORE USE Design valid for use oNy wlih MlfelcD conp nectors. This design Is based only upon am raefers shown, and Is for on Individual W1 ding component, not �' a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate. this design Inlo,ihe 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 pxevenl collapse vdlh possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and Lxacing 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, Susie 312. Alexandrta, VA 22314. Tampa, FL 33610 Jo Truss Truss Type tY Ply Carlton III with porch T11697381 Mi1323 A9 HIP 1 i 162'Grand Job Reference (optional) Chambers Truss, Fort Pierce, FL t.b9u s Apr le ev to mi I eF ind—r—, Irlu. I au Jul L/ 09J5.44 2017 r- ye I ID:-etCicxC31xVV?huls?ypJyuFUK-WNjNWbl3fdWd]zKOLEVgAxBBwyggUDao6w 4ycytwRz r1-0-Q 6-7-15 10-0-0 15-2-14 20-4-0 24-0-0 27-4.1 34-0-0 35-0.0 11 0.0 6-7-15 3.4.1 5.27 5.1.2 3-8-0 3-4-1 6-7.15 1.0-0 N_. cli 6 3x5 = 4.00 12 4x4 = 3x4 2x3 II 4x8 = = 4 22 5 6 23 7 15 14 13 12 11 3x8 = 3x6 _ 6x8 = 3x6 = 3x4 = Scale = 1:60.1 3x5 = r rh 0 _V 1 C6 6 10-0-0 20-4.0 ~— r 24-0-0 34•U-U 10-0-0 10.4.0 3-8-0 10-0.0 Plate Offsets (X,Y)-- [2:0-2-8 Edge] 17.0-5.4 0.2.0] [9.0-2-2 Edge] LOADING (pso SPACING- 2-0.0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.17 13-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.42 13-15 >574 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.85 Horz(TL) 0.02 13 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 156 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=687/0-8-0, 9=382/0-8-0, 13=1554/0-8-0 Max Horz 2_ 109(LC 8) Max Uplift2= 441(LC 10), 9= 262(LC 10), 13=-904(LC 10) Max Grav2=709(LC 19), 9=420(LC 20), 13=1554(LC 1) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 1196/754, 3-4=-874/537, 4-22=-797/532, 5-22= 797/532, 5-6=-404[747, 6-23= 404/747, 7-23=-404/747, 7-8=-BB/269, 8-9=-295/175 BOT CHORD 2-15= 590/1091, 14-15=-64/316, 13-14=-64/316, 12-13= 245/289, 11-12= 245/289 WEBS 3-15= 349/348, 5-15= 271/615, 5-13=1162/851. 6-13= 260/267, 7-11=-163/325, 8- 11 =-387/373, 7-13=-762/484 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1411; B=52it; L=341t; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 441 lb uplift at joint 2, 262 lb uplift at Joint 9 and 904 lb uplift at Joint 13. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING -Verify design pa .I. and READ NOTES ON THIS AND INCLUDED UIfEK REFERANCE PAGE Ull-7473 rev. 10/0312015 BEFORE USE Design valid for use Doty with ivliTekH connectors. this design is based only upon parameters shown, and Is for an Individual buiding component, not a IRiSS system. Before use. the building designer must verify the applicability of design parameters and property incorporate Ibis design Into the overall building design. Bracing Indicated Is to buckling of individual triss web and/or chord members only. Additional temporary and permanent bracing MiTeW prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabdcatlom 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 223 W. Tampa, FL 33610 Job Truss Truss Type oty Ply 62' Grand Carlton III wM porch T11697382 M11323 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL I—> nP„c ao....,..,,,o., ,, .... — .-. , ..y.. . ID:_etC1 cxC3ixVV?huls?ypJyuFUK-_ZHIjxJhQxeUw7vcuy03i8hBKMWj DeuyLakeU2ytwRy r1-0.0 8-0-0 11.1-1 17-0-0 _II6-01 22-2-2 26.0.0 34-0-0 35-0-0 1 0-0 8-0-0 3-1-1 5-10-15 1-6.0 3-8-2 3-9-14 8-0.0 1.0-0 li 0 Scale = 1:62.3 TOP CHORD MUST BE BRACED BY END JACKS, 4x4 = ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 3x6 11 3x6 = 6x8 = 3x6 = 6x8 = 4x4 = 3x5 = 6x8 = e-0-0 1-111:1 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.10 24-35 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Veri(TL) -0.19 24-26 >987 240 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(TL) 0.02 22 n/a Na BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 194 lb FT = 0". LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc puffins. Except: BOT CHORD 2x4 SP M 30 1 Row at midpt 8-21 WEBS 2x4 SP No.3 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 Horz2=179(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 2=-376(LC 8), 27=-1146(LC 8), 26=-1470(LC 8), 22=-646(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=527(LC 13), 27=2197(LC 13), 26=2894(LC 14), 22=1015(LC 14) FORCES. (lb) - Max Comp -/Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-561/338, 3-5= 306/839, 5-7— 584/1206, 7-8— 584/1206, 8-10= 584/1206, 10-12= 584/1206, 12-13=-584/1206, 13-15= 584/1206, 15-16— 584/1206, 16-18= 584/1206,18-20= 2121/1203,20-21=-2121/1203,21-22=-2176/1197, 4-6= 173/256, 6-9— 134/313, 9-11= 114/371, 11-14= 200/419, 14-17=-102/280, 19-21=-151 /268 BOT CHORD 2-29— 195/591, 28-29=-143/463, 27-28=-143/463, 26-27=-772/440, 25-26=-393/630, 24-25— 393/630,22-24=-1014/2010 WEBS 3-29=-457/1105, 3-27=-1643/836, 5-27=-769/636, 5-26=-537/346, 13-26— 934/608, 18-26= 2360/1437, 18-24=-782/1690, 21-24— 38/353, 4-5=-618/520, 19-20= 342/310, 14-15= 549/402 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mp11; TCDL=4.2psf; BCDL=3.Opsf; h=14f; B=52ft L=34fh eave=6fh 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 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 376 lb uplift at joint 2, 1146 lb uplift at joint 27, 1470 lb uplift at joint 26 and 646 lb uplift at joint 22. 8) "Semi -rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. 9) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at 26-0-0, and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (6). Continued on Daoe 2 ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Nit-7473 rev. 1010 12015 BEFORE USE Design valld for use only with MiTekb conneclois. This design is based only upon paramelets shown, aryl Is for on Individual brIDding component, not ��' a truss system. Before rise, the building designer must verify the appllcabllly of design parameters and properly Incorporate Ihts design into the overail building design. Bracing Indicated Isio prevent Lxickling 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 InImy and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of busses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Bultding Component 6904 Parke East Blvd. Safety Informalion.avaliable from Truss Plate Institute, 218 IJ. Lee S1feel. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss ype My Ply Grand Carlton III with porch T11697382 M11323 GRA HIP 1 1 I 162' Job Reference (optional) Chambers Truss, Fort Pierce, FL i.ow s npr i n ev io mn ek mousuius, nu:. i nu uu; 2 09 E;,45 cv i r uya < ID:_etCl cxC3ixVV?huls?ypJyuFUK-_ZHljxJhQxeUw7vcuyO3iBhBKMWj DeuyLakeU2ytwRy LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 21-23=-54, 29-30= 20, 24-29— 47(F=-27), 24-33=-20, 3-11— 126(F=-72), 11-21=-126(F=-72) Concentrated Loads (lb) Vert: 29= 641(F) 24= 641(F) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M?-7473 rev. 101032015 BEFORE USE Design valid for use only with Milek9 connectors. lfris design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the Wilding designer must verify the applicability of design parameters and property IncorFxxale this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual buss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for slability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. labrlcollorl, storage, delivery, erection and bracing of Inisses and truss systems, WeANSf/TPI I Quality Criteria, DSO.89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 3 1 Z Alexandria. VA 22314. Tampa, FL 33610 Job fuss Truss Type Qty Ply 62' Grand Carbon III with porch T11697383 M11323 GRB HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL r.oav s Apr is eM6 Mi i eK msmi vunes, c. nu om cr 09'154620.7 - ye I D:SrRaEyyrgD4M7BG4raW BLW yuFUJ-Slr7xHKJAFmLXHToSiYI FMDOkmp1y5g5ZETBOVytwRx r1.0-Q 8-0-0 13.8.0 17-0-0 20-4-0 26.0-0 34.0.0 35-0-Q 1"1500 8-0-0 5-8-0 3-4-0 3-4-0 5.8-0 8.0-0 1-0-0 5x8 MT18HS= 4x10 = 4.00 12 2x3 11 46 = 2x3 It 3 23 4 5 6 7 24 5x8 MT18HS = Scale = 1:60.1 N 0 t2 O I le 4x5 — 3x6 If 4x6 -- 6x10 = Gx10 = 4x6 = 3x6 II 4x5 = LOADING (pst) SPACING- 2-0.0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.16 16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.27 14-16 >912 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.98 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Weight: 153 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-8-1 oc bracing. WEBS 2x4 SP No.3'Except* WEBS 1 Row at midpt 8-13, 6-13 4-14,7-13: 2x6 SP No.2 REACTIONS. (lb/size) 2=1296/0-8-0, 13=3993/0-8-0, 9=510/0-8-0 Max Horz 2=-90(LC 6) Max Uplift2=-871(LC 8), 13— 2549(LC 8). 9= 369(LC 8) Max Grav2=1479(LC 13), 13=4684(LC 15), 9=563(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3514/1878, 3-23=-2062/1226, 4-23=-2062/1226, 4-5= 2062/1226, 5-6=-2062/1226, 6-7-1 265/2545, 7-24= 126512545, 8-24=-1265/2545, 8-9= 692/331 BOT CHORD 2-16= 1655/3336, 15-16= 167613398, 14-15=-1676/3398, 12-13=-246/658, 11-12= 2461658, 9-11— 225/595 WEBS 3-16=-402/1155, 3-14= 1431/700, 4-14=-847/699, 7-13= 886/720, 8-13=-3505/1836, 8-11=-403/1157, 6-14=-1431/2780, 6-13=-3151/1776 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; End., 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 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 871 lb uplift at joint 2, 2549 lb uplift at joint 13 and 369 lb uplift at joint 9. 8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb Lip at 26-0-0, and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 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 Continued on Daae 2 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mllek9conneclots. Tlds design Is based only upon rxuameters shown. and Is for an Individual buullcUng 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 lernporaty and permanent tracing MiTel( B alvrays required for stabWfy and to prevent collapso with possible personal Injury and property damage. For general guidance tegarding Hie fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSO.89 and SCSI Building Component 69D4 Parke East Blvd. Safety Information available from Truss Plate institute, 218 N. Lee Slreei. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type 62'Grand Carlton III With porch ],E�tyP Tli697383 M11323 GRB HIP 11 Job Reference 0 tional .. T4... noon 7 Chambers Truss. Fort Pierce, FL LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 16=-641(F) 11=-641(F) ID:SrRaEyyrg04M78G4raW BLW yuFUJ-SIr7xHKJAFmLXHToSfYI FMDOkmpl y5g5ZETBOVytwRx ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEw-7473 rev. 1010312015 BEFORE USE Design valid for use orgy vdth MiiekG connectors. this design Is based only upon parameters shown. and Is (or an Individual bIDding component, not a trrrss system. Before use, the building designer must verity fire ar)rAICabHly of design parameters and properly Incorporale this deign Into the overall building design. Bracing indicated Is to prevent buckling of Individual (russ web and/or chord members only. Additional temporary and permanent bracing nA iI IYAT�k• is always required for stability and to prevent collapse wllh possible personal Inlwy and property damage. For general guidonce regarding the fabrication, slorage, delivery, erectlon and bracing of trusses and buss systems, seeANSI/1•PI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Leo Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 ob russ Truss Type aty Ply rand Carlton III with porch 711697384 �M11323 J2 I MONO TRUSS B ITJob Reference (optional) Chambers Truss, Fort Pierce, FL ID:x17zSizTbJCDIIrGPH1 OukyuFUI-Slr7xHKJAFmEXHToSfYIFMDYOmx3yK95ZETBOVytwRx -1-0-0 2-0-0 _ r 1-0-0 2-0-0 i 3x4 = Scale = 1:7.9 � 200 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell 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 0.05 Vert(TL) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 2 n/a rVa BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 8 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=37/Mechanical, 2=143/0-8-0, 4=21/Mechanical Max Horz 2=67(LC 10) Max Upllft3=-30(LC 10), 2= 131(LC 10), 4=-3(LC 7) Max Grav3=37(LC 15), 2=143(LC 1), 4=29(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=3.0psf; h=14ft; B=5211; L=34ft; eave=6ft; Cat. I Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C interior(1) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOLt1.60 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 20-0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 30 lb uplift at joint 3, 131 lb uplift at joint 2 and 3 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MDEK REFERANCE PAGE mi-7473 rev. 101012015 BEFORE USE Design valid for use only with MiTeRO 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 bulldirg7 design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional lemporny and permanent bracing M!Tek' Is always required for stability and to proven] collapse with possible personal injury and property damage. For general guidance regarding the fabrtcallon. storage, delivery, erection and bracing of trusses and truss systems, seeANSI/7PI I Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available train Truss Plate Institute, 218 N. Lee Morel. Sulte 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type .Qty P-(y 62' Grand Carlton III with porch T11697386 M11323 J4 MONOTRUSS B 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL —""' ^P! 3 V 4V 1 v - ' e" "'""'" ES, " "• "'" """' " ": ' "'" I D:PDYLfd_SMdK4MSQTz?ZfRxyuFUH-xyOV8dKxxYuC9Q2?ON3XnZmiTAFQhnP FouDlZxytwRw 1.0.0 4-0-0 Scale = 1:11.2 3x4 = LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL . 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.02 4-7 >999 240 BCLL 0.0 " Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight: 14 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=79/Mechanical, 2=229/0-8-0, 4=39/Mechanical Max Horz2=104(LC 10) Max Uplift3— 75(LC 10), 2= 171(LC 10), 4= 2(LC 10) Max Grav3=79(LC 1), 2=229(LC 1), 4=60(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6R; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Intertor(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psi 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 75 lb uplift at joint 3, 171 lb uplift at joint 2 and 2 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design voitd for use only with MITefr0 connectors. lids design is based only upon parameters shown. and Is for on Individual building component, not �� a truss system. Before use, 11te building designer must verify the applicability of design parameters aril properly Incorporate Ihts design Into the overall building design. Bracing Indicated Is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing nn MiTek` Is always reclUted 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, seeANSI/TPIi Quality Criteria, DSB-89 and SCSI Building Component 6904 Padre East Blvd. Safety Information available train Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria VA 22314. Tampa, FL 33610 ssrussType Qty y 62' Grand Carlton III with porchT11697386 I1 �Jru M11323 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Fort Pierce. FL 1-0-0 3x4 = 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Jul 27 09:15:47 2017 yoga 1 I D:tP6jtz-j7xSx_c_tXi4uz9yuFUG-xyOVBdKxxYuC90270N3XnZmdMABW hnPFouDlZxylwRw LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.04 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.09 4-7 >790 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=120/Mechanical, 2=321/0-8-0, 4=54/Mechanical Max Horz2=142(LC 10) Max Upiift3=-117(LC 10), 2=-218(LC 10) Max Grav3=120(LC 1), 2=321(LC 1), 4=89(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:14.8 PLATES GRIP MT20 2441190 Weight. 20 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=61t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Interior(1) 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 nonconcunent 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 tali by 2-0-0 wide will tit 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 117 lb uplift at joint 3 and 21 B lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0-7473 rev. fOM312015 BEFORE USE Design valid for use only with i,ATekO connectors. This design Is based only upon p:ameters shown. and Is for an individual twild(ng component, not a truss system. Before use, the buliding designer must verity file applicability of design parameters and properly Incorporate iris design Into the overall building design. Bracing Indicated Is io 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 MiTeW fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I QuaBly Cdleda, 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 yp� a -- — Qty Ply Carlton III with porch T11697387 Ml 1323 JB MONO TRUSS 20 1 162'Grand Job Reference o tional Chambers Truss, Fort Pierce, FL 1-0-0 3x4 = 7.640 s Apr ra 2016 wrier nmusines, MC, ,uu ow a. UU.,o.-,U ZUage I D:tP6jtz_j7xSx_c_fXi4uz9yuFUG-PByuMzLZis03nadBa4amKnJrKZRCQEfO 1 Yyl5NytwRv Scale = 1:17.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.10 4-7 >972 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.27 4-7 >350 240 BCLL 0.0 Rep Stress Incr YES WS 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Mairix-M) Weight: 26 lb Fr = 0% LUMBER- BRACiNG- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-9-12 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (lb/size) 3=164/Mechanical, 2=411/0-8-0, 4=68/Mechanical Max Harz 2=180(LC 10) Max Uplift3=-160(LC 10), 2=-265(LC 10) Max Grav3=164(LC 1), 2=411(LC 1), 4=118(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Interior(l) 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 160 lb uplift at joint 3 and 265 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. © WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII-7473 rev. 1010312016 BEFORE USE Design valid for use orgy with MliekS connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a Iarss system. Before use, the building designer must verify the applicatAlly of design pammetets and properly Incorporate this design Into the overall building, deslgn. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from truss Plate Instilute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 -- Truss Truss Type 'Qty Ply 62' Grand Carlton III with porch T71697388 M11323 KJe MONO TRUSS 4 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 Mi rek Industries, Inc. Thu Jul 27 09:15:48 2017 Page 1 ID: Lcg54J?LuEancmZr4Qb7 W MyuFU F-P8yuMzLZisO3nadBa4amKnJsZZZLQBwOi Yyl5NytwR, 1-5-0 3-11-12 Scale = 1:20.8 3x4 = 3x4 = - 4 LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 TCDL 7.0 Lumber DOL 1.25 BC 0.26 BCLL 0.0 ' Rep Stress Incr NO WB 0.43 BCDL 10.0 Code FBC20141TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=207/Mechanical, 2=482/0-11-5, 6=556/Mechanical Max Horz2=244(LC 8) Max Uplift4= 207(LC 8), 2=-312(LC 8), 6=-277(LC 8) Max Grav4=250(LC 13), 2=482(LC 1), 6=574(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3_ 1090/498 BOT CHORD 2-7=-662/1072, 6-7=-662/1072 WEBS 3-7=0/309, 3-6=-1177/727 DEFL. in (loc) i/dell Ud PLATES GRIP Vert(LL) 0.05 7-10 >999 360 MT20 244/190 Vert(TL) -0.11 7-10 >999 240 Horz(TL) 0.02 6 n/a n1a Weight: 44 lb FT = 0°b BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 9-0-4 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft B=52ft; L=34ft; eave=6ft Cat. If; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 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. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 207 lb uplift at joint 4, 312 lb uplift at joint 2 and 277lb uplift at joint 6. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) 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) Veit: 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=10)-to-5= 56(F= 18, B=-18) 0 WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M I-7473 rev. 1010312015 BEFORE USE Design valid for use only with Mllek0 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 musl verify the applicability of design pararnefois and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dollvery, erection and bracing of trusses and In= systems, seeANSI/TPI I Quality Criteria, DS8-89 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 33810 Symbols Numbering System ® General Safety Notes 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-'/1 d' For 4 x 2 orientation, locate plates 0-'4 from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. 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, 6-4-8 1 dimensions shown In ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS a 0 U 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 MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI, 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1, 7, Design assumes trusses will be suitably protected from the environment In accord with ANSI/TPI 1. 8, Unless otherwise noted, moisture content of lumber shall not exceed I W. of 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, 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 celling 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.