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TRUSS PAPERWORK
MiTek® 11Z 5 �Q RE: M11412 CARLTON 299 Site Information: Customer: Wynne Development Corp Project Name: M11412 Lot/Block: Model: Sterling Address: unknown City: St Lucie County Subdivision: State: FL MiTek USA, Inc. 6904 Parke East Blvd. Tampa, Fl- 33610-4115 SCANNED BY St. Lucie County General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 .Wind Code: ASCE 7-10 Wind Speed: 165 mph Ropf Load: 37.0 psf Floor Load: N/A psf This package includes 18 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T13708820 a 4/6/18 2 T13708821 al 4/6/18 3 T13708822 a2 4/6/18 4 T13708823 a3 4/6/18 5 T13708824 a4 4/6/18 6 T13708825 a5 4/6/18 7 T13708826 ata 4/6/18 8 T13708827 atb 4/6/18 9 T13708828 atc 4/6/18 10 T13708829 bha 4/6/18 11 T13708830 pra 4/6118 12 T13708831 -2 13 T13708832 14 4/6/18 14 T13708833 16 4/6118 15 T13708834 j8 4/6/18 16 T13708835 jq8 4/6/18 17 T13708836 kj8 4/6/18 18 T13708837 kja8 4/6/18 The truss drawings) 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: Finn, Walter My license renewal date for the state of Florida is February 28, 2019. Florida COA:6634 IMPORTANT NOTE: The seal on these truss component designs Is a certification that the engineer named is licensed in the jurisdiction(s) Identified and that the designs comply with ANSI/rPI 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 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 AN911TPI 1, Chapter 2. Iof1 `116111111111/1//1' �% .ER P, No 22839 17t :I: �0: STATE OF .:4u Walter P. Finn PE No.22839 MiTek USA, Inc. FL Carl 6634 69" Parke East Blvd. Tampa R. 33610 April 6,2018 Finn, Walter FILECOPY DEC 21 ZU16 Job Tnsss Truss Type Ply T13708831 M11412 J2 MONO TRUSS �Qty 8 1 �CARLTON299 Job Reference o lional C r100-•C4 7018 Panel Chambers Truss, Inc., Fort Pierce, FL 3x4 = ID:kFvnsnOwY419ZhO—nM3lc6ylJ9g.EfulEEylx 9S6tHDeCVXag4AAgxEFOSLY12gRzTU2R Scale a 1:7.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (too) Well Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.18 Vert(LL) -O.OD 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP]2014 Matrix -MP Wind(LL) 0.00 7 >999 240 Weight: 8lb FT=20% LUMBER - TOP CHORD 2x4 SP ND.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=37/Mechanical, 2=141/0-8-0, 4=22/10echanical Max Horz 2=67(LC 12) Max Uplift 3=-27(LC 12), 2— 136(LC 12). 4=-3(LC 9) Max Grey 3=40(LC 17), 2=141(LC 1), 4=31(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. 11; Et¢ C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss 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 27 lb uplift at joint 3, 1361b uplift at joint 2 and 3 lb uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Data: April 6,2018 ®WARNING-Verifydesfgnparzmaterzand READNOTES ON MMANDWCLUD£OMRXnEFERANCEPAGEM27479rev. fa=20159EFORE USE Design volld for use only with Mirek(g) 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 opplleabilty of design parameters and properly IncoTcrate this design Into the overall bullding design. Bracing Indicated is to prevent buckling of lndlvlduol truss web antl/or Chord members only. Additional temporary chat 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 antl true systems seeANSIFIPl7 CuoNy Criteria. DS949 and BC81 outdoing Component 6904 Parke East eNd. Salary Nlormatbnovallable from Truss Plata Immuto, 218 N. Lee Sheet, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Joh Truss Truss Type Oty Ply CARLTON 299 • T73708832 M11412 J4 MONO TRUSS 8 1 Job Reference LPti0nel Chambers Truss, Inc., Fort Pierce, FL 3x4 = a.IJVJMG! I I cVla rvllTart IIIuuJYIeJ, i"I. ini r". 665.Z5.3a ca,a ray&, ID:kFvnsnOwY419Zh0_nM3lc6y1J9g.A2OVfw?3pYEnhO1gK3F=?vNa_IIi9w9o9U9vKzTU2P LOADING (psQ SPACING- 2-M CSI. DEFL. in (Joe) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.01 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Ved(CT) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Wind(LL) 0.02 4-7 >999 240 LUMBER - TOP CHORD 2x4 SP N0.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=87/Mechaniral, 2=204/0-8-0, 4=49/Mechaniral Max Holz 2=102(LC 12) Max Uplift 3=-77(LC 12). 2=-159(LC 12), 4=-7(LC 12) Max Grey 3=91(LC 17), 2=204(LC1), 4=67(LC 3) FORCES. jib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale=1:11.1 PLATES GRIP MT20 2441190 Weight: 141b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or4-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh, BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5h; Cat. II; Exp C;.Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-0, Interior(1) 2-7-3 to 3-104 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 trues to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 77 lb uplift at joint 3, 1591b uplift at joint 2 and 7 Ib uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 Q WARNING. Vedty Jeslgnp metemmdREAONOTESONTHISANDWCLUOEOMREKREFERANCEPAGEMX7473mv. 144=015BEFOREUSE. Design valid for use only with MBeIW connectors. This tleslgn Is based only upon parameters shown, and Is for an Indlvlduai bullding component, not a truss system. Before use, the bullding designer must verify the applicability of tleslgn parameters and properly Incorporate this design Into the overall building design. &acing Indicated is to prevent buckling of lndlAdual truss web and/or chord members only. Additional temporary antl permanent bracing Is always requIred for stebsty and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding the taledcanon storage, delIvery, erection and bracing of trusses and fmss systems. weANSIN911 9ualNNyy Cdtedc, DSB49 and BCSI Building Component Salary Informallono olloble from Tnass Plate Instltum. 218 N. Lee Street Suite 3IZ Ajexontlda, VA 22314. MiTek' 69" Parke East BNd. Tampa, FL 33510 Job Truss Truss Type Ply CARLTON 299T73708833 M11412 J6 7ty MONO TRUSS 1 Job Reference (option 9 crramoers I runs, Inc., ran rlerce, M ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g.fEatlGOhasMeJacsunmC9CSYhOWfRc9J1 pDiRmzTU20 Scale-1:14.3 3x4 = 4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TO 0.35 Vert(LL) -0.05 4-7 >999 360 TOOL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.11 4-7 >652 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hoa(CT) -0.00 3 We n/a BCDL 10.0 Cade FBC2017/TPI2014 Matdx-MP Wind(LL) 0.11 4-7 >639 240 LUMBER - TOP CHORD 2x4 SP M 30 ROT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=142/Mechanica1, 2=275/0.8-0, 4=70/Mechanical Max Horz 2=140(LC 12) Max Uplift 3=-129(LC 12), 2=-192(LC 12), 4=8(LC 12) Max Grav 3=148(LC 17), 2=275(LC 1), 4=100(LC 3) FORCES. (Ib) Max. Comp✓Max. Ten. -All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 201b FT=20% 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=12ft; B=5911; L=36ft; eave=5ft; Cat. IC Exp C; Encl., GCpt=0.18; MWFRS (directional) and C-C Extedor(2) -1-M to 2-7,3, Interior(1) 2-7-3 to 5-10-4 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 10.01 bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1291b uplift at joint 3, 192 Ib uplift at joint 2 and 8 lb uplift at joint 4. WalterP. Finn PE No.22839 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 Q WARNING - Veraydestgn Parameters end READ NOTES ON THISANU IRCLUUEU MITEKREFERANCEPAGEM/N4nree In"015BEFOREUSE Design volid for use only with MRekO connectors. This design s based only upon parameters shown, and Is for an Ir lvltlual building component, not a muss system. Before use, the bulldhg designer must verify the applicability, of tleslgn parameters and properly Incorporate this design Into the overall building tleslgn. Bracing Indicated is to prevent buckling of lndivldual truss web and/or chord members only. Additlonal temporary and permanent bracing MiTek' Is always reauked,for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication storage, delivery. erection and bro ing of hums and tru s systems. seeANSI/1PII Qual9ifryy Cdledo, DSB49 and BCSI Bulding Component 69M Parke East Blvd.Safety Informatbrvava6able from naz Rote InUtute, 218 N. Lee Sheet. Suite 312 Rexandda, VA 22314. Tampa, 1 33610 Jab Truss Truss Type Oty Ply CARLTON 299 T73708834 M11412 JB MONO TRUSS 11 1 Job Reference (notional) Chambers Truss, Inc, Fort Pierce, FL a.moarvin,a�o,o,.,,,e,.„���>„�_��,.. ,,, ..v, ��•�•� ID:WvnsnOwY419ZhO nM31c6yIJ9g-3pFOV13atnIDA1LRZVJvmr47ube2ezvljnSM25zTU2L Scale=1:17.4 3x4 LOADING (psf) SPACING- 2-M CSI. DEFL. in floc) Vdefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.14 4-7 >676 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.30 4-7 >310 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MP Wind(LL) 0.26 4-7 >368 240 Weight: 261b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. GOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (lb/size) 3=188I10echanical, 2=348/0-8-0, 4=99/Mechanical Max Harz 2=178(LC 12) Max Uplift 3=-174(LC 12), 2=-226(LC 12), 4=-13(LC 12) Max Grav 3=195(LC 17), 2=348(LC 1), 4=141(LC 3) FORCES. (Ib) - Max. CompJMax. 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.OpsF, h=12ft; B=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Intedor(1) 2-7-310 7-10-4 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 nonconcument with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1741b uplift at joint 3, 226 lb uplift at joint 2 and 13lb uplift at joint 4. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 Job Truss Truss Type Oty Ply CARLTON 299 T73708835 M11412 JAB MONOTRUSS 11 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL a.lau s mar 11 2016 we r ea rr,uusu,as, Inc. n, Apr 6 09.30.0, cv,o r=s= ID:kFmsnOwY419Zh0_nM3lc6ylJ9g-XOpOid3Ce4t4oBwd7cg8J2cA7?zcN09uyRBwaXzTU2K Scale = 1:17.2 30 = LOADING (pst) SPACING- 2-0-0 CSI. DEFL in (fee) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Ven(LL) -0.13 4-7 >721 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Ved(CT) -0.28 4-7 >331 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.24 4-7 >392 240 Weight: 261b FT=20Y= LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=184/Mechanical, 2=342/0-8-0, 4=97/Mechanical Max Horz 2=175(LC 12) Max Uplift 3=-170(LC 12), 2=-223(LC 12), 4=-13(LC 12) Max Grey 3=191(LC 17), 2=342(LC 1), 4=138(LC 3) FORCES. (Ib) - Max Comp lMax Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: A5CE 7-10; Vutt=165mph (3-second gust) Vasd=128mph; TCDL=4.2ps1; BCDL=3.Opst h=12ft; B=59ft; L=36f ; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 7-8-4 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 pat bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 170 lb uplift at joint 3, 223 Ile uplift at joint 2 and 13 Ito uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cod 6634 9904 Parka East Blvd. Tampa FL 33810 Date: April 6,2018 QwARNING-Vehfydesl9npsremelensend READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGE 10I-7473reV 101/p32e15BEFORE USE Design valid for use only with MBekg connectors. This tleslgn Is based only upon parameters shown, and is for an Inceidual bulltling component, not a truss system. Before use, the bulltling designer must verity Me applicability of tleslgn parameters antl properly Incorporate this design Into the overall eslgn building tlBracing lndcoted is o prevent Walking of ndividual truss web and/or chord members only. Addlttonal temporary and permanent bracing Is oWays required for stablily and to prevent collopsa with possible personal lnlury and property damage. For general guidance regardingihe fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANSVIPII Our Cdledo, DSBd9 and BCSI Building Component Safety Inforrimatbnavollable from Truss Plate IruHMe. 218 N. Lee Street Sune 312. Alexandra,o�.iVA 22314. MiTek' 69a4 Parke Et Blvd. Tampa, FL 33610 Job Truss Truss Type . Cry Ply • CARLTON 299 • T73708836 M11412 KJB MONOTRUSS 2 1 Job Reference (optional) Chambers Truss, Inc., Fart Pierce, FL 3x4 = 8.130 s Mar 11 2018 MITek Industries, Inc. Fill Apr 6 09:30:03 2018 Page 1 ID:kFvnsnOwy419Zh0_nM3lc6ylJ9g-TOx97J5SAi7ol V4OE1tcOTicPpiOrFFBPIgOfOzTU21 2x3 11 LOADING (psq SPACING- 2-0-0 CSI. DEFL. in (too) Wall List PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Ved(LL) -0.05 6-9 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Ved(CT) -0.10 6-9 >999 240 BCLL 0.0 ' Rep Stress Mar NO WB 0.35 Horz(CT) 0.01 5 rUa n1a BCDL 10.0 Code FBC2017/rP12014 Matdx-MS Wind(LL) -0.04 6-9 >999 240 Weight: 44 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-M oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=90/Mechanica1, 2=462/0-ll-5, 5=406/Mechanical Max Horz 2=178(LC 8) Max Uplift 4=-102(LC 8), 2=-187(LC 8), 5=-118(LC B) FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-866/230 BOT CHORD 26=-234/833, 5-6=-234/833 WEBS 3-6=0/287, 3-5=-913/257 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=1211; B=59ft; L=3611; eave=511; Cat. II; Exp C; Encl., GCpi=D.I S; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-64) 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 102 lb uplift at joint 4, 187lb uplift at joint 2 and 118 lb uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 39 Ib down and 58 in up at 2-11-0, 39 Ib down and 58 Ib up at 2-11-0, 8lb down and 101 lb up at 5-8-15, 8 lb down and 101 Ib up at 5-8-15, and 42 lb down and 143 lb up at 8-6-14, and 42lb down and 143 Ib up at 8-6-14 on top chord, and 47 In down and 28 Ib up at 2-11-0, 47 Us down and 28 lb up at 2=11-0, 47 lb down at 5-8-15, 47 lb down at 5-8-15, and 31 Ib down and 14lb up at 86-14, and 31 Ib down and 14 Its up at B6-14 on bottom chord. The design/selectian ofsuch connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-4_ 54, 5-7=20 Concentrated Loads (lb) Vert: 10=80(F=40, B=40) 11=-2(F=-1, B— 1) 12=-83(F=-42, B=-42) 13=14(F=7, B=7) 14=-20(F=-10, B=-10) 15=-50(F=25, B=-25) Walter P. Finn PE No22839 MITek USA Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: April 6,2018 ,&WARNING -Verify design paramctersand READ NOTES ON This AND INCLUDED MITEKBEF£NANCEPAGEM6)473rev. 101112015 BEFORE USE. Design valid for use only with Mffedfs connectors. This design Is based only upon parameters shown, and Is for on hdlvkuol building component, not a truss system. Before use, the bulking designer must verify Me applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual buss web and/or chord members only. Additional temporary and permanent bracing Is always required for Mobility and to prevent collapse wlm possible personal In)ury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems seeANSVIPI I HualHy CIBoria, DSB-89 and BCSI Bu9dtng Component Safety Informatforswallobie from Truss Plate Immure, 218 N. Lee Street. suits 31Z Alexandri VA 22314. MITek' 6904 Parke East Blvd. Tampa, FL 33610 Jab Truss Truss Type —'= Ply CARLTON299 , T73708837 M11412 KJA8 MONOTRUSS 2 1 Jab Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 Ngek Industries, Inc. Fn Apr 6 09:30:06 2018 Page 1 ID:kFvnsnOwV4l9Zh0 nM3lc6ylJ9g.uzdHmL7KTdVNuyobwAOJO6J6n0ID2b9d5jvhGIZTU2F -0-5-0 6-10-0 11.0-3 1-5-0 6-10-0 4-2.3 Scale=1:19.9 3x4 = 3x4 = 8-10.0 4-2-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.06 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.08 6-9 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.34 HOrt(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 43 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=100/Mechaniml, 2--"7/0-11-5,,5=385/Mechanical Max Harz 2=175(LC 8) Max Uplift 4=-107(LC 8). 2=-321(LC 8).5=-202(LC 5) FORCES. (Ib) -Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3= 846/526 BOT CHORD 2-6— 520/815, 5-6=-520/815 WEBS 3-6=0/268,3-5=-884/565 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.Opst h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107lb uplift at joint 4, 321 lb uplift at joint 2 and 202 In uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 39 Ito down and 58 lb up at 2-11-0, 39 Ib down and 58 Ito up at 2-11-0, 8 Us down and 101 lb up at 5-8-15, 8lb down and 101 lb up at 5-8-15, and 421b down and 143 lb up at 8-6-14, and 42 Ib down and 143 Ib up at 88-14 on top chord, and 31 Ib up at 2-11-0, 31 Ib up at 2-11-0, 10 Ib down and 30111 up at 5-8-15, 10 Ib down and 30 lb up at 58-15, and 31 Ib down and 14 Ib up at 88-14, and 31111 down and 14 Ib up at 88-14 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-4=54, 5-7= 20 Concentrated Loads (Ib) Vert: 10=80(F=40, B=40)11=-2(F=-1, B— 1) 12= 83(F=A2, B=-42) 13=14(F=7, B=7) 14=-20(F— 10, B=-10) 15=-50(F= 25, B=-25) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ,&WARNING-Vedfyde4lgn1svr.tenendREAD NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 411A74Y3rex.]a/OaRe15 BEFORE USE Design volld for use only with MBek® connectors. This design Is based only upon parameters shown, and Is for an Indlvlduoi building component, not a truss system. Before use, the building designer must verity the apppllcoblllty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lndviaualtmss 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 antl property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and new systems, seeANSUIPII CuaBfy Cr6edo, DS3-89 and SCSI Building Component Safety Informallo from Truss Plate Institute, 218 N. Lee Sheet Sutie 312. Alexandria. 22114. 69U Parke East Blvd. Tampa, FL W610 waeable VA Job Truss Truss Type Oty Ply CARLTON 299 T73708820 M11412 A SPECIAL 1 1 Job Reference o Tonal cnamoers i was, me., ron rierce,, 11.1�11.__... ....._....._�...__, Scale = 1:63.0 5xa = 5x12 MT18HS= - - 3X6 \\ = bxe = = 4.00 12 e 16 15 ""» _ 3x4 = 3x6 = 3x4 = 5X8 = 2.00 12 4X10 LOADING (psl TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 CSI. Plate Grip DOL 1.25 TC 0.94 Lumber DOL 1.25 BC 0.94 Rep Stress Incr YES WB 0.91 Code FBC2017/TPI2014 Matdx-MS DEFL. Ved(LL) Ved(CT) Horz(CT) Wind(LL) in (loc) Vdefl Ud -0.73 13-14 >595 360 -1.3413-14 >321 240 0.45 10 n/a n(a 1.01 13-14 >428 240 PLATES MT20 MT18HS Weight: 161 lb GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 -Except' TOP CHORD Structural wood sheathing directly applied. 6-8: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1386/0-8-0, 10=1386/0-8-0 Max Horz 2=-119(LC 10) Max Uplift 2=-846(LC 12). 10=-846(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3338/2212, 3-0=3134/2132, 4-5=3441/2388, 5-7=-5141/3470, 7-8=-6766/4392, 8-9=-5629/3608, 9-10=-5945/3856 BOT CHORD 2-16=-1989/3129, 15-16=-1777/2918, 14-15= 2177/3455, 13-14=3307/5216, 12-13— 3301/5421,10-12=-3593/5659 WEBS 3-16=527/480,4-16=-413/669, 4-15=-535l785, 5-15=-975/733, 5-14=-1198/1876, 7-14=351/667,7-13=-962/1695,8-13=-1260/1909,8-12=-45/349,9-12= 319/328 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=12ft; B=59f ; L=36f ; eave=5h; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0.0 to 2-7-3, Interior(1) 2-7-3 to 37-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcumant 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) 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=846, 10=846. Walter P. Finn PE No,22639 MTak USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 Job Truss Truss Type Oty Ply 299 T73708821 M11412 Al SPECIAL t 1 �CARLTON Job Reference a lional Chambers I mes, Inc., con home. rL scale =1:63.0 EX6 = 3xB = 54 = 4.00 FIT 4 22 5 23 6 14 13 3x4 It 3x6 = 3x4 — 5x6 2.0012 = 4xIO = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grp DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/rP12014 CSI. TC 0.61 BC 0.95 WEI 0.55 Matrix -MS DEFL. in (lac) Well Ud Veri -0.58 11 >749 360 Ven(CT) -1.0711-12 >402 240 Hom(CT) 0.40 8 n/a n/a Wind(L-) 0.80 11 >541 240 PLATES MT20 MT18HS Weight: 163 lb GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-2 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 5-13 REACTIONS. (lb/size) 2=1386/0-8-0, 8=1386/0-8-0 Max Hors: 2=-14l(LC 10) Max Uplift 2— 846(LC 12), 8=-846(LC 12) FORCES. (lb) -Max. CompJM&c Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3356/2159, 3-0=-335B/2292, 4-5=-2798/1921, 5-6=-4830/3137, 6-7=-5353f3403, 7-8=-5962/3751 BOT CHORD 2-14=-1935/3141, 13-14=-1610/2666, 12-13=-2399/3926, 11-12=-2400/3924, 10-11=-3499/5680,8-10=-3492/5669 WEBS 3-14=-404/391, 4-14=507/777, 4-13— 151/409, 5-13=-1376/890, 5-11=557/1048, 6-11=-849/1449,7-11— 641/463 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.Ops1; h=12ff; B=59ft; L=36f ; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedar(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 37-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.epsf on the bottom chord in all areas when: 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) 8 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 10016 uplift at joint(s) except Gt=lb) 2=846, 8=846. WalterP. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 6,2018 Q WARNING -Verity desflm paramet. and READ NOTES ON MSAND INCLUDED M/rEKREFERANCE PAGE MIP74ra.. TaN.YIpfS BEFORE USE. Design volld for use onlywith MRekel connectors. This design Is based only upon parameters shown, and Is for an Indivldual building component, not a truss system. Before use, the bulltling 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 lndMdual buss web and/or chord members only. Additional temporary and permanent brocing Is always requ'with vedfor stability and to prevent collapse h possible personal Injury and pro party tlamage. For general guidance regarding the l MiTek' fabrication storage, delivery, erection and broCIng of husses and muss systems. meANSI/IPI I Qua[1111yy CrRafb, DBBi antl BCSI BuBdling Component Sarah, Informalbfpvaaable mom Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. 69N Parke East Blvd. Tampa, FL 33610 VA 22314. Job Truss Truss Type Oty Ply CARLTON 299 • T73708822 M11412 A2 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL d.l3U s Mar 11 ZUl B MI1 eK II IC. rn Apr a uu.=41 2ula 4.00 r12 5x6 = 5x6 = 3x4 = 4 5 6 4x6 C Scale = 1:63.0 15 14 /xe MI lsna= 3x6 = 3x4 II 5x8 = 2.00 12 4x10 = 8-6.0 138-0 22-2-0 24:f-0 26-9-4 1.6 O B-B-O 5-2-0 8-6-0 1 2-0.0 4-3-4 ]-2-12 Plate Offsets (X,Y)— f2:0-M,Edge1, 19:0-2-10,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0. Plate Grip DOL 1.25 TC 0.58 Verl -0.55 11-12 >779 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Ven(CT) -1.0311-12 >419 240 MTISHS 244/190 BCLL 0.0 ' Rep Stress Incr YES W B 0.72 Hom(CT) 0.39 9 n/a We BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.7711-12 >564 240 Weight: 167 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1386/0-8-0, 9=1386/0-8-0 Max Hone 2=163(LC 11) Max Uplift 2=-846(LC 12), 9=-B46(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3359/2129, 34=-2661/1761, 4-5=-2445/1690, 5-6=-3533/2289, 6-7=-3698/2365, 7-8=-5359/3351, 8-9— 5963/3683 BOT CHORD 2-15=-1909/3146, 14-15=-1909/3146, 13-14=-1826/3099, 12-13=-3016/5125, 11-12=-3433/5679,9-11=-3426/5669 WEBS 3-15=0/295, 3-14=-807/566, 4-14=-354/620, 5-14= 916/581, 5-13=-261/668, 6-13=-588/1003,7-13=-2219/1408,7-12=-1137/1893, 8-12=-628/443 Structural wood sheathing directly applied or 2-7-0 oc pudins. Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES- 1) Unbalanced mof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psC BCDL=3.Opsf; h=12tt;.B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 37-0-0 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pelf bottom chord live load nonconcurent 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) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=846, 9=846. Walter P. Finn PE No.22839 IdiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 Q WARNING -Verl/y desah Paremetetsantl READ NOTEB ON THISAND INCLUDED MIrEKREFERANLEPAGEMr474M mv. larpsV2e15DEFOREUSE Design valid for use only with MBekO connectors. Tills 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 applicabllity of design parameters and properly Incorporate this design Into the overall bullding design. Bracing Indicated Is to prevent bucWing of lndlvlduai hues web and/or chord members only. Addltlonal temporary and permanent bracing Is always required for stobfllty and to prevent collcpse with postibie personal Injury and properly damage. For general guidance regarding the fabrication. storage, tleMery. erection and bracing of losses and }ruse systems, seeANSt/1PI7 Quo ltly Crdorin, DS549 and SCSI BulldIng Component Safety Informatbnavcllobte tom Truss Plate Immure. 218 N. Lee Sheet State 312. Alexand io. VA 22314. ��- MiTek' 69U Parke East BNd. Tampa, FL W610 Job ss Truss Type Oty Ply CARLTON 299 T73708823 M11412 TAS SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce. FL..._o,1OO'�,°1_�..,,_�...,, ,.,-,�,. �P...., .,...,..__ = 00o i�u Scale: 3116'=1' 4.00 Fl2 5x6 = 5x6 = Dw d I� 3x5 = 3x4 II 5x6 — 2.00 12 4x10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (toe) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.57 11-12 >761 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.05 11-12 >410 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WE 0.74 Horz(CT) 0.40 9 Na n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.7811-12 >551 240 Weight: 1671b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or2-6-15 cc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-13 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1386/0-B-0, 9=1386/0-8-0 Max Hom 2=185(LC 11) Max Uplift 2=-846(LC 12). 9= 846(LC 12) FORCES. (Ib) -Max. Comp/Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3371/2103, 3-4=-2633/1707, 4-5=-2803/1850, 55=-2968/1899, 6-8=-5371/3290, 8-9=5960/3616 BOT CHORD 2-15=-1886/3159, 14-15=-1886/3153, 13-14=-1343/2432, 12-13=-2958/5146, 11-12=-3368/5675,9-11=-3362(5666 WEBS 3-15=0/306, 3-14=-866/626, 4-13=-285/671, 5-13=-379/702, 6-13= 2706/1659, 6-12= 1094/1946,8-12=-611/435 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=3.0pst h=12ft; B=59ft; L=36ft; eave=Sft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 37-0-0 zone;C-C for members and tomes & 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 lost 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) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=1b) 2=846, 9=846. Walter P. Finn PE No12839 MTek USA Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 QWARNING - verify design parametre.nd READ NOTES ON TNISAND INCLUDED MRENREFERANCEPAGEM674M M. 100Y4015BEFOREUSE. Design valid for use onlywith MBell8connectors. 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. Brccing Indicated is to prevent buckling of Individual Muss 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 generol guldonce regording the fabrication storage, delivery, erection and bracing of trusses and Muss systems seeANSLIMII CualNy Criteria. DSB419 and BC51 Building Component 6904 Parke East Blvd. Safety Informefbrnvalloble from Truss Plate Institute, 218 N. We Street, Suite 312, Alexontlrlo. VA 22314. Tampa, FL 33810 Job Truss Truss Type Oty Ply CARLTON 299 T73708824 M11412 A4 SPECIAL 1 1 Job Reference (optional),_' .. ...,. _ .._... „n.e ..,r_,. ,..,,.._....._ omn a=ten 1 wamoers r mss, n ran r,e,�e, r,. Scale: 3/16°=1' 4.00 12 5x6 = 6 3x4 25 Sa6 3x6 G 5 24 5x6 WB� 7 3x4 � 4 8 3x4 3 a 23 26 3 10 17I' 2 di 14 7x8MT18HS= 3x4 II �1; 16 15 3x12 0 , . C 3.4 It 5x8 = 3xS 2.00 12 4x10 = 13-6.0 18.0-0 24-6-0 28.9-4 36.0-0 B-fi-O 5.2.0 4- 0 fi-fi-0 43.4 7.2.72 Plate Offsets (X Y)-- [2'0-1-2 Edgel [8'0-3-0 Edclel [10'0-2-10 Edgel [15'0-2-12 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Ven(LL) -0.61 13 >709 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -1:13 13 >383 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress ]nor YES W B 0.95 Horz(CT) 0.42 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.84 13 >513 240 Weight: 170 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-11 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2.2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-14 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1386/0-8-0, 10=1386/0-8-0 Max Horz 2= 207(LC 10) Max Uplift 2=-846(LC 12), 10= 846(LC 12) ' FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3361/2183, 3-5=-2660/1831, 5-6=-2458/1735, 6-7=-2481/1719, 7-9=-5407/3513, 9-10=-5950/3765 BOT CHORD 2-16=-1931/3146, 15-16=-1931/3146, 14-15— 1489/2515, 13-14=-3185/5191, 12-13=-3510/5666,10-12=2504/5656 WEBS 3-16=0/315, 3-15=-799/546, 5-14=-344/260, 6-14=-731/1202, 7-14=-3120/2048, 7-13=4130/1972, 9-13=-559/376 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=4.2psry BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 18-0-0, Exterior(2) 18-0-0 to 21-7.3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60,plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed for a live load of 20.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) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except (jt=lb) 2=846, 10=846. Waller P. Finn PE No.22839 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: April 6,2018 Job Truss Truss Type City Ply =CARLTON291T1370BB25 M11412 AS SPECIAL 7 Chambers Truss, Inc., Fort Pierce, FL 4.00 12 5x6 = 8J30 a mar „ 20m moan ,nuuau,es, n,u. H. nM a 0o2o.44 co m rayo , hO_nM31c6vIJ9g-XkIZBDSXesiUFa7MdY197TPGBB34uW 402HaW UOZTU2b Scale a 1:61.9 16 15 ry 3x5 = am 11 5xs 2.00 = 4xle = 12 B-fi-O 13-8-0 18-0-0 24-6-0 28-9-4 36.0.0 9-fi-0 5.2-0 1 7; fi-fi-0 4-3-4 7-2-12 Plate Offsets (X Y)-- f2:0-1-2 Ednel 18:0-3-0 Edgel 110:0-2-10 Edgel 115:0-2-12 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.61 13 >709 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Verl -1.13 13 >393 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WE 0.95 Horz(CT) 0.42 10 We n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.84 13 >513 240 Weight: 1701b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP Nc.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1Raw at midpt 7-14 REACTIONS. (lb/size) 2=1386/0-8-0, 10=1386/0-8-0 Max Horz 2=-208(LC 10) Max Uplift 2=-846(LC 12), 10=-846(LC 12) FORCES. (lb) - Max CompJNlax. Ten. -Alf forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3361/2183, 3-5=-2660/1831, 5-6=-2450/1730, 6-7=-2472/1713, 7-9=-5407/3513, 9-10=-5950/3764 BOTCHORD 2-16=-1931/3146, 15-16=-1931/3146, 14-15— 1489/2515, 13-14=3184/5190, 12-13=-3510/5666,10-12=-3504/5656 WEBS 3-16=0/315,3-15=-799/546, 5-14=-355/272, 6-14=-743/1219, 7-14=-3134/2058, 7-13=-1130/1972, 9-13=-560/375 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=12ft; 9=59f : L=36ft; eave=5fl; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 18-0-0, Extedor(2) 18-0-0 to 21-7-3 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) 10 considers parallel to grain value using ANSUrPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=846, 10=846. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Can 6034 6904 Parke East Blvd. Tampa FL 33810 Date: April 6,2018 Job Truss Truss Type Oty Ply CARLTON 299 T7370B826 M11412 ATA COMMON 7 1 Job Reference (optional)_ unamoers I cuss, no., run rromu, rL 4.00 12 5x6 _ 6 Scale = 1:61.0 17 .- 15 -- -- 14 -- 12 3x8 = 3x4 II 4x6 = 3x8 = 3x8 = 4x6 = 3x4 II 3x8 LOADING last) 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 FBC2017frP12014 CSI. TC 0.53 BC 0.67 W B 0.60 Matrix -MS DEFL. Vert(ILL) Vert(CT) Holz(CT) Wind(LL) In (too) Udefl Ud -0.28 14-15 >999 360 -0.5914-15 >730 240 0.14 10 n/a ril 0.34 14-15 >999 240 PLATES GRIP MT20 244/190 Weight: 1721b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1436/0-8-0, 10=1436/0-8-0 Max Horn 2=-208(LC 10) Max Uplift 2=-796(LC 12), 10= 796(LC 12) FORCES. (lb) - Max. ComplMax. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-3544/2053, 3-5=-2824/1651, 5-6=-2817/1766, 6-7=-2817/1766, 7-9=-2824/1651, 9-10=-3544/2053 BOTCHORD 2-17=-1812/3323, 15-17=-1812/3323, 14-15=-997/2104, 12-14=-1826/3323, 10-12=-1826/3323 WEBS 6-14=-569/1002, 7-14=-299/279, 9-14=-783/581, 9-12=0/271, 6-15=-569AD02, 5-15=-300/279, 3-15=-782/581, 3-17=01271 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsh h=12ft; B=59N; L-36111; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exlerior(2) -1-0-0 to 2-7-3, Intedor(1) 2-7-3 to 18-0-0, Extedoril 18-0-0 to 21-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.01b AC unit load placed on the top chord, 18-0-0 from left end supported at two points, 6-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=796, 10=796. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Ced 6634 9904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 O WARNING- Ved/ydesrgn paran.Isn; nd READ NOTES ON MIS AND INCLUDED MREKREFERANGEPAGEAWTMZImv. 1h 015BEFOREUSE. Design valid for use only with MRake connectors. This design Is based only upon parameters shown. and Is for an Inc Mdual bulltling component, not a truss system. Before use, the building designer must verify the appllcablity of design parameters and properly Incorporate this design Into the overall building design, Bel Indicated is to prevent buckling of Individual buss 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, seeANSUIPII BuolBy Criteria. D6B-89 and SCSI auBding Component 6904 Parke East Blvd. Safety Nfomsatbrxrvo6oble from Truss Plate Instllute, 218 N. Lee Street Suite 312, Nexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply CARLTON 299 T73708827 M11412 ATB COMMON 1 1 Jab Reference o tional cnamoers i nrss, mc., ron rierce, rL .......... ...... ..._......�. _ __.__.._ Scale = 1:60.9 4.00 12 5x6 = 6 18 16 15 -' -- 14 -- 12 3.5 = 3x4 II 3x6 = 618 = 6x8 = 3x6 — 3x4 II 3x6 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.37 BC 0.40 WS 0.68 Matrix -MS DEFL in (loci Well Ud Ved(LL) -0.1018-21 >999 360 Ved(CT) -0.2218-21 >844 240 Hom(CT) 0.02 15 rda We Wind(LL) 0.15 18-21 >999 240 PLATES GRIP MT20 244/190 Weight: 172 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at micipt 6-14 REACTIONS. All bearings 08-0. (Ib) - Max Horz 2— 208(LC 10) Max Uplift All uplift 100 Re or less atjoint(s) 15 except 2=-433(LC 12), 14=-866(LC 12), 10=-240(LC 12) Max Grav All reactions 250 lb or less atjoint(s) except 2=687(LC 21), 14=1635(LC 1), 10=399(LC 22). 15=349(LC 17) FORCES. (lb) -Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1239/757, 3-5=-437/333, 5-6=-032/448, 6-7= 272(773, 7-9=-376/778, 9-10=-334/220 BOT CHORD 2-18=-587/1178, 16-18=-587/1178, 12-14=-188/281, 10-12=-188/281 WEBS 6-14-10961683, 7-14=-303/281, 9-14=-853/614, 9-12=-13/307, 6-16=-5011665, 5-16=-302/279,3-16= 890/616, 3-18=-16/332 NOTES- 1) Unbalanced root 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=12ft; B=59ft; L=3611; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 18-0-0, Exterior(2) 18-" to 21-73 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.01b AC unit load placed on the lop chord, 18-0-0 from left end supported at We points, 6.0-0 apart. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with anyother 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, with BCDL= IO.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15 except Ut=lb) 2=433, 14=866, 10=240. WalterP. Finn PE No.22839 MiTek USA Inc. FL Cad 6634 8904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 Job Truss Truss Type Cry Ply CARLTON 299 T73708828 M11412 ATC COMMON 1 1 Job Reference (optional) Chambers Tmss, Inc., Fort Pierce, FL 8.130 s Mar 11 201a Mi iex nmusuMa, mv. H. Apr o 09:29:4 010 a1 0 Scale=1:60.9 4.00 12 5x6 = 1� I6 3x5 = 3x4 11 3.6 = 6xa = 6x6 = 3x6 = 30 11 3x5 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 LumberDOL 1.25 Rep Stress 1, or YES Code FBC2017/TP12014 CS'. TC 0.37 BC 0.40 W B 0.68 Matrix -MS DEFL- In (Joe) Vdefl L/d Ven(LL) -0.10 18-21 >999 360 Ved(CT) -0.2218-21 >844 240 Horz(CT) 0.02 15 n/a n/a Wind(LL) 0.15 18-21 >999 240 PLATES GRIP MT20 2441190 Weight: 1721la FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid telling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-14 REACTIONS. All bearings 0-8-0 except (jt=length) 14=0-11-5. (lb) - Max Horz 2= 208(LC 10) Maxi All uplift 100 lb or less atjoint(s) 15 except 2=-433(LC 12), 14=-866(LC 12). 10=-240(LC 12) Max Grav All reactions 2501la or less at jolnt(s) except 2=687(LC 21), 14=1635(LC 1), 10=399(LC 22), 15=349(LC 17) FORCES. (lb) -Max ComplMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1239/757, 3-5=-437/333, 5fc-432/448, 6-7=-27ZW3, 7-9=3761778, 9-10=-334/220 BOT CHORD 2-18— 587/1178, 16-18=-587/1178, 12-14=-188/281, 10-12=-188/281 WEBS 6-14=-1096/683, 7-14= 303/281, 9-14=-853/614, 9-12=-13/307, 6-16=-501/665, 5-16=-302/279, 3-16=-890/616, 3-18=-16/332 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=12ft; B=59ft; 1_4611; save=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 18-0-0, Exterior(2) 18-0-0 to 21-7-3 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.0I1a AC unit load placed on the top chord, 18-0-0 from left end, supported at two points, 6-D-0 apart. 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, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 15 except Ot=lb) 2=433, 14=866, 10=240. WalterP. Finn PE No.22839 MiTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 Q WARNWG-VarWdestgnparamatersand READ NOTES ON TN69ANOtNCLUDEDMREKREFERANCEPAGEUb7473rsv. lWDa20rs BEFOREUSE Design valitl for use only with Mge"S connectors. This design Is based only upon parameters shown, and Is far an individual building component, not �■ ■` a Tmss system. Beb'a use, Me bulltling tleslgn' must van the opplicabllly of tleslgn parameters antl properly Incorporate }his tleslgn Into the overall bulltling design.&odng Indicated Is to prevent buckling of Individual truss weband/or chordmembers only. AddlBan., temporary and pabracing MiTek' 6 always required for s}obility antl to prevent collapse with possible personal m7ury and property damage. For general guidance regaroing the fobdconon, storage, d. iv.l , erection and bracing of hussea and fruas systems aw SI/IP11 9ualtltlyy CModo, Dart 9 and BCSI Bu9dNp Component 6904 Parke East Blvd. Safety I. matte nvoaoble from Tmss Piste IntBkde' 2is N. Lee Street Suite 312 AJexondrlo. VA 22314. Tampa, FL 33610 Jop Truss Truss Type Oty Ply CARLTON 299 T13708829 M11412 BHA COMMON 1 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 6.,o. s ms , ' m,. nn' en ID:kFvnsnOwY419Zh0 nM3lc6ylJ9g-MutEPb t6-o-o 24.0-0 0 18-0-0 20-00 22-0-02 -10. 5 28-0-0 1 -6 2-0-0 2-0-0 24V-0 0410-15 4-0-0 1-1-1 Sx6 = 9 12 14 Scale: 3/i6'=1' 2 Jt� d 3x6 = 3.6 11 4x6 = 6xB — 6x8 = 3z6 11 3x5 axe = LOADING (psQ TCLL 20.0 TCDL 7.0 BOLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TO 0.73 BC 0.56 WB 0.83 Matrix -MS DEFL. in (too) Udefl Ud Vert(LL) -0.14 28-31 >999 360 Ved(CT)-0.2523-34 >619 240 Horz(CT) 0.04 21 Na Na Wind(LL) 0.2028-31 >909 240 PLATES MT20 MT18HS Weight: 2081b GRIP 2441190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-12 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-" oc bracing. WEBS 20 SP No.3 WEBS 1Row at midpt 20-25 2 Rows at 1/3 pis 3-26 JOINTS 1 Brace at Jt(s): 8, 4, 14, 16, 18 REACTIONS. AlPbeadngs 0-8-0 except 01=length) 25=0-11-5. (lb) - Max Horz 2=-208(LC 6) Max Uplift All uplift 100 He or less at joint(s) except 2=-583(LC 8), 26=-1557(LC 8), 25=-1259(LC 8), 21=455(LC 8) Max Gmv All reactions 250 Be or less at joints) except 2=983(LC 13), 26=2911(LC 13), 25=2457(LC 14), 21=757(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-224211142, 20-21=-1473/724, 3-4=-213f718, 4-6=-213f718, 6-8=-213f718, 8-10=-213/718, 10-11= 213/718,11-13=-213(718,13-15=-213/718, 15-17=-2131718, 17-19=-87/610, 19-20=-87/610, 3-5=-199/422, 5-7=-112/391,7-9= 33/344, 12-14=0/257, 16-18=-67/301, 18-20=-206/363 BOT CHORD 2-28=-971/2236, 26-28=-922/2090, 25-26=-855/521, 23-25=-516/1204, 21-23=-569/1344 WEBS 8-26=-1333/1008,17-25=-979f756,3-28=-41911254,3-26=-323611698, 20-23=458fl210, 20-25=-2385/1201,9-10=-706/569,6-7=-307/241,15-16=-462/372,18-19=-497/418 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=4.2pst BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOIr1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' 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. 8) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 58316 uplift at joint 2, 15571b uplift at joint 26, 1259 He uplift at joint 25 and 455 lb uplift at joint 21. 9) Girder carries hip end with 8-0-0 end setback. 10) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 9671b down and 461 He up at 28-0-0. and 967 Ib down and 461 Ib up at 8-0-0 on bottom chord. The desigNselection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Walter P. Finn PE No.22939 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 d rd O WARNING-Ve11fyd.l9n Paramefersend READ NOTES ON TKISAND/NCLUDEDMIFEKFEFENANCEPAGEMU7473.. IM3,2015BEFOBEUSE, Design valitl tar use only with MReL�connecfors, ihls design Is based only upon poramefers shown, anti "'Oran IndNltlual bulldng component, not o fruss system. Before use. the Eulltling designer must verity the appllccblliry of design parameters and properly Incolporota this design Info the overall bull ding design. Bracing Ntllcated is fo prevent bucyJing.flntlivltlualfruss web and/or chord members Only, Atltlltlan0l temporary and permanentbmcing MiTek' b always requeed for sfabalty anti to prevent collapse with poslble personal Infury anti property damage. For general guidance regartling the f.bdcanon storage. dal1v erection and bracing.}hussesantl hus systems, saeAN5U1Pn Cuo�y Cm orb, D5aA9mld lC51 Bu6dND Componont 6904 Parka Bear Blvd. SCIBIy bformotiunovpeoble from Tmss Rafe InsnMe, 218 N. Lee Sheet Suite 312. Alexontldo, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply CARLTON 299 T13708829 M11412 BHA COMMON 1 1 Job Reference (optional) Chambers Truss, Inc., Fart Pierce, FL a.33u s Mar n euia MI i eK industries, Inc. rn Apr b uu:ea:ou ems rage z ID:kFvnsnOwY419ZhO_nM3lc6ylJ9g-MufEPtYJEiUezVaW—p8ZNkfGaZCNIFUHODI ghgzTU2V LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=-54, 20-22— 54, 28-29=-20, 23-28=-47(F=-27), 23-32=-20, 3-12=-126(F= 72), 12-20=-126(F=-72) Concentrated Loads (Ib) Vert: 28>641(f7 23=-641(F) QWARN/NO-Velllydstgnparamelersenr/REAO NOTES ON THISANO INCLUDED MITEKREFERANCEFAOEMl4741Jrev, fDN12oi5 BEFORE USE Design valid for use only with MITek®connectors. This design Is based only upon parameters shown, and is for on Individual building component, not a truss system. Before use, the building designer must verily the appiicabilfly of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual hula web and/or chord members only. Adair temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss indfoms, seeANSVIPII Quail CrBBda, DSB-89 and BCSI Building Component Safety InformatbnavcJable from Truss Rate Institute, 218 N. Lee Street, Suite 312 Alexandria, VA 22314. �� M!Tek' 69N Palle Eesl Blvd. Tampa, 1 33610 Job Thus Truss Type City Ply T73708830 M11412 GRA HIP 1 1 �CARLTON299 Job Reference o tional Chambers l run. Inc., Fort vierce, rL ba SO. mar umio muen umuswes, mc.FC, Ai GGS:29:532G,o ID:kFvnsnOwY419Zh0_nM3Ic6ylJ9g-mTKN1uzBXdsDgyJSfxhG MHm2nBxVb6j6BFU17zTU2S 1-0- 7-10-0 13-6-0 18.0.0 22-40 28-2-0 36-0-0 7-0- -0- 7-10-0 5-10-0 4-40 4-4-0 5.10-0 7-10-0 -0- Scale =1:61.9 Sxe MT18HS= SA MT18HS= 4.00 12 a%4 11 Sx8 = 3x4 II 3 22 23 24 25 4 26 27 5 28 629 30 31 32 33 7 -_ Sa 14 ad ab 31 ad —11 4u 3x5 = 3x4 II 4x6 = 6x12 = 6x12 — 4.6 = 3x4 II 3x5 = LOADING last) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL L. 5 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/rP12014 CS'. TC 0.71 BC 0.76 WE 0.84 Matrix -MS DEFL. Ved(LL) Ved(CT) Horz(CT) Wind(LL) in (too) Vdefl Ud -0.21 12-13 >999 360 -0.44 12-13 >609 240 0.06 8 n/a n/a 0.2210-21 >999 240 PLATES MT20 MT18HS Weight: 161 lb GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-4-6 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-7-0 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS I Flow at midpt 3-13, 5-13 4-13,6-12: 2x6 SP No.2 REACTIONS. (lb/size) 2=398/0-8-0,13=3546/0-8-0,8=1252/0-8-0 Max Horz 2=-97(LC 6) Max Uplift 2= 292(LC 8), 13=-2107(LC 8), 8=-799(LC 8) Max Grav 2=417(LC 17), 13=3546(LC 1). 8=1256(LC 18) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-369/211, 3.4=-1158/2051, 4-5= 1158/2051, 5-6= 2318/1425, 6-7= 2318/1425, 7-8= 2981/1789 BOT CHORD 2-15=-196/311, 13-15=201/342, 12-13=-246/452, 10-12=-1588/2818, 8-10=-1578/2786 WEBS 3-15=-181/648, 3-13— 2568/1568, 4-13=640/587, 5-13=-2900/1855, 5-12— 1172/2196, 6-12=-611/569, 7-12=-558/375,7-10=-184/651 NOTES- 1) Unbalanced root 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=12ft; B=59ft; L=36ft; eave=5ft; 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 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-M 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 292 lb uplift at joint 2, 2107 Ib uplift at joint 13 and 799 lb uplift at joint B. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 137 lb down and 301 lb up at 7-10-0, 103 lb down and 170 lb up at 10-0-12, 103 lb down and 170 Ib up at 12-0-12, 103 lb down and 170 lb up at 14-0-12, 103 lb down and 170 Ib up at 16-0-12, 103 lb down and 170 lb up at 18-0-12, 103 lb down and 170 lb up at 19-11-4, 103 lb down and 170 lb up at 21-11-4. 103 Ib down and 170 Ib up at 23-11-4, and 103 Ib down and 170 lb up at 25-11-4, and 137 lb down and 301 lb up at 28-2-0 on top chord, and 340 lb down and 223 lb up at 7-10-0, 77 lb down and 1 Ib up at 8-0-12, 77 lb down and 1 lb up at 10-0-12. 77 lb down and 1 lb up at 12-0-12, 77 lb down and 1 lb up at 14-0-12, 77 lb down and 1 Ib up at 16-0-12, 77 lb down and 1 lb up at 18-0-12, 77 lb down and 1 lb up at 19-11-4, 77 lb down and 1 Ib up at 21-11-4, 77 lb down and 1 It, up at 23-11-4, 77 lb Walter P. Finn PE No.22839 down and 1 lb up at 25-11-4, and 77 lb down and 1 Ib up at 27-114, and 340 lb down and 223 lb up at 28-2-0 on bottom chord. I4iTak USA, Inc. FL Cad 6634 The design/selection of such connection device(s) is the responsibility of others. 6904 Parke East Blvd. Tampa FL 33610 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Date: LOAD CASE(S) Standard April 6,2018 Q WARNING-VeHtytleslgnparametenanCREADNo1ES ON MSAND INCLUDED MIIEKREFERANCEPAGEM67473re¢ fO1712015BEFORE USE. Daslgn vend for use only with MReM connectors. this design Is basetl only upon parameters shown, and Is for an IndMdual bulltling component, not frost rystem. Betore use, the bulltling desloner mmf varlry the.ppllc.b1I1' of design Parameters antl plopedy lncoiporafe this design info the overall ...'a bulltling design.&acing indlcaled b to prevent bucWIng of lndlNdualfiuss weband/or chord members only, Adtlitloncl tempomryontl permanent bracing MiTek' Is always requiretl for sf.blllN and topreventcollapse with possible personal inlury and properly damage. Forgene..l Duldanoereggrdingme tobdco6on storage, tlelMery, erection and bracing of trusses and truss systems, seeAN5VIP11 Cooly9sy. CModo, 09I48g mIIt fiCSI auYCInp Companont 69M Para East Blvd. Solery Nformgtbtxrvcaable fiom True Poate Insfifute. 218 N. Lae Street Suite 372 Alexpntlda VA 22314. Tempe, FL 33610 Jab Tress Truss Type Oly Ply CARLTON 299 T73708830 M11412 GRA HIP 1 1 Job Reference o (lanai Chambers Thus, Inc., Fort Pierce, FL 8.13U a Mar 11 EMS MI IeK mausmes, Inc. r0 Apr a 09:29:53 ema rage e ID:kFvnsnOwY419ZhO nM3lc6ylJ9g-mTKN1 uzBXdsDgyJ5bdiG_MHm2nBxVb6j6BFU17zTU2S LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-7=-54, 7-9=-54, 16-19=-20 Concentrated Loads (Ib) Vert: 3=-137(B) 6= 103(B) 7=-137(B) 14=-49(B) 15=-389(B) 10=-389(8) 11=49(B) 22=-103(B) 24=-103(B) 26=103(B) 27=-103(B) 28=-103(B) 29— 103(B) 31=-103(B) 33=-103(B) 34=-49(B)35=-49(B)36=-49(B) 37=49(8) 38=-49(B) 39=-49(B)40=-49(B) Q WARNING - Verlrydes/gnparame(arsand READ NOTES ON MISAND/NCLUDED MRIEKREFERANCEPAGEMIPMMnsv. 1N031Sp1SBEFOREUSE Design valid for use only witn Mnek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component; not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design, Bracing Indicated a to prevent buckling of Inc lAducl huss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stabllity, and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fcbdcaBon, storage, delivery, erection and bracing of fusses and Muss system%seeANSVIPII Gual"T Criteria. DSBA9 and SCSI Building Component 6904 Parka East Bind, Safety Informatbinvalioble from Truss Rate Institute, 218 N. Lee Sheet Suite 312 Alexandila, VA 22 14. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3�4 Center plate on joint unless x y 41 offsets are Indicated. Dimensions are in It -In -sixteenths. Apply plates to both sides of truss and fully embed teeth. �T�ldr I For 4 x 2 orientation, locate plates 0-'n9' from outside edge of truss. This symbol Indicates the required direction of slots In connector plates. Plate location details available in MTek 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/TPII: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 I dimensions shown.in sixteenths (D II---�I (Drawwscale) not to scale) 1 2 3 TOP CHORDS a-2 c2a o WEBS � 4 0 O U O o_ �" c2-e ceo csa O BOTTOM 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 NUMBERSAETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-131 1, 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 MiTeke MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design leading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at Joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. B. Unless otherwise noted, moisture content of lumber sha0 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. Comber Is a non-structural consideration and is the responsibility of truss fabricator. General practice is to comber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum poling requirements. 12. Lumber used shall be of the species and size, and In all respects equal to of 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 attar truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 1 B. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consul 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.