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mm W1 0 MiTek' Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: M11323 - 62' Grand Carlton III with porch MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: WYNNNE DEVELOPEMENT CORP Project Name: M11323 Model. a,5 ff610-4115 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. I Seal# Truss Name Date 1 1 T11697376 A 7/27/17 12 _1 T11697377 1 A5 1 7/27/17 13 1 T11697378 1 A6 ) 7/27/17 14 T11697379 1 A7 1 7/27/17 15 T11697380 1 A8 1 7/27/17 6 T11697381 A9 7/27/17 L7 T11697382 GRA 1 7/27/17 18 1 T11697383 1 GRB 1 7/27/17 19 I T11697384 I J2 1 7/27/17 1 110 I T11697385 I J4 1 7/27/17 1 Ill I T11697386 I J6 1 7/27/17 1 12 l T11697387 1 J8 1 7/27/17 113 I T11697388 1 KJ8 1 7/27/17 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: Alban!, 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 .P$1. .. •rF 39380 TAT E OF i i Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 699 Parke East Blvd. Tampa FL 33610 Date: July 27,2017 Albani, Thomas 1 of 1 Job I russ Truss Type City Ply 62' Grand Conlon III with porch M11323 A COMMON 9 1 t376 Job Reference (Optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 M7ok Industries, Inc. Thu Jul 27 09:15:41 2017 Page 1 I D:a3B4 PavKnnZweXyJckSFBgyuFUN•6o1 EuZGAMi82RVbrf6y7Yl W e3167Hx 1 MOymOMHy1wS0 r1-0-q 6.7-13 12.4.13 17.0.0 21.7.3 27.4.3 34-0.0 $-'0.0 1 0 0 6-7.13 5.9.0 4-7.3 4.7-3 5-9.0 6.7-13 1.0.0 4.00 12 4x4 = 25 Scale = 1:59.2 17 — 15 "" ". 14 .•. 12 45 — 2x3 II 4x6 3x8 = 3x8 = 4x6 = 2x3 11 45 = 6.7-13 12-4-13 21.7-3 27-4-3 34-0.0 , 6-7.13 1 5-9.0 r 9.2-7 I 5.9.0 I 6.7-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 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 WB 0.57 Horz(TL) 0.14 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 163lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc purlins. 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=1362/0-8-0, 10=1362/0.8.0 Max Horz 2=179(LC 9) Max Uplift2=-832(LC 10), 10=-832(LC 10) FORCES. (lb) - Max. Cornp./Max. Teri. - 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, FILE COPY 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: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=141t B=52fh L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpl=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) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.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) 50lb 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 destgn/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 (pit) Vert: 1-6=-54, 6-11_ 54, 18-21=-20 Concentrated Loads (lb) Vert: 24=-50(F) 25=-50(F) Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII--7473 rev. 1MZ2015 BEFORE USE Design valid for use only wilh MRekO connectors. ltlis 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 tveb and/or chord members oNy. Addillonal temporary and permanent bracing Welk' Is always required for stability and 10 prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrk:ailon, storage, delivery• erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job cuss cuss ype Oly Grand Cmiton III with porchT11607377 AS SPECIAL 9 7y62' b Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Jul27 09:15:41 2017 Page, 1 ID:2GIScwwyY5hnGhXVARzUkuyuFUM-6o1 EtrZGAMi82RVbif6y7YIWXdll6HyJMOymOMHytwSO r1.0.0 7.8.5 10.6.4 , 17.0.0 i 20.4.8 26.4.0 34.0.0 �5.0.0 1-0.0 7.8.5 2-9.15 6.5.12 3.4.8 5.11.8 7.8.0 6 3x10 = 2.00 12 4.00 12 5x8 II 13 12 5x12 = 2x3 II Scale = 1:61.2 3x6 = 10.6-4 20-4-8 26-4-0 34-0.0 10-6-4 9.10.4 5-11-8 7-8-0 Plate Offsets (X Y)-- 12:0.2-2 0-0-71 14:0-3-0 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.74 14 >553 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Verl(TL) -1.48 13-14 >275 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES W B 0.49 Horz(TL) 0.43 10 n/a n/a BCDL 10.0 Code FB02014f P12007 (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 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 mIdpf 6-14 6-14: 2x4 SP M 30 REACTIONS. (Ib/size) 2=1297/0-8-0, 10=1327/0-8-0 Max Harz 2=179(LC 9) Max Uplift2=-795(LC 10), 10=-812(LC 10) FORCES. (Ib) - 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 FILE COPY 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=4.2ps1; BCDL=3.Opsf; h=14ft; 6=52ft; L=34ft eave=6fh Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Interlor(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 fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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. 0 WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev, 1010312015 BEFORE USE Design valid for use only with MITekMD conneclors. This design Is based only upon paromeleis shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporale 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 stabilify 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 buss systems, scee.ANSI/TPI I Quality Criteria, DSB-89 and SCSI Bullding 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 ty' Ply 62' Grand Codlon III with porch T11607378 MI1323 A6 SPECIAL 1 1 Job Reference (optional) S'42 20 7 P 1 Chambers Truss. Fort Pierce, FL 7.640 s Apr 1D 2016 MrYak Industries. Inc. Thu Ju127 —:1 . 1 age ID:2GIScwwyY5hnGhXVARzUkuyuFUM-a_bc5vGo70Gv3fA1 DpTM4W3jD9Mu0KDVec\ _ujytws? 1.0• 8.11.11 16-0.0 10.0.0 20.4.8 25.11.15 34.0.0 5.0• •GO 8.11-11 7.0.5 2.0.0 2.4.8 6.7-7 8.0-1 1.0.0 n1 6 300 = 2.00 12 4.00 12 6x8 = 5x6 = Sx6 = 2x3 II 3x6 = Scale: 3/16"=1' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.68 14 >601 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vett(TL) -1.13 14-17 >362 240 MT18HS 244/190 BCLL 0.0 Rep Stress incr YES W B 0.83 Horz(TL) 0.41 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 156 lb 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. (Iblsize) 2=1298/0-8-0, 9=1326/0-6-0 Max Horz2=169(LC 9) Max Uplift2=-796(LC 10), 9=-811(LC 10) OPY- TOPCHORDFORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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 , 12_ BOT CHORD 2-14=-2960/5111, 13-14=-1169/2301-13=-1098/2141, 11-12— 1604/2799, 9-11=-1604/2799 WEBS 4-14=-487/502, 5-14= 1654/2900, 5-13=-402/193, 6-13— 176/517, 8-12=-764/560, 8-11=01257 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDI-4.2psf; BCDL=3.Opsh h=14ft; B=52ft; L=34fh 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 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. Q WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE M11-7473 rev. IM312015 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 paramelerss and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord rnembers only. Additional temporary and pemranenl bracing MiTek' Is always required for siablitty and 10 proven] collapse with possible personal injury and properly darnage. For general guidance regarding The fabrication, storage, delivery• erection kind bracing of trusses and tarsssysterns, seeANSi/TPIi Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate institute, 21814. Lee Street Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss rus5 Type ly, y 62' Grand Coition III with porch T11697379 M11323 A7 SPECIAL 1 1 Job Reference (optional) Chambois Truss, Foil Pierce, FL r.oau s t,pr ry zero ".—It It muusmes, nm. 1 ul JAI2i 09.15.43 Zv I e" I D: W SJgpGwal Ppeur6hk9UjG5yuFUL-2A9?I FHQuKOnigpIDnX_bdjbItYj W Ikl fIGFXQAytwS_ r1 0 q 8.10.10 , 14.0.0 , 20.0.0 25-11.15 , 34-0.0 $5.O-Q 1.0.0 8-10.10 5.1.6 6.0.0 5-11-IS 8-0-1 1• 0 3x10 = A nnFi�' 2.00 12 6x10 MT18HS = 5x6 = IV 502 = 2x3 II Scale = 1:62.3 v 0 4x5 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 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 FBC2014ITP12007 (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 pLlrlins. 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. Comp./Max. 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 FILE COPY WEBS 3-11=-412/429, 4-11=-1413/2588, 4-10=-810/448, 5-10— 174/455, 6-10=-636/456 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=34f1; eave=6ft; Cat. II; Exp C;.Encl., GCpl=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 joinl(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) 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) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING. Verity design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE 11411-7473 rev. 1e/03/201S BEFORE USE Design valid for use only wlitl Mlrek0 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, nor � a truss system. Before use, the building designer must verify the applicability of design pararnelers and properly incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and pennonenl bracing MiTe k' prevent Is always required for stabfilty and to prevent collapse wilh posslble personal Injury and properly darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of Misses and truss system& seeANSI/TPI l Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 21811. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job fuss Truss Type Qly' Ply Carlton III with porch T11607300 tt411323 All SPECIAL 1 1 162'Grond Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Jul 27 09:15:43 2017 Pago 1 I D: W SJgpGwal Ppeur6hk9UjG5yuFUL-2A971 FHQuKOmgpIDnX_bdjbuZYjblpgitG FXQAytwS_ ri•0•q 8.8.4 , 12.0.0 , 15.0.4 20•t•8 , 22-0-0 , 24.8.12 34.0.0 $5.0.0 1.0.0 8-8.4 3.3.12 3-8-4 4.8.4 1-7-8 2.8.12 9.3.4 40.0' Scale = 1:62.2 5x6 = 4.00 12 3x4 = 2x3 If 4x8 = 20 5 6 21 7 era /i 12 11 5x12 = 4x6 = 3x4 = 3x10 = 2.00 F12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 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 244/190 BCLL 0.0 ' Rep Stress incr YES WB 0.69 Horz(TL) 0.39 9 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (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 purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-1.12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (ib/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. Comp./Max. 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— 3801/2422, 5-6_ 2464/1693, 6-21=-2472/1702, 7-21=-2472/1702, 7.6=-2492/1650, 8-9=-2808/1824 BOT CHORD 2-13=-3045/507B, 12-13=-1898/3180, 11-12=-1289/2331, 9-11=-1573/2593 FILE COOV 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; VLIIi=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34fh eave=6fh 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 20.0psi 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 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. Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEIVREFERANCE PAGE M11.7479 rev. 10/012015 BEFORE USE. ' Design valid for use only with Mriekb connecfors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into The overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bra•1ng MiTek• is always required for stabllify and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erecllon and bracing of Musses and truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available train Truss Plale Institute. 210 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Jo Cuss Truss Type lily y 62' Grand Conlon III will) porch T11697381 M11323 A9 HIP 1 1 Job Reference (Optional) Chambers Truss. Fort Pierce, FL 7.640 s Apr 10 2016 MPTok Industries, Inc. Thu Jul 27 09:15:44 2017 Page 1 I D _eIC 1 cxC3ixVV?I1uls?ypJyuFUK-W NjN W bl3fd W dlzKOLEVgAx8Bwygq UDQo6w_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•Q 1-0-0 6.7-15 1 14 5-1-2 3.8.0 3.4.1 6.7-15 4.00 12 3x5 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 4x4 = 3x4 2x3 II 4x8 = = 4 22 5 6 23 7 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 15 14 13 12 1'1 3x8 = 3x6 = 6x8 = 3x6 = 3x4 = Scale = 1:60.1 3x5 = CSI. DEFL. in (loc) Well Ud PLATES GRIP TC 0.24 Vett(LL) -0.1713-15 >999 360 MT20 2441190 BC 0.49 Vert(TL)-0.4213-15 >574 240 W B 0.85 Horz(TL) 0.02 13 n/a n/a (Matrix-M) Weight: 156 lb FT = 0 % BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. REACTIONS. (lb/size) 2=687/0-8-0, 9=382/0-8-0, 13=1554/0-8-0 Max Horz2=-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. Cornp./Max. 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=-88/269, 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 - - 4... C-ox 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=61h Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Interfor(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) 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 tit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 441 Ib 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. Q WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIJ-7473 rev. 10/0312015 BEFORE USE Design valid for use only with MITekCni connectors. Ttds design is based only upon parameleis shown. and is fol an individual building component, nol � a truss system. Before use. the building designer must verify the applicabllity, of design pararnelers and properly Incorporate this design info the overall buildingdesign. Bracing Indicated Is to prevent budding of Individual truss web and/or chord members only. Addillonal lemporaryand permanent txacing Welk Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general gtgdarlce regarding fhe fabrication• storage, delivery- erection and bracing of Inrsses and puss syslems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Role Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Fuss FUSSType ly ♦b y 62' Grnnd Ca III with porch T11807382 JJob M11323 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Fon Pierce, FL r.uv .mp 1- —11 av .,uu , I D:_etC 1 cxC3ixVV?hull?ypJyuFUK-_ZHljxJllQxeUw7vcuyO3i8t1BKM Wj DeuyLakeU2ytwRy r1-0•Q B•0.0 11-1-1 , 17.0.0 18•G•0 22-2-2 26.0.0 34-0.0 76.0-q 1 0 8.0.0 3.1-i 5.10.15 1•G•0 3.8-2 3-9-14 8-0-0 1-0 Scale = 1:62.3 TOP CHORD MUST BE BRACED BY END JACKS, 4xa = ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 3t 0 3x6 II 3x6 = 6x8 = 3x6 = 6x8 = 4x4 3x5 = 6x8 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TC 0.90 BC 0.44 W B 0.96 (Matrix-M) DEFL. in (loc) Well Ud Vert(LL) 0.10 24-35 >999 360 Verf(TL) -0.19 24-26 >987 240 Horz(TL) 0.02 22 n/a n/a PLATES GRIP MT20 244/190 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 pUrlins. 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 Horz 2=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 (lb) or less except when shown. TOP CHORD 2-3=-561/336, 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, fi� Ma AD 16-18=-584/1206, 18-20=-2121/1203, 20-21=-2121/1203, 21-22=-2176/1197, 4-6=-173/256, 6-9= 1341313, 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, FILE COFY 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=128mph; TCDL=4.2psh BCDL=3.Opsf; h=14fh 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) 967lb down and 461 lb up at 26-0-0, and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection 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 (B). Continued on Daae 2 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 11411--7473 rev. 10/03,2015 BEFORE USE. Deslgn valid for use only wllh MlTekurl conneclors. B11s design is based only upon parameters shown, and is for an Individual Wilding component, not �� a truss system. Before use, the building designer must verity the apf�llcobility of design parameters and properly Incorporate this design into the overall building design. Bracing indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always required for stability and io prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabilcalton, storage, delivery, erection and bracing of trusses and Inrss systems. seeANSI/TPI1 Quality Criteria, DS8.89 and BCSI Building Component 6904 Parke East Blvd. Solely Information available from Truss Plate Institute, 210 N. Lee Sheol. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 o russ russ Type ty y Carllon III with porch T11G07382 M11323 GRA HIP 1 1 162'Grond Job Reference optional Chambers truss, roil NlerCe, r•L 11N, 10 , ,.,,,., .., I D:_etC 1 exC3ixVV?huls?ypJyuFUK-_ZHljxJliQxeUw7vcuy03i811BKMWj6eWakeU2ytwRy LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=125, 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) 0 WARNING. Verily design parameters and READ NOTES ON 770S AND INCLUDED MrrEK REFERANCE PAGE MO-7473 rev. 1010=015 BEFORE USE Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component. not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate Ihls design Into Me overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for slab tidy and 10 prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcatlon, storage. delivery, erection and bracing of trusses and (russ systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 21814. Lee Street. Suite 312, Abexandrla, VA 22314. Tampa, FL 33610 Job Truss fuss ype aty y 62' Grand Canton III with porch 711697383 M11323 GRB HIP 1 1 Job Roforonco o tional n47 Pa 1 Chambers Truss, Foil Pierce, FL r.ary s np . < .—GA , muss, as, N.C.0 I D:SrRa EyyrgO4M78G4raW BLWyuFUJ-Slr7xHKJAFmEXHToS1Yl FMDOkmpl y5g5ZETBOVytwRx F1.0-q B 0 0 13.8.0 17.0.0 20.4.0 2G•0.0 34-0.0 35.0.0 1.0.0 8-0-0 5.9.0 3.4 0 3.4.0 5.8.0 8.0.0 i-0.0 5x8 MT18HS = 4x10 = 4.00 12 2x3 II 4x6 = 2x3 II 3 23 4 5 G 7 24 5x8 MT18HS = Scale = 1:60.1 16 15 14 18 12 ll 4x5 — 3X6 II 4x6 = 6x10 = 6x10 = 46 = 3X6 II 45 — LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0,79 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 FBC2014lTP12007 (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 purlins. 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 nlidpt 8-13, 6-13 4-14,7-13: 2xG SP No.2 REACTIONS. (lb/size) 2=1296/0.8-0, 13=3993/0-8-0, 9=510/0-8-0 Max Horz2=-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— 2062/122G, 6-7= 1265/2545, 7-24= 1265/2545, 8-24=-1265/2545, 8.9=-692/331 BOT CHORD 2-16=-1655/3336, 15-16= 1676/3398, 14-15=-1676/3398, 12.13=-246/658, 11- 1 2=-246/658, 9.11=225/595 WEBS 3-16= 402/1155, 3-14= 1431/700, 4-14=-847/699, 7-13= 686/720, 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; VUIt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.Opsf; h=1411; B=52ft; L=341h eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chard live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will tit 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 up at 26-0-0, and 967lb 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=-1 31 (F=-77), 8-10=-54, 16-17=-20, 11-16=49(F= 29), 11-20— 20 Continued on Daae 2 WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/032015 BEFORE USE �� Design valid for use only with Milelie connectors. iNs design is based only upon paromefers shown. and Is for an individual LuRding component, not a truss system. Before use. the bullring designer must verify the appiicabllity of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible porsonal injury and property clarrrage. for general (guidance regarding the fabrlcallor storage• delivery. erection and bracing of trusses and irusssystems, soeANSI/7PI1 Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke East Blvd. Safety Information availoblo from Truss Plate Institute, 218 IJ. Lee Street, Suite 312. Nexandria, VA 22314. Tampa, FL 33610 Jab Truss Ttuss Type ly 62' Grond Calton III with porchTil6 383jv111323 GRB HIP [01(yl 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 16=-641(F) 11=-641(F) t.bqu s Apr i a zuib rvm eK mausuies, urc. r nu aw zr uu: 6:qb zvr t Pogue I D:SrRa Eyyrg04M78G4 ra W BLWytiFUJ-Slr7xFIKJAFmLXHToSf YI FM DOkinp 1 y5g5ZETSOVytwRx FILE COPY Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MO--7473 rev. 10/0=015 BEFORE USE r� Design valid for use only wllh MITeku connectors. This design is based only upon parameters shown, and Is for an individual building component, not �� a muss 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. Addltlonal temporary and permanent bracing MOW is always required for sfobXlity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcallort storage, delivery, ereclion and bracing of trusses and him systems, w.ANSI/TPIi Quality Criteria, DSB-69 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 H. Lee Street. Suite 312. Alexandria. VA 22314. Tempe. FL 33610 oJTruss ss ype cu 6ty y 62' Grnnd Carlton Ill wilh porch T116973QA M11323 IJ J2 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MI I ox Indusuies, Inc. Thu Jul 2/ Ou:16:46 20 i t Pogo 1 ID:xl?zSlzTbJCDIIrG PH 1 OukyuFU I-Slr7xHKJAFmLXHToS1Yl FMDYOmx3yK952ETBOVyiwRx .1.0.0 2.0.0 1.0-0 2.0.0 3x4 = LOADING (p81) SPACING- 2-0-0 CSI. DEFL. in (loc) I/detl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(rL) -0.00 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 FBC2014lrP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. ob/size) 3=37/Mechanical, 2=143/0-8-0, 4=21/Mechanical Max Horz 2=67(LC 10) Max Uplift3=-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. Scale= 1:7.9 PLATES GRIP MT20 244/190 Weight: 8 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; 13=52f1; L=34ft; eave=61h Cat. 11; Exp C; Encl., GCpl=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 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcllrrenl 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 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. r r`{ Q WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MnEKREFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mriek®conneclors. This design Is based only upon parameters shown. and Is for an Individual building component, not � a Russ system. Before use. the building designer must verify the applicability of design pararnelers and properly Incorporate Ihis design Into Ole overall building design. Bracing indicated Is to prevent budding of Individual trussweb and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stabiiity and to prevent collapse wilh possible personal Irgury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of musses and inw system% se.eANSI/1PI1 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, Mexandtla. VA 22314. Tampa, FL 33610 Job Truss rUss I ypo ly y 62' Grond Codlon III with porch T11697385 JAI 1323 J4 MONO TRUSS 8 1 Job Reference (optional) 4 17 P 1 Chambers Truss, Fort Pierce, FL 7.640 $ Apr 19 2016 MiTok Industries, Inc. Thu Jul 27 09. 15. 7 20 ago ID:PDYLfd_5MdK4MSQTz?Zf RxyuFUH-xyOVBdKxxYuC9Q2?ON3XnZiniTAFQI1nPFouDlZxytwRw 1.0.0 1 4-0.0 Scale = 1:11.2 3x4 = 4-0-0 1 LOADING (pst) SPACING- 2-0.0 CSI. DEFL In (loc) I/deft Lid 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 Stresslncr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (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 purfins. 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. Tell. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; VUlt=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst; BCDL=3.Opsh h=14ft; 13=52ft; L=34fh eave=6ft Cat. II; Exp C; Encl., GCpl=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 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. Q 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 an Individual building component, not a truss system. Before use, the bullding 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. Addllional temporary and permanent bracing MOW Is always required for stability and to proven] collapse with possible personal hJury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and huscsystems. seeANSI/TPII 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 russ T fuss ype ly y 62' i rmnd Cnrllon III with porch T71697366 M11323 JG MONO TRUSS 6 t r Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. I hu Jul 27 09:15:47 2017 Page 1 ID:IP6jtz_j7xSx_c fXi4uz9yuFUG-xyOV8dKxxYuC9Q2?ON3XnZindMABWhnPFouD)ZxytwRw r -1.0.0 r 6.0.0 r 1.0.0 6.0.0 30 = LOADING (p$f) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl 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 Stresslncr YES WB 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 Horz 2=142(LC 10) Max Upllft3=-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 (Ib) or less except when shown. Scale = 1:14.8 PLATES GRIP MT20 244/190 Weight: 20 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins. 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=14fh B=52ft; L=341t; eave=6fh Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Interlor(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 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 117 lb uplift at joint 3 and 218 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. FILE COPY Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MilekO conneclors. 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 appllcablilty of design parameters and properly Incorporate This design Into the overall building design. Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For General Guidance regarding the fabxkallon, 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. 21811. Lee Street. Suite 312- Alexandria. VA 22314. Tampa, FL 33610 Job russ Truss Type ally, Ply Conlon III will) porch T11697387 M71323 JO MONO TRUSS 20 1 162'GfDnd Job Reference (Optional) Chambers Truss, Fort Pierce, FL 3x4 = 8.0.0 7.640 s Apr 19 2016 MTok Industries, Inc. Thu Jul 27 09:15:48 2017 Pogo 1 I D:tP6j Iz-j7xSx_c_fXi4tlz9yuFUG-P8yuMzLZis03nadBa4amKnJrKZRCOEfOl Yyl5NytwRv Scale = 1:17.7 Plate Offsets (X,Y)-- f2:0-1-2,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 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 W B 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014frPI2007 (Matrix-M) Weight: 26 lb FT = 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 Horz2=180(LC 10) Max Upllft3=-160(LC 10), 2= 265(LC 10) Max Grav3=164(LC 1), 2=411(LC 1), 4=118(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=4.2psh BCDL=3.0psh h=14fh B=52f1; L=34fh eave=6ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Interlor(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 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. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M TEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. t• Design valid for use only Win Mllek® connectors. This design is based only upon parameters shown, and Is for an individual IxIDding component, not ��• a truss system. Before use, the building designer must verity the applicability of design porameleis and properly incorporate this design Into the overall building design. Bracing indicated Is 10 prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and 10 prevent collapse with possit4o petsonal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of misses and lass 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 Jo russ ly ply 62' Grand Carlton III with porch T71607388 M11323 KJ6 ITrussrype MONO TRUSS 4 1 1 Job Reference (optional) chambers Truss, Fan Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Jul 27 09:15:48 2017 Page 1 I D:Lcg54J?LuEancmZr4Qb7 W MyuFUF-P8yuMzLZisO3nadBa4amKnJsZZZLQBw01 Yyl5NytwRv •1.5.0 7-3.4 , 11.3.0 r 1-5.0 7-3.4 3.11-12 Scale = 1:20.8 3x4 = 3x4 = 7-3-4 —r 3-11-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.05 7-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.11 7-10 >999 240 BCLL 0.0 ' Rep Stress Incr NO W B 0.43 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2014lf P12007 (Matrix-M) Weight: 44 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=207/Mechanical, 2=482/0-11-5, 6=556/Mechanical Max Herz 2=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 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 9-0-4 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.Opsf; h=14fh B=52fh L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpI=o.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 277 lb uplift at joint 6. 7) "Semi -rigid pitctlbreaks 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) 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=10)-to-5=-56(F=-18, B=-18) FILE COPY-' Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MIT EKREFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MITek6D connectors. ]his 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 ltre applicab011y of design parameiers 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 ' MOW is always required for stabilily 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 Informaflon available from Taus Plate Institute, 21814. Lee Street. Suite 312. Alexandria VA 22314. Tampa, FL 33610 Symbols - ( Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenth Apply plates to both sides of to and fully embed teeth. 0-1/1 d' For 4 x 2 orientation, locate plates 0-'Ad' 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 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI l : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ]CC -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 m llllllilw W1 8� MiTek & MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. dicgonol or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stock materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% 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, heclth 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.