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RE: M11323 - 62' Grand Carlton III with porch Site Information: 6904 Parke East Blvd. Customer Info: WYNNNE DEVELOPEMENT CORP Project Name: M11323 ModelTp1a11236104115 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 G1 5-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# I Truss Name I Date 1 T11697376 1 A 1 7/27/17 12 1 T11697377 1 A5 1 7/27/17 1 13 1 T11697378 1 A6 1 7/27/17 1 14 1 T11697379 1 A7 1 7/27/17 1 15 I T11697380 I A8 1 7/27/17 16 1 T11697381 1 A9 1 7/27/17 7 1 T11697382 1 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 Ill I T11697386 I J6 1 7/27/17 112 I T11697387 I J8 1 7/27/17 113 I T11697388 1 KJ8 1 7/27/17 1 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE' The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these 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. ti��' oars. iN DEC 2 6 1017 Pi J NA. ITT I1,G St. Lucie Gousity, FL `A. N. q`e��,,% �,``r.• G S .72,0. 00 o 39380 :�•.• TATE OF <C/ . `S�O N Ak- Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cen 6634 6994 Parke East Blvd. Tampa FL 33610 Date: July 27,2017 Alban, Thomas 1 of 1 Job Truss Truss Type • Qty Ply Carlton III with porch T11697376 M11323 A COMMON 9 1 162'Grand Job Reference (optional) Chambers Truss, Fort Pierce, FL /.640 s Apr i 9 20i 6 MI I eK Inausrnes, Inc. Thu dui 27 09; Io.41 —I f eo I D:a3B4PavKnnZweXyJckSFBgyuFUN-6o1 EuZGAMi82RVbrf6y7Yl W e3167Hx1 MQymQMHytwSO rt 0-Q 6-7-13 12-4-13 17.0.0 21-7-3 27.4.3 34-0.0 r15-0-q 6-7-13 5-9-0 4-7-3 4-7-3 5-9-0 fi-7.13 �1 6 4x5 = 4.00 12 4x4 = 25 17- 15 -- -- 14 - - 12 2x3 11 4x6 = 3x8 = 3x8 = 4x6 = 2x3 II Scale = 1:69.2 4x5 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 " BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress incr YES Code FBC20141TPI2007 CSI. TC 0.34 BC 0.55 WB 0.57 (Matrix-M) DEFL. in (loc) Weft Ud Vert(LL) 0.29 15 >999 360 Vert(TL) -0.72 14-15 >567 240 Horz(TL) 0.14 10 rda nla PLATES GRIP MT20 244/190 Weight: 163 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-7 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=136210-8-0, 10=136210-8-0 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=-318B/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, 9-14-5501403, 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=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=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 = IO.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 832 lb uplift at joint 2 and 632 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 Ib 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 + Root 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) ® WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED M1TEX REFERANCE PAGEMB-7473 rev. 101032015 BEFORE USE. Design valid for use only with MfTel(D connectors. This design is based only upon parameters shown, and Is for an individual building component, not � a Inks system. Before use, the Wilding designer must verify the applicability of design parameters and property Incorporate IhIs design Into the overall building design. Bracing Indicated Is to buckling of Individual huss web and/or chord members only. Additional temporary and permanent bracing 61r+liTek` prevent Is always required for stabillly and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of musses and truss systems, seeANSI/7P11 Quality Cdteda, OSB.89 and BCSI Building Component 6904 Parke EasLBivd. Safety Information available from truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. i Tampa, FL 33610 Job rust'---s--�--^ 'Type •Qly Ply 62' Grond Cnrlton III with porchuS6T11697377 M11323 AS TI'IECIAL 9 1 Job Reference o tiortal 7 64D s Apr 19 2016 MiTek Industries Inc. Thu Jul 27 09:15:41 2017 Page 1 Chambers Truss, Fort Pierce, FL I D:2GIScwwyY5hnGhXVARzUkuyuFUM-6o1 EuZGAMi82RVbri6y7Yl W Xd116HyJMQymQMHytwSO 1 0 Q 7-8-5 1064 i 17-0-0 20.4.8 26-4-0 i 34-0-0 �5-0-q �y-p•0 7-8-5 2-9�� 6.5.12 3-4-8 5-11-8 7-8-0 1 0 0 k Scale = 1:61.2 3x10 2.00 12 4.00 12 5x8 11 3x6 = 5x12 = 2x3 II 7.8-0 Plate Offsets X Y -- 2:0-2-2 0-0- 4:0-3-0 Ed e LOADING (psi) SPACING- 2-0-0 ^CSI. DEFL. in (loc) Well Ltd 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 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 rda BCDL 10.0 Code FBC2014lrPI2007 (Matrix-M) Weight: 154 lb FT = 0°b LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc puffins. 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; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=5211; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MIN FRS (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) 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 ANSVTPI 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. ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 reV. 10/03/2015 BEFORE USE71bra-cIng � Design vaild for use only with Mlrel(0 connectors. Th% design Is based only upon parameters shown, and is for an Individual building component a Truss system. Before use, the building designer roust verify Ilre applicability of design paFameters and properly Incorporate this design Into the �g T i building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permoMi ekis always required for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery, erection and bracing oftrusses and traSSsystems, seeANSI/TPiI Quality Criteria, DSB-69 and BCSI Building Compon6904 Parke East Blvd. Tampa. F Safety Information available from Truss Plate Institute, 218 N. Lee Skeel. Suite 312, Alexandria, VA22314. L 33610 Job russ Type P y 62'Grand Carlton III wuh porchT71697378 M11329 A6 T"USs IAL Joty 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7,640 . AN1 v 20 jv N"' °" """" '°'• '" ' ID:2GIScwwyY5hnGhXVARzUkuyuFUM-a_bc5vGo70Gv3fA1 DpTM4W3jD9Mu0KDVecV_ujylwS? 1-0- 8-11-11 16-0.0 18-0-0 20.4-8 25-11.15 34-0-0 5.0- -D-O 8-11-11 7-0-5 8-0- 2-4-8 5-7-7 8-0-1 -0-0 ra 6 3x10 -. 2.00 F 12 4.00 12 6x8 = 5x6 = 5x6 = 2x3 it 3x6 = Scale: 3/16"=1' LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft 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 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(TL) 0.41 9 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) Weight: 156lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30'Except- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 3-5: 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. Comp./Max. 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=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; TCDL=4.2psf; BCDL=3.Opsf, h=14ft; 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) 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 tit between the bottom chord and any other members. 7) Bearing at joints) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of 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 MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE M-slgn for use only with Milel0 conneclors. This, design Is based only upon parutnetets shown, and Islor an Individual budding corn ponent, not valid a Truss system. Before use, the building designer must verity the applicability of design parameters and pioperiy incogxaafe Ihis design Into the overall building design. Bracing Indicated Isla prevent buckling of Individual truss web and/or chord mombers only. Additional temporary and permanent bracing Ty� MiTe.. k' Is always required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the fabrfcaflon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, OSS-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2181V. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Jo Truss Truss Type Oty Ply Carlton 111 with porch T11697379 M11323 A7 SPECIAL 1 1 162'Grand Job Reference (optional) Th J 127 09:15:43 2017 Pa e 1 Chambers Truss, Fort Pierce. FIL 7.640 S Apr 19 2016 MTek Ind uslrie I. (I IC- u u g I D: WSJgpGwal Ppeur6hk9UjG5yuFUL-2A9?I FHOuKOmgpiDnX_bdjbtrYjW Ikl ftGFXOAytwS_ 1 0 q 8 10-10 14-0-0 20-0-0 25-11-15 34-0.0 35.0-Q 10-0 8.10-10 5-1-6 6-0-0 5.11-15 8.0-1 '1-0-0 6xl0 MT18HS= n nnFT 3x10 = 2.00 12 Sx6 = Sx12 = 23 11 4x5 = Scale = 1:62.3 t2 Q �Ch I LOADING(psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.77 BC 0.88 W B 0.99 (Matrix-M) DEFL. in (loc) I/deli L/d Vert(LL) 0.66 11 >623 360 Vert(TL) -1.40 10-11 >291 240 HOrz(TL) 0.41 7 n/a n/a PLATES MT20 MT18HS Weight: 147lb GRIP 2441190 2441190 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 Horz2= 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 WEBS 3-11=-412/429, 4-11=-1413/2588, 4-10=-810/448, 5-10— 174/455, 6-10=-636145E NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52fh L=34ft; 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) 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) "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 M I-7473 rev. 10103/2015 BEFORE USE Design valid for use only with WeIr0 connectors. This design Is based only upon rxnarneteisshown, and Is for an Individual building component. not a trusssystem. Before use, the building designer mist verify the applicability of design parameters and propedy 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 tracing WOW Is always required for siablilly and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and Ursssysfems, seeANSI/71I 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, Alexandda. VA 22314. Tampa, FL 33610 Job - fUss cuss Type---�--` Qty Ply 62. Grand Carlton III with porch T11697380 M11325 AB SPECIAL 1 1 Job Reference (optional) a nmTeL r.,d„o�.;cc Inn Thu .tut 970a•15•d39e17 Paae t Chambers Truss, Fort Pierce, FL �,r, •.. •.•• • _•• •••___...__, ..._. ..._ __. _. _.. _. _ I D: W SJgpGwal Ppeur6hk9UjG5yuFU L-2A971 FHQuKOmgpIDnX_bdjbuZYjblpgitGFXQAytwS_ r1-0-Q 8-8-4 12 0 0 15-8-4 20-4-8 22.0•D 24-8-12 34.0-0 $5.0•0 0 -- - 8.8.4 3-3-12 T- 3.8-4— 4.8.4 1-7-8 2-8-12 9-3-4 1.0-0 4.00 F12 5x6 = 20 3x4 = 2x3 II 4x8 = 621 7 Scale = 1:62.2 m �r 3x10 = 2.00 12 12 11 5x12 = 4x6 3x4 = 0 V l� 0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud I PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 ( Ven(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 n1a BCDL 10.0 Code FBC2014ITP12007 (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 pudins. 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 Upiift2=-794(LC 10), 9=-813(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (1b) or less except when shown. TOP CHORD 2-3= 5337/3325, 3-4— 4970/3077, 4-20=-3801/2422, 520= 3801/2422, 5-6=-2464/1693, 6-21=-2472/1702, 7-21= 2472/1702, 7-8=-2492/1650, 8-9� 2808/1824 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: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; 6=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; 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 20.0psf 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) Bearing at joint(s) 2 considers parallel to grain value using ANSIlfPI 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 - Verity design parameters and READ NOTES ON THIS AND INCLUDED AfITEK REFERANCE PAGE MA-7473 rev. 1010312015 BEFORE USE ' Design valid for use only with MflekE) connectors. This design Is based only upon prlrameters shown, and Is for an Individual Larllding component• not a truss system. Before use, the building designer must verify the applicablilly of design parameters and properly Incorporate this design into.1he overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal Injury and property dainago. For general guidance regarding the fabrication, storage, delivery, erecllon and bracing of trusses and truss systems, seeANSI/TPI1 Quality Cdlerla, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss plate Institute, 218 N. Lee Street, Suite 312, Aiexandda. VA 22314. Tampa, FL 33610 Job Truss Truss Type Grand Carlton III wtlh porch T11697381 A9 HIPob JZ7tyPly--162' Reference (optional) 'T k i 111 i s Thu Ju127 09 15.44 2017 Page 1 Chambers Truss. Fort Pierce, FL 7.640 s Apr 19 2016 i e n us rias, n . I D:_etC1 cxC3ixVV?huls?ypJyuFU K-W Nj N W bl3fdW dlzKQLEVgAx8Bwy9gUDQo6w--4ycytwRz F 0 q 6 7 15 10-D-0 15-2-14 20-4-0 24-0-0 27-4-1 34-0-0 35.0•q 1-0-0 6-7-15 3-4-1 5-2-14 5-1.2 3-8-0 3-4-1 6-7-15 1 0 0 6 Scale = 1:60.1 44 = 2x3 11 4.00 12 3x4 = 6 4 22 5 23 4xB = 15 14 10 12 rr 3x5 = 3x8 = 3x6 = 6x8 = 3x6 = 3x4 = 3x5 = 10-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 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 W B 0.85 Horz(TL) 0.02 13 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (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 Horz2= 109(LC 8) Max Uplitt2=-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. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-11961754, 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 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; 6=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (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 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. t; m 0 te 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIF7473 rev. 1010312015 BEFORE USE Design valld for use only with WfekO connectors. fits deesign 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 oppilcabBlh/ of design parameters and properly Incorporate It,& design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always requited 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 l Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instilule. 218 N. Lee Street, Suite; 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply Carlton III with porch T1Y697362 M11323 GRA HIP 10ty 1 1 162'Grand Job Reference (optional) unamners rruss, ron rierce, ra_ ,.,.— -1. ,.. ..._--.-.--..-..---.. . ID:_etC1 cxC3ixVV?huts?ypJyuFUK-_ZHljxJhQxeUw7vcuyO3i8hBKMWj DeuyLakeU2ytwRy ,1.0-Q 8-0-0 11-1-1 17-0-0 18-6.0 22-2-2 26-0•D 34-0-0 $5-0.0 �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 3x5 Zu 3xG 11 3x6 = 6x8 = Scale = 1:62.3 TOP CHORD MUST BE BRACED BY END JACKS, 41 = ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 6x8 = 3x6 = 6x8Y= 4x4 = N 3 IC� 0 LOADING(psf) SPACING- 2-0.0 I CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.10 I 24-35 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.19 24-26 >987 240 BCLL 0.0 Rep Stress Incr NO WB 0.96 HOrz(TL) 0.02 22 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) i Weight: 194 lb FT = 096 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 midpl 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 (lb) 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= 3931630, 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=4.2psf; BCDL=3.Opsf; h=14ft; B=52fh L=34ft; eave=6fh Cat. I 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 purlin 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 (B). Continued on Dacle 2 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 01-7473 rev. 1WO312015 BEFORE USE. Design valld for use only with MllekO connectors. TI its design Is based only upon parameters shown, and Is for an Individual building component, not �' a i LM system. Before use, the bullding designer must verify the aM-Alcabillty of design parameters and property InooWtate Ihh design Into the overall building design. Bracing Indicated is'lo prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �pT MOW IM9� Is always requlted for stability and 10 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 l Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety fnformation.avalfable horn Truss Plate Institute. 21814. Lee Streett, Sulle 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply 62GraWCaTIton III with porch T11697382 M11329 GRA HIP jQty, 1 1 Job Reference (optional) o� eo Chambers buss, Fen r'lMe• t-L ID:_etC1cxC3ixVV?huls?ypJyuFUK_ZHljxJhQxeUw7vcuy03iBhBKMWjDeuyLakeU2ytwRy LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3= 54, 21-23=-54, 29-30= 20, 24-29= 47(F=-27), 24-33= 20, 3-11_ 126(F= 72), 11-21 =-1 26(F=-72) Concentrated Loads (lb) Vert: 29— 641(F) 24=-641(F) WARNING - Verlty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MITek8 connectors. This design Is based only upon paromefers shown. and Is for cut Individual building component. not a MISS system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job cuss Carfton III with porchT1169383M11328 GRB 7TrypetOty JF511�y_�62'Grand 1 Job Reference o tional k I Th J 127 09:15:46 2017 Pa e 1 Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiT a Ind ustrres, nc. u u g ID:SrRaEyyrgO4M78G4raW BLWyuFUJ-Slr7xHKJAFmLXHToSfYIFMDOkmply5g5ZETBOVytwRx r1 0 Q 8 0 0 13-8-0 17-0-0 20.4-0 26-0-0 34-0-0 _ 35-0-Q 01 8-0-0 5.8-0 —� 3-4-0 3.4-0 5.8-0 8.0-0 '1-0-0 4x5 = 5x8MT18HS= 410= 4.00 FIT 2x3 11 4x6 = 2x3 11 3 23 4 5 6 7 24 5x8 MT18HS = 16 15 14 ro 12 .I 3x6 II 44 = 6x10 = 3-8-0 6x10 = 4x6 = 3x6 II Scale = 1:60.1 4x5 = LOADING (psf) 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 Ven(TL) -0.27 14-16 >912 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO W B 0.98 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code FBC2014fFP12007 (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 a-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 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= 2062/1226, 6-7=-1265/2545, 7-24=-1265/2545, 8-24=-126512545, 8-9= 692/331 BOT CHORD 2-16= 1655/3336, 15-16— 1676/3398, 14-15=-1676/3398, 12-13=-246/658, 11-12=246/658, 9-11= 225/595 WEBS 3-16=-402/1155, 3-14� 1431/700, 4-14=-847/699, 7-13=-8861720, 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=4.2psh BCDL=3.Opsf; h=14ft; B=52ft; L=34(t; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates 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 device(s) 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 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 (6). 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 a e 2 WARNING -verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. � Design valid for use only with MITekD conneclois. Bls design is based only upon parameters shown. and Is for an tndivIdual building component not a tmss system. Before use, the txtfiding designer must verify the applicability of design parameters and property Incorporate this design Into the overall buHding design. Bracing Indicated Is to prevent Lxickling of Indivlduol truss web arxi/or chord members only. Additional temporary and permanent tracing MiTek• Is always required for stability and to prevent collapse with possible personal In Luy and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing o1 trusses and Miss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 918 N. Lee Sireei. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 ob russ Truss Type aty Ply 62' Grand Carlton III with porch T11697383 M11323 GRB HIP 1 1 Job Reference o tional 7 aen , ate. i o �m F Mi Industries. Inc. Thu Jul 27 09:15:46 2017 Page 2 t:namDers truss, ron rierce. — ID:SrRaEyyrgO4M78G4raW BL1NyuFUJ-SIr7xHKJ AFmLXHToSfYI FMDOkmp1 y5g5ZETBOVytwRx LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 16=-641(F) 11=-641(F) ® WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only will) MilebbD connectors. This design is based only upon parameters shown, and is (at an Individual building component, not a Inks system. Before use, the bulidIng designer musl verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent Lxickling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse wllh possible personal Injury and property damage. for general guidance regarding the Blvd.fabrlcaflon, storage, delivery, election and bracing of trusses and huss systems, se6904 Parka East eANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, Parke East D Safety Information available from Truss Plate Institute. 218 N. Lee Sheet. Sulte 3'12, Alexandria, VA 22314. Job rub' S6 — Truss Type Qty PlyT"J,b Grand Carlton III with porch T11697384 M11323 J2 MONO TRUSS 6 Reference o tional .. TI..• 1..177 nn•�CAR 7n1T Pnno t Chambers Truss, Fort Pierce, FL I-- ,.[ .v., ,.,.___..........._. ... ---.-. __.._..---.. I D:x1?zSlzTbJC DIIrG PH 1 OukyuFU I-SIr7xHKJAFmLXHToSfYIFMDYOmx3yK95ZETBOVytwRx 1-0-0 '' 2-0-0 3x4 = Scale = 1:7.9 2.0.0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (too) 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 WB 0.00 I Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 8lb FT=0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (ib/size) 3=37/Mechanical, 2=143/0-8-0, 4=21/Mechanical Max Horz2=67(LC 10) Max Upiift3=-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. 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; B=52ft; L=34f1; eave=6tt; 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 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 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 - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI-7473 rev. 1010312015 BEFORE USE. Design valid for use only wiltr MIIekV connectors. ibis design Is based only upon parameters shown. and Is for an Individual building component• not a tnrsr system. Before Lisa, the btdlding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent btackn.0 M!Tek` Is always required for stability and to prevent collapse with possible petsonal injury and property damage. For general gddance regarding the fabrication. storage, delivery, erection and bracing of trusses and iruss sysierns, seeANSI/TPI I Quality Cdterta, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Aiexandda, VA 22314. Tampa, FL 33610 Job Truss ype City Ply 62' and Canton III wdh porch T11697385 M11323 JTruss J4 MONO TRUSS 8 1 efe Job Rrence o tional Pa e . __.. . Chambers Truss, Fort Pierce, FL r-4v.�,���,..,.,,,a N, I D:PDYLfd_5MdK4MSQTz?ZfRxyuFUH-xyOV8dKxxYuCgQ2?ON3XnZmiTAFOhnP FouDIZxytwRw 1-0-0 1 4-0-0 Scale = 1:11.2 3x4 = ^in LOADING (psf) SPACING- 2-0.0 CSI. �TC DEFL. (loc) Weil Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 0,22� Vett(LL) -0,01 4-7 >999 360 MT20 2441190 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 FBC2014/TP12007 (Matrix-M) Weight: 14 lb FT = O% 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 Horz 2=104 (LC 10) Max Uplif113=-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=521t; 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 2) This truss has been designed fora 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. r� ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERANCE PAGE M11-7473 rev. 1010312016 BEFORE USE. � Design valid tot use only with MITPW 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 propudy Incorporate this design Info The overall building design. Bracing Indicated Is to prevent bucWing of Individual Truss web and/or chord members only. Additional Temporary and permanent bracing MiTeli Is always required for stability and to prevent collapse with possible petsonal Injury and property damage. For general guidance regarding The fabrication, storage, delivery, erection and bracing of trusses and truss systems, see.ANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandtla, VA 22314. Tampa, FL 33610 Job rusT�s"-Truss Type Qty Ply 62' Grand Carlton III with porch T11697386 M11323 � J6 MONO TRUSS I e 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL /.64u s Apr 19 2u16 w ex Indusirles, Inc. Thu JW 27 09AB 4r 20i r rage i I D:tP6jtz_j7xSx_c_jXi4uzgyuFUG-xyOVBdKxxYuC9Q2?ON3XnZmdMABW hnPFouDlZxyiwRw •1-0•0 6-0-0 1-0-0 6.0-0 Scale = 1:14.8 3x4 = 6-0-0 LOADING (pst) SPACING 2-0-0 CSI. DEFL. in (loc) i/deff Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.04 4-7 >999 360 MT20 244/190 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 WB 0.00 Horz(TL) 0.00 2 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 20 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purfins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=120/Mechanical, 2=321/0-8-0, 4=54/Mechanical Max Horz2=142(LC 10) Max Uplift3=-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. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4-2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C 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 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. ® WARNING - verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEIY REFERANCE PAGE UII-7473 rev. 1W032015 BEFORE USE Design valid for use only with MiTek® connectors. ]his design Is based only upon paromeiers 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 property Incorporate this design Into the overall building design. Bracing Indurated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �AT iNA� eW Is always required for stability and to prevent collapse wilh possible personal Injury and property darnage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute. 2'18 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 ob Truss 1 sType _ Qty Ply Carlton III with porch T11697387 M11323 J8 MONO TRUSS 20 1 162'Grand Job Reference (optional) Chambers Truss, Fort Pierce, FL 3x4 = 8.0-0 i.ovv a nPi 1 o au io ivuion ,uuv�,,,o�, ,,,,,, ,,,,, ,,,,, �, -.,.. ...y... ID:tP6jtz_j7xSx_c_1Xi4uz9yuFUG-PWy zLZis03nadba4;mK;JR2 CQEf01YyI5NytwRv LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Ven(LL) -0.10 4-7 >972 360 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 FBC2014frP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=164/Mechanical, 2=411/0-8-0, 4=66/Mechanical Max Horz 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. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:17.7 PLATES GRIP MT20 244/190 Weight: 26 lb FT = 0% BRACING- TOPCHORD Structural wood sheathing directly applied or 5-9-12 oc purfins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VUIt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (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 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 PAGE MII.7473 rev. 10103/2015 BEFORE USE. ' Design valid for use only with Mlrek9conneclors. itttsdesfgn Is based only upon parameters shown, and Is for an Individual building cornponenL not a truss system. Before use, the building deslaner must verify the applicaully of deslgn parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent txickling of individual fnrS4 web and/or chord members only. Additional temporary and permanent bracing Is always tectufred for stability and to prevent collapse vAlh possible petsonal injury and property damage. For general guidance regarding the MiTek` fabricalfom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPIi 9uatify Criteria, DSB-89 and BCSI Building Component Safety Information available from truss Plate Institute. 218 N. Lee Street Sulte 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Jo Truss Truss Type Qty Ply 62 Grand Carlion III with porch T11697388 M11329 KJB MONO TRUSS 4 1 Job Reference (optional) nC �n1� pa 1 Chambers Truss, Fort Pierce, FL 1.5-0 ,." anPi is c..,.. ,.i ,� o.. ,11.,...,,.;., ..... .,...—. __.._. .___.. _e_ . ID:Lcg54J?LuEancmZr4Qb7 W MyuFU F-P8yuMzLZis03nadBa4amKnJsZZZLQBwOl Yyl5NytwRv 11-3-0 3-11-12 Scale = 1:20.8 3x4 = 3x4 = LOADING (psi) I SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 TCDL 7.0 Lumber DOL 125 BC 0.26 BCLL 0.0Rep Stressincr NO WB 0.43 BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) 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=48210-11-5, 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 L/d 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 n/a Weight: 44 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins. 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=4.2psf; BCDL=3.Dpsf; h=14ft; B=52ft; L=34ft eave=6ft-, Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (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 + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Veit: 1-2=-54 Trapezoidal Loads (pif) 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) wARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE IRI-7473 rev. 1010312015 BEFORE USE Design valid for use only with Mllek0 connectors. This design Is ty sed 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 ptoprdy incorporate this design Into the overall IMF building design. Bracing Indicaled Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always ieciulred 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/TPit quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Tess Plate Institute. 218 N. Lee Slreet. State 312, Alexandria, VA 22314. Tampa. FL 33610 Symbols I Numbering System IA General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. V/l a' For 4 x 2 orientation, locate plates 0-'+rb" 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 ■WEE 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 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others, © 2012 MiTek@ All Rights Reserved W1 0 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. diagonal or X-bracing, is always required. See SCSI, 2. Truss bracing must be designed by an engineer.. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stock materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1, 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1, 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%attime of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. 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 s¢e, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or puriins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed. unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise, 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture In accordance with ANSI/TPI 1 Quality Criteria.